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ff3: 2720 ( Part XXX ) - 1980
Indian Standard
METHODS OF TEST FOR SOILS
PART XXX LABORATORY VANE SHEAR TEST
First Revision )
(
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DR JAQDISH NARAIN University of Roorkee, Roorkee
Members
ADDITIOX~L DIRECTOR, IRI Irrigation Department, Government of Bihar,
Patna
ADDITIONAL DIRECTOR RESEARCH Ministry of Railways
( F. E. ). RDSO
DEPUTY DIRECTOR RESEARCR
( SOIL MEOH ), RDSO ( Alternate )
PROF ALAM SINQH University of Jodhpur, Jodhpur
COL AVTAR SINQH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL V. K. KANITKAR ( Alternate )
DR A. BANES JEE Cemindia Co Ltd, Bombay
SHRI S. GUPTA ( Alternate)
DR R. K. BHANDARI Central Building Research Institute, Roorkee
CHIEF ENQINEER ( B&R ) Irrigation Department, Government of Punjab,
Chandigarh
DR G. S. Dhillon ( Alternate )
SHRI M. G. DANDAVAT~ ’ The Concrete Association of India, Bombay
SRRI N. C. Duoou~ I Alternate J
SHRI A. G. DASTIDAR ‘_- ’ In personal capacity (5 Hungrrford Court, 12/l
Hungerford Street, Calcutta 700017 )
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
( Continued on page 2 )
@ Copyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2720 ( Part XXX) - 1980
( Continued&n page 1 )
Members Representing
SHRI A. H. DIVANJI Asia Foundations & Construction ( P ) Ltd,
Bombay
SHBI A. N. JANQLE ( Alternate )
PROF GOPAL RANJAN University of Roorkee, Roorkee
PROF GOPAL RANJAN Institution of Engineers ( India ), Calcutta
DR SHASHI K. GULKATI Indian Institute of Technology, New Delhi
DR G. B. RAO ( Alternate )
SHRI 0. P. MALHOTRA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHRI T. K. NATRAJAN Central Road Research Institute, New Delhi
PRESIDENT ( IMDA ) All India Instrument Manufacturers & Dealers
Association, Bombay
DEPUTY SECRETARY ( AIIMDA ) (Alternate )
SHRI R. V. RANTE~DEVAN Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
RESEARCH OFFICER ( B&RRL ) Public Works Department, Government of Punjab,
Chandigarh
SHRI K. R. SAXENA Public Works Department, Government of Andhra
Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate j
SARI N. SIVA~URU ’ Roads Wing, Ministry of Shipping & Transport
S&I D. V. SIEKA ( Alternafe)
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
SUPERINTENDINQ E N G I N E E R Public Works Department, Government of Tamjl
(P&D)- Nadu, Madras
EXECUTIVE ENGINEER ( SMRD ) ( Alternate )
SHRI H. C. VERMA All India Instrument Manufacturers & Dealers
Association, Bombay
SRRI H. K. GUEA ( Alternate)
SHRI S. D. VIDYARTHI Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( Alternate )
SERI G. RAMAN, Director General, IS1 ( Ex-o&o Member )
Director (Civ Engg )
SHR~ K. M. MATHUR
Deputy Director ( Civ Engg ), ISI
( Confinued oa page 8 )
2
,”IS : 2720 ( Part XXX ) - 1980
Indian Standard
v
METHODS OF TEST FOR SOILS
PART XXX LABORATORY VANE SHEAR TEST
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part XXX ) ( First Revision ) was adopted
by the Indian Standards Institution on 31 October 1980, after the draft
finalized by the Soil and Rock Mechanics Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 The laboratory vane shear test for the measurement of shear strength
of cohesive soils is useful for soils of low shear strength of less than about
O-5 kgf/cms. This test gives the undrained strength of the soil and the
undisturbed and remoulded strengths obtained are used for evaluating the
sensitivity of the soil. This standard was first published in the year 1968.
This revision has been prepared to incorporate revised shape of vane
found useful for this test.
0.3 In reporting the result of a test of analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be.done in accordance with IS : Z-1960*.
1. SCOPE
1.1 This standard ( Part XXX ) covers the procedure of conducting
laboratory vane shear test on cohesive soils of low shear strength for
determining their undrained shear strength.
2. APPARATUS
2.1 Vane - The vane shall consist of four blades each fixed at 90” to the
adjacent blades as illustrated in Fig. 1. The vane should not deform
under the maximum torque for which it is designed. The penetrating
*Rules for rounding off numerical values (revised).
3IS: 2720 ( Part XXX) - i980
edge of the vanq blades shall be sharpened having an included angle of
90°. The vane blades shall be welded together suitably to a central rod,
the maximum diameter of which should preferably not exceed 2°5 mm in
the portion of the rod which goes into the specimen during the test. The
vane should be properly treated to prevent rusting and corrosion.
J%”k
P
60
24:0.25
+ 12~0.15 +-
A1l dimensions in millimetres.
Essential dimensions underlined.
FIG. 1 PRINCIPLE OF VANE SHEAR TEST
4IS : 2720 ( Part XXX ) - 1980
2.2 The apparatus may be either of the hand-operated type or motorized.
Provisions should be made in the apparatus for the following:
a) Fixing of vane and shaft to the apparatus in such a way that
the vane can be lowered gradually and vertically into the soil
specimen.
b) Fixing the tube containing the soil specimen to the base of the
equipment for which it should have suitable hole.
4 Arrangement for lowering the vane into the soil specimen
( contained in the tube fixed to the base ) gradually and vertically
and for holding the vane properly and securely in the lowered
position.
4 Arrangement for rotating the vane steadily at a rate of approxi-
;;tellnL/60 rev/min ( O*l“/s ) and for measuring the rotation of
.
e) A torque applicator to rotate the vane in the soil and a device for
measuring the torque applied to an accuracy of 0.05 cm.kgf.
f ) A set of springs capable of measuring shear strength of
O-5 kgf/cms.
2.2.1 A typical form of the hand operated apparatus is shown in Fig 2.
3. PROCEDURE
3.1 The specimen in the tube should be at least 37.5 mm in diameter and
75 mm long. Mount the specimen container with the specimen on the
base of the vane shear apparatus and fix it securely to the base. If the
specimen container is closed at one end it should be provided at the
bottom with a hole of about 1 mm diameter. Lower the shear vanes into the
specimen to their full length gradually with minimum disturbance of the
soil specimen so that the top of the vane is at least 10 mm below the top
of the specimen. Note the readings of the strain and torque indicators.
Rotate the vane at a uniform rate approximately 0.1 “/s by suitably operat-
ing the torque applicator handle until the specimen fails. Note the final
reading of the torque indicator. Torque readings and the corresponding
strain readings may also be noted at desired intervals of time as the test
proceeds.
3.2 Just after the determination of the maximum torque rotate the vane
rapidly through a minimum of ten revolutions. The remoulded strength
should then be determined within 1 minute after completion of- the
revolution,
5fS : 2720 ( Part XXX ) - 1980
PLAN OF GEAR
SYSTEM
This is only a typical example and any design of apparatus satisfying the
requirements specified in 2 may be used.
Base 10 Torque spring
Lead screw 11 Locating pins
Nut 12 Strain indicating pointer
Support pillar 13 Maximum pointer
Lead screw handle 14 Vane fixing screw
Gear bracket 15 Shear vanes
Torque applicator handle 16 Normal speed gear
Slow motion bevel & work gears 17 Gear bracket clamp screws
Bracket
FIG. 2 LABORATORY VANE SHEAR APPARATUS
61S : 2720 ( Part XXX ) - 1980
4. COMPUTATIONS
4.1 For vane testing instruments that do not read the torque directly, a
calibration curve to convert the readings to cm.kgf of torque shall be
provided. These calibration curves shall be checked periodically.
4.2 Calculate the shear strength of the soil using the following formula :
where
S=shear strength in kgf/cms, and
T=torque in cm.kgf.
NOTE 1 - This formula is based on the following assumptions:
a) Shearing strengths in the horizontal and vertical directions are the
same;
b) At the peak value, shear strength is equally mobilized at the end
surface as well as at the centre; and
c) The shear surface is cylindrical and has a diameter equal to the
diameter of the vane.
NOTE 2 - It is important that the dimensions of the vane are checked periodi-
cally to ensure that the vane is not distorted or worn.
7fS : 2920 ( Part XXX ) - 19&O
( Continuedfrom page 2 )
Soil Testing Procedures and Equipment Subcommittee, BDC 23:3
Convener Representing
PBOF ALAM SINQH University of Jodhpur, Jodhpur
Members
SERI AMAR SINQH Central Building Research Institute, Roorkee
DEPUTY DIRECTOR RESEARCH Ministry of Railways
(FE-II ), RDSO
DEPUTY DIRECTOR RESEARCH
( SM-III ), RDSO ( Alternate )
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUT; DIREIZXO~ ( CSMRS ) ( Alternote )
PROF GOPAL RANJAN University of Roorkee, Roorkee
DR S. C. HANDA ( Alternate )
DR SHASKI K. GULHATI Indian Institute of Technology, New Delhi
SARI H. K. GUHA Geologists Syndicate Pvt Ltd, Calcutta
SURI H. N. BHATTACHARAYA (Alternate )
SHRI 0. P. MALXXOTRA Public Works Department, Chandigarh Adminis-
tration
SHRI M. D. NAIR Associated Instruments Manufacturers ( I ) Pvt
Ltd, New Delhi
PROP T. S. NAGARAJ ( Alternate )
SHRI N. M. PATEL Delhi College of Engineering, Delhi
SHRI P. JA~ANATHA RAO Central Road Research Institute, New Delhi
COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL V. K. KANITKAR ( Alternate )
SHRI S. D. VIDYARTHI Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( Alternate )
-t
,.*
,AMEI~UMENT NO, 1 MAY 1984
TO
1k2720(Part 30)-1980 METttOOS OF TEST FOR SOILS .
PART 30 LAUORATORY VANE SHEAR TEST
(FirstR evision)
Alteration
-a---
(Rzgs 5, o&awe 3.1, Zine’I) - Substitute ‘30 md
'37.5 mm'.
c 23)
Eaprogtaphy Unit, BIS, New Delhi, Indiz
|
IS9000_4.pdf
|
IS/IS0 9000-4 : 1993
Indian Standard
QUA-LITY MANAGEMENT AND
QUALITY ASSURANCE STANDARDS
PART 4 GUIDE TO DEPENDABILITY PROGRAMME MANAGEMENT
Second Reprint AUGUST 1997
( Incorporating Amendment No. 1 )
UDC 658.60
0 BIS 1~997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1994 Price Group 4Quality Management Sectional Committee, MSD 2
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 9000-4 : 1993 ‘Quality management and quality assurance
standards - Part 4 : Guide to dependability programme management’, -issued by the International
Organization for Standardization (ISO), was ~adopted by the Bureau of Indian Standards on the
recommendation of the Quality Management Sectional Committee (MSD 2), and approval of the
Management and Systems Division Council.
The text of the IS0 Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain conventions are, however, not identical to those used in Indian Standards. Attention is
particularly drawn to the following:
Wherever the words ‘International Standard’ appear referring to this standard, they should be read as
‘Indian Standard’.
In the adopted standard, normative references appear to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their place are listed
below along with their degree of equivalence for the editions indicated:
ZnrernutionaI Correspondinglndian Standard Degree of
Standard Equivalence
IEC 50 (191) : 1990 IS 1885(Part 39)‘) Electrotechnical vocabulary - Part 39 Technically
: Dependability of electronic and electrical items ( second Equivalent
revisiori )
IS0 8402 : 1994 IS/IS0 8402 : 1994 Quality management and quality Identical
assurance - Vocabulary (first revision )
IS0 9001: 1994 IS/IS0 9001 : 1994 Quality systems - Model for quality Identical
assurance in design, development, production, installation
and servicing (first revision )
IS0 9002 : 1994 IS/IS0 9002 : 1994 Quality systems - Model for quality Identical
assurance in production, iustallatiou aud servicing ( first
revision )
IS0 9003 : 1994 IS/IS0 9003 : 1994 Quality systems - Model for quality Identical
assurance in final inspection and test (first revision )
IS0 9004-l : 1994 IS/IS0 9004-l : 1994 Quality management and quality Identical
system elements - Part 1 : Guidelines (fourth revision )
The latest editions of referred standards, at the time of publication of this~amendment, have been mentioned
for the information of users of this standard, even though some of them were brought out after publication of
this standard. However, till this standard is revised, specific clause references may tally with those in earlier
editions.
In ‘the adopted standard, normative reference has also beeu made to ‘IEC 300-2 : XX, Dependabtiity
management - Part 2 : Dependability programme elements and tasks’, which is under consideration for
publication as an International Standard. The Committee would review the provisions of this Iuternatioual
Standard as and when it is published and decide whether it may be adopted as Iudiau Standard.
A-
‘) to be published.IS/lSO 9000-4 : 1993
Indian Standard
QUALITY MANAGEMENTAND
QUALITY ASSURANCE STANDARDS
PART 4 GUIDE TO DEPENDABILITY PRORAMME MANAGEMENT
1 Scape
This par! of IEC 3OO/ISO 9000 provides guidance on dependability programme
management. It covers the essential features of a comprehensive dependability
programme for the planning, organization, direction and control of resources to produce
~products which will be reliable and maintainable. In management terms, it is concerned
with what h-as to be done, and why, and when and how it has to be done, but it is not
specific about who should do it and where, because organizations and projects vary
widely.
This part of IEC 3OO/ISO 9000 is applicable to hardware and/or software products, where
dependability characteristics are significant during the operation and -maintenance phase.
The requirements are maimed primarily at controlling influences on dependability at all
product life-cycle phases from product planning to operation.
Any agreement using the guidance given in this part of IEC 3OO/ISO 9000 may use
selected parts to fit particular circumstances. The parties involved shall agree upon and
record the extent to which it is applied, including the guidance given in other parts of the
IEC 300 series. Any selected clauses used in this way become requirements.
NOTES
1 The guidance given in this part of IEC 3OO/ISO 9000 primarily applies to a supplier with a small
number of qualified customers but it can also be applied to the supply of consumer products.
2 The -guidance given in this part of IEC 3OO/ISO 9000 addresses the life-cycle phases as defined and
would also apply to any further subdivision of phases.
3 The masculine gender is used in this part of IEC 3OO/ISO 9000 to represent also the feminine gender
where applied to persons.
4 In the context of this part of IEC 3OO/ISO 9000 the terms ‘document’ and ‘documentation’ are not
restricted to-paper media.
5 The term “customer’ used in this part of IEC 3OO/ISO 9000 is synonymous with the term ‘purchaser’.IS/IS0 9000-4 : 1993
2 Normative references
The following normative documents contain provisions which, through reference in this
text constitute provisions of this part of IEC 3OO/ISO~9000. At the time of publication, the
editions indicated were valid. All normative documents are subject to revision, and parties
to agreements based on this part of IEC 3OO/ISO 9000 are encouraged to investigate the
possibility of applying the most recent editions of the normative documents listed below.
Members of IEC and IS0 maintain registers of currently valid International Standards.
IEC 50(191): 1990, International Electrotechnical Vocabulary (IEV) - Chapter 191 -
Dependability and quality of service
IEC 300-2: XX, Dependability management - Part 2: Dependability programme elements
and tasks (future publication under consideration)
IS0 8402: 1986, Quality - Vocabulary
IS0 9001: 1987, Quality systems - Model ~for quality asxrance in design/development,
production, installation and servicing
IS0 9002: 1987, Quality systems - Model for quality assurance in production and
ins talla tion
IS0 9003: 1987, Quality systems - Model for quality assurance in final inspection and test
IS0 9004: 1987, Quality management and quality system elemen?s - Guidelines
3 Definitions
For the purposes of this part of IEC 3OO/ISO 9000, the terms and definitions of IEC 50
(191) and IS0 8402 apply, together with the following particular terms and definitions:
3.1 dependability: The collective term used to describe the availability performance and
its inf~luencing factors: reliability performance, maintainability performance and
maintenance support performance.
NOTE - Dependability is used only for general descriptions in non-quantitative terms.
3.2 dependability pro_gramme: The organizational structure, responsibilities, proce-
dures, processes and resources used for managing dependability.
NOTE - A dependability programme covers all phases of a product’s life cycle from planning to operation
and possibly disposal. A dependability programme is composed of-programme elements divided into tasks.
2is/is0 9000-4 : 1993
3.3 dependability plan: A document setting out the specific dependability practices,
resources and sequence of activities relevant to a particular product, contract or project.
3.4 product: Any specified deliverable goods or service.
4 Management responsibiiities
4.1 Policy
The supplier should establish and maintain a document expressing his policy and
objectives regarding the dependability characteristics of his products and the related
support services. This document may constitute a part ~of a quality policy document pre-
pared in accordance with 4.1;1 of IS0 9001 and the guidance given in 4.2 and 4.3 of
IS0 9004.
4.2 Organization
The supplier should establish and maintain programme elements and resources in his
organization to achieve assurance of dependability. These elements can be product and
project independent as well as project or product specific. They should be easily
identifiable, and may be independent of but suitably interfaced with the organization
responsible for performing quality assurance activities.
The functions to achieve assurance of dependability and quality assurance may have
common organizational elements, in which case they may be integrated and executed in
conjunction, but still remain identifiable.
4.3 Quality system
The supplier showid establish and maintain a documented quality system in accordance
with qS0 9001, IS0 9002 or IS0 9003, as applicable.
4.4 Market research and product planning
The supplier should establish and maintain procedures for market research to determine
the needs of prospective customers for the ~dependability of products being considered for
~market introduction, and for converting these needs into specifications.
Early product planning activities, including feasibility studies, should be conducted on the
basis of dependability specifications, based on market research.
4.5 Management review
The supplier should carry out reviews, at management level and with appropriate time
intervals, of the dependability programme adopted in accordance with the guidance given
in this part of IEC 3OO/iSO 9000. Records of such reviews should be maintained.
NOTE - These reviews should be coordinated with the management reviews done in accordance with
4.1.3 of IS0 9001.WISO 9000-4 ~: 1993
4.6 Dependability programme-reviews
The supplier should establish and maintain procedures for a systematic, recurrent and
independent review of the adequacy of processes, procedures and tools used for his
dependability programme, including;
- review of the dependability programme and its elements. and tasks, including the
rationale for their selection;
- review of all documents describing the programme, its elements, tasks and results;
- consideration of the effective performance and achievement of the dependability
programme and approval of any changes;
- evaluation of the cost-effectiveness of the programme in terms of its benefits;
higher dependability, lower maintenance cost, etc.
5 Product or project Independent programme elements
-5.1 Dependability programme implementation
The supplier should be capable of implementing a dependability programme, wifh task
selection based on IEC 300-2, to ensure that the specified dependability requirements are
met.
The structure and elements of the dependability programme and the detailed descriptions
of the procedures, analysis methods, tools and statistical principles used to define, control
and evaluate dependability characteristics should be documented.
5.2 Methods
The supplier should establish and maintain access to effective statistical and other
relevant qualitative and quantitative methods and models appropriate for prediction,
analysis and estimation of dependability characteristics of his products. Education and
training programmes should be issued and implemented for any personnel categories that
will use the methods.
5.3 Data banks
The supplier should establish and maintain data banks to provide feedback on the
dependability of its products, from testing and/or operation, in order to assist in product
design, current product improvement, maintenance support ~planning, or as otherwise
needed for the dependability programme.
5.4 Dependability records
All documents containing requirements for dependability and their allocation, dependability
plans and results of dependability analyses and predictions, dependability test instructions
and results, and field data analysis records should be retained for an appropriate period,
defined with relation to the expected product life time. A master list of relevant documents,
including their revision status, should be established and maintained in accordance with
4.5 of IS0 9001.
4IS/IS0 9000-4 : 1993
6 Product or project specific programme elements
6.1 Planning and management
The supplier should develop a dependability plan as a part of the general product plan or
project plan.
The dependability plan should be reviewed, and if necessary revised, at project and
product reviews. These reviews should also verify that the programme elements and
tasks, analyses, and results conform to the plan and the specified dependability
requirements.
The supplier should establish and maintain’ procedures for securing traceability, as defined
in IEC 300-2, of dependability requirements.
Dependability is one of the driving factors in the configuration management procedure,
which should be established and maintained by the supplier in accordance with guidance
given in 8.8 of IS0 9004.
NOTE - The programme tasks are defined in 6.1 of IEC 300-2 (dependability plans; project decision
management; traceability management; configuration management).
6.2 Contract review and liaison
The supplier should establish and maintain procedures for contract review, performed in
accordance with 4.3 of IS0 9001, in order to ensure that the dependability requirements
and the conditions and constraints for definition of dependability requirements are
adequately specified and documented, that any dependability requirements differing from
those in the tender are resolved, that operations and maintenance sunoort conditions are
adequately defined by the customer and that acceptance testing criteria are specified.
Records which include decisions taken at these reviews should be maintained.
The supplier should appoint a management representative to interface with the customer
NOTE - The programme tasks are defined in 6.2 of IEC 300-2 (contract review; management
representative).
6.3 Dependability requirements
The supplier should prepare specifications which contain qualitative and ~quantitative
requirements for availability performance, reliability performance and maintainability
performance. The maintenance support assumptions should be clearly stated, taking into
account any customer-provided information.
The supplier should perform a requirements review activity prior to the start of design.
This review should ensure that any incomplete, ambiguous or confiicting dependability
requirements are clarified or modified. The overall dependability requirements should, as
appropriate. be allocated to the various parts of the product to be designed.
‘5IS/IS0 9000-4 : 1993
NOTES
1 Dependability requirements may need to be redefined during the products life cycle.
2 The programme tasks are defined in 6.3 of IEC 300-2 (specification of dependability requirements;
requirements interpretation; requirements allocation).
6.4 Engineering
The supplier should establish and maintain guidelines and practices for design of the
product and its maintenance support to ensure that the desired dependability will be
achieved.
NOTE - The programme tasks are defined in 6.4 of IEC 300-2 (reliability engineering; maintainability
engineering; maintenance support engineering; testability engineering; human factors engineering).
6.5 Externally provided products
The supplier should establish and maintain procedures to specify dependability
requirements for externally provided products.
The supplier should require and ensure that all requirements of the dependability
programme are fulfilled by any subcontracted hardware or software parts of the final
product.
NOTE - The programme tasks are defined in 6.5 of IEC 300-2 (subcontracted products; customer provided
products).
6.6 Analysis, prediction and design review
The supplier should identify and perform dependability analysis, prediction and formal
design review activities (programme tasks) adequate for the product or project.
NOTE - The programme tasks are defined in 6.6 of IEC 300-2 (fault mode and effects analysis; fault tree
analysis; stress and load analysis; human factors analysis: predictions; trade-off analysis; risk analysis;
formal design review).
6.7 Verification, validation and test
The supplier should establish and maintain procedures for effective and adequate
verification and validation of dependability requirements.
NOTE - The programme tasks are defined in 6.7 of IEC 300-2 (verification, validation and test planning;
life testing; dependability testing; reliability growth testing; production testing; acceptance testing; reliability
stress screening).
6.8 Life-cycle cost programme
The supplier should establish and maintain procedures for assessing the life-cycle cost
elements for the product or project.
NOTE - The programme element is defined in 6.8 of IEC 300-2 (life-cycle cost programme).
6IS/IS0 9000-4 : 1993
6.9 Operation and maintenance support planning
The supplier should provide the customer with information needed for the operation of the
prolduct,
The supplier should identify and advise the customer on the maintenance support
requirements for the product, including recommendations on spare parts (range and
scale), test equipment, special tools, maintenance personnel skill levels, etc.
NOTE - The programme tasks are-defined in 6.9 of IEC 360-2 (maintenance support planning; installation;
support services; support engineering; spares provisioning).
6.10 Improvements and modifications
The supplier should establish and maintain procedures for a systematic identification and
implementation of any necessary improvement of the reliability performance and
maintainability performance of the product and of the maintenance support performance,
in order to ensure conformity to dependability requirements.
The suppiier should establish and maintain procedures to ensure that changes or
modifications of the product or changes to data related to its dependability characteristics
will result in a review and, as necessary, revision of all analyses and predictions
previously done in order to determine the possible influence on dependability and the
possible need to initiate and implement product improvements.
NOTE - The programme tasks are defined in 6.10 of IEC 300-2 (improvement programmes, modification
control).
6.1.1 Experiences feedback
The supplier should establish and maintain procedures for handling, storage and analysis
of failure and fault data from testing and manufacturing and of operational dependability
inforlmation received from the customer.
The supplier should define and communicate to the customer information on his need for
field data and cooperate with the customer in the establishment of appropriate procedures
for field data collection, storage and analysis.
NOTE - The programme tasks are, defined in 6.11 of IEC 300-2 (data acquisition; data analysis).
|
1475_1.pdf
|
c
IS 1475 (Part 1): 2001
h--ti~-m
‘m Imhmmwklfm
(mjy@PT)
Indian Standard
SELF-CONTAINED DRINKING
WATER COOLERS — SPECIFICATION
PART 1 ENERGY CONSUMPTION AND PERFORMANCE
Third Revision)
(
ICS27.200;97.130.20
,,.
OBIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI 110002
November 2001 PriceGroup4
,
1“
JRefrigeration andAirConditioning SectionalCommittee, ME3
FOREWORD
This Indian Standard (Part 1)(Third Revision) wasadopted bytheBureau of Indian Standards, after thedraft
finalized by theRefrigeration andAir-Conditioning SectionalCommittee hadbeenapproved bytheMechanical
Engineering DivisionCouncil.
This standard was first issued in 1959and was revised in 1971to allow for the use of more readily available
materials asalternative to stainless steel for the constructions of storage tanks of storage type water coolers.
The mainmodifications made in thesecondrevision wereasfollows:
a) Itdid not specify anyparticular material forthestorage tankbut instead stipulated that the materials
used would becorrosion resistant, non-toxic non-absorbent and durable.
b) Therequirement relating totheperformance factorwasdeleted inviewoflackofauthentic dataavailable
inthisregard andthedifficulties experienced bythemanufacturers tomeetthisrequirement.
c) The classification ofthe various typesof water coolers hadbeen aligned with the practices prevailing in
other countries.
d) Itspecified only 35°Cambient temperature forcapacity rating testcondition andalsoincluded maximum
operatingconditionof43°Cambientandtherelatedrequirementssoastoprovideguidancetotheconsumers
about theperformance of these units atadverse ambient conditions.
I
Watercoolers withavoltageandafrequency otherthanspecifiedin this standardmayalsobemanufactured for
the purposes ofexport.
Since the publication of second revision, 7 amendments were issued. The rate of energy consumption for
different cooling capacity rating werespecifiedthrough amendment in 1989.These werereduced in1991.Inthe
third revision allthese amendments havebeen reviewed andincorporated inthe standard. In this revision, the
energy consumption hasbeen further reduced byapproximately 3to 11percent.
In view of the prevailing energy scenario inthe country, theGovt ofIndia islaying emphasis on the energy
conservation through various means byemphasizing theuseofene~y efficiency products. Accordingly, Govt
ofIndia isconsidering introduction ofschemeofenergy labelling.Thedrinking water cooler isonesuchitem
whichconsumes considerable amount ofenergy andhence is considered asaproduct which may be covered
underenergy Iabelling scheme.
With a viewtosegregate performance andenergy labelling requirements, thisstandard hasbeen splitintotwo
parts. The other part ofthis standard shalldeal withtheenergy labelling requirements. The maximum energy
consumption values specified inthis standard forvariouscapacity rangesarebasedonthe data generated over
theyears. RegularR&Deffortsshouldbeemployed toimprovetheenergyconsumption withthedevelopments
in technology.
Under the Montreal Protocol and subsequent London Amendment, India has agreed to phase out the use of
ozone depleting substances according toaschedule. The above protocol grants a 10year grace period on all
phase out dates and interim reduction deadlines for developing countries whose per capita consumption of
Annex A chemicals (as identified in Annexures toMontreal Protocol) is less than 0.3 kg/year. Annex A
chemicalsincludeCFC 11,12,113,114,115 andHalon1211andHaIon1301.
The composition oftheCommittee responsible for theformulation ofthisstandard isgiven inAnnex A.
For thepurposeofdeciding whetheraparticular requirement ofthisstandard iscomplied with,thefinal value,
observed orcalculated, expressing theresultofatest,shallberounded offinaccordance withIS2:1960 ‘Rules
for rounding off numerical values (revised )’. The number of significant places retained inthe rounded off
value should bethe same asthat of the specified value inthis standard.IS 1475(Part 1): 2001
Indian Standard
SELF-CONTAINED DRINKING
WATER COOLERS — SPECIFICATION
PART 1ENERGY CONSUMPTION AND PERFORMANCE
(Third Revision)
1 SCOPE 3.3 Self-Contained Drinking Water Cwler — A
factorymadeassembly,inonestructurewhichincludes
This standard (Part 1) prescribes the general
acompletemechanicalrefrigerating system,andwhich
constructional requirements, recommended standard
hasthe primary function ofcooling potable waterand
sizes, methods of testing andrating, and installation
also provides for dispensing such water, by either
of self contained drinking water coolers operated by
integral orremote means, orboth.
electrically driven vapour compression type
refrigerating machine withair-cooled condenser. 3.4 Pressure ~pe Water Cooler —Atypeofwater
coolerwhichemploysaclosed coolingchamberhaving
2 REFERENCES connections for inlet water under pressure and outlet
forcoldwater.
The Indian Standards listed below contain
provisions which through reference in this text, 33 Storage ‘Ij’peWater Cooler — A typeof water
constitute provision of thisstandard. At thetimeof cooler which stores and cools the water in the same
publication, the editions indicated were valid. All container or separate containers. Such water coolers
standards are subject to revision, and parties to mayormay not befitted withplumbing connections
agreements based on this standard are encouraged to for water inlet,drain,overflow,etc.
investigate thepossibility ofapplying themostrecent
editions of the standards indicated below: 3.6 Static Head— It is theminimumheadinmetresof
water column required to promote the flow at the
ISNo. l’ltle rated capacity defined in 3.1 through cooling unit
and its controlling valve. This is essentially
694:1990 PVC insulated cables for
applicable topressure type after cooler.
working voltages up to and
inchdhg 1100V(thirdrevision) 3.7 Storage Capacity of Tank in the Storage ~pe
9%: 1979 Single-phase small ac and Drinking Unit — It shall be the amount of water in
universal electric motors litres that can be drawn from drinking water faucet
(second revision) afterthestoragetank has been firstfilled to thelevel
9968 (Part1):1988 Elastomer insulatedcables: Part which isnormally maintained, either by awater level
1Forworkingvoltagesuptoand actuated automatic shutoff valve or manually incase
including 1100V(@x revision) ofnon-plumbing type models.
4 CLASSIFICATION
3 TERMINOLOGY
3.0 For the purpose of this standard, the following 4.1 Self-propelled watercoolers shallbeclassified as:
definitions shallapply. a) Pressure type water coolers, and
b) Storage type water coolers.
3.1 Cooling Capacity Rating ofaWater Cooler —It
,.’.
is thequantityofwater,itwillcoolunder givenambient 4.1.1 Pressure type water coolers shall ordinarily be
temperature conditions with a given inlet water ofthe twotypes given below:
temperature andagivenoutletwatertemperature. This
a) Bub51er Type—The type of cooler employs a
shallbeexpressed asnumber of litresofwatercooled bubbler which projects streamofwatersothatit
perhour. can be consumed without use of cups, glasses
or other containers.
3.2 Power Input ofaWater Cooler —Itisthetotal
power inputinwattswhenthecooler isoperated under
b) Faucet Type—This ty.p.eemploys faucetorspout
suitable for filling cups, glasses or other
given conditions.
containers,
1IS1475 (Part 1): 2001
4.1.2 Storage type water coolers shall ordinarily be 5.4 Drinking waterrequirements forvarious types of
anyof thefollowing types: services shallbeasspecified inTable2.
a) Cooler whichmaystoreorcoolwaterinthesame ‘lhble1 MinimumStaticHeadForPressure~pe
container, and WaterCoolers
b) Cooler whichmayemploy bottleorcontainerfor (Clause 5.3)
storingsupplyofwatertobecooled. Suchbottle Size Cooling Storage Capacity Minimum
or container is placed on or within the water Capacity for Storage ~pe Static
cooler. Rating Water Coolers Head
1/h
4.1.3 Watercooler withremote typedispensingmeans (1) (2) (;) (!)
have the primary function of cooling potable water o 5 5, 10and15 3
1 10 10,20 and 30 3
for delivery to remotely installed dispensers. Such
2 15 15,30 and 40 3
remotely installed dispensing means are not 3 30 30, 40 and 60 3
considered partofthewatercooler. Watercoolerswith 4 40 40, 60 and 80 4.5
remotetypedispensing meanscanbeeitherofpressure 5 60 60, 80 and 120 4.5
6 80 80, 120and 225 4.5
type or storage type.
7 120 120, 225 and 300 4.5
4.2 The self-containedcoolersmayalsoemploymeans 8 150 150, 300 and 400 4.5
9 225 225.400 and 550 4.5
of pre-cooling.Forbubblertypepressurewatercoolers,
normal spill of cold water may be utilized to cool Table2 Drinking WaterRequirements ForVarious
incomingwaterin a heatchangeralsocalledpre-cooler. Typesof Services
In another arrangement suction line of refrigeration (Clause 5.4)
systemmaybeusedtopre-cool incomingwaterbefore Typeof Service Drinking Water Requirement
it enters storage tank. Temperature
(1) (2) (3)
5 PERFORMANCE REQUIREMENTS
Office 10-15.5 0.166 litre/person hour
5.1 Allratingsshallbebasedoneither230or240volts Light manufacturing 10-15.5 0.5 litrelperson/hour
Heavy manufacturing 13-18 1.0 litre/persort/hour
in the case of single phase supply and either 400 or
Hot heavy manufacturing 15-18.5 1.0 litre/person/hour
415 volts in the case of 3 phase supply. The unit, Restaurant 10-15.5 0.5 litre/person
however, shall be capable of working at any voltage Cafeteria 10-15.5 0.33 litre/person
within ~10 percent oftherated voltage. Cinema 10-15.5 6 litre/100seats
Theatre 10-15.5 6 litre/100 seats
5.2 Capacity Rating Test Conditions continuous capacity
(each fountain shall
Self-contained water coolers of alltype shallberated have storage capacity
under thefollowing conditions: to provide 28 Iitres in
10 rein)
a) Ambienttemperature 35.0°$, School 10-15.5 Same m for offices
b) Inletwatertemperature 30.0 C,and Hospitals :per bedper 10-15.5 0.33 Iitre
c) Maximum outletwatertemperature 13.5°C. attendant
Hotels 10-15.5 0.33 litre/hour/room
5.2.1 Maximum Operating”Test Conditions Public fountains, parks 10-15.5 120-160 litres/hour
fairs, etc
Self-contained watercoolers ofalltypesshallperform Departmental stores 10-15.5 23-28 litres/hour
satisfactorily andmeet therequirements givenin7.7.4 hostel and offices fountain
when tested under the following conditions: buildinglobbies
NOTE — The above requirements relate to coolers with
a) Ambienttemperature43.0°CJ
faucet arrangements. in the case of coolers with bubbler
b) Inletwatertemperature 35.0 C,
type outlet,thewater requirementsperperson shallbetaken
c) Maximumoutletwatertemperature 18.5”C, as 2.5 times the above vahres.
d) Waterflow rate maintained at90 percent ofthe
5.5 Published Ratings
capacity as determined under the conditions
specified in5.2, and Published ratings shall include the rated cooling
e) Supplyvoltageat90~oand1109Ioofratedvoltage. capacity under the conditions specified in 5.2.
5.3 Therecommended sizes,capacityratingsandstatic 5.6 Tolerances
heads for different types of water coolers shall be as
5.6.1 To comply with this standard, declared or
giveninTable 1.
reported water cooler ratings shall be based on
5.3.1 Itisrecommended thatstatic waterhead in the conditions specified in 5.2 and shall be such that
inletpipe,wherever provided, shallnotexceed 12min performance ofanyunit shallhave acapacity notless
any type ofwatercooler. than 90percent of the stated capacity.
2
\ \IS 1475 (Part 1):2001
5.6.2 The storage capacity of thestorage type water non-corrosive andshallbefreefromCFC.
coolers shall not be lessthan 95percent of the values
6.6 The refrigerant flow to the low side shall be
specified.
controlled byexpansion valve orcapillary preceeded
5.6.3 The rate of energy consumption for drinking bysuitableliquidrefrigerant drier.
water coolers tested under test conditions laid down
6.7 Thermostat capable of adjustment shall control
in5.2shallnotbemorethanthevaluesgivenbelowfor
the automatic operation of the condensing unit to
thefollowing capacity rating:
maintain therequired temperature ofthecooled water.
Size Cooling Capacity Rate ofMaximum Energy
6.8 In storage type unit, the storage tank shall be of
Rating Consumption in Watts
corrosion resistant, non-toxic, non-absorbent and
Wh
durable materials made up of stainless steel or FDA
o 5 175
grade material. The tank shall be provided, where
1 10 270
necessary, withoverflow andmake upcorrection with
2 15 300
ball floatanddrain. The construction ofthetank shall
3 30 400
besuchthatthepossibility ofanydirt accumulating in
4 40 575
the tank due to rough surface and improper welded
5 6) 775
joints iseliminated. There shallbenodirect contactof
6 $3 950
anyleadbased solder withthe water soastokeepthe
7 120 1300
water safeforhuman consumption.
8 150 1550
9 225 2200 6.9 Acleanable orthrowaway type strainer (filter) to
removesuspendedmattersfromwatermayalsobefitted
6 COMPONENTS AND THEIR MATERIALS
externally tothewatercooler attheinlettothecooling
6.1 Chassis shall be of rigid construction, made of unitwhendesired bythepurchaser. Thefilterelements
steeloralloy steel members and coated withanti-rust shall not be of asbestos based materials. The filter
plating orpaint. shallhavesuitablemeshsize(500u andmore)andshall
befreefrommercwy,lead,ahnninium,cadmium, arsenic
6.2 Cooling unit for storage type water cooler shall
andotherpoisonous materialsforhumanconsumption.
consist of storage tank with its surfaces acting as
heatexchanger on theexterior. If theheatexchanger 6.10 Thedraintrayshallbemadeofsufficientlystrong
consists of cooling coil itshallbebonded tothetank corrosion-resistant material which shall not warp or
ontheexterior and held ingoodthermal contact. The get deteriorated in constant use with cooled water
coil, ifprone torust, shall be given agood coating of under varying weather conditions. This shall be of
suitable rustpreventing material. amplesizetoprevent anysplashoutside itsperiphery.
The drain wherever provided, shall have a suitable
6.3 Cooling unit for pressure type water cooler shall
strainer soastoprevent this from being clogged.
compriseasuitableheatexchangerdesignedtopromote
effective heat transfer. In case of double coil heat 6.11 The outlet device and its valve for fitting the
exchanger, both coils shall be held in good thermal container or for direct feed shall be drip proof and
contact. The portion of the heat exchanger in contact madeof amaterialwhichiscorrosionresistantorwhere
with the cooled water shall be of suitable corrosion thematerialisnot corrosion resistant itshallbecoated
resistant alloy soasto keep the water safe for human againstcorrosionsoastokeepthewatersafeforhuman
consumption. consumption.
6.4 The condensing unit shall be selected to balance 6.12 The thermal insulation for the cooling unit,
the rated output plus all the losses. If not internally connections therefrom to the outlets, and for suction
spring mounted, the compressor shall be securely pipe of the condensing unit shall be of vapour-proof
supported on antivibration mountings to prevent materialsorcoveredwithexternalvapour-proofbarrier.
transmission of mechanical vibrations. Low pressure The insulation shall have no interior air gap and shall
andhighpressure cutouts shallbeprovided toprotect be of sufficient thickness to prevent condensation on
the compressor against unusually low suction and theexterior coldsurfaces.
high pressure forwater coolers usingexpansion valve
6.13 The inflow drain and overflow connections
only.Thisprovision, however,willnotbeapplicableto
wherever provided, shall be accessible so as to
systems usingcapillaries. Thecompressor motor shall
facilitateeasyconnection atthetimeoftheinstallation.
beequipped with anoverload protection.
6.14 Thepaneloftheunitshallbeofsuitablematerials
6.5 The refrigerant used shall be odourless, non-
(steel sheets, galvanized iron, aluminium or plastics
irritating, non-toxic, non-inflammable, non-explosive,
3$
IS 1475(Part 1): 2001
or decorative laminates) having proper thickness and
arrangements for tests are made by the purchaser at
suitably protected against thecorrosion andcoated to
thespecified place.
givedecorative finish andlong lifeundercondition of
use.Itshallbeeasily removable. 7.4 Sample forTests
6.15 The inspection lid for storage type water cooler 7.4.1 Type Tests
shall be of rigid construction and hinged. It shall be
Twowater coolers of each type and size shall be sent
provided with agasket to keep the storage tank dust-
along with manufacturer’s detailed specifications to
proof. Theinternal partoftheinspection lidshallbeof
the appropriate testing authority for purposes of type
corrosion resistant material so as not to contaminate
tests.
thewaterandmake itunsafe forhuman consumption,
if necessary. 7.4.2 Acceptance Tests
6.16 Three-core cable conforming to1S9968 (Part 1) The number ofsamples shall be asagreed tobetween
orIS694ofatleast 1.5metreslengthshallbeprovided thepurchaser and the manufacturer.
witheachunit.Athree-pinplugandstarter,if required,
7.5 Pqxmation andTestConditions
shallbeprovided atthetime ofinstallation.
7.5.1 Each specimen tested shall be selected from
6.17 Where the static head is in excess of 12 m, a
stock or routine factory production, and shal1be
suitable pressure reducing device shallbeprovided at
representative of construction and adjustments.
thetime ofinstallation.
7.5.2 Thedrinkingwatercooledwithallpanelsinplace
7 TESTS
shallbetestedinaroom inwhich thetemperature can
7.1 fipe Tests becontrolled.Panelsshouldremainin placethroughout
the entire test.
The following shall constitute the type tests :
a) Insulation resistance tests, 7.53 Pressurewatercoolersshallhaveanarrangement
b) High voltage test, to maintain a constant head at the inlet of the water
c) Cooling capacity rating test,and coolers. This shall be connected to a pressure water
d) Maximum operating condition test. supply which is provided with means of controlling
thewatertemperature.
7.1.1 Once a water cooler has undergone type test
anymajoralterations effecting theperformance which 7.5.4 Watercoolers shall have ahand regulated shut-
the manufacturer intends to make in the water cooler off valve, if necessary, attached at the cooled water
shall be reported to the testing authority and further outlet inplace of the bubbler or faucet for regulating
typetestshallbecarriedoutinthemodifiedwatercooler theflowofwaterandmeasuring itstemperature.
inaccordance with theprocedure laiddown in 7.7.
7.5.5 Bottle water coolers shall be tested with the
7.2 Production Routine Tests largest bottle for which thecooler isdesigned.
Every watercooler,aftercompletion,shallbesubjected 7.5.6 The storage type water cooler shall be tested
to the following routine tests at the manufacturer’s with the storage tanks filled up to the normal level
works: required for the rated storage capacity.
a) Electric insulation test,
7.5.7 Water coolers shall be operated until stable
b) Performance test,and
c) High voltage test. operatingconditionsarereached. Thestable operating
conditions aredeemed tohave reached whenduring a
7.2.1 The manufacturer shallfurnish witheach water
time of 2hours the out~etwater temperature does not
cooler a certificate that the production routine tests varybymorethan~0.5 C from themeanvalue.
specified in 7.2 have been conducted in accordance
with the prescribed procedure (see7.8) and that the 7.5.8 The water cooler being tested shall be located
unit conforms tothe requirements of thisstan&rd. in a room so that its temperature is not affected by
direct radiation toorfrom external cooling orheating
7.3 Acceptance Tests
equipment. The air circulation in the room shall be
If thepurchaser desires anyoftheproduction routine such that the specified uniformity of ambient
tests toberepeated atthetimeofpurchase then,where temperature isobtained without direct draft upon the
agreedtobetweenthepurchaser andthemanufacturer, water cooler under test.
the tests may be carried out at the manufacturer’s
7.5.9 The fan motor and compressor shall be so
works; alternatively, the tests may be repeated atthe
connected as to facilitate measurement of the power
place specified by the purchaser provided all the
4IS 1475(Part 1): 2001
input. When tested under actual working conditions 7.7.3 Cooling Capacity Rating Test
the fan motors shall conform to the requirements
The object of the test is to determine the cooling
specifiedinIS996.
capacity of aspecimen cooler under rating conditions
7.6 Instruments specified in 5.2. The procedure given in 7.7.3.1 to
7.7.3.9 shall be adopted to measure the following:
7.6.1 Temperature measurement shall be made with
a) Temperature ofinletwater;
oneormore ofthefollowing instruments:
b) Temperature ofoutlet wate~
a) Mercury-in-glass thermometers,
c) Volumeofwaterinlitrescooled perhour;
b) Thermocouples,
d) Volume of water in litres, by passed per hour
c) Electric resistance thermometers, or
through pre-cooler, ifprovided;
d) Electricresistancemeasuringinstrumentshaving
e) Ambient temperature;
accuracy 0.2percent ofthe scrde.
f) Voltageat motor service connections when the
cooler isworking;
7.6.1.! Accuracy of measurement shall be within
~0.25 C. g) Power consumption of the unit; and
h) Current taken bythe unit.
7.6.2 Electrical measurements shall be made with
7.7.3.1 Start the condensing unit and regulate the
indicating instrument.
voltage attheservice connection towithin~5percent
7.6.2.1 The accuracy of indicating instruments shall ofthemotor rated voltage.
bewithin0.5percent ofthefull scalereading.
7.7.3.2 Pressure bubblerwatercoolersequipped with
7.6.3 Volumemeasurement shallbemadewithoneor a pre-cooler and whenbeing tested forcapacity with
more ofthefollowing instruments: the pre-cooler, shall have the outlet hand-regulated
shut-off valve arranged to bypass 60 percent of the
a) Liquid quantity measuring device, measuring
total stream to the drain and 40 percent to an outside
either volume orweigh~or
drain. The flow from both streams shall be noted and
b) Liquidflowmeter.
their sumreported aslitres ofwater perhour.
7.6.3.1 Accuracy of measurement shall be within +1
7.7SS Adjustthetemperature oftheinletwaterforall
percent.
types of water coolers or the average temperature of
7.6.4 The smallest division on the scale of any the w$ter inbottles for bottle water coolers to within
instrumentshallnotexceedtwicethespecifiedaccuracy A0.5 C of the rating conditions specified in 5.2. For
forit. nonplumbing type storage watercoolers atemporary
inletwater connection withaflowregulator/valveshall
7.7 Procedurefor‘IJpeTests
beprovidedtofacilitate maintenance ofconstant water
7.7.1 Insulation Resistance levelinthetanktorated storage capacity, asspecified
bythemanufacturer.
The insulation resistance between allelectric circuits
included in the cooler, and earthed metal parts, when 7.73.4 Adjustorbridgethetemperaturecontroldevice
measured at normal room temperatures at the so that continuous operation during the test is
manufacturer’s workswithavoltage of 500Vdcshall assumed.
benotlessthan 1MOattheendofmaximumoperating 7.7.3.5 Operate the water cooler until steady
condition test. This test shall be repeated after high
temperatures and mechanical equilibrium are
voltage test.
established. For storage type water cooler, the water
cooler shallberun for atime depending upon storage
7.7.2 High Voltage Test
andcoolingcapacity soastoensure thatastableoutlet
The electricalinsulationofallelectriccircuits included watertemperature isestablished. f,
,,,,
m the water cooler shrdl be such as to withstand .a
7.73.6 Atanintervalof 15minutesrecordreadings of
high voltage testof 1000 Vrmsapplied for2seconds
themeasurements stated in7.7.3. Inthecaseof bottle
between all electric circuits and all accessible metal
watercoolers,measurementsofinletwatertemperature
parts (electrically connected together for this test) at
may be taken only at the beginning of the test and
normal room temperature. For water coolers to be
whenabottle isreplaced.
connectedtocircuitsof50Vandbelow,thehighvoltage
tests shall be 500 V rrns. The test voltage shall be 7.7.3.7 Continue the test until eight successive
alternating of approximately sine-wave form, and of readings of outlet water temperature ~ steady, with
anyconvenient frequency between 25and 100Hz. individualreadingsvarying within~ 0.5 Candaverage
of suchreadings conforming to5.2.
5IS1475 (Part 1): 2001
7.7.3.8 ~mbient temperatures shall be maintained W~en the initial water tempera~ure,notexceeding
within~l Cofthespecifiedvalueandshallbemeasured 32 C, drops down by at least 15C during the test,
atpoints located 25 cm from the sides other than the measurementshallalsobemadeofthefollowing,which
sides in which the condenser outlet islocated, on the shall be compared with the results of a type tested
perpendicular passingthrough the geometricalcentres and approved unit, under the same temperature
of the surfaces of these sides. conditions :
a) Ambienttemperature,
7.7.3.9 EvaluationandEport ofcoolingcapacityrating
b) Initialwatertemperature,
test results:
c) Finalwatertemperature,
a) The cooling capacity rating ofthe cooler tested d) Pulldowntime,
shall be the average of the eight successive
e) Voltage,
readings recorded in7.7.3.7.
t) Current, and
b) The test report shall contain the measurements g) Power consumption.
of parameters given in 7.7.3 (a) to (h) after
Theinitialandfinaltemperature ofthe water shall be
specified rating conditions have become
measured in the top layer of the water surface in the
established.
tankafterthoroughlymixingthewate$ Whentheinitial
7.7.4 Maximum Operating Condition Test watertem~rature, notexceeding 32 C,dropsdownby
at least 15C during the test, measurement shall be
Watercoolersshallbetestedattheconditionsspecified
comparedwiththeresultsofatypetestedand approved
in 4.2.1. The water cooler shall operate continuously
unit,under theprevailing ambient conditions.
for a period of 2hours after the test conditions are
established without tripping of motor overload 7.8.3 High Voltage Test
protective device.
This shall beconducted asgiven in 7.7.2.
7.7.5 The type test report shall also contain the 8 MANUFACTURER’S CERTIFICATE
following identification data:
8.1 The manufacturer shall furnish with each water
a) Name-plate dataofwatercooler:
cooler acopyof thetypetestcertificate, ifrequired by
b) Name-plate dataofcompresso~
the customer,andshall alsocertifythatthewatercooler
c) Kindofcooler, thatiswhether pressure bubbler
has been manufactured according to the type tested
with pre-cooler, pressure bubbler with no pre-
by the testing authority and that it conforms to the
cooler, pressure faucet, bottle faucet, etc; and
requirements of this standard.
d) Motor name-plate data.
8.1.1 The manufacturer’s certificate shall not be
7.8 ProcedureforProduction RoutineTests
necessary unless specifically demanded by the
7.8.1 Insulation Resistance Test consumer/if the water cooler bears the BIS
CertificationMark(see9.2).
Electrical insulation testshallbecarried outat500V
dc, asgiven in7,7.1 after theendofperformance test, 9 MARKING AND INFORMATION
7.8.2 Performance Test 9.1 Each self-contained water cooler shall have the
following information marked in a permanent and
For pressure type water cooler, measurement shallbe
legiblemannerina location where itiseasilyaccessible
made of the following under the prevailing ambient
andeasily visible afterinstallation:
conditions and the performance figurefrom(a)to(g)
a) Name-plate dataofwatercooled including make,
shallbe compared with the results of the unit which
modelandserialnumberoftheunitandthename
has already passed the type test
andquantity ofrefrigerant
a) Temperature ofinletwaten
b) Supply characteristics;
b) Temperature ofoutlet watev
c) Cooling capacity;
c) VolumeofwaterinIitrescooledperhou~ d) Wting diagram;
d) Ambient temperature; e) Full loadcurrent, and
e) Voltageatmotor service connections;
f) Therateofmaximum energyconsumption under
g) Power consumption; and test conditions laid down in 5.2 in watts
h) Current. (see5.63).
7.8.2.1 For storage typewatercoolers, pull downtest 9.2 BISCertification Marking
may be conducted instead of the one involving
9.2.1 Thewater cooler may also be marked with the
continuous flow of water through the unit.
StandardMark.
Measurement shall be made of the pull down time.
6h—,
IS 1475 (Part 1): 2001
9.2.2 The useofthestandard markisgoverned bythe The details ofcondition under which alicense forthe
provisions of the Bureau of Indian Standards Act, use of the standard mark may be granted to
1986andtheRules andRegulations madethereunder. manufacturers orproducers maybe obtained from the
Bureau of Indian Standards.
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Refrigeration andAirConditioning SectionalCommittee, ME03
Organization Representative(s)
Indian Institute of Technology, New Delhi PROPR.S. AGARWA~(Chairman)
All India Air conditioning & Refrigeration Association, SHRIKAMALSAHDEV
New Delhi SHRIA. P.KHURANA(Alternate)
ASHRAE India Chapter, Gurgaosr SHRtP.K.CHOWDHURY
SHRIASHISHREKHEJA(Altemare)
Blue Star Limited, Thane SHRSD.RAVINORA
SHRSN.SIVASANKARA(ANlternate)
Central Public Works Department, New Delhi Chief Engineer (E)
SUPERINTENDEENNTOINSER(Alternate)
Confederation of India Industry, New Delhi SHRtS.S.GOPALKRtSHNAN
Directorate General of Supplies & Disposals, New Delhi SHRtJ.K.KHANNA
SHRIR. KARUPPIAH(Alternate)
Directorate of Quality Assurance, Pune COLM.S.PARTHASARATHY
LT-COLB. T. JADE(Alternate)
Energy Management Centre, New Delhi SHRtJ.VASODEVAN
SHtOSATSSHSABHARWA(ALlternate)
Fedders Lloyd Corporation Ltd, New Delhi SHRtH.J.KBWALRAMANI
SHruUMAKANTV.t-L(Alternate)
Frac Power Motors, New Delhi SHRtV.D.TRSHAN
Godrej Appliances Ltd, Mumbai SHtUB.J,WADtA
SHRtN. T.DESA(IAhemafe)
Indfos Industries Ltd, New Delhi SHFOS.S.MALHOTRA
SHRID. K. JAIN(Ahemare)
Indian Society of Heating, Refrigerating and Air President
conditioning Engineers, New Delhi
Kirloskar Copeland Ltd, Pune SHIUV.G.SARDrLSAI
SHRtN. M.INGLS(Alternate)
Kidoskar Pneumatic Co Ltd, Pune SHRIV.D.MANE
SHRIADITYAKOWSHIK(Alternate)
National Dairy Development Board, Anand SHNV.D.JOSHI
SHRtT. N. JAYARAMA(NAlternate)
National Thermal Power Corporation Ltd, New Delhi !$HRSt.ANAND
SHruT. PAL(Alternate)
Tecumseh Products India Ltd, Hyderabad DRvmKm??swARLu
SHtoV.RAGHAVENDRRAAO(Alternate)
Annapurna Electronics & Services Ltd, Hyderabad SHRIG. K.PRASAD
Tata Energy Research Institute, New Delhi SHRtPANKAJBHAnA
DRAtAYMATHUR(Alternate)
V~deoconAppliances Ltd, Aurangabad SHSUM. S.DHABER
SHIUS.SHANKARNARAYAN(AAlNternate)
VolgaAirtechnics Ltd, Ahmedabad SHtUA.K.MEHPA
VoltasLimited, Mumbai SHRSI.R.SrUNSVASAN
SHrGM.M. ROY(Alternate)
(Continued on page 8)
7
-f- fe
IS1475 (Part 1):2001
(Continued froni page 7)
Organization Representative(s)
VoltasLtd (White Goods), Hyderabad SHRtS.JM5FS
SHNS.BHWANORAAO(Alternate)
Whirlpool of India Ltd, Ranjangaon, Pune SHNS.M.S-Y
9
BIS Directorate General SHNM.L.C#wWDirectora Head(MED)
{l@re&ntingDirectorGenerat(/?r-o@cio)]
iUember-Secreta?y .s
sHraPv.aNKAmawARA*[,:,:,\
JointDkector(MED)‘,BIS ‘
“.
,1$,,’”,
PanelforRefrigerationandCommercialAppliances,ME3/P-l
Organization Representative(s)
Whirlpool of India Limited, Ranjangaon, Pune SHRIS.M.SASTRY(Cotwenor)
All India Air conditioning & Refrigeration SHRIR.K.MALHGTRA ,.
Association, New Delhi SHRIA. P. KHURANA(Afternare)
Blue Star Limited, Thane SHRtD.RAVSNORAN
SHRIAJAYAOARWAL(Alternate)
Directorate General of Supplies & Disposals, New Delhi SHRSt.C.CHADHA
SHRIV.K. SRIDHAR(Alternare)
Godrej Appliances L\mited, Mumbai SHRIB.J.WADIA
SHRIN. T.DESAI(A(ternate)
Kkloskar Copeland Limited, Pune SHRIV.G.SARDESAI
SHraN. M. lNOLE(Alternate)
Tecumseh Products (India) Ltd, Hyderabad DRVENKATESWARLU
SHRIV.RAGHAVENDRRAAO(Alternate)
VldeoconAppliances Ltd, Aurangabad SHRIAIAYBHAVSAOAR
VoltasLimited (White Goods), Hyderabad SHRIS.JAMES
SHRIS.BHUIANGARAO(Alternate)
VoltasLtd, Mumbai SHSUL.C.GUnA
SHRIJ. R. KULKARN(IAlternate)
VoluntaryOrganization (In Interest of Consumer SHRIT.C. KAPGOR
Education), New Delhi SHRIH. WADHWA(Alternate)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 asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latestamendments or edition byreferring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. ME 03( 0524 )
Amendments Issued Since Publication
Amend No. Date of Issue TextAffected
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printedatPr~blm~OffsetPress,New Delhi-z
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802_3.pdf
|
IS : 802 ( Part III ) - 1978
Indian Standard
CODE OF PRACTICE FOR
USE OF STRUCTURAL STEEL IN i
OVERHEAD TRANSMISSION LINE TOWERS
PART III TESTING
( Second Reprint MARCH 1993 )
UDC 621.315.668.2.006.76:620.1
@ CoPyright 1979
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr2 February 1979IS : 802 ( Part III ) - 1978
Indian Standard
CODE OF PRACTICE FOR
USE OF STRUCTURAL STEEL IN
OVERHEAD TRANSMISSION LINE TOWERS
PART III TESTING
Structural Engineering Sectional Committee, SMBDC 7
Ckairman Representing
DIRECTOR STANMHDS ( CIVIL ) Ministry of Railways
Members
SHRI R. M. AQARWAL Institution of Engineers ( India );Calcutt;\
Dn S1iar.r~~~~ ~‘I<AKASU I AItcrrtn!c )
Suar A. K. BANE~JEE Metallurgical and Engineering Consultants ( India )
Ltd, Ranchi
Snnr S. SANK.~RAN ( Alternate )
buzzr. S. N. Basu Inspection Wing, Directorate General ol’ Supplies
and Disposals, New Delhi
Snax D. B. JOIN ( Allnnotc )
Snrsr P. C. BH.UIN Ministry of Shipping and Transport ( Department of
Transport ) ( Roads Wing )
Suns V. S. Barnx Central Water Commission, New Delhi
DEPUTY DIRECTOR ( GATES
AND DEMONS ) ( dlfcrnotc )
Dn P. N. CHATTEI~JPE Govcmmcnt of West Bengal
Du 1’. DAYARATNAM Indian Institute of Technology, Kanpur
SHUI D. S. DvsAt M. IN. Dastur & Co Pvt Ltd, Calcutta
SHICI S, R. KUI.~AIZNI ( Altcmars )
Drnnorotr ( TI~ANSJ~ISSXON ) Central Electricity Authority, New Delhi
DEPUTY Druecron ( TRANS-
nIIJYlON ) ( Alternate )
JOINT DIRECTOR STAN~A~IX~ Ministry of Railways
( ‘A~:?,N, DII~ECT~R
( B St S )-SB ( Alfcmafe )
SUXI 6. K. KHANN~ National Building:; Organization, New Delhi
SHBI K. S. SMNIVAsAN ( Alfrrnafc )
( Co&sued on pace 2 )
@ Copyrighf I979
BUREAU OF INDIAN STANDARDS
This publication is protcctcd under the Irrdiarr Copgrighl rlct ( XIV of 1957 ) and
rrproduction in whole or in part by any means rxccpt with written pcrurission of the
publisher shall be deemed to be an infringement of copyright under tbc said Act.
I IIS : 802 ( Part Ii1 ) - 1978
( Conrinwdfrom pop I )
Mcmbars Repestnting
SHRIP . K. MALLICK Jessop & Co Ltd, Calcutta
SHBI P. K. MU~HERJEE Braithwaitc & Co ( India ) Ltd, Calcutta
SHRI P. T. PATEL ( Alternate )
SHRI S. MUKHERJEZ Hindustan Steel Ltd, Durgapur
SHRI S. K. MUKHERJEE Bridge & Roof Co ( India ) Ltd, Howrah
SHRI B. K. CHATTZRJEE ( Alternate )
SHRI P. N. BHASKA~AN NAIR- Rail India Technical and Economics Services,
New Delhi
SHRI P;. B. RIBEIRO ( A!fcrnafs )
SHRI R. NARAYANAN Srructzxlcnginccring Research Ccntre ( CSIR ),
Pzo~ H. C. PARMESHWARAM Engineer-in-Chief’s Branch, Ministry of Defencc
SERI C. S. S. RAO ( Alfernafs )
SHRI DILIP PAUL Industrial Fasteners Association of India, Calcutta
REPRESENTATIVE Burn Standard Co Ltd, Howrah
SHRI A. P. KAYAL ( Alternate)
REPRESENTATIVE Hindustan Steel Works Construction Ltd, Calcutta
REPRESENTATIVE Richardson 8; Cruddas Ltd, Bombay
SHRI P. V. NAIK ( Altcrn~fc )
-
SI3RI P. SEaoI?pTA Stewarts & Lloyds of India Ltd, Calcutta
SHRI M. M. GHOSH ( Alternate, ‘1
&RI G. SRINIVASAN Bharat Heavy Elcctricals Ltd, Tiruchirapalli
SARI G. L. NARASAIBH ( Al&male )
SHRI D. SRINIVASAN Joint Plant Committee, Calcutta
SRKI B. P. GROW ( ANemote )
SHRI M. D. THAMBERAR Bombay Port Trust, Bombay
SHRI L. D. WAnIlWA Engineers India Ltd, New Delhi
SARI B. R. NAQ ( Alternate )
&RI C. R. R4Ma Rao, Director General, IS1 ( Ex-o&o Member )
Director ( Strut & Met )
SHRI S. S. SETHI
Assistant Director ( Strut & Met ). IS1
Subcommittee for Code of Practice for Use of Steel in Overhead
Transmission Line Towers, SMBDC 7 : 1
Co?ZrOlsr
SIIRI V. D. ANAND Central Electricity Authority, New Delhi
Membcrr
SHRI H. S. SEERA ( Alternuts to
Shri V. D. Anand )
SIIRI M. ARUMUQAM Tamil Nadu Electricity Board, Madras
ASSISTANT DIRECTOR STANDARDS Ministry of Railways
(B & S)-I
DLPUTY DIRECTOR STAND-
ARDS ( C.-OWE ) ( &tGr,Wts )
( Continued on page 8 )
2IS t 802 ( Part III ) - 1978
Indian Standard
CODB OF PRACTICE FOR
USE OF STRUCTURAL STEEL IN
OVERHEAD TRANSMISSION LINE TOWEiXS
PART III TESTING
0. FOREWORD
0.1 This Indian Standard ( Part III ) was adopted by the Indian
Standards Institution on 25 October 1978, .after the draft finalized by
the Structural Engineering Sectional Committee had been approved by
the Structural and Metals Division Council and the Ci+ Engineering
Division Council.
0.2 With the publication of IS : 802 ( Part I )-1977* and IS : 802
( Part II )-19787 provisions regarding loads, material, permissible itresses,
design aspects, fabrication, galvanizing, inspection and packing require-
ments of overhead transmission line towers have been covered. In this
part requirements regarding testing of overhead transmission line towers
have been covered.
0.3 This standard keeps in view the practices being followed in the
country in this field. Assistance has also been derived from the ‘Guide
for design of steel transmission line towers’ issued by the American
Society of Civil Engineers and from the draft ‘Loading tests of overhead
line towers ’ issued by International Electrotechnical Commission.
0.4 For the purpose of deciding whether a particular requirement of
this standard is complied with, khe final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordan’ce with
IS : 2-1960:. The number of significant places retained in the rounded
off vahie should be the same as that of the specified value in this
stahdard.
*Code of practice for use of structural steel in overhead transtiission line towers:
Part I Loads and permissible stresses ( ~ccond revision ). .
tCode of practice for use of structural steel in overhead transmission line tow&:
Part II Fabrication, galvanizing, inspection and packing.
jllules for rounding off numerical values ( revised ).
3IS : 802 ( Part III ) - 1978
1. SCOPE
1.1 This standard ( Part III ) covers the provisions relating to the
testing requirements of prototype self supporting steel lattice towers for
overhead transmission lines.
1.1.1 Provisions regarding loads, permissible stresses and design
requirements have been covered in Part I of this standard.
1.1.2 Provisions regarding fabrication, galvanizing, inspection and
packing requirements have been covered in Part II of this standard.
1.1.3 For provisions regarding erection of towers, reference shall be
made to IS : 5613 ( Part II/Set 2 )-1976’.
1.2 This code does not cover guyed towers and special towers for river
crossing or other long spans.
2. GENERAL
2.1 Testing of tower generally serves as a guide to good tower design
and therefore shall not be considered as a requisite proof test for all
towers. The test shall be conducted on full scale prototype tower as per
the approved loading schedules and rigging diagrams. The members
constituting the prototype shall be of the same grade of steel as specified
in the design and fabrication shall conform to the provisions stipulated in
IS : 802 ( Part II )-1978t. The tower shall be tested on rigid foundation.
2.1.1 The test tower shall successfully withstand the ultimate loads
specified for various conditions.
2.2 Leg Anchorages - The tower shall be erected vertically on rigid
foundations with as much unbraced portion of the stub protruding above
ground level as provided in the drawing.
2.3 The tower erected on test bed shall not be out of plumb by more
than 1 in 360.
3. CALIBRATION OF MEASURING INSTRUMENTS
3.1 All measuring instruments shall be calibrated in a systematic manner
with the help of standard weights. The calibration shall, before com-
mencing the test on each tower, be done up to the maximum anticipated
load to be applied during testing. Calibration curves for the instruments
to be used during testing shall be drawn by the testing authorities and
the test loads shall be suitably corrected with the help of these curves.
*Code of practice for design, installation and maintenance of overhead power lines:
Part II Lines above 1 I kV and up to and including 220 kV, Section 2 Installation and
maintenance.
tCudc of practice for use of structural steel in overhead transmission line towers:
Parr II Fabrication, galvanizing, mspection and packing.
4IS t 802 ( Part III ) - 1978
4. METHOD OF LOAD APPLICATION
4.1 Loads shall be applied according to rigging diagram through normal
wire attachments, angles, or bent plates. U bolts/D shackles or swinging
brackets ( hangers ) may be used in the test tower if desired by the
purchaser, provided that satisfactory and safe rigging is attained.
4.2 The various types of loads; transverse, vertical and longitudinal
shaU be applied in such a way that there is no impact loading on the
tower due to jerks from the winches.
’ 4.3 Loading cases (values, directions and points of application of loads)
are to be given by the client.
5. LOAD AND DEFLECTION MEASUREMENTS
5.1 All loads shall be measured through a suitable arrangement of strain
devices or by using weights. Positioning of strain devices shall be such
that the effect of pulley friction IS eliminated. In case the pulley friction
cannot be avoided the same shall be measured by means of standard
weights and accounted for in the test loads.
5.2 Tower deflections under load shall be measured by suitable procedure
at the top cross arm level on the front sides of the transverse and
longitudinal faces or front and rear sides of transverse facesa Deflection
readings shall be recorded for the ‘ before load’, ‘ load on’ and ‘ load
.
off’ conditions.
6. TESTING PROCEDURES
6.1 Bolt Slip Test - In a bolt slip test, the test loads are gradually
applied up to the design loads, kept constant for 2 minutes at the design
loads and then the loads are released gradually.
The initial and final readings on the scales before application and
after the release of loads respectively shall be taken with the help of
theodolite. The difference between these readings gives the values of
the bolt-slip.
6.2 Normal Load/Broken Wire Load Tests - All the loads shall be
applied gradually up to the ultimate design loads ( design load x F.O.S. )
in the following steps and shall be released in the similar manner:
25 percent,
50 percent,
75 percent,
90 percent,
95 percent, and
100 percent.
5I$ I 802 ( Part III ) - 1978
7. OBSERVATION PERIODS
7.1 Under normal and broken wire load tests, the tower shall be kept
under observation for sign of failure for two minutes (excluding the time
for adjustment of loads) for all intermediate steps of loading up to and
including 95 percent of ultimate design loads. -
7.2 For normal as well as broken wire tests, the tower shall be kept under
observation for five minutes after it is loaded up to 100 percent
ultimate design loads. 0
7.3 While the loading operations are in progress, the tower shall be
constantly watched, and if it shows any tendency of failure anywhere, the
loading shall be immediately stopped, released and then the entire tower
shall be inspected. The re-loading shall be started only after the
corrective measures are taken.
8. RECORDINGS
8.1 The deflections of the tower shall be recorded at each intermediate
and final stage of normal load/broken wire load test by means of a
thcodolite and grxduatcd scales.
8.2 The graduated scales which are fitted on the tower shall be about one
metrc long with marking up to 5 mm accuracy.
3. DESTRUCTION TEST
9.1 If the purchaser so desires, the tower shall be tested to destruction,
9.2 Destruction test shall be carried out under normal condition or broken
wire condition as agreed between the purchaser and the contractor.
9.3 All the provisions of this code for normal load/broken wire load test
are applicable to destruction test as well. However, the loads shall be
increased in steps of 5 pcrccnt after the ultimate design loads have been
reached.
10. CHECK FOR MECHANICAL STRENGTH OF TOWER.
lo.1 The structure is considered to be satisfactory if it is able to support
the specified ultimate load for 5 minutes as stipulated in 6.2, with no
visible local deformation after unloading ( such as‘bowing, buckling), and
no breakage of clrmrnts or constituent parts.
IO.2 Ovaiization of holes and permanent deformation of bolts shall not be
corrsidcred as failure.
16.3 Material Test - If so tlesirrd by the purchaser, coupons shall be
cut from tcsl tower uieriil~crs anti tcWxl iri ii laboratory.IS : 802 ( Part III ) - 1978
11. PROCEDURE FOR REPETITION OF TESTS IN’THE EVENT
OF PREMATURE FAILURE
11.1 In the event of premature failure of tower, the part that has failed
may be replaced by another with greater mechanical strength. The
modified structure shall be required to pass the test for the specified
ultimate load values ( 100 percent step ).
12. TEST REPORT
12.1 The report shall include the following:
a) The type of tested tower.
b) The name and address of the tower manufacturer.
c) The name and address of the client.
d) The dates and location of testing.
e) The names of persons present during the tests.
f) A list of various assembly and shop drawings relating to the tower
tested, including any modification of the drawings referred to.
g) A dimensioned line diagram of the tower showing the various load
points and directions of loading to be applied and table with the
specified loads.
h) Diagram showing the rigging arrangement used to apply the test
loads.
j) Brief description of the test facility including the number, location,
range and calibration charts or tables of every load transducer,
as well as the accuracy of the equipment used to measure the test
loads.
k) One table per test, showing the loads required at the various points
on the structure and for the various loading steps.
m) One table per test, showing the various deflection values which
may have been recorded.
n) In the case of failure:
1) a table showing the maximum loads applied to the structure,
just before the collapse;
2) a brief description of the failure; and
3) the dimensional and mechanical characteristics of the failed
elements.
p) A certain number of photographs, showing the whole of the
structure and, possibly, details of the failure.
12.2 Certified steel producer test reports and physical test reports for
members used in test towers shall be furnished as specified by the
purchaser.
12.3 Test reports of coupons ( see IO.3 ) shall also be furnished.
7IS : 802 ( Part III ) - 1978
( Continutd front pap 2 )
Members , Rcprarrninf g
SW S. K. BRATTA~IIA&EE SAE ( India ) Ltd, Calcutta
SHR~ V. NARAYANAW( Altrmats )
CHIEF ENQINEEB Andhra Pradesh Electricity Board, Hyderabad
SUPERINTENDIN@E NQXNEER( Altcmats )
Sasr K. R. DEB Damodar Valley Corporation, Calcutta
SHR~ SWARAJ GUPTA (Altcrn
SHRI J. C. GUPTA i 74 as Construction Board, Chandigarh
SHRI J. C. GUPTA U. P. State Electricity Board, Lucknow
SHRI V. B. SINQE ( Alfarnafc )
SHRI Oar KaosLa BMC Steelal Ltd, Calcutta
SanI S. N. SINQH ( &tcrnate )
San1 S. N. MISRA Maharashtra State Electricity Board, Bombay
SHRI S. R. JOSEI ( AItcmafc )
SIIRI biIXVAIR SIXQH Punjab State Electricity Board, Chandigarh
SllRI N. D. PAHIKH Kamani Engineering Corporation Ltd, Bombay
SHHI S. D. DANEI ( Alfcmafc )
Sqrtr R. N. PEXDSE Tata Hydra Electric Power Supply Co Ltd, Bombay
DIL lt. RANJAX ( Alternate)
Smu P. V. RAMAIAH Karnataka State Electricity Board, Bangalore
Saxr N. V. RAWN Srru;cI;~engmecrmg Research Ccntre ( CSIR ),
Snn~ R. NARAYANAN ( Alternate )
SHRI T. K. RAXANATHAN Triveni Structurals Ltd, Naini, Alfahabad
SHRI K. V. S. MUIWIIY ( ( Altcrnotc)
REPRBSBNTATIVE Bhakra Management Board, Chandigarh
SHIII NIRPINDER SIXion ( Alters& )
SHRI A. P. SIIAI<MA Madhya Pradesh Electricity Board, Jabalpur
San1 N. SlNNA Bihar State Electricity Board, Patna
SKRI S. N. VQIIRA Inspection Wing, Directorate General of Supplier
and Disposals, New Delhi
8BUREAU 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 Off ices )
Regional Offices: Telephone
Central Manak Bhavan, 9 Bahadur Shah fafar 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, 21843
CHANDIGARH 160036 3 1641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 96
BOMBAY 400093
Branch Offices:
*Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1 st Stage, Bangalore Tumkur Road Ifi “49”i i
BANGALORE 560058
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183. Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No: 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
63471
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
{ 21 82 92
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/1421. Universitv P.O.. Palayam 16 21 04
TRIVANDRUM 695035 1621 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 Chowringhre 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
ISales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprograplly Unit, BIS, New Delhi, India
|
8282_2.pdf
|
IS 8282 ( Part-2) : 1996
Indian Standard
INSTALLATION, MAINTENANCE AND OBSERVATIONS
OF PORE PRESSURE MEASURING DEVICES IN
CONCRETE AND MASONRY DAMS -
CODE OF PRACTICE
PART 2 VIBRATING WIRE TYPE CELL
ICS 93.160;~91.220
0 BIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUFCS HAH ZAFAR MARG
NEW DELHI 110002
October 1996 Price Group 3Hydraulic Structures Instrumentation Sectional Committee, RVD 16
FOREWORD
This Indian Standard ( Part 2 ) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Hydraulic Structures Instrumentation Sectional Committee had been approved by the River Valley Division
Council.
Stress and stability analysis of concrete and masonry dams is carried out by considering the existence of uplift
across different horizontal planes, having uplift intensity-distribution in accordance with the design criteria
in practice. The effect of the uplift is to induce instability on account of resulting buoyancy in weight of the
material in dam above the horizontal section under consideration.
Arrays of pore pressure cells in concrete and masonry at different elevations, spaced at suitable distances from
the upstream face, would provide information on the status of pore pressure at the time of observation.
Large concrete and masonry dams are provided with a row or rows of internal formed drains. A record of the
pore pressure development and its variations would indicate the effectiveness and adequacy of these drains. At
the same time, any sudden and significant variations in the pore pressure development may be indicative of
some structural damage or deficiency in the dam material, warranting timely remedial measures being undertaken.
For measuring the pore~pressures in the body of concrete and masonry dams, the following device/instruments
are used:
a) Uplift pressure pipes; and
b) Electrical pressure cells which maybe of two types, namely
1) Electrical resistance Jype pore pressure cells, and
2) Vibrating wire type pore pressure cells. .
Uplift pressure pipes and electrical resistance type pressure cells are covered in IS 6532: 1972 ‘Code of practice
for design, installation, observation and maintenance of uplift pressure pipes for hydraulic structures on permeable
foundations’ and IS 8282 ( Part 1 ) : 1976 ‘Code of practice for installation, maintenance and observation of
pore pressure measuring devices in concrete and masonry dams: Part 1 Electrical resistance type cell’ respectively.
This standard, Part 2 covers the vibrating wire type pressure cells only.
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, the practices in the field in this country
have also been considered.
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 numeiical 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 8282 ( Part 2 ) : 1996
Indian Standard
INSTALLATION, MAINTENANCE AND OBSERVATIONS
OF PORE PRESSURE MEASURING DEVICES IN
CON-CRETE AND MASONRY DAMS -
CODE -OF PRACTICE
PART 2 VIBRATING WIRE TYPE CELL
1 SCOPE 4 NUMBER AND LOCATION
This standard ( Part 2 ) covers the details of installation, Representative blocks of the dam should be selected
maintenance and observation of vibrating wire type for the installation of these cells. Generally one of
pore pressure measuring cells in concrete and masonry the deepest overflow and non-overflow sections should
dams. be selected for instrumentation. The cells should
be installed in two or three levels in rows. The bottom
2 REFERENCES
row of pore pressure cells may be located a little
The Indian Standard IS 103 34: 1982 ‘Code of practice above the foundation level ( say about 1.5 m ) or as
for selection, splicing, installation and providing may be required by the design. The second row may
protection to the open ends of cables used for be installed at one-third or half the height of the dam.
connecting resistance type measuring devices in The spacing of the cells in each row may be 10 to
concrete and masonry dams’ is a necessary adjunct 15 metres along the width of the dam.
to this standard.
5 EQUIPMENT
3 INSTRUMENT
The equipment consists of vibrating wire type pore
3.1 Vibrating Wire Type Pore Pressure Cell -
pressure transducer, a signal cable and a frequency
Operating Principle
indicator/read out unit.
.
The basic principle of the vibrating wire transducer
is that the change in natural frequency of stretched 5.1 Transducer
wire depends on the change of the tension in the wire.
A typical vibrating wire type piezometer assembly
In this instrument, one end of the gauge wire is attached
is illustrated in Fig. 1.
to the centre of circular membrane and the other
end is secured to the top of the transducer housing. The pressure transducer consists of a hollow
cylindrical body made of non-corrodable metal like
Fluid pressure applied to the membrane causes
ferro-manganese, bronze or stainless steel. The body
deflection of the membrane with consequent change
houses a stainless steel membrane to which one end
in the tension of the wire and its resonant frequency.
of the vibrating wire element is secured. The other
Thus~the frequency of the gauge wire is a measure
end of the vibrating wire element is secured to the
of the deflection of the membrane which is
body. Close to this wire element a magnet assembly
proportional to the pressure change.
is mounted. Cable connections are taken out from
3.1.1 The main advantages of vibrating wire type the magnet assembly through the top end of the
instruments are given below: piezometer body and sealed with protective seal to
prevent leakage of water.to the vibrating wire assembly.
a) Easy to read.
The magnet assembly connected through the cable
b) Effects of signal cable resistance, contact to the frequency indicator should be capable of exciting
resistance’, leakage to ground or length of and picking up the frequency of vibrations that are
signal cable are negligible. read on the indicator. The transducer should
c) Frequency signal permits datatransmission incorporate suitable diodes for over-voltage protection
over long distance and thus suitable for to avoid damage from transient voltages and lightening,
remote observation. etc.IS 8282 ( Part 2 ) : 1996
READOUT UNIT
MAGNET SYSTEM
VIBRATING WIRE
PERFORATEDSTEEL MEMBRANE
RUBBER MEMBRANE
FILTER
Principle of Vibrating-Wire Type Piezometer
GLAND BODY
FIG. 1 TYPICALVIBRATINWGI RET YPEP IEZOMIXEARS SEMBLY
.
The lower end of the transducer body houses a filter wire piezometer shall be TO.1 percent of full range.
element of low or high air entry value. The filter
5.2 Signal Cable
elements should be made of either Sintered Bronze
or Ceramic. Cable to connect the transducer to the-readout unit
should be selected depending on the environments
The permeability and bubbling pressure ( pressure
in which the cable is laid.
of entry of air ) of filter element should be as follows:
For normal environment; cables with two core single
pair cable with annealed copper conductors and with
Material Permeability Bubbling Pressure
copper shielding; heavy PVC coating should be
Sintered lo-’ cm/s 0.1 bar adequate.’ However in adverse environments, steel
bronze armoured petroleum jelly filled and polyethylene
insulated cable should be used. Heavily armoured
Ceramic 10.’ cm/s to 1 bar to 4.5 bar
cables with 10, 20 or more pairs should be used to
10.’ cm/s
connect junction boxes to the instrument houses.
The diameter of the piezometer should generally be
5.3 Readout/Data Logger
32 mm for normal applications. In special cases
A simple, portable, battery operated readout unit with
piezometer of other diameters, say, 42 mm or 78
4-Digit LCD display should be used. Calibration
mm may be used.
data for each transducer should be provided when a
The working range of the piezometer should be up to simple readout unit to ready frequency is used, for
20 bar. However, capacities up to 60 bar may be used converting the frequency readings to relevant
for special applications. The accuracy of the vibrating engineering units.
2IS 8282 ( Part 2 ) : 1996
Readout units wiih facility to read the relevant near the top of a lift, where placement can be
engineering units directly on the display may be used accomplished after concreting in the area has been
in place of the frequency readout units. completed. A hole just large enough to accommodate
the instrument and about 300 mm deep should be
Sophisticated Datalogging with Microprocessor/
dug at the desired location. Fine sand cushioning
_Microcontroller for remote sensing and centralised
should be provided before placing mortar around the
logging/controlling capabilities may also be employed.
instrument.
6 CALIBRATION
7.2.2 Frames or brackets to hold the cell in position
Each transducer should be calibrated separately on during embedment, should not be used, since these
a suitable calibrating system in the laboratory prior would possibly provide a leakage path directly, to
to taking the instrument to field for installation. It the cell. Concrete or mortar (as the case may be)
is not practicable to recalibrate a sensor after should be placed by hand around the instrument and
installation and therefore good long term stability tamped lightly so as to obtain contact between the
of the sensors is important to obtain reliable results, body of the cell and the surrounding concrete/masonry.
The sensor should be capable of being overloaded Excessive tamping of the concrete/masonry should
to 1.5 times its rated capacity. While calibrating be avoided as this would result in a highly impermeable
the sensors, the transducers should be over-loaded zone around the cell and affect the normal build-up
by 10 percent at least 10 times to stabilize the of hydrostatic pressure. After embedment, a
calibrated readings. Each transducer should be temporary cover of boards laid over the cell locations
provided with a separate calibration certificate. provide protection until the concrete/mortar has
hardened. The ends of cables attached to the pore
Usually the gauge wire and the body of the transducer pressure cells which remain uncovered for a while
are made of materials having similar coefficient of until these are properly terminated in a terminal board.
thermal expansion so that temperature variations, should be protected by cable protection caps. This
if any, have minor influence on the readings. The precaution is considered necessary with..a view tb
transducers are to be calibrated in various temperatures prevent moisture and water entering the pore pressure
within its working range and the thermal coefficient cells through the cable ends.
should be recorded in calibration certificate.
7.3 Cables and Conduits
7 INSTALLATION
It is advisable to calculate in advance the exact length
7.1 Saturation of cable required to be attached with each_of the cells
as the splicing should be avoided to the extent possible.
7.1.1 The tip of the piezometer containing the filter
element should be detached from the transducer. The 7.3.1 In estimating the length of the cable to be added,
ceramic element should be boiled in clean water for a suitable route between the point of embedment of
about 10 minutes. The water with the filter should the instrument and the terminal station in the~gallery
then be cooled and the transducer body should be should be selected by study of the drawings. In
attached to the filter element under water. The selecting the route, due consideration should be given
assembly should be kept-soaked in water for at least to the construction procedures involved in placing
24 h before installation. In case of Sintered Bronze the concrete/masonry where the instrument is to be
~element, only immersion in distilled water for about embedded and to possible obstructions along the
30 min is sufficient. chosen route. After the selected route has been
verified, the length of the cable required should be
If the piezometer is used in a borehole, the tip and
estimated, and a small amount usually 10 percent or
filter should be covered by a rubber membrane to
2 m, whichever is larger, should be added to allow
prevent escape of water from the filter element before
for extra length required due to normal variations
the piezometer reaches the ground water level. A
from the selected route. The length of the cable
string should be connected to the end of this rubber
should-be limited as far as possible. In any case it
membrane for pulling the membrane off the filter
should not exceed 80 m.
element when the water level is reached.
7.3.2 In general, cables are run horizontally without
7.2 Placement of Piezometer
conduit in the concrete and in conduits in the
7.2.1 The pore pressure cells are usually located masonry and run in downward and upward
3IS 8282 ( Part 2 ) : 1996
directions in conduits both in the concrete and the consequently. The normal prefix used for pore pressure
masonry. The conduit may be of any material which cells is PP. When the cable lead is connected to a
will not collapse in the fresh concrete/masonry. The cell, an identification band with the instrument
size of the conduit may be chosenin accordance with identification number should be stamped or punched
the procedure given in IS 10334 : 1982. on it and crimped to the cable about 900 mm from
the cell. A similar band should be crimped about 300
7.3.3 If the cable leads are to cross contraction
mm from the free end of the cable. In addition a
joints in the structure, a slack cable recess should
few more markers, consisting of the identification
be provided at the crossing point. This may consist
number marked on white tape and covered with linen
of a wooden box block out, forming a recess into
and friction tape, should be placed around the cable
which the cable is run. During placement of concrete/
near the reading end.
masonry in the adjacent block, a 300 mm loop of
slack cable should be left in the unfilled block out 7.5 Terminal Boxes
and the remaining length of cable laid in the usual
7.5.1 Location of Terminal Boxes
manner.
Permanent facilities for taking readings are provided
7.3.4 Cables should be threaded individually into
in terminal recess usually located in blockouts on
the conduit, so that each cable could support its own
walls of galleries nearest to the instruments. The
weight. At the entrance of the cables into the conduits
reading stations for all embedded instruments in a
suitable protection such as padding with burlap, should
monolith should be located in same monolith if
be provided around each cable and in the interstices
possible, to avoid running of cable leads across
between the cables to prevent sharp bends and to
contraction joints. Separate terminal recesses for
prevent the entry of concrete/mortar and grout into
cable leads from different types of instruments are
the conduit.
not required. Where a gallery or similar semi-
7.3.5 Group of cables running horizontally in a protected location is not available, a conveniently
concrete lift may be taped together at intervals and accessible exterior location may be selected and
laid on the top of the last but one layer of concrete secured against unauthorized tampering.
in the lift, covered with pads of fresh concrete/mortar
7.5.2 Lighting
at several points along the length. The placement of
the final concrete lift layer should be allowed to Normal gallery lighting is usually not adequate and
proceed in the normal manner. a supplementary fixture for lighting should be provided
at the terminal reading station. .
7.3.6 The layout shouId be so planned that cells and
terminal boxes are located in the same block. 7.5.3 Moisture Prevention
7.3.7 In cases where a number of cables from widely To reduce corrosion at the cable terminals and panel
spread points are collected at one central point and board connections, which is usually a serious problem
run downward into a conduit, a very successful plan in dam galleries, an electrical strip heater or
is to run the cable in two steps. A collecting box or incandescent lamp should be installed within the
concrete form is erected around the grouped conduits terminal recesses and permanently kept on. A bulb
so that the lift is left about 450 mm low at the provided in the recess for lighting may also serve
conduits. During the placement of the concrete in this purpose.
which the cells are embedded, the cables arebrought
7.5.4 Installing Terminal Equipment
horizontally to the collection point, coiled and hung
out of the fresh concrete. As soon as the concrete After all the cable leads have been brought into a
has set sufficiently to bear traffic, the cable coils terminal recess, the surplus lengths of cables should
are taken down the conduit to the terminal boxes. be cut off and the end of individual conductors prepared
The advantage is that it is much easier to sort out for permanent connection to the panel board or
and run the cables when they are not muddled with terminal strip. Proper care should be taken for
fresh concrete/mortar. identification of the cables and cells.
7.4 Identification of Cables and Cells 8 COLLECTION OF COMPLEMENTA4RY
DATA
Each cell should be identified by some kind of code
number. A preferable identification mark is a letter 8.1 The collection of related and supporting data
prefix designating the type of instrument and numbered pertaining to structural behaviour is an integral part
4IS 8282 ( Part 2 ) : 1996
of the instrumentation programme, and should The value of calibration factor K and the value of
proceed concurrently with the installation of the constant A provided by the instrument manufacturer
instruments and the readings of the embedded by calibrating the instruments in the factory.
instruments. Types of information required to support
The values of K and A are substituted in the following
or clarify the instrument observation results include
formulae to arrive at the value of frequency F of the
the following:
vibrating wire at ‘t’ “C.
a) Construction Progress - schematic
concretelmasonary placing diagram showing P = K [(f,*-f)+C(t-t,J -A
lift placement dates, concrete placing
where
temperatures and lift thickness.
K = calibration factor (barlflZ*),
b) Concrete Mixes - cement contents, water-
f, = zero frequency (HZ2) at tOoC,
cement ratios, and typical combined
aggregates gradings for interior and exterior f = frequency, (HZ) at t”C,
mixes.
P = pressure (bar) at t”C,
c> Fine Aggregate - typical fine aggregate c = coefficient of temperature HZ2/“C,
gradings, before and after mixing.
A = zero offset (bar),
d) Air Entrained - amount of entrained air,
to = temperature of instrument at the time
admixture used, how introduced.
of calibration in ‘C, and
e) Cement Type - source or sources, physical t = temperature of instrument at the time
of observation in “C.
and chemical properties, including heat of
hydration. 9.2 The observations of the pore pressure cells should
begin as soon as the instruments are covered and
0 Aggregate - types of geologic may continue at gradually increased time intervals.
classification, petrographic description, The pore pressures within concrete/masonry develop
sources, and chemical properties. slowly and occur only when hydrostatic head is
sustained for an extendedperiod against the upstream
Curing and Insulation - type and method
concrete/masonry surface. The pore pressure cells ’
of curing, type, location and duration of
may be read initially at 1 to 3 h intervals after
insulation protection, if any.
embedment and subsequent readings may be taken
at weekly intervals after the reservoir level has reached
Pool Elevations - daily reservoir and
the level of the instruments and until the operating
tailwater elevations.
reservoir elevation has been attained and twice monthly
j) Foundation Conditions - final rock thereafter.
elevations, unusual geologic features.
10 RECORD OF OBSERVATION AND
Much of the information listed above will usually METHOD OF ANALYSIS
be available from investigations carried out prior to
and during the project design stage or may be obtained The observations made of the embedded cells should
under usual construction control operations. be suitably recorded. A recommended proforma for
the record of observations and for transfer if
8.1.1 Observers should be alert to detect cracks or observations to a permanent record in office is given
similar evidences of structural distress which ~may in Annex A. This data sheet form may be got printed
develop; and record time of occurrence, initial size in advance upon which the observation! can be noted
and extent and subsequent changes in size and extent, as they are taken and for preparation of permanent
and any corrective action taken. records.
9 OBSERVATIONS
Alternatively, if a Central Data Acquisition System
9.1 The readings of resonant frequency change should is used, the data is automatically collected and
be taken with the help of readout unit. presented in the formats required by the method of
analysis used.IS 8282 ( Part 2 ) : 1996
ANNEX A
( Clause 10 )
PROFORMA FOR RECORD OFOBSERVATIONS OF VIBRATING WJRE TYPE PORE
PRESSURE CELL
Project :
a) Instrument Name
b) Instrument Manufacturer :
Location :
Initial frequency f, : Calibration Temp (t,)
Calibration Factor (K) : Temperature Coefficient
Zero Offsets (A) :
PorePressure P=K[(r-fZ)+C(t-to)].+.4
Date R.WL Temp of Observed Change in Pore Pore Remarks
in m Location Frequency Frequency Pressure Pressure
of Cell (f) H, <L-f Wz (P) Bar in Metres
(t)“c of Water
Head
Observer’s Signature:
Date:
6Bureau of Indian Standards
BIS is a statutory institution established-under the Bureau oflndian StandardsAct, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis~of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Addition!;‘.
This Indian Standard has been developed from Dot : No. RVD 16 ( 178 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 83 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 I 323 3841
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61
CALCUTTA 700054 1 337 86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
1 60 20 25
Southern : C. I. T. Campus, IV Cross Road, MADRAS 6004 13 235~02 16,235 04 42
I 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 I 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at New India Printing Press, Khujs. India
|
2094_2.pdf
|
IS 2094 (Part 2) : 1999
( Superseding IS 2093 : 1974)
Indian Standard
SPECIFICATION FOR HEATER FOR BITUMEN
(TAR) AND EMULSION
PART 2 BITUMEN SPRAYER
ICS 91.220.75.140
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1999 Price Group 3Construction Plant and Machinery Sectional Committee, HMD 18
FOREWORD
This Indian Standard (Part 2) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Construction Plant and Machinery Sectional Committee had been approved by the Heavy Mechanical Engineering
Division Council.
Construction Plant and Machinery Sectional Committee had published the following Indian Standards:
IS 2093 : 1974 Specification for distributors for hot tar and bitumen ($~st revision)
IS 2094 : 1996 Specification for heater for bitumen (tar) and emulsion - Specification (second revision)
IS 4 198 : 1967 Specification for emulsion spraying machine for roads
The above standards are related to the same subject and, therefore, the Sectional Committee while revising
TLbC. 3&3 f“iIO>7 -cnLA1 1u TI”C A-rll,Q” Q ,uiccxuA,uAtiouA tLhl.l,c.,b l tLhll cPl ,Imb”.I,D;cI;”nIIm ,“.If tLhl,l,t,i JL EJL~a+IoI.uTcAuou~JA o h“Ln -,oI,rclloL IL an3r ID -.P-tI 1 L‘I amu-uA ID na..l+l _7J L..ar;oq.J.nGnL+L:’.Y.nLl.T. ’y “-FI
IS 2094 and existing IS 2094 : 1996 be treated as Part 1. As per the decision, the standards now covered under
IS 2094 shall be as under :
IS 2094 (Part 1) Specification for heater for bitumen (tar) and emulsion: Part 1 Bitumen heater
IS 2094.(Part 2) Specification for heater for bitumen (tar) and emulsion: Part 2 Bitumen sprayer
IS 2094 (Part 3) Specification for heater for bitumen (tar) and emulsion: Part 3 Emulsion
Further, it was decided to withdraw the standards IS 2093 and IS 4198.
In view of convenience of bulk supply of tar and bitumen from the suppliers, there is an increasing use of
mechanical distributors in the pavement construction work, such as surface dressing, soil stabilization and grouting.
In surface dressing, uniformity of distribution of binder across the surface is one of the most important factors in
achieving a durable and strong surface. Time for distributing binder is very valuable specially in large pavement
construction work from the point of view of economy and quality of the finished surface. Distributors are being
used by various organizations because of their unique advantages over other means. This standard has been
prepared with a view to assisting the users in obtaining distributors capable of distributing binder uniformly to
the specified standard and having a satisfactory mechanical efficiency.
This standard includes a number of requirements which are at the option of the purchaser; for the sake of
convenience to the purchaser and the supplier, requirements to be specified by the purchaser while making an
enquiry or placing an order for distributors for hot tar and bitumen have been listed 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
7”n .fi,,YL_
4 for rounding offnumericai vaiues (revised)‘. The number of significant piaces retained in the
lb L : 1 YOU -KUleS
rounded off value should be the same as that of the specified value in this standard.IS 2094 (Part 2) : 1999
Indian Standard
SPECIFICATION FOR HEATER FOR BITUMEN
(TAR) AND EMULSION
PART 2 BITUMEN SPRAYER
1 SCOPE cl Mechanical tank-units, provided either with
gravity outflow pipes or a pump feed, com-
This standard (Part 2) covers distributors for hot tar and
bined with revolving or oscillating brushes
bitumen for pavement construction work, such as surface
to distribute the binder.
dressing, soil stabilization and grouting. The standard
d) Mechanical tank-units provided with a com-
lays down the requirements for road worthiness, capacity,
bination of gravity or pump-fed simple noz-
construction, safety and performance.
zles and a series of blades revolving on a hori-
2 REFERENCE zontal shaft.
The Indian Standard listed below is a necessary adjunct
5 CAPACITY
to this standard:
5.1 The distributors shall have the following standard
IS No. Title
nominal capacities in litres:
2094 (Part 1) : Specification for heater for bitumen
1996 (tar) and emulsion: Part 1 1 000, 1 500,2 000,3 000,5 000,7 500, 10 000
Bitumen heaters (second revision)
5.2 The actual capacity of the distributor shall be atleast
3 TERMINOLOGY 10 percent greater than the nominal capacity.
For the purpose of this standard, the following 6 TANKS
definitions shall apply.
6.1 When distributors have pan type of U-shaped
3.1 Binder tanks, which can be filled from drums, their general
construction shall comply with the requirements
Tar, bitumen, tar/bitumen mixture or a cutback, with
specified in IS 2094 (Part 1). A barrel hoist shall be
or without special additives.
fitted when required by the purchaser.
3.2 Rate of Spread
6.2 When a pressure tank is employed, this shall
The number of litres of binder required to cover one comply with the relevant safety regulations for pressure
square metrc of surface at the temperature of application. vessels.
6.3 The tank shall have a dipstick clearly marked with
3.3 Transportable Distributor
the serial number of the tank to which it belongs. The
A distributor, which is intended for travelling short dipstick shall fit into a guide or be positively located
distances at low speeds, and is normally carried to any by other means, and shall be calibrated and clearly
distant site on another vehicle. marked to show the contents of the tank at any level
within an accuracy of *l percent of the nominal
NOTE - Distributors for hand spraying are usually transport-
able. Mechanical distributors are usually mobile. capacity.
4 TYPES 7 LAGGING OF TANKS
The distributors shall be of the following types. They Lagging of tanks shall comply with the following
may be mobile or transportable: requirements:
4 Binder tanks and spraying equipment for hand a) The tank shall be covered with a suitable lag-
spraying, with manually or mechanically op- ging material of adequate thickness; exposed
erated pressure systems. feed and return pipes from the tank to the
means of application shall be lagged. The lag-
b) Mechanical tank-spraying units, provided
with a series of nozzle fixed to a transverse ging material in contact with the tank shall
header holding binder under pressure. be non-combustible.IS 2094 (Part 2) : 1999
b) The insulating material shall be protected and 13 PUMPING SYSTEM
retained in position by suitable lagging plates,
13.1 The binder pump shall be either inside the tank
or their equivalent, to ensure that it does not
or attached close to a hcatcd part of the casing, so that
deteriorate in use or become impregnated with
special preheating is not required before pumping. The
binder.
pumping system shall be so designed that there are no
c) The temperature drop in a full load of binder,
visible pulsations at the spray nozzle.
at an initial temperature of 150°C with the
atmospheric temperature between 24°C and 13.2 To assist in clearing the system, provisions shall
30°C shall be not more than 20°C after 8 h be made either for pumping air through the nozzle pipe
when the tank and its contents are at rest. or for admitting air to it at the pump end. An additional
device for drawing the binder left over in the spray
8 HEATERS bar may also be provided, if required by the purchaser.
When heaters are required to raise the temperature,
14 STRAINER
the heating arrangements for distributors shall comply
with the requirements specified in IS 2094 (Part 1). A strainer, in which the maximum dimension of any
aperture is not more than half the minimum dimension
9 MEASUREMENT OF TEMPERATURE
“nIf tLh‘lnr crmlII~Ilulc.l.rrLtI ~ LoInyrcmIb.tu.,ltr- ~ 1in1 1 tuh*eL , ynu,,‘muyn .Vr~Ulr1r”cbx.oJ “CI\ I OPVpu.TJ. Q.,
Distributors shall be fitted with a temperature indicator, nozzle, shall be provided on the pump suction pipe.
or indicators, to show both the temperature at which The strainer shall be easily removable for cleaning
the binder is being drawn off for application and the and shall be designed in such a way that all the binder
maximum temperature of the binder in the tank. The will pass through it.
indicator, or indicators shall be accurate to within *3”C.
15 FLEXIBLE PIPE AND SPRAY PIPE
10 COMPLIANCE WITH INDIAN STANDARDS
The flexible pipe and spray pipe shall have not less
All materials used in the construction of distributors than 12mm bore. The flexible pipe shall be not less
shall comply with appropriate Indian Standards. than 3m long and shall be made of a material that will
resist deterioration from the hot binder. The pipe and
11 ROAD WORTHINESS
its unions shall be capable of withstanding four times
11 .l Transportable distributors shall be fitted with iron, the maximum pressure that can be developed in the
rubber or pneumatic tyres, and the wheels may run on system.
plain bearings. An efficient hand operated parking
16 SPRAY LANCE
brake shall be provided.
The spray lance shall be fitted with thermally insulated
11.2 All distributors shall comply with the relevant
adjustable handles and a shut-off valve shall be
road traffic regulations.
provided between the pump and the spray nozzles.
12 MARKING
17 SPRAY NOZZLE
12.1 Each distributor shall have firmly attached to it a
The spray nozzle shall be of a type which will deliver
plate giving the following particulars:
the binder in a fine spray of well defined shape.
a) Manufacturer’s name or trade-name,
b) Type of distributor, 18 PRESSURE GAUGE
cl Nominal capacity, A suitable pressure gauge, capable of reading to at least
4 Tank serial number, and double the normal working pressure and accurate to
e) Year of manufacture. within *j percent, shaii be fitted to the cieiivery pipe.
12.2 BIS Certification Marking 19 TEST FOR UNIFORM DISTRIBUTION
The use of the Standard Mark is governed by the 19.1 For the distributors capable of being tested in
provisions of Bureau of Indian Standards Act, 1986 accordance with the general requirements described
and the Rules and Regulations made thereunder. The in Annex B, the amount of binder collected on any
details of conditions under which a licence for the use strip of surface 5 cm wide within the effective width,
of Standard Mark may be granted to the manufacturers the length of the strip being parallel to the direction of
or the producers may be obtained from the Bureau of travel of the distributor, shall not differ from the
Indian Standards. average amount over the effective width by more than
15 percent. Further, the mean of the amount of binder
2IS 2094 (Part 2) : 1999
collected in any four adjacent trays within the effective shall be neither less than 50 percent nor more than 100
width shall not differ from the average over the percent of the mean amount per 15 cm of the effective
effective width by more than 10 percent. width sprayed.
19.2 For the purpose of calculating the average amount
20 INSTRUCTIONS
collected, the effective width shall be the whole sprayed
width less 15 cm at each side. Instructions shall be supplied with each distributor to
enable the operator to ensure that the specified rate of
19.3 The amount of binder received on the 15 cm
spread is obtained.
margin at either side of the effective width of the spray
ANNEX A
(Foreword)
INFORMATION TO BE SUPPLIED WITH AN ENQUIRY OR ORDER
A-l Information in regard to the following b) Nominal capacity (see 4.1)
requirements which are at the option of the purchaser
c) Whether a barrel hoist is required (see 5.1),
shall be supplied to the manufacturer while making an
enquiry or placing an order for distributors for hot tar d) Whether heaters are required (see 7.1) and
“..A h;+,.rnP”.
L(UU“ .lUlllrU.
e) Whether a device for drawing in binder left
a) Type (see 3.1) over in the spray bar is required (see 12.2).
ANNEX B
(Clause 19.1)
TEST FOR UNIFORMITY OF TRANSVERSE DISTRIBUTION OF BINDER
(DEPOT TRAY TESTS)
B-l GENERAL being parallel to the direction of travel of the
distributor.
B-l.1 This annex lays down the method for testing
ci
uniformity of distribution of binder across the surface The test is so arranged that the distributor can
being sprayed.Various methods for determining the operate for a sufficient period to obtain the
transverse uniformity of distribution have been normal working conditions, and when this has
developed, the essential requirements of which are the been achieved, the test surface is exposed to
following: the discharge for suitable period.
a) The conditions prevailing during the test are 4 The amount of binder delivered on each 5 cm
comparable with those occuring during nor- strip is then measured and the results ex-
mal operations as regards. pressed as a percentage deviation from the
mean for all the 5 cm unit over the effective
1) temperature of binder,
width. The effective width is defined as the
2) viscosity of binder, sprayed width less than 15 cm margin at each
3) height of distributing gear above the test side.
surface, e> The results of the test are recorded in the form
4) pressure in the distribution system, and indicated in Fig. 1. A suitable record card is
shown in Fig. 2.
5) speed of operation of mechanical distri-
buting gear when applicable. B-2 DEPOT TRAY TEST
b) The test surface is divided into strips of equal
B-2.1 The apparatus consists of a wheeled trolley
width, usually 5 cm; the length of the strips
carrying a set of removable containers. Each container
3+30
+20
P
-50
-60
C
EFFECTIVE WIDTHIS 2094 (Part 2) : 1999
25s0 s s 8
a 7
0Y 05 0-7 O I
PERCENTAGE DEVIATION FROM MEAN
FIG. 2 RECORD CARD FOR TEST FOR TRANSVERSED ISTRIBUTIONO F BINDER
5IS 2094 (Part 2) : 1999
is 5 cm wide, 1 m long and 15 cm deep, made of spray-bar over the catch tank, precautions being taken
0.900 mm thick mild steel sheet, and of approximately to see that the spray bar is horizontal and at right angles
7 litres capacity. The containers extend to a width 15 to the rails. The trolley and containers rest on the rails
cm greater than the full spray width of the distributor, clear of the spray hood. A short preliminary spray is
there being six containers in 30 cm of spray width.
made to ensure that all nozzles are functioning and
The rim of each container is lipped on one side in order
that the distributor is otherwise in normal working
that the containers will overlap and prevent binder from
condition.
escaping. Before each test, the containers are examined
for damage and replacement made if such damage is B-2.4 The trolley and containers are then pushed
likely to affect the test. underneath the spray bar and spraying is commenced,
and maintained for a period of time sufficient almost
B-2.2 The trolley runs on steel rails fastened to the
to fill the containers. The trolley is then withdrawn to
top of 1 500 litre-catch tank, the rails being horizontal
and parallel to the sides of the tank and sufficiently the previous position.
long to allow the trolley to lie clear of the spray before
B-2.5 The depth of binder in each container is
the test. The top rim of each container, when fitted on m . ..~p .n ..c . ~ . lr .., _= _d h“Jv ,.d.‘yin n=i.n.. ob w. .i t. h. . . .2 cYt.w““l . nI_l.l”e ~o‘r“aYd.l.l.a..t~d” i1n1 .
the trolley, is parallel to the rails, and the same distance
millimetres. Each container dipped in the same
below the nozzles or distributing gear as of the road
position, a convenient place being about 30 cm from
surface under normal working conditions.
one end, Dipping is to commence when the froth has
B-2.3 The distributor is backed into position with the settled.
6
|
1149.pdf
|
IS : 1149- 1982
Indian Standard
SPECIFICATION FOR
HIGH TENSILE STEEL RIVET BARS FOR
STIWCTURAL PURPOSES
( Third Revision )
Second Reprint MAY 1992
UDC 669.14.018.295-422:621.884:624.014.24
@ Copyright 1983
BUREAU OF INDIAN ST..ANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DEL&II 110002
Gr 2 lunuary 1983IS : 1149- 1982
Indian Standard
.
SPECIFICATION FOR
HIGH TENSILE STEEL RIVET BARS FOR
STRUCTURAL PURPOSES
Third Revision )
(
Wrought Steel Products Sectional Committee, SMDC 5
Chairnran Representing
DR D: N. BERANY Modella Steel & Alloys Ltd, Bombay
Members
SHRI S. BANERJEE Steel Re-Rolling Mills Association of India,
Calcutta
SHRI S. K. BASU M. N. Dastur & Co Pvt Ltd, Calcutta
SERI G. K. JHA ( Affcmate )
SHRI A. P. BRA~NAQAR Steel Authority of India Ltd ( Durgapur Steel
Plant )
SHRI J. BANERJEE ( Altcmatc )
SHRI Y. P. S. BISHNOI Steel Authority of India Ltd ( Bokaro Steel Plant )
SHRI A. M. BISWAS National Test House, Calcutta
SHRI K. L. BARUI ( Altemutc )
DEFUTY DIRECTOR ( MET ) Ministry of Railways
SHRI S. Ct DEY Central Boilers Board, New Delhi
SH~I B. K. DUTTA Iron 82 Steel Control, Calcutta
SHRI P. R. DAS ( Ahmate)
SHRI C. R. GHOSH . M,u kand Iron & Steel-Works Ltd, Bombay
SHRI H. P. PRIOLKAR ( Affcmare I
SHRI A. K. JXE Ministry of Defence ( DGI )
SHRI V. I. RAMASWAMY ( Alternate )
SERI SUDHAKAR JHA Steel Authority of India Ltd ( R dt D Centre for
Iron & Steel, Ran&i )
JOINT DIRECTOR STDS (W)/I&L Ministry of Railways
JOINT DIRECTOR ( IRON &
STEEL ) ( Al&mate )
SHRI ONEAR S. KANW~~R ~Association of Indian Engineering Industries ( Steel
Tubes Division ), New Delhi
SHRI V. B. KHANNA Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
SHRI D. K. PAUL ( Alternate )
( Continued on page 2 )
Q Copyrtghr 1Y83
BUREAU OF INDIAN STANDARDS
l%is publication is protected under the lndzan Copyrtghf Act ( XIV of 1957 ) and
reproduction in whole or in part by any mean\ except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said AcrlSr1149--!I82
( Continuedfrom page 1 )
Members Representing
DR K. V. KRISHNAMUBTHY Bhatat Heavy Electricals Ltd
SHRI A. K: MITTAL ( Altermate I )
SHRI U. MOHAN Rao ( Alternate II )
SHRI C. K. KURIAKOSE Hindustan Shipyard Ltd, Vishakhapatnam
Smr N. S. R. V. RA.IU ( Alternute )
SHRI T. MIJKH~~RJEE Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. N. MITRA ( Alternate )
SHIU SATISH MURAN IAN Special Steels Ltd, Bombay
SIIRI M. R. DOCTOR ( Alternate )
SHI~I K. R. NARASIMIIAN Metal Box India Ltd, Calcutta
SHRI A. G. SHRIMANKAR ( Alternate )
SHRI K. V. Pnr Steel Authority of India Ltd ( Indian Iron & Steel
Co Ltd. Bumuur 1
SJIRI T. K. D~TTA ( Alternnte)
PROP S. S. PANS Steel Authority of India Ltd ( Rourkela Steel Plant )
Satr~ S. G. TUDI~XAR ( Alternate )
S~lrr RA~I~UDIR SIN~II National. Metallurgical Laboratory (CSIR ),
Jamsbedpur
SliRI %WlL SIIN Steel Authority of India Ltd ( Bhilai Steel Plant )
SIXRI D. SICTNIVASAN Joint Plant Committee, Calcutta
SJIRI1 3:P. GJIOSIC( Alternate )
SHRI Y. P. SYNGAI. Federation of Engineering Industries of India, New
Delhi
Snnr H. L. BJfAI%DWI\J( Aflerrz& )
SHRI.C. R. RAIA RAO, Director General, BIS ( Ex-o#cio Member )
Director ( Strut & Met )
Secretary
SHIZI V. K. JAIN
Deputy Director ( Mrtals ), BIS
Panel for Rivet Bars, SMDC 5 : P-37
Convener
SHRI P. K MUNSHI Ministry of Railways
Members
&RI R. BH \TTACH.\RYA Guest, Keen, Williams Ltd, Howrah
SKRI 1. CHAKRAVARTY ( Alternafe )
SHRI N. N. KHANX 4 Steel Authority of India Ltd ( Bbilai Steel Plant )
SRRI U. C. SRARXA ( Alternate )
SHRT A. N. MITRA Tata Iron & Steel Co Ltd, Jamshedpur
SHRI S.C. MOHANTY( Alternate)
&II&I S 4TIf3li MURAAJAN Special Steel Ltd, Bombay
SHRI K. M. TANEJA Dire;ctq;;y General of Supplies & Disposals, New
2IS t 1149 - 1982
Indian Standard
SPECIFICATION FOR
HIGH TENSILE STEEL RIVET BARS FOR
STRUCTURAL PURPOSES
l
c ( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Third Revision ) was adopted by the Indian
Standards Institution on 25 November 1582, after the draft finalized by
Wrought Ste&l Product: Sectional Committee had been approved by the
Structural and Metals Division Council.
0.2 This standard was first published in 1957 and was revised in 1064
and 1973. In view of the experience gained during the subsequent years
the committee has decided to revise this Indian Standard incorporating
the following main modifications:
a) Strengths have been specified in term of MPa, in alignment with
adoption of SI units both nationally and internationally; and
b) Clause on retest has been deleted as it is duly covered in
IS : 8910-1978*
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-196Ot. The number of significant places retained in the
rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.i This standard covers the requirements for high tensile steel rivet bars
in sizes up to 40 mm diameter for structural purposes.
*General technical delivery requiremrnts for steel and steel products.
tRuler for rounding off numerical values ( r&~&f ).
3IS: 1149 - 1982
2. SUPPLY OF MATERIAL
2.1 General requirements relating to the supply of high tensile steel rivet
bars shall conform to IS : 8910-1978*.
3. MANUFACTURE
3.1 Rivet bars shall be made from the steel manufactured by open-hearth,
electric, duplex, basic oxygen or a combination of these processes. In
case any other process is employed by the manufacturer, prior approval
of the purchaser should be obtained.
3.1.1 Steel shall be supplied semi-killed or killed.
3.1.2 Unless specified otherwise, bars shall be supplied in hot-rolled
condition.
4. CHEMICAL COMPOSITION
4.1 Ladle Analysis - Ladle analysis of the steel, when carried out
either by the method specified in the relevant parts of IS : 228t or any
other established instrumental/chemical method shall be as given below.
In case of dispute the procedure given in the relevant part of IS : 228t
shall be the referee method:
Constituent Percent, Max
Carbon 0.23
Sulphur 0.0’0
Phosphorus 0.050
4.2 Product Analysis - Permissi,ble variation in the case of product
analysis, from the limits specified under 4.1 shall be as follows:
Constituent Variations Over the Specijied
Maximum Limit, Percent
Carbon o-02
Sulphur 0.005
Phosphorus o-005
4.3 When steel is required in copper bearing quality, copper content shall
be between 0 20 to 0.35 percent. In case of product analysis, permissible
variation shall not exceed f 0.03 percent.
. .._._
*General technical delivery requirementsf or steel and steel products.
tMethods of chemical analysis of steels ( issued in several parts ).
.
4IS : 1149 - 1982
4.4 When the steel is silicon-killed, silicon content in the product analysis,
shall not be less than 0.10 percent. When the steel is silicon-aluminium-
killed or aluminium-killed the requirement regarding minimum silicon
content shall not apply.
5. FREEDOM FROM DEFECTS
5.1 Rivet bars shall be well and cleanly rolled to the dimensions and
tolerances specified. The finished material shall be free from such
surface and internal flaws as would be detrimental to the end use of the
material.
6. LENGTHS
6.1 Unless agreed to otherwise between the purchaser and the
manufacturer, rivet bars shall be ordered only in multiples of 250 mm
length.
.7. DIMENSIONAL TOLERANCES
7.1 The bars shall comply with the following dimensional tolerances:
Diameter of Bar Total Tolerance
mm mm
Below 20 o-40
20 0.45
22 and 24 0’50
Ovei 24 2 percent of
diameter
7.1.1 All the tolerances specified under. 7.1 shall be minus tolerances.
When special plus and minus tolerances are required by the purchaser,
the sum of such tolerances shall not be specified as less than the above
total tolerances.
8. SELECTION OF TEST SAMPLES
8.1 Test samples may be selected by the purchaser from the cuttings of
the bars.
8.2 The test samples shall not be cut from the bars except in the presence
or with the approval of the purchaser.
8.3 Before the test samples are selected full particulars regarding cast
number, size, weight and number of bars in each cast shall be furnished
by the manufacturer to the purchaser.
5IS:1149- 1982
8.4T he test samples shall not be annealed or otherwise subjected to heat
treatment unless the material from which they are cut is similarly treated,
in which case the test saxrples shall be similarly and sinultaneou:ly
treated, with the material before testing. Any slight straightening of test
samples, which may be requiled, shall be d.one cold.
9. TENSILE TEST
9.1O ne tensile test shall be made from the finished steel for every 10
tonnes of a cast or part thereof. When more than one diameter of the
bar is specified, one additional test shall be made for each variation in
diameter.
9.2 The tensile properties of steel Ear when determined in accordance
with IS : 1608-1972* shall be as given below:
Characteristic Requirement
Tensile strength, Min, MPa 460
Min Yield stress, MPa
a) 6 mm up to and including 12 mm 310
b) Over 12 mm up to and including 300
20 mm
c) Over 20 mm up to and including 280
40mm
Elongation percent, Min, gauge length 22
5*65d&-
NOTE - 1 MPa = lN/mm* = I MN/m* = 0’102 0 kgf/mm4.
9.3 No tensile test shall be carried out on bars below 6 mm.
10.B END TEST
10.1O ne bend test shall be carried out for every 10 tonnes of a cast op
part thereof. One additional test shall be made for each variation in.
diameter.
10.2T he bend test shall be carried out in accordance with IS : 1599~.
1974t.
10.2.I1n case of bars over 25 mm in diameter, the rest piece, when.
cold, shall withstand, without fracture, being c’oubled oler, either by
pressure or by slow and sleac’y blows from a hammer, till the internal
diameter is not greater than three times the diameter of the test piece
and the sides are parallel.
*Method for tensile testing of steel products (fist reti ).
tMrthod for bend test for steel products other than sheet, strip, wire and tube-
(/irsr fUui&I ).
6IS : 1149 - 1981
10.2.2 For bars 25 mm in diameter and under, the internal diameter
of the bend shall be not greater than twice the diameter of the bar.
11. SHEAR TEST
11.1 One shear test shall be carried out for every 10 tonnes of a cast or
part thereof. One additional test shall be made for each variation in
diameter.
11.2 The ultimate shear strength of the bars as rolled shall be not less
than 370 MPa. The shear test shall be carried out in accordance with
IS : 5242-1979*.
12. HOT COMPRESSION TEST
12.1 One hot compression test shall be made for every 10 tonnes of cast
or part thereof. One additional test shall be made for each variation in
diameter.
12.2 A test piece, having a length equal to twice its diameter, shall be
cut from a bar and shall, without cracking or showing signs of fracture
withstand being heated to a forginS; temperature and hammered or
compressed on the end till its length has been reduced to its original
diameter.
13. PACKING AND MARKING
13.1 Rivet bars shall be securely bundled, and a metal tag attached to
each bundle shall be marked with the following:
a) Manufacturer’s name or trade-mark, and
b) Cast number or identification mark by which the steel can be
traced to the cast from which it was made.
13.2 Rivet bars, when not secured in bundles, shall each be legibly
marked as specified in 13.1.
13.3 The material 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, 1936 and the Rules and Regulations made there-
under. The Standard Mark on products covered by an Indian Standard conveys
the assurance that they have been produced to comply with the requirements of that
standard under a well defined system of inspection, testing and quality control
which is devised and supervised by BIS and operated by the producer. Standard
marked products are also continuously checked by BIS for conformity to that
standard as a further safeguard. Details of conditions under which a licence for
the use of the Standard Mark may be granted to manufacturers or producers may
be obtained from the Bureau of Indian Standards.
*Method of test for determining shear strength of mild steel (first rcuision ).BUREAU OF INDIAN STANDARDS
~~::.l.i,/cl3rle: rs
\IAII.A t:lw.w. 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
1 c!:cJ(rtlMcki : 331 01 31 Telegrams : Msnaksansthe
331 13 75 (Common to all Offices)
‘i.‘.J, .1:ritl Offices : Telephone
.‘r~lllr,ll M.rnrrk Bhavan, 9. Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 f
’ L.l~l0fl, : 1114 C.I.T. Scheme VII M. 333: ;63 ::
V.J.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus,IV Cross Road, MADRAS 600113 41 29 36
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 380001 2 63 48
t Peenya Industrial Area, 1 st Stage. Bangalore-Tumkur Road. 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 21
BHOPAL 462003
Plot No. 82183, Lewis Road, BHUBANESHWAR 751002 5 36 27
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality Marking Centre. N.H. IV, N.I.T., FARIDABAD 121001 -
Savitti Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R.G. Barua Road. 5th BY-lane, 33177
GUWAHATI 781 OQ3
68-56C L. N. Gupta Marg, ( Nampally Station Road 1 231083
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005 8 34 71
1171418 B Sarvodaya Nagar, KANPUR 208065 21 68 76
PIof No. A-9, House No. 561163. Sindhu Nagar. Kanpur Roaa. 5 55 07
LUCKNOW 226005
Parliputra Industrial Estate, PATNA 800013 6 23 05
Drstrict Industries Centre Complex, Bagh-e-Ah Maidan.
SRINAGAR 190011
T. C. No. 14/1421, University P. 0.. Palayam, 6 21 04
THIRUVANANTHAPURAM 695034
inspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 61 71
Shankar Nagar Square. NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nager. 5 24 35
PUNE 4+1005
- -
‘Sales Office Calcutta is at 5 Chdwringhee Approach, 27 68 00
P. 0. Princep Street, CALCUTTA
t Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28
2 Safes Office is at Unity Building, Narasimharaja Square, 22 39 71
EANGALORE
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 1 NOVEMBER 2002
TO
IS 1149:1982 SPECIFICATION FOR HIGH TENSILE
STEEL RIVET BARS FOR STRUCTURAL PURPOSES
( Third Revision)
( Page 3, chzse 0.2 ) — Insert the following new clause after 0.2 and
renumber the subsequent clause:
‘0.3 For all the tests specified in this standard (chemical/physical/others), the
method as specified in relevant 1S0 standard may also be followed as an
alternate method.’
(MTD4)
ReprographyUnit,BIS,NewDelhi,India
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|
3025_29.pdf
|
IS : 3025 ( Part 29 ) - 1986
UDC 628.11’3 : 543’35 ( Second Reprint JULY 1998 ) (Reaffirmed 199P)
t’ndian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL AND
CHEMICAL ) FOR WATER AND WASTEWATER
PART 29 SULPHIDE
First Revision )
/
1. Scope - Prescribes two methods for the determination of total and dissolved sulphides in
waters and wastewaters by titrimetric iodine method or methylene blue method. lodometric method
is suitable for measurement of sulphide in concentration above 1 mg/l if interferences are absent
and loss of hydrogen sulphide is avoided, The methylene blue method is applicable to sulphide
concentration up to 20 mg/l.
2. lodometric Method
2.1 Principle and Theory - Sulphides are stripped from the acidified sample with an inert gas
and collected in zinc acetate solution. Excess iodine solution added to the zinc sulphide suspen-
sion reacts with the sulphide under acidic condition.
Thiosulphate is used to measure unreacted iodine to indicate the quantity of iodine consu-
med by sulphide. The reaction may be given as follows:
1) s+/a=s*+2/
2) /a ( excess ) + 2 &OS = &OS + 2 i
2.2 Interferences
2.2.1 Reduced sulphur compounds, such as sulphite, thiosulphate and hydrosulphite, which
decompose in acid, may yield erractic results.
2.2.2 Volatile iodine consuming substances will give high results.
2.2.3 Eliminate interferences due to sulphite, thiosulphate, iodide and many other soluble subs-
tances, but not ferro-cyanide, by first precipitating zinc sulphide, removing the supernatant, and
replacing it with distilled water. Use the same procedure, even when not needed for removal of
interferences, to concentrate sulphide.
2.2.3.1 Procedure - Put required quantity of 2 N zinc acetate solution into 500 ml glass bottle,
file with sample and add required quantity of 6 N sodium hydroxide solution. Stopper with no
airbubbles under stopper and mix by rotating back and forth vigorously about a transverse
axis. Addition of reagents may be varied in volume so that the resulting precipitate is not exces-
sively bulky and settles rapidly. Add enough sodium hydroxide to produce a pH above 9. Let the
precipitate settle for 30 minutes. Filter the precipitate through glass fibre filter paper and carry
out titration immediately.
2.3 Sampling and Storage
2.3.1 Sampling and storage shall be done as prescribed in IS : 3025 ( Part I )-1986 ‘Methods of
sampling and test ( physical and chemical ) for water and wastewater: Part 1 Sampling ( firsf
revision 1’. Samples must be taken with a minimum of aeration and preserved at low temperature
( sulphide may be volatilized by aeration and any oxygen is advertently added to the sample may
convert the sulphide to an unmeasurable form ).
2.3.2 Preserve the sample with addition of 2 ml/l of zinc acetate. Samples not preserved must
be analyzed immediately.
2.4 Apparatus
2.4.1 Reaction flask - Wide mouth bottle of 1 litre capacity, with a 2 holestopper, fitted with
a fritted gas-diffusion tube ( plastic, ceramic or glass and a gas outlet tube ).
Adopted 31 July 1986 0 December 1987, BIS Gr 2
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 29 ) - 1996
2.4.2 Absorption flasks - Two 250-ml capacity long necked flask with 2 holestoppers fitted with
glass tubes and suitable connections to pass gas through in series.
2.5 Reagents
2.5.1 Zinc acetate solution ( 2 N )- Dissolve 110 g Zn ( C,H30e )a.2Hz0 in 400 ml distilled water
and finally make up to 1 litre.
2.5.2 inert gas - A cylinder of nitrogen [ pure grade, see IS : 1747-1972 Specification for
nitrogen ( first revision ) ] or CO2 or a CO, gas generator [ Grade I, see IS : 307-1966 Speci-
fication for carbon dioxide( second revision ) I.
2.5.3 Sulphoric acid concentrated
2.5.4 Standard iodine solution ( 0’025 N ) - Dissolve 20-25 g potassium iodide ( KI ) in a little
water and add 3’175 g iodine. After iodine has dissolved, dilute to I litre with distilled water,
standardize this solution against 0’025 N sodium thiosulphate using starch indicator.
2.5.5 Hydrochloric acid concentrated
2.5.6 Standard thiosulphate solution ( 0’025 N ) - Dissolve 6.205 g NazSz03.5Hz0 in 800 ml
boiled and cooled distilled water. Add 0.4 g NaOH or 5 ml chloroform as a preservative and finally
make up to I litre.
2.5.7 Starch indicator solution - Add 5’0 g starch to 800 ml boiling distilled water and stir.
Dilute to one litre and boil for few minutes and let settle over night. Use the clear supernate.
( This solution may be preserved by adding 1’25 g salicyclic acid/litre or by adding a few drops of
toluene ).
2.5.6 Aluminium chloride solution ( 6 N ) - Take the 100 g AIC13.6Hz0 from a previously un-
opened reagent bottle and dissolve in 144 ml distilled water.
Note - Because of the hygroscopic and caking tendencies of this chemical, it will be convenient to purchase
in small packing.
2.5.9 Sodium hydroxide (6 N ) - Dissolve 240 g NaOH in distilled water and dilute to I litre.
2.6 Procedure
2.6.1 Total sulphide
2.6.1.1 Take5 ml zinc acetate solution ( 2.5.1 ) and 95 ml distilled water into each of the two
absorption flasks.
2.6.1.2 Connect the reaction flask and two absorption flasks in series and purge the system
with CO, or Nzfor 2 minutes. Measure 500 ml well mixed sample into the reaction flask.
2.6.1.3 Acidify the sample with 10 ml concentrated HeSOa and replace the prepared 2 holes
stopper tightly; pass NB or COZ ( not air or oxygen ) through the sample for I hour or until the
experiments show no more sulphide coming over.
2.6.1.4 To each of the absorption flasks, then add iodine solution well in excess of the amount
necessary to react with the collected sulphide.
2.6.1.5 Add 2’5 ml concentrated HCI acid to each flask, stopper and shake to mix thoroughly.
2.6.1.6 Transfer contents of both flasks and back titrate with 0’025 N sodium thiosulphate
solution using starch solution as indicator. Run a blank parallel for accurate results.
2.7 Dissolved Sulphide
2.7.1 Remove suspended solids in the sample by flocculation and settling.
2.7.1.1 Fill I litre bottle with flowing sample in such a way that the sample, which has had the
least possible contact with air. Add 2 ml aluminium chloride solution (2.5.7) and 2 ml NaOH solution
( 2.5.8) and stopper with no air bubbles under the stopper. Rotate back and forth about a trans-
verse axis as vigorously as possible for at least 1 minute in order to flocculate the contents
thoroughly.
Note -The volume of these chemicals may be varied according to experience, the idea being to get good clari_
fication without using excessively large amounts.
2.7.1.2 Allow to settle for I5 minutes, or until supernatant liquid is reasonably clear, Alter-
natively remove, suspended matter by centrifugation.
2IS : 3025 ( Part 29 ) - 1996
2.7.2 Proceed as for total sulphide after taking 500 ml sample into the reaction flask.
2.8 Calculation
mg/l, sulphide =--- ( Vl - va ) x 400
V
where
Vl = volume in ml of standard iodine solution added,
vz = volume in ml of standard thiosulphate solution used, and
V = volume in ml of sample taken.
3. Methylene Blue Method
3.1 Principle and Theory - The methylene blue method is based on the reaction of sul-
phide, ferric chloride and dimethyl-p-phenylenediamine to produce methylene blue. Ammonium
phosphate is added after colour development to remove ferric chloride colour. The method is
applicable at sulphide concentrations up to 20 mg/l.
3.2 Apparat’us
3.2.1 Matched test tubes - Approximately 125 mm long and 15 mm OD.
3.2.2 Droppers - Capable of delivering 20 drops/ml of methylene blue solution.
3.2.3 Spectrophotometer - Suitable for use at 664 mm with cells providing light paths of 1 cm
and I mm or filter photometer with a filter providing maximum transmitance near 600 nm.
3.3 Reagents
3.3.1 Amine sulphuric acid stock solution - Dissslva 27 g N, N-dimethyl-p-phenylene diamine-
oxalate in a cold mixture of 50 ml concentrated sulphuric acid and 20 ml of distilled water. Cool
and dilute to 100 ml with distilled water. U;s fresh oxalate as old stock may be oxidized and
discoloured to a degree that results interfering colours in the test. Store in a dark glass bottle.
When this stock solution is diluted and used in ths procedure with a sulphide free sample, it will
first be pink but then should becoms colourless within 3 minutes.
3.3.2 Amine-sulphuric acid reagent solution - Dilute 25 ml of stock solution (see 3.3.1 ) with
975 ml 1 : 1 sulphuric acid. Store in a dark glass bottle.
3.3.3 Ferric chloride solution - Dissolve 100 g of ferric chloride ( FeC13. 6HI0 ) in 40 ml water.
3.3.4 Sulphuric acid solution - 1 : 1.
3.3.5 Diammonium hydrogen phosphate solution - Dissolve 400 g of ( NH4 )a HP04 in 800 ml of
distilled water.
3.3.6 Methylene blue solution I - Dissolve 1.0 g of dye( should be 84 percent or more ) in dis-
tilled water and make up to 1 litre. Standardize this against sulphide solutions of known strength
and adjust its concentration so that 0.05 ml ( 1 drop ) is equivalent to 1’0 mg of sulphide per
litre.
3.3.6.1 Methylene blue solution I/ - Dilute 10’00 ml of adjusted methylene blue solutlon I to
100 ml.
3.4 Procedure
3.4.1 Co/our development - Transfer 7’5 ml of sampI to each of two matched test tubes, using
a special wide-tip pipette or filling to marks on test tubes. Add to tube A 0’5 ml of amine-sulphuric
acid reagent and 0’15 ml of ferric chloride solution. Mix immediately by inverting slowly, only
once ( excessive mixing causes low results by loss of hydrogen sulphide as a gas before it has had
time to react ). To tube B add 0.5 ml of 1 : 1 sulphuric acid and O-15 ml of ferric chloride solution
and mix. The presence of sulphide will be indicated by the appearanceof blue colour in tube A.
Colour development is generally complete in’about 1 minute, but a longer time often is required
for fading out of the initial pink colour. Wait 3 to 5 minutes and add 1.6 ml of diammonium hydro-
gen phosphate solution to each tube. Wait for 3 to 15 minutes and make colour comparisons. lf
zi,nc acetate was u.sed, wait at least 10 minutes before making a visual colour comparison,
3.4.2 Co/our determination
3.4.2.1 Visual co/our estimation - Add methylene blue solution I or II, depending on sulphide
concentration and desired accuracy, dropwise, to the second tube, until colour matches that
developed in the first tube. If the concentration exceeds 20 mg/l, repeat test with a portion of
3IS : 3025 ( Part 29 ) - 1988
sample diluted to one tenth. With methylene blue solution I adjusted so tha,0’05 ml ( 1 drop ) is
equivalent to 1’0 mg of sulphide per litre when 7’5 ml of sample are used:
mg of sulphide/litre- No. of drops of solution I + 0’1 ( No. of drops of solution II )
3.4.2.2 Photometric method - A cell with a light path of 1 cm is suitable for measuring
sulphide concentration from 0’1 to 2.0 mg/l. Use shorter or longer light paths for higher or lower
concentrations. The upper limit of the method is 20 mg/l. Zero’instrument with a portion of treated
sample from tube 6. Prepare calibration curves on the basis of calorimetric tests made on
soditim sulphide solutions simultaneously analyzed by the iodometric method, plotting concen-
tration as absorbance. A straight line relationship between concentration and absorbance can
be assumed from 0 to 1’0 mg/l. Read sulphide concentration from calibration curve.
EXPLANATORY NOTE
Sulphide is often present in ground water, especially in hot springs. Its common presence in
waste waters comes partly from the decomposition of organic matter, sametimes from industrial
wastes, but mostly from the bacterial reduction of sulphates. Hydrogen sulphide gas escaping into
air from sulphide-containing waste waters cause odour nuisance. Hydrogen sulphipe is a toxic
gas. It attacks metals directly or indirectly. From analytical point of view, three categories of
sulphides in water and waste water are distinguished, namely, total sulphides, dissolved sulphides
and unionized hydrogen sulphide. This method supersedes, 16 of IS : 2488 ( Part 1 ) - 1966 ‘Methods
of sampling and test for industrial effluents: Palt I’ and 46 of IS : 3325-1964 ‘Methods of sampling
and test ( physical and chemicals ) for water used in industry’.
4
Reprography Unit, BIS, New Delhi, India
|
12330.pdf
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IS : 12330 - 1988
!
Indian Standard
/
SPECIFICATIONF OR .
I
SULPHATE RESISTING PORTLAND CEMENT ' i
1:
( Second Reprint OCTOBER 1994) I
1
UDC 666.942’35
@ Coflyright 1988
BUREAU’OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
9
NEW DELHI 110002
i
Gr 3 August 1988 /IS: 12330-1 988
Indian Standard
SPECIFICATIONF OR
SULPHATE RESISTING PORTLAND CEMENT
0. FOREW0R.D
0.1 This Indian Standard was adopted by the the concrete is exposed to the risk of deteriora-
Bureau of Indian Standards on 12 May 1988, tion due to sulphate attack, for example, in cont-
after the c!raft finalized by the Cement and act with soils and ground waters containing
Concrete Sectional Committee had been approved excessive amounts of sulphates as well as for
by the Civil Engineering Division Council. concrete in sea water or exposed directly to sea
coast.
0.2 Sulphate resisting Portland cement is a type
of Portland cement in which the amount of 0.3 Mass of cement packed in bags and the
tricalcium aluminate is restricted to an acceptably tolerance requirements for the mass of cement
low value. This cement should not be mistaken packed in bags shall be in accordance with the
for supersulphated cement, which is produced by relevant provisions of the Standards of Weights
intergrinding or intimately blending a mixture of and Measures ( Packaged Commodities ) Rules,
granulated blast furnace slag, calcium sulphate 1977 and A-1.2 ( see Appendix A for informa-
and a small amount of Portland cement or Port- tion ). Any modification to these Rules in respect
land cement clinker or any other source of lime. of tolerance on mass of cement would automati-
cally apply to this standard.
Sulphate resisting Portland cement can be
used for structural concrete wherever ordinary
0.4 For the purpose of deciding whether a
Portland cement or Portland pozzolana cement
particular requirement of this standard is compli-
or Portland slag cement are useable under normal
ed with, the final value, observed or calculated,
conditions. Use of supersulphated cement is,
expressing the result of a test, shall be rounded
however, general1 y restricted where the prevailing
off in accordance with IS : 2-1960.. The number
temperature is below 40°C. The later is not
recommended for producing steam-cured of significant places retained in the rounded off
value should be the same as that of the specified
products.
value in this standard.
0.2.1 Use of sulphate resisting Portland cement
is particularly beneficial in such conditions where *Rules for rounding off numerical values ( rcviscd ).
1. SCOPE water or both, and not more than one percent of
air-entraining agents or other agents which have
1.1 This standard covers the manufacture,
proved not to be harmful.
chemical and physical requirements and testing
NOTE - Chemical gypsum may be added provided
of sulphate resisting Portland cement.
that the performance requirenlents of the final product
as specified in this standard arc met with.
2. TERMINOLOGY
4. CHEMICAL REQUIREMENTS
2.1 For the purpose of this standard, the
definitions given in IS : 4845-1968; shall apply. 4.1 When tested in accordance with the methods
given in IS : 4032-1985*, sulphate resisting Port-
3. MANUFACTURE land cerneut shall comply with the chemical
requirements given in Table 1.
3.1 Sulphate resisting Portland cement shall be
manufactured by grinding and intimately mixing 5. PHYSICAL REQUIREMENTS
together calcareous and argillaceous and/or other
5.1 Fineness - When tested for fineness by
silica? alumina and iron oxide bearing materials,
Blaine’s air permeability method as given in
burning them at clinkering temperature and
IS : 4031 ( Part 2 )-19881_, the specific surface
grinding the resultant clinker so as-to produce a
of cement shall be not less than 225 mz/kg.
cement capable of complying with this specifica-
tion. No material shall be added after burning
*Methods of chemical analysis for hydraulic cement
other than gypsum ( natural or chemical ) or
( jirst reoision ).
TMethodsbf physical tests for hydraulic cement: Part 2
*Definitions and term.inology relating to hydraulic Determination of fineness by specific surface by Blaine air
cement. permeability method ( jirsl revision 1.
(I
1IS, 12390-1988
TABLE 1 CHEMICAL REQUIREMENTS FOR SULPHATE REkSTING PORTLAND CEMENT
( Clause 4.1 )
SL No. CHARACTERISTIC REQUIREMENT
9 Ratio of percentage of lime to percentages of silica, alumina and iron N;;,~d~:6r than 1.02 and not less
oxide: when calculated bv the formula:
CaO -‘@7 SO,
2.8 SAO, + 1’2 AI,O, + 0’65 Fc,O,
ii) Insoluble residue, percent by mass Not more than 4
iii) Magnesia, percent by mass Not more than 6
iv) Total sulphur content calculated as sulphuric anhydride ( SO, ), per- Not more than 2.5
cent by mass
v) Tricalcium aluminate ( C,A ), percent by mass ( see Note 1 ) Not more than 5
Vi) Tetracalcium alumino ferrite phase plus twice the tricalcium Not more than 25
aluminate ( C,AF + ZC,A ), percent by mass ( scc Note 1 )
vii) Total loss on ignition, percent by mass Not more than 5
NOTE 1 - The tricalcium aluminate and tetracalcium alumino ferrite content are calculated by the following
formulae:
CJ = 2’65 AIsOs - 1.69 Fc,OS
CJF = 3.043 FesO,
When the alumina - ferric oxide,ratio is less than 0’64 ( hence CsA is absent ), a caltium alumino ferrite solid
solution expresred as SS ( C,AF + C,F ) is formed. Contents of this solid solution and of tricalcium silicate shall
be calculated by the following formulae:
SS ( CtAF + C,F) = ( 2’100 AlsO, ) + ( I.702 Fe,O, )
Cs’? = ( 4071 CaO ) -- ( 7.600 SiO, ) -
( 4’479 AIsOz-) - ( 2.859 Fe,O, ) - ( 2.852 SOs )
NOTE 2 - When expressing compounds, certain symbols have been usad, namely, C = CaO, .5 = SiOs, A =
Also,, and F = FesOs. For example, CsA = 3CaO.A1,0,. Titanium dioxide and phosphorous pentoxide
( TiOs and P,Os ) shall be included with the Also, content. The value historically and traditionally used for Also,
in calculating potential compounds for specification purposes is the ammonium hydroxide group minus ferric oxide
( RIOI - Fc,Os ) as obtained by classical wet chemical methods. This procedure includes as AlsOs the TiOs,
PsOs and other trace oxides which precipitate with the ammonium hydroxide group in the classical wet chemical
methods. Many modern instrumental methods of cement analysis determine aluminium or aluminium oxide
directly without the minor and trace oxides included as in the classical method, Consequently, for consistency and
to provide comparability with historic data and among various analytical methods, when calculating potential
compounds for specification purposes, those using methods which-determine Al or Also, directly should add to the
determined Also, mass quantities of PsOj, TiO, and any other oxide except Fe,O, which would precipitate with
the ammonium hydroxide group when analyzed by the classical method and which is present in an amount of @05
percent by mass or greater. The percentage ( by mass ) of minor or trace oxides to be added to Al,O, by those using
direct methods may be obtained by actual analysis of those oxides in the sample being tested or estimated from
historical data on those oxides on cements from the same source, provided that the estimated values are identified
as such.
5.2 Soundness 5.3 Setting Time - The setting time of aulphate
resisting Portland cement, when tested by the Vicat
5.2.1 When tested by Le Chatelier method and
apparatus method described in IS : 403 I ( Part 5 )-
autoclave test described in IS : 4031 ( Part 3 )-
1?88* shall confo;.m to the following requirement
1988. unaerated sulphate resisting Portland
cement shall not have an expansion of more than a) Initial setting time in minutes, not less
10 mm and 0’8 percent, respectively. than 30, and
b) Final setting time in minutes, not more
5.2.1.1 In the event of cement failing to
than 600.
comply with any one or both the requirements
specified in 5.2.1, further tests in respect of each 5.3.1 If cement exhibits false set, the ratio of
failure shall be made as describdd in IS : 4031 final penetration measured after 5 minutes of
( Part 3 )-1988* from another portion of the completion of mixing period to the initial pene-
same sample after aeration. The aeration shall tration measured exactly after 20 seconds of com-
be done by spreading out the sample to a depth pletion of mixing period, expressed as percent,
of 75 mm at a relative humidity of 50 to 80 per- shall not be 19s~ than 50. In the event of cement
cent for a total period of 7 days. The expansion exhibiting false set, the initial and final setting
of cements so aerated shall not be more than time of cement when tested by the method describ-
5 mm and 0 6 percent when tested by Le Chatelier ed in IS : 4031 ( Part 5 )-1988* after breaking
met hod and autoclave test respectively. the false zet, shall conform to 5.3.
‘Methods of physical tests for hydraulic cement: *Methods of physical tests for hydraulic cement: Par* 5
Part 3 Determination of soundness ( JirJt rroision ). Determination of initial and final setting time (jrst r&ion ).
2IS I 12330 - 1988
5.4 Sulphate Expansion 6. STORAGE
6.1 The sulphate resisting Portland cement shall
5.4.1 The sulphate expansion of the sulphate be stored in such a manner as to permit easy
resisting Portland cement when tested by the access for proper inspection and identification,
method described in 5.4.2, shall not be more than and in a suitable weather-tight building to protect
0 045 percent at 14 days. This test is optional and the cement from dampness and to minimize
shall be carried out by agreement between the warehouse deterioration.
purchaser and the manufacturer at the time of
7. MANUFACTURER’S CERTIFICATE
placing order.
7.1 The manufacturer shall furnish a certificate
5.4.2 For this test a mixture of sulphate resist- to the purchaser or his representative, within 10
ing Portland cement and gypsum should be days of despatch of the cement stating that the
prepared in such proportions that the total SO, material conforms to all the requirements of this
content is 7 0 percent by mass. The gypsum standard.
used shall be natural gypsum 100 percent passing 8. DELIVER-_
150 pm IS Sieve, at least 9s percent passing 75
8.1 The cement shall be packed in bags [ jute
pm IS Sieve and at least 90 percent passing 45 pm
sacking bag conforming to IS : 2580-1982*,
1s Sieve. Mortar should have proportion of
double hessian bituminized ( CR1 type ), multi-
( cement + gypsum ) : sand as 1 : 2’75 and water :
wall paper conforming to IS : 11761-19867, poly-
( cement + gypsum ) as 0’485. The sand used
ethylene lined ( CR1 type ) jute, light weight jute
shall conform to IS : 650-1966*. The dimension
conforming IS : 12154-1987: woven HDPE con-
of mortar bars shall be 25 x 25 x 250 mm.
forming to IS : 11652-1986$, woven polypropylene
After demoulding, the bars shall be stored horizon-
conforming to IS : 11653-198611, jute synthetic
tally in water. The average expansion of three
union conforming to IS : 12174-198io or any other
specimens after 14 days shall be reported.
approved composite bags ] bearing the manu-
facturer’s name or his registered trade-mark, if
5.5 Compressive Strength - The average
any. The words ‘sulphate resisting Portland
compressiyc strength of at least three mortar
cement’ and the number of bags ( net mass ) to
cubes ( area of face 50 cm2 ) composed of one
the tonne or the average .net mass ( see 8.2 ) of
part of cement, three parts of standard sand
the cement shall be legibly and indelibly marked
( conforming to IS : 650-1966* ) by mass and P/4
on each bag. The bags shall be in good condition
+ 3.0 percent ( of combined mass of cement
at the time of inspection.
plus sand ) water and prepared, stored and tested
in the manner described in IS : 4031 ( Part 6 )- 8.1.1 Similar information shall be provided in
1988? shall be as follows: the delivery advices accompanying the shipment
of packed or bulk cement ( see 8.3 ).
i) 72 f 1 h, not less than 10 VPa
8.1.2 The bags or packages may also be mark-
ii) 168 f 2 h, not less than 16 MPa ed with the Standard Mark.
iii) 672 f 4 h, not less than 33 MPa NOTE - The use of the Standard Mark is governed
by the provisions of the Bureau of Indian Standards Act
NOTE -P is the percentage of water required to 1986 and the Rules and Regulations made thereunder.
produce a paste of standard consistency ( see 10.3 ). The Standard Mark on products covered by an Indian
Standa& conveys the assurance that they have been
5.6 By arrangement between the purchaser and produced to coinply with the requirements of that
the manufacture<, transverse strength test of plastic standard under a well-defined system of inspection, test-
ing and quality control which is devised and supervised
mortar in accordance with the method described
by BIS and operated by the producer. Standard marked
in IS : 4031 ( Part 8 )-1988: may be specified in products are glso continuou;ly chrcked by BIS for con-
addition to the test specified in 5.5. The permissi- formity to that standard as a further safeguard. Details
ble values of the transverse strength shall be of conditions under which a licence for the use of the
Standard Mark may be granted to manufacturers or
mutually agreed to between the purchaser and
producers, may be obtained from the Bureau of Indian
the suPplier at the time of placing order.
Standards.
8.2 The average net mass of cement per bag
5.7 Notwithstanding the strength requirements
shall be 50 kg ( see Appendix A ),
specified in 5.5 and 5.6, sulphate resisting Port-
land cement shall show a progressive increase in
*Specification for jute sacking bags for packing cement
strength from the strength at 72 h.
( second revision ).
+Specification for multiwall paper sacks for cement,
valved-sewn-gussetted type.
*Specification for standard sand for testing of cement *Specification for light weight jute bags for packing
( Jirst revision) . cement
tlqethods of physical tests for hydraulic cement: Part 6 GSpecification for high density poll ethylene ( HDPE )
Determination of compressive strength of hydraulic cement woven sacks for packing cement.
( other than masonry cement ) ( Jrsr rcoision ). llSpecification for polypropy_lene ( PP ) woven spcks for
Wethods of physical tests for hydraulic cement: packing cement.
Part 8 Determination of transverse and compressive TSpecification for jute synthetic union bag for packing
strength of plastic mortar using prism ( ~r~r reui~ion) . cement.IS I 12330- 1988
8.3 Supplies of cement in bulk may be made by 10.2 Temperature for Testing - The
arrangement between the purchaser and the temperature range within which physical tests
supplier ( manufacturer or stockists ). may be carried out shall, as far as possible, be
27 + 2°C. The actual temperature during the
NOTE- A single bag or container containing 1 000 hg
testing shall be recorded.
or more net mass of cement shall be considered as bulk
supply of cement. Supplies of cement may also be made
10.3 Consistency of Standard Cement Paste
in intermediate containers, for example, drums of 200 kg,
by agreement between the purchaser and the manufac- - The quantity of water required to produce a
turer. paste of standard consistency, to be used for
the determination of the water content of-mortar
9. SAMPLING
for the compressive strength tests and for the
9.1 Samples for Testing and by Whom to determination of soundness and setting time,
be Taken - A sample or samples for testing shall be obtained by the method described in
may be taken by the purchaser or his representa- IS : 4031 ( Part 4)-1988*.
tive, or by any person appointed to superintend
10.4 Independent Testing
the work for purpose of which the cement is
required or by the latter’s representative. 10.4.1 If the purchaser or his representative
9.1.1 The samples shall be taken within three require independent tests, the samples shall be
weeks of the delivery and all the tests shall be taken before or immediately after delivery at the
commenced within one week of sampling. option of the purchaser or his representative, and
the tests shall be carried out in accordance with
9.1.2 When it is not possible to test the samples this standard on the written instructions of the
within one week, the samples shall be packed purchaser or .his representative.
and stored in air-tight containers till such time
that they are tested. 10.4.2 After a representative sample has been
drawn, tests on the sample shall be carried out as
9.2 In addition to the requirements of 9.1, the expeditiously as possible.
methods and procedure of sampling shall be in
accordance with IS : 3535-1986’. 11. REJECTION
9.3 Facilities for Sampling and Identifica- 11.1 Cement may be rejected if it does not
tion - The manufacturer or supplier shall comply with any of the requirements of this
afford every facility, and shall provide all labour specification.
and materials for taking and packing the samples
for testing the cement and for subsequent identi- 11.2 Cement remaining in bulk storage at the
fication of cement sampled. mill, prior to shipment, for more than six months,
or cement in bags in local storage in the hands
10. TESTS of a vendor for more than 3 months after comple-
tion of tests, may be retested before use and may
10.1 The sample or samples of cement for test
be rejected if it fails to conform to any of the
shall be taken as described in 9 and shall be test-
requirements of this specification.
ed in the manner described in the relevant
clauses.
*Methods of physical tests for hydraulic cement: Part 4
Determination of consistency of standard cement paste
*Methods of sampling hydraulic cements ( first rcoision) ( Jirst reaision ).IS: 12330.1988
APPENDIX A
( Clauses 0.3 and 8.2 )
TOLERANCE REQUIREMENTS FOR THE MASS OF CE’MENT PACKED IN BAGS
A-l. The average net mass of cement packed in than 5 percent of the bags in the sample and the
bags at the plant in a sample shall be equal to or minus error in none of such bags in the sample
more than 50 kg. The number of bags in a .shall exceed 4 percent of the specified net mass
sample shall be as given below: of the bag.
Batch Size Sample Si:e NOTE - The matter given in A-l and A-I.1 arc
extracts based on the Standards of Weights and Measure
100 to 150 20 ( Packaged Commodities) Rules, 1977 to which references
shall be made for full details. Any modification made in
151 to 280 32 these Rules and other related Acts and Rules would
281 to 500 50 apply automatically.
501 to 1 200 80 A-1.2 In case of a wagon/truck load of 20 to 25
1201 to3200 125 tonnes, the overall tolerance on net mass of
cement shall be zero to +0.5 percent.
3 201 and above 200
NOTE- The mass of a jute sacking bag conformirig
The bags in a sample shall be selected at to IS : 2580-1982* to hold 50 kg of cement is 531 g, the
random ( see IS : 4905.1968* ). mass of a double hessian bituminized ( CR1 type) bag to
hold 50 kg of cement is 630 6, the mass of a 6-ply paper
A-l.1T he number of bags in a sample showing bag to hojd 50 kg of cement IS approximateby 400 g and
the mass of a polyethylene lined ( CR1 type ) jute bag
a minus error greater than 2 percent of the
to hold 50 kg of cement is approximately 480 g.
specified net mass ( 50 kg ) shall be not more
*Specification for jute bags for packing cement
*Methods for random sampling. ( second revision ) .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 Handbook’ and ‘Standards Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
-__ ._,.
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 3310131,33113 75 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI 110002 33113 75
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Maniktola 378499,378561
CALCUTTA 700054 378626,378662
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BOMBAY 4093 1 632 78 91,632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
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JAIPUR. KANPUR. LUCKNOW. PATNk TI-IIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi, IndiaAMENDMENT NO. 1 AUGUST 1991
TO
IS 12330: 1 988 SPECIFICATION FOR
SULPHATE RESISTING PORTLAND CEMENT
( Page 3, clause 8.2 1 - Insert the following new clauses after 8.2
and renumber the existing clause 8.3 as 8.4:
‘8.3 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 8.2 with
an average net mass of cement per bag as agreed to between the purchaser
and the manufacturer.
8.3.1 For this purpose the permission of the certifying authority shall
be obtained in advance for each export order.
8.3.2 The words ‘FOR EXPORT’ and the average net mass of cement
per bag shall be clearly marked in indelible ink on each bag.
8.3.3 The packing material shall be as agreed to between the supplier
and the purchaser.
8.3.4 The tolerance requirements for the mass of cement packed in bags
shall be as given in Appendix A except the average net mass which shall
be equal to or more than the quantity in 8.3.’
(CED2)
printed at Dee Kay printers, New Delhi, IndiaAMENDMENT NO. 2 NOVEMBER 1991
TO
IS 12330 : 1988 SPECIFICATION FOR SULPHATE
RESISTING PORTLAND CEMENT
(Page 5, clause A-l.2 ) - Substitute ‘up to 25 tonnes’ for ‘of 20 to 25
tonnes’.
(CED2)
Printeda t Dee Kay Printers, New Delhi. IndiaAMENDMENT NO.3 JUNE 1993
TO
IS 12330 : 1988 SPECIFICATION FOR SULPHATE
RESISTING PORTLAND CEMENT
[ Page 3, clause 8.2 ( see also Amendment No. 1 )] - Substitute the
following for the existing clauses 8.3 to 8.3.4:
“8.3 When cement is intended for export and if the purchaser so requires,
I packing of cement may be done in bags or in drums with an average net mass of
L
cement per bag or drum as agreed to between the purchaser and the
“’ manufacturer.
8.3.1 For this purpose the permission of the certifying authority shall be obtained
in advance for each export order.
83.2 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.
8.33 The packing material shall be as agreed to between the manufacturer and
the purchaser.
83.4 The tolerance requirements for the mass of cement packed in bags/drum
shall be as given in 8.2 except the average net mass which shall be equal to or
more than the quantity in 8.3.”
(CED2)
Printed at Dee Kay Printers, New Delhi, IndiaAMENDMENT NO. 4 APRIL 2000
TO
IS 12330 : 1988 SPECIFICATION FOR SULPHATE
RESISTING PORTLAND CEMENT
Substitute ‘net mass’ for ‘average net mass’ wherever it appears in the
standard.
(CED2)
Reprography Unit, BE, New Delhi, India
|
6784.pdf
|
IS 6784 : 1996
Indian Standard
METHODS FOR PERFORMANCE iESTING
OF WATER METERS (DOMESTIC TYPE)
( Second Revision )
ICS 17.120.10
0 BIS 1996
BUREAU OF INDIAN STANDARDS’
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1996 Price Group 4Sanitary Appliances and Water Fittings Sectional Committee, CED 3
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Sanitary Appliances and Water Fittings Sectional Committee had been approved by the
Civil Engineering Division Council.
This standard was first issued in 1973 and subsequently revised in 1984. In view of the sixth-revision of
IS 779 ‘Specification for water meters (domestic type)’ in 1994, the revision of this standard also became
necessary.
In the revision of this standard, considerable assistance has been derived from IS0 4064 (Part 3) : 1983
‘Measurement of water flow in closed conduits - Meters for cold water - Part 3 Test method and
equipment’.
The composition of committee responsible for the preparation of thisstandard is givenin 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, 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 6784 : 1996
Indian Standard
METHODS FOR PERFORMANCE TESTING
OF WATER METERS (DOMESTIC TYPE)
( Second Revision )
1 SCOPE pump connections to the testing set-up are to be
made with a gate valve E and mercury manometer
This standard lays down the methods of tests for the
or pressure gauge and/or differential pressure
performance requirements of water meters covered
gauge as shown in Fig. 1. It is recommended to run
in IS 779 : 1994.
the pump at its maximum efficiency and control the
2 REFERENCE discharge to the testing set-up by means of a bye-
pass arrangement.
The Indian Standard IS 779 : 1994 ‘Specification for
water meters (domestic type) (siwth revision)’ is a 3.2.1.1 A bye-pass arrangement with connecting
necessary adjunct to this standard. line to the meter gives a steady flow~dampening
small fluctuations. Any other method of dampen-
3 TEST EQUIPMENT AND TEST SET-UP FOR
ing fluctuations may also be used. This is absolutely
PRESSURE TIGHTNESS, METERING
necessary in the case of the minimum starting flow
ACCURACY AND LOSS-OF PRESSURE
test and metering accuracy test. This arrangement
3.1 Test Equipment may not be required where separate test bench is
used for conducting the minimum startingflow test
The main equipment (see Fig. 1) required for test-
and the metering accuracy test. Any other method
ing is as follows:
of controlling flow may then be used.
a) Pump set (centrifugal) and/or overhead
3.2.1.2 The capacity of the pump should be deter-
tank,
mined based on the number of meter(s) proposed
b) Mercury manometer or pressure gauges
to be tested in series. The pump should be capable
and/or differential pressure gauge,
of delivering water more than Qrn~, through 1 or
Cl Measuring tanks with level indicator, N number of meters (where N is the numerical
d) Sluice valves or gate valves, number of meters being tested in series), at a
e) Stop watch or electronic timer, and delivery head more than the sum of pressure loss as
cl Rotameter. under:
3.2 Test Set Up -See Fig. 1. Delivery head of pump Sum of pressure loss
at a discharge higher through 1 or Nnumber
3.2.1 Test Bench than Qmaxs pecified for of meters plus pressure
A centrifugal pump or any other suitable arrange- a particular size of loss in spacers of 10 D
ment to ensure the required differential head and meter length provided on
discharge, may Abeu sed. The pump, where used, either side of 1 or N
should have a stable head discharge characteristics number of meters
and should be free from cavitation effects. Con- plus back pressure
stant suction condition arrangements are necessary registered at the end of
to avoid dischargevariation during the testing. The the test equipment by
pump which can give more than the specified pressure gauge P2 +
delivery head [required to test meter(s) in series], other line losses
and discharge value can also be used. Proper
3.2.1.3 Other suitable arrangements for testing by
~precautions and arrangements should be made to
direct connection to pressure main or using over-
dampen the vibrations by taking care about the
head-tank may also be used.
alignment of pump and meter coupling by making
suitable flexible joints between the pump delivery 3.2.2 Connections
line and meter connections. Supports shall be 3.2.2.1 Tk main connection shall be made from
provided at suitable intervals on pipe lengths. The a centrifugal pump or by any of the alternative
1IS 6784 : 1996
OPTIONAL r COMPULSORY,
PTIONAL ARRANGEMENT
ARRANGEMENT ARRANGEMENI
SUPPLY FROM
/STOP WATCH OR
ELECTRONIC
I2 ?ROTAMETEiR dLlTIME R
t
S 50mm
;
3 4Omm
2
25 mm
a.. i
$ 20mm
> ,MEASURING
13 15mm
I TANK
,-TO DRAIN
mEm@@@ -Regulating gate valves
1 - Minimum straight length 10d
5 ’ p2 - Pressurz toppings/gauges
NOTE -By operating the appropriate valves, the set-up can be connected either to the overhead tank or to the pump-set. It is
advisable to provide a pressureg augen ear the deliveryl ine and a control valve for initial starting of the pump.
FIG. 1 A TYPICAL WATER METER TESTINGS ET-UP
arrangements specified under 3.2 which can create 3.2.3 Measuring Device
the required differential head between the meter
Any suitabls means may be used for measuring the
terminals and give a discharge greater than the
discharge from water meter. Measuring tank if
maximum capacity requirements. Where connec-
used, shall be capable of collecting the following
tion is taken from an overhead tank, a constant
minimum quantity of water:
level should be maintained.
Flow Rate Quantity of Water
3.2.2.2 The gate valve E shall be fixed at a mini- (litreih) (litres)
mum distance of 15 times the bore diameter of the Up to and including 200 10
pipe connecting the meter to act as a main control. 201- 500 20
501- 1000 50
3.2.2.3 The gate valve F may be used for finer lool- 5000 100
adjustment of discharge rate with the help of
5 001 - 10 000 200
manometer or pressure tapping/gauge P2.
10001-20000 500
20 001- 30 000 1000
3.2.2.4 In case, if more than one meter is to be used,
the straight length ofpipe between two meters both
Least count of the measuring tank in the final 10
upstream and downstream shall not be less than 10
percent of the water collection shall conform to the
D, where D is the bore diameter of pipe.
verification scale given in Table 1 of IS 779 : 1994.
2IS 6784 : 1996
3&4 Location of Pressure Tapping separately for each ofthe flow rates, as stipulated
in IS 779 : 1994.
The upstream and downstream tapping from the
meter to the manometer/pressure gauges/differen- The error shall then be computed as under:
tial pressure gauge shall be at the following distan-
Vl - v2
ces : Percent error = -x 100
v2
Nominal Size of Tapping Distancef rom
where
WaterM eter the WaterM eter
Vl = volume of water collected in the water
(mm) (Tolerance f 0.1 d) tank, and
15 8d v2 = volume of water indicated on individual
20 7d meter.
25 6d
6.1.1 Metering -accuracy shall be calculated and
40 4d
reported separately for the following discharges:
50 4d
Where ‘d’ is the bore diameter of the pipe connect- a) Qmax,
ing the meter. b) Qt, and
C) Qmin.
3.3 Alternative Equipment for Pressure Tightness
NOTES
Test
1 The metering accuracy test at Qn may be done~if required
The pressure tightness test, alternatively may be by the purchaser.
carried out using hand pumps, reciprocating pump 2 Recording of volume of water in the meter at Qmins hall be
or any other suitable means, like pressure inten- deemed as meter complying with the ‘minimum starting flow
test’.
sifier and dead weight pressure gauge tester.
6.2 Loss of Pressure Test at Qn and Qmnx
4 TEST EQUIPMENT FOR TEMPERATURE
SUITABILITY TEST 6.2.1 This test may be carried out concurrently
with the metering accuracy test at Q,, and Qm,,
For carrying out the temperature suitability test, a
container of appropriate dimensions fitted with 6.2.2 The meter shall be tested for loss of pressure
heating elements, and temperature control device within the meter at nominal flow rate Qn and maxi-
to maintain temperature at 45°C -c l!C shall be mum flow rate Qmm. The loss of pressure should
used. not exceed 0.025 MPa and 0.1 MPa respectively at
the above two stages. (For value of Qn and Qma,
5 TEST EQUIPM~ENT FOR LIFE TEST IS 779 : 1994 may be-referred).
The test equipment shall consist of the following: 6.2.2.1 The pressure loss within the meter may be
measured with the help of manometer or differen-
a) A centrifugal pump along with regulating
tial pressure gauge or pressure gauges provided
valves capable of delivering water at the rate
each at upstream and downstream.
of Qn through two water meters in series,
b) A suitable horizontal test bench, arid 6.2.2.2 While the-meter(s) are being tested for ac-
c) A pressure gauge of appropriate range. curacy at Qn and &mm, the readings between the
upstream and downstream in the pressure gauges
6 FLOW TESTS
Pt and P2 or manometers shall be taken for the
6.1 Metering Accuracy Test purpose of computing the value of loss of pressure
within the meter. In case one meter is being tested
After preliminary running and setting, allow the
the difference between the pressure gauge reading
water to pass through the meter in such a way that
of Pl and P2 or the differential pressure shown by
flow rates corresponding to the values given in
the differential pressure gauge/manometer shall be
Table 3 of IS 779 : 1994 ~for Qmax,Q t, Qmin and in t h e 1o ss of pressure within the meter.
Table 2 of IS 779 : 1994 for Q,, are achieved. This
may be accomplished by manipulating the inlet 6.2.2.3 In case loss of pressure is being measured
valve or outlet valve for finer adjustment. For each for more than one meter at a time, the difference
of the flow rate the reading on the meter(s) shall be between the readings of PI and P2 be divided by
taken both eat the start and end of the test and the number of meters to obtain the loss of pressure in
volume of water thus registered by the meter shall an individual meter. This, howetier, shall contain
be compared with the volume collected in the the line loss(es) contributed by the connecting
measuring tank. The test shall be carried out P ieces between the two meters. For an accurate
3IS 6784:1996
approach line loss(es) may be measured by joining NOTE - The meter(s) may be tested individually or in
the up and downstream spacers/pipe faces together series.
in the absence of the meter/s (carefully avoiding 8 TEMPERATURE SUITABILITY TEST
protrusion into the pipe bore or misalignment of
8.1 As a general rule, at least one meter shall be
the two faces), and measuring the pipe pressure
put to temperature suitability test every three
loss/line losses of the measuring section for each
months and records maintained. The meter for test
test at appropriate flow rates.
may be selected at random.
6.2.2.4 While computing loss of pressure, across 1
8.2 The meter which has qualified the technical
or N number of meters tested in series, the loss
and metrological characteristics in accordance with
registered by spacers/pipes/in line losses be sub-
IS 779 : 1994 shall be taken and placed in the test
tracted from the total value of pressure loss
equipment meant for temperature suitability test
registered by difference between the readings of
maintained at 45°C + 1°C. It should be kept there
pressure gauge at upstream and downstream to
for 10 hours. While the meter is immersed in water
obtain the value of loss of pressure across 1 or N
dust cap or devicestoppingentty ofwater insidewet
number of meters.
chamber of the meter be removed.
7 PRESSURE TIGHTNESS TEST
8.2.1 After 10 hours of continuous immersion at
7.1 The meter(s) shall be subjected to hydrostatic 45°C + 1°C the meter shallbe taken out and kept
continuous water pressure of: for some time in the open to acclimatize it at the
ambient temperature. It shall then be tested again
a) 1.6 MPa for 15 minutes, and
for flow tests (see 6) and pressure tightness test (see
b) 2.0 MPa for 1 minute.
7). They shall be deemed satisfactory if their per-
NOTE - Only when the meter has qualified for (a) above, formance after the temperature suitability test
it should bc subjected for the test for (b) above. satisfies the above requirements.
7.2 After mounting the meter(s) on the test bench
NOTE - In case any material/design changes are carried
as specified in 3.2.1 the pump or the pumping out, this test shall be performed and checked for satisfactory
medium should be switched on to let the water flow performance before introducing the change(s) on mass scale
through the meter(s) and the air is purged out of production.
the system. The downstream valve should then be 9 LIFE TEST (ACCELERATED ENDURANCE
closed. The pressure shall then start building up TEST)
and should be maintained at the above value for
9.1 Two unopened meters in each size and class,
the given time. The meter should withstand con-
selected at random shall be subjected to the life test
stantly the above pressure without defects in its
every six months, in accordance with the require-
function, leakage, seepage or permanent deforma-
ments specified in Table 1.
tion.
NOTE - Meter(s) may be tested individually or in series.
Table 1 Life Test Requirements
Nominal Test Type of Test No. of Duralion Period
-Flow Rate Flow Rate Interruptions of Pauses of Operation of start
at Test Up and
Flow-Rate Run Down
Qn S s
kl/h
(1) (2) (3) (4) (5) (6) (7)
S 10 Q” Discontinuous 100000 15 15 s O.S(Qn)t)
with a
minimum
ofls
Continuous - - 1OOh -
>lO Continuous - - 800 h -
Continuous - - 200h -
‘) Qn is the number equal to the value of Q. expressed in kl/h.
4IS 6784 : 1996
9.2 After the meters having undergone the life test, or distortion. Particular attention shall be paid
they shall again be subjected to flow tests (see 6) and during examination to the wear of the actuating
pressure tightness test (see 7). They shall be unit com~prising vane wheel~or piston, the impeller
deemed satisfactory if their performance after the shaft and measuring chamber, bearings, gears and
life test satisfies the above requirements. pinions, pivots and the gland packing.
9.3 One of the meter which has undergone the life IO TEST REPORT
test (preferably the one that has shown greater
deterioration in its performance under the flow
The test report of a meter shall be compiled in the
test) shall be dismantled completely and examined
form as given in Annex A.
with a view to ensuring that there is no undue wearIS 6784 : 1996
ANNEX A
(CZuu.w 10)
TEST REPORT FOR WATER METER
Meter makers/Suppliers Inf/Semi positive Meter No.
0,AorB
Size : -mm
A. PERFORMANCE REMARKS
1. At Q,,,
i) Maximum flow rating of meter
ii) Minimum discharge with pressure
loss not exceeding 0.1 MPa
iii) Pressure loss
iv) Error in metering accuracy
2. At Q,,
i) Nominal flow rating of meter
ii) Minimum discharge with pressure
loss not exceeding 0.025 MPa
iii) Pressure loss
iv) Error in metering accuracy
3. At Qt
i) Transitional flow rating
of meter
ii) Error in metering accuracy
4. At Qmin
i) Minimum starting flow
rating of meter
ii) Error in metering accuracy
5. Pressure tightness test at
i) 1.6 MPa for 15 minutes
ii) 2.0 MPa for 1 minute
6. Temperature suitability test
(Report performance 1 to 5 above)
7. Life test
(Report performance 1 to 6 above)
B. CONSTRUCTION
1) Before dismantling (7 of IS 779 : 1994)
2) After dismantling (12.4.3 of IS 779 : 1994)
C. DIMENSIONAL VERIFICATION
D. VERIFICATION SCALE INTERVAL
E. MARKING
6IS 6784 : 1996
ANNEXB
(F oreword )
COMMITTEE COMPOSITION
Sanitary Appliances and Water Fittings Sectional Committee, CED 3
ChUhUIl Repmenting
SHRIS.PRAKASH Delhi Water Supply & Sewage Disposal Undertaking (MCD), Delhi
Members
SHRI P.K .J AIN( Alternate to
Shri S. Prakash)
ADVISER (PHE) Central Public Health & Environmental Engineering, New Delhi
DEPUTY ADVISER( PHE) (Ahmate)
SHRIJ.R. AGGARWAL Goverdhan Das PA (Calcutta)
SHRISANJAYAGGARWAL (Alternate)
SHRIVIDHURBHASKAR Bhaskar Stoneware Pipes Pvt Ltd, Faridabad
SHRIARLJNKAN~BISWAS National Environmental Engineering Research Institute (CSIR), Nagpur
CHIEFE NGINEER(RURAL) Maharashtra Water Supply & Sewage Board, New Bombay
DRT.KDAN Central Glass & Ceramic Research Institute (CSIR), Calcutta
HYDRAULICENGINEER Municipal Corporation of Greater Bombay, Bombay
DY HYDRAULICENGINEER(A hnafe)
SHRI D.K. KANUNGO National Test House,~CaIcutta
SHRIR . K&POOR( Akrnaze)
MANAGINGDIRECTOR Kerala Water Authority, Trivandrum
CHIEFENGINEER(PS&G)( Ahnote)
SHRI K. LAKSHMIN ARAYANA Hindustan Shipyard Ltd, Visakhapatnam
SHRI~ SURIFF (A&mote)
SHRISKNEOGI Institution of Public Health Engineers India, Calcutta
SHRI A. K SENGUFTA( Alremote)
SHRIG.RABINDFUNATHRAO E.I.D. Parry (India) Ltd, Madras
SHRIS ~IVAKUMAR (Alremure)
!W.I 0. P. RATRA Building Material and Technology Promotion Council, New Delhi
SHRIK.S . R~TITHOR Kirloskar Brothers Ltd, Pune
SHRIs .D.Jos~i(A lremaze)
LTCOLS.KSHARMA Engineer-in-Chief’s Branch, Ministry of Defence, Army Headquarters,
New Delhi
LTCOLG.T.KAUSHIK (Akrnate) Leader Engineering Works, Jallandhar
SHRID .K SEHGAL
SHRIB .B.SIKKA( Altemare)
SENIORCIV~LENGINEER(WATERSUPPLY) Ministry of Railways (Railway Board), New Delhi
SHRIR.C.SHARMA Directorate General of Supplies &Disposals, New Delhi
SHRISUDESHKUMARSHARMA Central BuildingResearch Institute, Roorkee
SHRISURESHKUMARSHARMA (Al&mate)
SUPERINTENDINGENGINE(ETRA C) U.P. Jai Nigam, Lucknow
EXE~~TIVEENGINEE(RT AC) (Almnate)
SHRIR.KSOMANY Hindustan Sanitaryware Industries Ltd, Bahadurgarh
SHRIS ANDIPS OMANY (Alremare)
SUPERINTENDING SURVEYOROFWORK.S(NDZI) Central Public Works Department, New Delhi
SURVEYOROFWORKS (NDZI) (Almnare)
SHRIS.SUNDARAN Glass Fibre Technology Centre; Ceat Ltd, Hyderabad
SHRIV JNODK UMAR, Director General, BIS (&-officio Member)
Director (Civ Engg)
Member Secretary
SHRIR.~.J UNE~A
Joint Director (Civ Eng), BIS
( Continued on page43 )
7IS 6784:1996
( Continuedfiom page 7 )
Water Meters Subcommittee, CED 3 : 4
Convhter Representing
SHRI S. PRAKASH Delhi Water Supply & Sewage Disposal Undertaking (MCD), Delhi
Members
SHRIP . K. JAIN( Alternate to
Shri S. Prakash)
SHRI M.L. BHANSALY Rajkamal Water Meter Mfg. Co, Calcutta
SHRIK . S.BHANSALY( Alternate)
DRD.K.BISWA~ Central Mechanical Engineering Research Institute (CSIR), Durgapur
SHRINARESHBOHRA Rajasthan Industrial & Scientific Corporatiot$ Jaipur
SHRI A. K. G~~~(Alremate)
SHRISKBOHRA India Water Meter Manufacturer’s Association, Jaipur
CHIEFENGINEER Public Health Engieering Department, Government of Rajasthan, Jaipur
SUPERINTENDINGENGINE(EARlt ernate)
CHIEFENGINEER(PPR&D) U.P. Jal Nigam, Lucknow
SUPERINTENDINEGN GINEER( Alternute)
DIRECTOR Directorate of Weights & Measures (Ministry of Commerce), New Delhi
SHRIA.GHOSH National Test House, Calcutta
SHRIB .K.RoY (Alternate)
HYDRAULICENGINEER Municipal Corporation of Greater Bombay, Bombay
DYHYDRAULICENGINEES (Ahemate)
SHRIM .P.JAIPURIA Capstan Meters (India) Ltd, New Delhi
SHRIS . A. KHAN (Alternate)
SHRIA M. MAHAJAN Maharashtra Housing and Area Development Authority, Bombay
SHRIR . C. KARKHANI(SA lternate)
SHRIDAVISP.MANVALAN Anand Water Meter Manufacturing Co, Cochin
SHR~T.M.S.KUMAR (Alternate)
SHRIASNANDEDKAR N.B. Industries (Meters) Pvt Ltd, Indore
SHRIY . MYNINGAONKAR (Alternate)
SHRIG.C.NARANAG Indfos Industries Ltd, New Delhi
SHRIV.N.SINHA Schlumberger Industries India Ltd, New Delhi
SHRIRAM SHRN~~TAV (Alternate)
SHRIM . P. SHAHAN~ Kaycee Industries, Bombay
SHFUA.S .DE~HPANDE( Alternate)
SHRIH.S.SURYANARAYAN Bharat Heavy Electricals Ltd (Electronic Division), Bangalore
SHRIS.R.RAJAGOPAL(A lternate)
SHRIN.G.SWARNKAR National Environmental Engineering Research Institute &SIR), Nagpur
SHRIR . C.REDDY (Alternate)
LTCOLM.P.TIiOMES Engineer-in-Chiefs Branch, Ministry of Defence, New Delhi
SHRIO.P.PRUTHY( Alternate)
SHRIB.N.THYAGAWAN Bangalore Water Supply & Sewage Board, Bangalore
SHRIB.RAMKRISHNA(A lternate)
SHRIT .N. UBOVUA Directorate General of Supplies and Disposals, New Delhi
SHRIE .LJMMERK~ (Alternate)
SHRIN.P.UPPADHAYAY U.P. Instrument Ltd. Lucknow
SHRIB HAJAN SINGH( Alternate)
8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 -to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken 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 03 ( 5338 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN’STANDARDS
Headquarters:
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Telephones : 323 0131,323 83 75,323 94 02 (Common to all offices)
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Printed nt Simco Printing Press, DelhiAMENDMENT NO. 1 MARCH 2002
TO
IS 6784:1996 METHODS FOR PERFORMANCE
TESTING OF WATER METERS ( DOMESTIC TYPE)
(Second Rewkion )
( Page 3, clause 6.1, formula) — Substitute the following for the existing
formula:
Vi-Vc ~ ~~
Percent error = —
v.
where
VC. value accepted as true of the volume passed, and
Vi = volume indicated by the water meter at the time of measurement
of the same volume both expressed in the same units.
(Page 3, clause 6.2.2.2, lastsentence )— Delete.
Reprography Uni$ BIS, New Delhi, India
|
2720_19.pdf
|
IS 2720 ( Part 19 ) : 1992
Indian Standard
METHODS OF TEST FOR SOILS
PART 19 DETERMINATION OF CENTRIFUGE MOISTURE EQUIVALENT
First Revision )
f
UDC 624 13 1.377-620-176
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1.10002
November 1992 Price Group 1Soils and Soil Engineering Sectional 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
Engineering Division Council.
With a view to establish uniform procedures for determination of different characteristics of soils
and also for facilitating comparative studies of the results, an Indian Standard Methods of Tests
for Soils, IS 2720 has been published in 41 parts. This part deals with the method of test for
determination of centrifuge moisture equivalent of soils. The value of the centrifuge moisture
equivalent is useful in assessing the relative permeability of soils.
This standard was first published in 1964. In this first revision apart from the general updation,
the amendment issued has been incorporated and all the quantities/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 1s 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 19 ) : 1992
Indian Standard
METHODS OF TEST FOR SOILS
PART 19 DETERMINATION OF CENTRIFUGE MOISTURE EQUIVALENT
First Revision )
(
1 SCOPE ble and contents and furthermore, the
air may circulate freely about the
This standard (-Part 19 ) lays down the method crucible within the cup. Suitable fittings
for determining the centrifuge moisture equiva- for the cup are shown in Fig. 1.
lent of soils.
4 Centrifuge - one of such size and so
2 REFERENCES driven that a force equal to 1000 times
the force of gravity may be exerted at
The Indian Standards listed below are nece- the centre of~gravity of the soil sample.
ssary adjuncts to this standard: e>B alance - sensitive to 0.001 g (see
IS No. Title IS 1433 : 1965 ).
1433 : 1965 Specification for beam scales f> Oven - thermostatically controlled with
interior of non-corroding material to
2720 Methods of test for soils :
maintain the temperature between 105°C
( Part 1 ) : 1983 Part 1 Determination of dry
and 110°C.
soils samples for various tests
( second revision ) 5 SOIL SPECIMEN
3 TERMINOLOGY A 5 g soil specimen shall be taken from the
thoroughly mixed portion of the material pass-
3.0 For the purpose of this standard, the
ing the 425-micron IS Sieve obtained in accor-
following definition shall apply.
dance with IS 2720 ( Part 1 ) : 1983.
3.1 Centrifuge Moisture Equivalent ( CME )
6 PROCEDURE
The centrifuge moisture equivalent of a soil is
Weigh the Gooch crucible empty and with a
the amount of moisture, expressed as a percen-
piece of dry filter paper which just covers the
tage of the mass of the oven-dried soil, retained
bottom of the crucible. Then place the soil ,_
by the soil which has been first saturated with
specimen in the crucible. Place the crucible
water and then subjected to a force equal to
with the soil specimen in a pan of distilled
1 000 times the force of gravity for one hour.
water and allow specimen to take up moisture
until completely saturated, as indicatid by the
4 APPARATUS
presence of free water on the surface of the
a) Gooch Crucible - porcelain, with per- specimen. Then place the crucible in a humi-
forated bottom. The crucible shall be difier for at least 12 hours to ensure uniform
about 40 mm in height and the diameter distribution of moisture throughout the soil
shall be about 25 mm at the top and mass. Pour off all free water remaining on
about 20 mm at the bottom. the surface of the sample and place the cruci-
b) Filler Paper - circular piece, just large Die in a Babcock trunnion cup fitted as descri-
enough to cover the inside bottom of bed in 4 (c).
the Gooch crucible. A Whatman filter
Centrifuge the soil specimen for a period of
paper No. 42 or equivalent is found
one hour at a speed which, for the diameter of
suitable.
head used, will exert a centrifugal force 1000
cl Trunnion Cup - a Babcock trunnion times the force of gravity at the centre of
cup fitted with a brass cap and with a gravity of the soil specimen. Immediately
suitable device for supporting the Gooch after centrifuging, weigh the crucible and
crucible 12 mm above the bottom of the contents and record the mass. Then oven-dry
cup in such a manner that the water the specimen to constant mass at a tempera-
ejected during the centrifuging operation ture of 105°C to 110°C. Weigh the crucible and
shall not come in contact with the cruci- contents and record the mass.
1IS 2720 ( Part 19 j : 1992
GOOCH CRUCIBLE
(PERFORATED BOTTOM)
BRASS.RODS
FOR SUPPORT
SECTION XX MOUNTINGS OF CENTRIFUGE
MOISTURE EQUIVALENT APPARATUS
CENTRIFUGE HEAD
FIG. 1 CENTRIFUGEA PPARATUS
If the soil is waterlogged, that is, when free variation between the two values obtained in
water is observed on the top of the specimen the duplicate tests should not exceed one per-
after the centrifuging operation, do not remove cent for values of CME up to ,15 and 2 percent
the free water but weigh it with the specimen. for values above 15. If the results disagree by
more than the limits specified, the tests shall
The test should be conducted at a temperature
be repeated.
of ( 27 f 2 )“C.
9 REPORT
An allowance of 0.02 g shall be made ~for the
moisture remaining in the filter paper after
9.1 ~The average of the two results obtained
centrifuging.
( see 8 ) shall be reported as the Centrifuge
Moisture Equivalent.
7 CALCULATION
The centrifuge moisture equivalent of the soil 9.1.1 The results of the tests may be reported
shall be calculated by the following formula: in the form given below:
CME_ ( M2-“~-0*02 I-( MS-M, ) x Determination No. I 1 I 2 I
(Ma-4) 1w
: : Mass of crucible with dry
where titer paper (M,), in g
3. Mass of crucible and con-
CME = centrifuge moisture equivalent;
tents after centrifuging (M,),
M, = mass of crucible and contents after in g
centrifuging, in g; 4. Mass of crucible and con-
&fl = mass of crucible with dry filter paper tent after oven drying (MS),
in g; and in g
Centrifuge moisture equiva-
M, = Mass of crucible and contents after 5*
oven a. r ylng, In g. lent I I I
8 REPRODUCTIBILITY OF RESULTS Average
The tests shall be made in duplicate. The Remarks: I I
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Revision of Indian Standards
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sent to BIS giving the following reference:
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2132.pdf
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IS:2132-1986
Indian Standard
CODE OF PRACTICE FOR
THIN-WALLED TUBE SAMPLING OF SOILS
( Second Retlision )
Soil Engineering Sectional Committee, BDC 23
Members Representing
ADDITIONAL DIRECTOR (GE ) Ministry of Railways ( RDSO )
JOINT DIRECTOR( GE) ( Alternate )
DR ALAM SINGH University of Jodhpur, Jodhpur
SHRI B. ANJIAH Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
DR R. K. BHANDARI Central Building Research Institute (CSIR), Roorkee
SHRI S. K. KANSAL ( Alternate )
CHIEF ENGINEER (IPRI) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR( DAM) ( Alternate )
DR T. N. CHOJER Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR( R ) ( Alternate )
SHRI A. VERGHESEC HUMMAR F. S. Engineers Private Limited, Madras
SHRI C. S. DABKE Howe (India ) Private Limited, New Delhi
SHRI G. V. MURTHY ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 12/l,
Hungerford Srreet, Calcutta )
DIRECTOR ( IRI ) Irrigation Department, Government of Uttar Pradesh,
Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction ( Private )
Limited, Bombay
SHRI A. N. JANGLE( Alternate )
DIRECTOR Central Soil and Materials Research Station, New
Delhi
DEPUTY DIRECTOR( Alternate )
SHRI N. V. DE-SOUSA Cemindia Company Limited, Bombay
DR GOPAL RANJAN University of Roorkee, Roorkee; and Institute of
Engineers (India), Calcutta
( Continued on page 2 )
@ Copyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2132- 1986
( Continued from page 1 )
Members Representing
SHRI M. IYENGAR Engineers India Limited, New Delhi
SHRI ASHOK K. JAIN G.S. Jain and Associates, Roorkee
SHRI VLIAY K. JAIN ( Alternate )
SHRI A. V. S. R. MURTY India Geotechnical Society,, New Delhi
SHRI T. K. NATARAJAN Central Road Research lnstnute (CSIR ), New Delhi
SHRI RANJIT SINGH Ministry of Defence (R & D)
SHRI V. B. GHORPADE( Alternate )
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEARCHO FFICER (B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR (C) ( Alternate )
SHRI N. SIVAGURU Ministry of Shipping and Transport (Roads Wing)
SHRI U. JAYAKODI ( Alternate )
SHRI K. S. SRINIVASAN National Building Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
DR N. SOM Jadavpur University,. Calcutta
SHRI N. SUBRAMANYAM Karnataka Engineermg Research Station, Govern-
ment of Karnataka, Krishnarajasagar
COL R. R. SUDHINDRA Ministry of Defence (Engineer-in-Chief’s Branch)
SHRI S. S. JOSHI ( Alternate )
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVEE NGINEER( SMRD)
( Alternate )
SHRI H. C. VERMA* All India Instrument Manufacturers and Dealers
Association, Bombay
SHRI H. K. GUHA ( Alternate )
SHRI G. RAMAN, Director General, ISI ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Joint Director ( Civ Engg ), IS1
Site Exploration and Investigation Subcommittee, BDC 23 : 2
Convener
PROF GOPAL RANJAN University of Roorkee, Roorkee
Members
DR ALAM SINGH University of Jodhpur, Jodhpur
SHRI AMAR SINGH Central Building Research Institute (CSIR), Roorkee
SHRI B. ANJIAH Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
( Contirrued on page 10 )
*Shri Verma acted as Chairman in the meetint~ in which this Indian Standard was finalized.IS : 2132- 1986
Indian Standard
CODE OF PRACTICE FOR
THIN-WALLED TUBE SAMPLING OF SOILS
(Second Rehion )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 30 January 1986, after the draft finalized by the
Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Undisturbed samples of soil are required for a number of soil test,
such as unconfined compression test, consolidation test, permeability test
and triaxial compression test. It has been recognized that it is not practi-
cable to obtain a truly undistrubed sample but if certain procedures and
precautions are observed it is possible to get relatively undisturbed samples
which may be considered sufficient keeping in view the nature of tests to be
performed on these samples. This code deals with the method of obtaining
such samples using thin walled tube samplers with sampler heads (with and
without check valves).
0.2.1 This standard was first published in 1963 and revised in 1972. In
this revision, requirements regarding specifications for sampling tubes have
been reviewed based on indigenous availability taking into consideration
the general practice in the country, the sampling tubes have been restricted
to four sizes only. The detail specification of sampling tubes and sampler
head are covered in separate Indian Standard.
0.3 In very loose saturated sandy and silty, soils and clays the use of a
piston sampler may often be necessary to secure a suitable undisturbed
sample, the details of which are covered in IS : 10108-1982*.
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 ;2-19607. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
*Code of practice for samplingo f soils by thin wall sampler with stationary piston.
tRules for rounding off numerical values ( revised ).
3IS : 2132- 1986
1. SCOPE
1.1 This Standard describes the method for obtaining relatively undisturbed
cohesive and C-4 soil samples suitable for laboratory tests, using a thin-
walled matal tube.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 2809-1972*
shall apply.
3. EQUIPMENT
3.1 Drilling Equipment - The equipment used shall provide a reasonably
clean hole before insertion of the thin-walled tube, shall not disturb the
soil to be sampled, and shall effect a rapid penetration of the tube into the
soil to be sampled.
NOTE - Where casing is used, the equipment shall be capable of driving and
removing the casing and shall include a pressure pump for clean-out operations.
Where drilling fluid is used, a suitable mud pump is required. Where augers are used
for clean-out purposes no special equipment other than that for sampling is generally
required. The hole may be cleaned with a bailer with a flap valve but this should not
be used in sandy soils.
3.2 Sampler Head - It shall conform to IS : 11594-19857.
3.3 Thin-Walled Tubes - It shall conform to IS: 11594-19857. These may
be of Stainless Steel and Copper.
3.4 Sealing Material - Any wax that does not have appreciable shrinkage
or does not permit evaporation of water from the sample shall be permitted.
A mixture of paraffin wax and bees wax in the proportion 4: 1 has also been
found to be suitable.
3.5 Miscellaneous Items - Lables, data sheets shipping containers, etc.
4. PROCEDURE
4.1 Driving the Casing - Where casing is used it shall not be driven below
the sampling level, and casing pipe should be in such a way that it does
not disturb the soil to be sampled.
*Glossary of terms and symbols relating to soil engineering ( first revision).
ispecification for mild steel thin walled sampling tubes and sampler heads.
4IS : 2132 - 1986
4.2 Cleaning the Hole
4.2.1 The hole shall be cleaned to sampling elevation using whatever
method is preferred that will ensure that the soil to be sampled is not
disturbed. In saturated sandy and silty soils the drilling equipment should
be withdrawn slowly to prevent loosening of the soil around the hole.
4.2.2 Where casing is used, the hole shall be cleaned out to the bottom
or just below the casing. A clean-out auger should be used to clean the
bottom of the hole, when necessary.
4.2.3 Bottom discharge bits shall not be permitted for clean-out purposes;
side or upward discharge bits may be permitted.
4.2.4 The water level in the hole should be maintained at or above the
ground water level, especially in soils that might be disturbed by the flow
of ground water into the drill hole such as sandy and silty soils.
4.3 Obtaining Soil Sample
4.3.1 The depth of bottom of the casing, if used, below ground level and
the water level in the bore hole should be noted.
4.3.2 Sampling shall be done as soon as possible after the clean-out
operation and shall not be done after an interval, for example, where a
hole has been cleaned-out and left overnight.
4.3.3 The assembled sampling tube should be lowered to the bottom of
the hole, and the following information should be noted.
a>D epth of bottom of bore hole below ground level;
b) Amount of penetration of the sampling tube into the soil, under
the combined weight of the tube and the rods; and
Cl Water level in the bore hole.
4.3.4 The sampling tube shall then be pushed into the soil by a continu-
ous and rapid motion. In no case the tube shall be pushed farther than
the length provided for the sample. About 50 mm shall be allowed for
cuttings and sludge. A clearance of 10 to 20 mm shall be allowed below
the sampled head in the tube. The depth of penetration of the tube shall
also be noted. Before pulling out the tube, at least 5 min shall be allowed
to elapse after pushing the tube after which the tube shall be turned at
least for two revolutions to shear the sample off at the bottom.
NOTE - In case the equipment used for SPT is also used for driving the sampling
tube, then the length of penetration shall be limited to 50 blows.
5IS : 2132 - 19S6
4.3.5 Samples shall be taken, by repeating the sampling procedures, at
every change in stratum or at intervals not more than 1.5 m, whichever is
less. Samples may be taken at lesser intervals if specified or found
necessary. The intervals be increased to 3 m if in between vane shear test
or SPT is performed.
4.3.6 Field Observations - Water-table information including ground
water level, elevations at which the drilling water was lost, or deviations at
which water under excess pressure was encountered should be recorded on
the field logs.
4.4 Preparation for Shipment
4.4.1 Upon removal of the sampling tube, the length of the sample in
the tube and the length between the top of the tube and the top of the
sample in the tube shall be measured and recorded.
4.4.2 The disturbed material in the upper end of the tube shall be
completely removed before applying wax for sealing. The length and type
of the sample so removed should be recorded.
4.4.3 The soil at the lower end of the tube shall be reamed to a distance
of about 20 mm. After cleaning both ends shall be sealed with wax applied
in a way that will prevent wax from entering the sample. Wax used for
sealing should not be heated to more than a few degrees above its melting
temperature. The empty space in the samplers, if any, should be filled
with moist soil, saw dust etc, and the ends covered with tight fitting caps.
4.4.4 If it becomes necessary to keep the samples at the site for some
time, they shall be kept in the shade. They should be kept over a bed of
sand, jute bags, saw dust, etc and covered over on top with similar material
( sand, jute bags, saw dust, etc). The bed and top cover should be kept
moist. Such bedding and top cover may also be provided at the time of
shipment of the samplers with samples ( see 4.4.3 ).
4.5 Labelling and Shipping
4.5.1 Labels giving the following information should be affixed to the
tubes:
a) Tube number,
b) Job designation,
c) Sample location,
d) Boring number,
e) Sample number,
f) Depth,
g) Penetration, and
h) Gross recovery ratio.
6IS : 2132- 1986
4.5.1.1 The tube and boring numbers should be marked in duplicate.
4.5.2 Duplicate markings of the boring number and sample number on
a sheet which will not be affected by moisture should be enclosed inside the
tube.
5. REPORT
5.1 All data obtained during the boring and sampling operations shall be
recorded in the field as per details given in Appendix A.
APPENDIX A
( Clause 5.1 )
PRO FORMA FOR RECORD OF OBSERVATIONS DURING
UNDISTURBED SAMPLING OF SOILS USING
THIN-WALLED TUBE SAMPLES (see Note )
Name of Project:
a) Drilling Details OR b) Trial Pit
Bore hole No. and Coordinates: Location:
Drilling method: Dimensions:
Surface elevation at bore hole top: Elevation at top
Dimensions
Date of boring: Start Finish
Details of casing, if used:
Name of driller:
C) Observations of Water Levels in the Bore Holes:
1) Ground water level
2) Elevations at which drilling water was lost with the related to
sampling
3) Elevations at which water under excess pressure was encountered
with time related to sampling
7IS : 2132 - 1986
4) Water level before insertion of casing if used
5) Water level after insertion of casing if used
6) Water level after pulling out of casing if used and possible
7) Whether drilling mud was used
d) Sampling Operations
1) Sampling tube No. 1 2 3 4 5 6 7 g
2) Sample No.
3) Method used for cleaning bottom of hole with date and time
4) Depth to bottom of casing below ground level
5) Date and time of sampling
6) Sampling details:
i) Total lengths, L,
ii) Size
7) Level of water maintained in the bore hole
8) Depth to bottom of cleaned bore hole below GL
9) Level of water in the hole at the time of sampling
10) Amount of penetration of the tube under its weight and weight
of rods
11) Method used for pushing the tube
12) Depth of penetration of the tube
13) Distance between top of tube and top of sample (measured
after withdrawal ), L,
14) Whether soil sample in the tube was up to the cutting edge of
the tube after withdrawal, if not how much within
15) Any evidence of slipping of the soil sample in the tube at the
time of withdrawal
16) Thickness of soil sample removed from the cutting edge
( bottom ) end of the tube
17) Any disturbed material removed from the top end of the tube
18) Length of soil sample left in the tube
8IS : 2132- 1986
19) Weight of tube with soil sample left in the tube
20) Field description of soil, from soil removed from the ends of the
tube (composition, condition, colour, structure, consistency, etc)
21) Remarks and special observations, if any
NOTE - This pro forma has been made comprehensive to include all observations
indicated in the code. The Proforma may be modified to suit individual job
conditions. Some of the items indicated in the pro forma may not be needed when
sampling from a open trial pit. In such a case the direction of sampling, horizontal
or vertical should also he indicated.
9IS : 2132- 1986
( Continued from page 2 )
Members Representing
ASSISTANT RESEARCH OFFICER Irrigation Department, Government of Uttar
(SRD) Pradesh, Roorkee
DEPUTY DIRECTOR RESEARCH Ministry of Railways
(GE)-111
ARE (GE)-11 ( Alternate )
DIRECTOR (CS &r MRS) Central Soil and Material Research Station, New
Delhi
DEPUTY DIRECTOR (CS & MRS)
( Alternate )
EXECUTIVEE NGINEER(DESIGNS) V Central Public Works Department, New Delhi
EXECUTIVEE NGINEER( SMRD ) Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENGINEER (CD )
( Alternate )
DR K. K. GUPTA Indian Institute of Technology, Delhi
DR J. M. KATE ( Alternate )
SHRI ASHOK K. JAIN Ground Engineering Company Private Limited,
N_ .e_w D_ e_lh._i __
SHRI VIJAY KUMAR JAIN ( Alternate )
SHRI S. K. MICRA K. N. Dadina ( Foundation Engineers ). Calcutta
SHRI M. D. NAIR Associated Instruments Marmfacturers ( India )
Private Limited. New Delhi
PROF T. S. NAGARAJ ( Alternate )
SHRI T. K. NATARAJAN Central Road Research Institute (CSIR), New Delhi
LT-COL K. M. S. SAHASI Ministry of Defence (Engineer-in-Chief’s Branch)
SHRI A. K. CHATURVEDII Alternate j
SHRI N. SI~AGURU ’ Ministry of Shipping and Transport, Roads Wing
SHRI M. K. MUKHERJEE( Alternate )
SHRI S. K. SHOME Geological Survey of India, Calcutta
SHRI P. N. MEHTA ( Alternate )
10
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1885_67.pdf
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IS : 188s ( Part XILVII ) - 1977
Indian Standard
ELECTROTECHNICAL VOCABULARY
PART XLVII DIGITAL ELECTRONIC EQUIPMENT
Basic Standards on Electronics and Telecommunication
Sectional Committee, LTDC 1
Chairman
MAJ-GEN K. K. MEHTA ( RETD ),
Adviser, Standardization, Testing & Quality Control ( STQC ),
Department of Electronics,
C-5/43, Safdarjung Development Area,
New Delhi 110016
Members Representing
SHRI D. C. BHATTACHAREE Institution of Electronics and Telecommunica-
tion Engineers, New Delhi
DR V. P. KODALI ( Alternate )
DR K. CHANDRA National Physical Laboratory ( CSIR ), New
Delhi
DIRECTOR Department of Science & Technology, New Delhi
DR C. G. KEOT Railway Board ( Ministry of Railways)
SHRI RAVINDRA NATH ( Alternate)
Dlt V. K. MISRA Department of Electronics, New Delhi
COL G. K. RAO Bharat Electronics Limited, Bangalore
SHRI C. S. R. RAO All India Radio, New Delhi
REPRESENTATIVE Posts & Telegraphs, New Delhi
SHRI K. N. TIWARI Ministry of Defence
MAJ S. R. LUKTUKE ( Alternate )
SHRI N. SRINIVASAN,
Director ( Electronics ) Direcor Genetral, IS1 ( Ex-oy$cioM ember )
( Secretary )
Electronic Measuring Equipment Sectional Committee, LTDC 2 1
Chairman
SHRI C. S. RUGS National Aeronautical Laboratory ( CSIR ),
Bangalore
Members
SERI N. BALASUNDARAM Eastern Electronics ( Delhi ) Ltd, Earidabad
SHRI B. C. MATHUR ( Alternate )
( Continued on page 2 )
@ Copytight 1978
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 81 88s( Part XLVII) - 1977
( Continuedfrompagc I )
Members Representing
DR A. K. BANERJEE Bharat Heavy Electricals Ltd, Bhopal
SHRI B. B. VERMA ( Alternute )
DR V. P. BHATKAR Department of Electronics, New Delhi
SHRI G. S. VARADAN ( Alternate )
DR K. CHANDRA Nati;o;L; Physical Laboratory ( CSIR ), New
DR SHARWAN KUYAR ( Alternate )
SHRI P. S. DEODHAR Aplab Electronics Limited, Bombay
SH~I A. T. MEKTA ( Alternate )
COL R. C. DHINGI~A Ministry of Defence ( DGI )
LT-COL KRWHAN LAL ( Alternate )
SHI~I P. GOSWAMY Philips India Limited, Bombay
SHIU R. M. PATHARKAR (Alternate )
SHRI M. M. KELA All India Instrument Manufacturers* and
Dealers’ Association, Bombay
DR C. G. KHOT Railway Board ( Ministry of Railways )
SHRI D. L. SAWHNEY ( Alternate)
SHRI B. L. NAGAR Toshniwal Brothers Private Limited, Ajmer
SHRI RAVINDER KUMAR TREHAN ( Alternate )
SHRI E. N. NARAYANASWAMY Electronic Test & Development Centre, Madras
SHRI L. ARUMUQAM ( Alternate )
SHRI M. G. PANSARE Bhabha Atomic Research Centre, Bombay
SHRI S. N. PATKI ( Alternate )
SHRI S. RANUARAJAN Bharat Electronics Limited, Bangalore
SHRI K. R. SURESH (A lternate )
REPXESENTATIVE Posts & Telegraphs Board, New Delhi
REPRESENTATIVE Electronics Corporation of India Ltd, Hyderabad
RESEARCH ENGINEER All India Radio. New Delhi
SHRI M. SANKARALINOADI Directorate General of Supplies & Disposals, New
Delhi
SHRI P. T. KRISHNAMACHARI ( Alternate )
SHRI C. G. SUBRAMANYAN Electronics Trade & Technology Development
Corporation Limited, New Delhi
SHRI S. V. N. MURTEY ( Alternate )
SHI~I H. C. VERMA Associated Instrument Manufacturers ’ ( India )
Private Limited, New Delhi
SHRJ N. GANESAN ( Alternate )
SHRI N. SRINIVAYAN, Director General, IS1 ( Ex-O&O Member )
Director ( Electronics )
Secretary
SHRI S. C. GWTA
Assistant Director ( Electronics ), IS1IS : 1885 ( Part XLVII ) - 1977
Indian Standard
ELECTROTECHNICAL VOCABULARY
PART XLVII DIGITAL ELECTRONIC EQUIPMENT
0. FOREWORD
0.1 This Indian Standard ( Part XLVII ) was adopted by the Indian
Standards Institution on 19 September 1977, after the draft finalized by
the Basic Standards on Electronics and Telecommunication Sectional
Committee in consultation with Electronic Measuring Equipment Sectional
Committee had been approved by the Electronics and Telecommunication
Division Council.
0.2 With progressive formulation of Indian Standards on various types of
digital electronic equipment, the need for uniform definitions of terms
relating to these types of equipment was felt. With a view to ensuring
this and avoiding repetition of these terms and definitions in individual
standards, this standard has been prepared.
0.3 This standard is one of a series of Indian Standards on electrotechni-
cal vocabulary. A list of the standards so far brought out in this series
related to Electronics and Telecommunication is given on page 34.
0.4 Where the term c apparatus ’ is used without any special reference in
this standard, it covers both measuring instruments and convertors.
Where the term ‘ conversion ’ is used in a general sense without any
special reference in this standard, it covers the overall action performed
by measuring instruments or convertors.
Throughout, this standard, wherever, ‘ output information ’ is men-
tioned, the indication ( for example the output information in visual form )
is also implied.
0.5 While preparing this standard attempt has been made to follow as far
as possible, the definitions proposed by International Electrotechnical
Commission in their publication No. 485 ( 1974 ) ‘ Digital electronic dc
voltmeters and dc electronic analogue-to-digital convertors. ’
1. SCOPE
1.1 This standard ( Part XLVII ) covers terms and definitions relating to
digital electronic equipment.
3IS : 1885 ( Part XLVII ) - 1977
2. GENERAL
2.1 Electrical Signal - An electrical quantity one or more parameters of
which convey information.
2.2 Information Parameter of an Electrical Signal - A parameter
of an electrical signal conveying information.
2.3 Analogue Representation of a Physical Quantity -The repre-
sentation of one physical quantity by another physical quantity in which
the representing quantity may continuously assume any value between
specified limits, when the physical quantity to be represented is varied
between corresponding limits.
2.4 Digital Representation of a Physical Quantity - The representa-
tion of a physical quantity by discrete numerals or digital signals or both
when the physical quantity to be represented is varied between specified
limits.
2.5 Analogue Signal - A signal having one or more continuous ranges
of values of the signal parameters, different information being associated
with each of these values.
For a quantity, the analogue signal is the analogue representation
of that quantity.
2.6 Digital Signal - A signal having a discrete number of ranges of
values of the signal parameter, different information being associated with
each of ranges.
For a quantity, the digital signal is the digital representation of that
quantity.
2.7 Quantization -A process in which the range of a variable is
divided into a finite number of distinct sub-ranges ( called quanta ), not
necessarily equal, each of which is represented by an assigned or
‘ quantized ’ value within the sub-range.
2.7.1 Quantization Unit -The width of sub-ranges when these are
nominally equal.
NOTE- When the quantization units become unequal, linearity errors will
result.
2.7.2 Quantization Step -The widths of sub-ranges when they are
intentionally not equal.
NOTE -The quanta of these steps in such a case will have to be taken into
consideration during encoding.
2.8 Code- An agreed set of unambiguous rules to specify the way in
which data may be represented by the characters of a character set.
4IS : 1885 ( Part XLVII ) - 1977
2.9 Encode (to ) - To convert by applying a code.
NOTE -In digital voltmeters, the visual output is usually coded in decimal
digits and the electrical output in BCD form. Analogue-to-digital convertors
usually have output codes such as two’s complement binary, excess three, biquinary,
BCD, etc.
2.10 Binary Element ( Binary Digit or Bit ) - The information in
digital electrical form is represented by a group of statement each being
realized by a digital signal. The meaning of each statement is determined
by the code of the system and is represented by the position in time ( or
space ) of the corresponding signal values.
Each statement consists of either a logical ‘ one ’ or a logical ‘ zero ‘,
corresponding to the ‘one ’ level state or the ‘ zero ’ level state of the repre-
senting signal. Each of these two values constitutes a binary element, and
is represented by a binary digit or bit.
2.11 Character - A member of a set of elements intended for use in
conveying information, either when arranged together in an agreed
fashion ( in general sequentially ), or when isolated.
2.12 Word-A character string ( or a binary element string ) that is
convenient for some purpose to consider as an entity.
NOTE -Figure 1 illustrates the application of the terms c character ‘, ‘ word ’
‘ binary digit ’ and ‘ bit ‘, to particular representation methods.
2.13 Analogue-to-Digital Conversion - The transformation of an
analogue quantity into a digital representation by means of sampling,
quantization and encoding, and the necessary auxiliary operations.
2.14 Electronic Analogue-to-Digital Convertor - An electronic device
for performing the analogue-to-digital conversion of electrical signals, and
for supplying the converted values in digital electrical form.
NOTE- Some types of analogue-to-digital convertors are also provided with a
visual digita display.
2.15 Digital Electronic Voltmeter - An instrument containing an
analogue-to-digital convertor and visualIy indicating the value of measured
voltage in the form of decimal numerals.
NOTE-Some types of digital electronic voltmeters are also provided with
digital electrical output facilities.
2.16 Accessory - Circuit element or elements ( probes, cables, etc )
which is, or which are, associated with the apparatus, either permanently
and essential for its operation, or non-permanently and required for the
purpose of modifying its characteristics in a prescribed manner.
2.16.1 hterchangeable Accessory -An accessory having its own properties
and accuracy, these being independent of those of the apparatus with
which it may be associated.
5IS : 1885 ( Part XLVIt ) - 1977
ONE CHARACTER/LETTER EACH
THREE HUNDRED TWENTY EIGHT
EACH I
L
4 WORDS
cl
1A Alphabetical Representation
ONE NUMERIC CHARACTER/-
1 B Numerical ( Decimal ) Representation
ONE R!NARY DIGIT EACH OR ONE BIT EACH
li”c!;tj
3 CHARACTER EOUlVALENT TO 1 WORD
1C Binary Representation
As an example, a l-2-4-8 BCD-code has been chosen
FIG. 1 ILLUSTRATIONO F PARTICULAR REPRESENTATION METHODS
2.16.2 Non-interchangeable kcessory -An accessory which has been
adjusted to take into account the electrical characteristics of one particular
apparatus.
2.17 Scaling - An analogue operation, generally preceding analogue-to-
digital conversion, of either amplification or attenuation to modify the
measurement ( conversion ) range of the apparatus.
2.18 Distortion Factor-The ratio of the rms value of the harmonic
content to the rms value of the total of a non-sinusoidal quantity.
6IS : 1885 ( Part XLVII ) - 1977
2.19 Warm-Up Time -The time interval after switching on the
apparatus under specified conditions, necessary for it to comply with all
performance requirements.
2.26 Preliminary Adjustment - The preliminary operation by means
of which certain adjusting parts, are set according to the manufacturer’s
instructions so as to cause the apparatus to perform with the specified
accuracy.
2.21 Calibration - Application of a calibrating voltage ( see 2.22 ) to the
input of the apparatus under operating conditions in order to compare the
corresponding output value with the calibration value ( see 2.23 ), and
possibly making them equal with the aid of a special control called a
calibration adjuster.
NOTE- Calibration is always a part of the preliminary adjustment, but
calibration in itself may also be performed from time to time during operation.
2.22 Calibrating Voltage- A voltage of an accurately known and
stable value, internally or externally applied from a reference source to
the apparatus and intended to serve as the basis for comparison during
calibration.
2.23 Calibration Value - Visually indicated number or output informa-
tion signal value which should appear as a result of calibration.
2.24 Electrical Zero - The output information value obtained when the
apparatus is connected to a supply voltage, and switched on but with no
input quantity intentionally applied between its input terminals which are
protected from external fields, and only connected to an external circuit
when this is specifically indicated by the manufacturer.
NOTE-This definition does not apply to apparatus which is not intended to
deliver output information of zero value when no input quantity is applied, for
example, apparatus with displaced zero or those intended to deliver “-co”
( negative overflow ).
2.25 Electrical Zero Adjuster- The means by which it is possible to
shift the electrical zero to zero indication or to the appropriate value.
2.26 Supply -The source of powes required for operation of the
apparatus.
2.27 Type Tests -Tests carried out to prove conformity with the
requirements of the standard. These are intended to prove the general
quality and design of a given type of equipment.
2.28 Routine Tests -Tests carried out on each equipment to check the
requirements which are likely to vary during production.
7IS : 1885 ( Part XLVII ) -1977
2.29 Acceptance Tests - Tests carried out on the samples selected from
a lot for the purpose of acceptance of the lot.
2.29.1 Lot - All equipment of the same category and rating, manufac-
tured by the same factory and during the same period.
3. INPUT CHARACTERISTICS
3.1 Input Terminals - Connection points at which the electrical quan-
tity to be measured ( converted ) is applied to the apparatus.
NOTE - Almost all combinations of the arrangements described in 3.1.1 to 3.1.7
are possible ( for example symmetrical plus grounded, floating plus guarded ).
3.1.1 Asymmetrical Input - A three-terminal input circuit where the
nominal values of the impedances between the common terminal and each
of the other two terminals are different.
3.1.2 Symmetrical ( Balanced ) Input - A three-terminal input circuit
where the nominal values of the impedances between the common termi-
nal and each of the other two terminals are equal.
3.1.3 Di$rence Input -An input circuit with two input terminals,
having a high impedance to the common point, intended to measure the
electrical quantity between these terminals.
NOTE-The result of the measurement is intended to be largely independent
of their respective voltages with reference to a common point.
3.1.4 Grounded Input ( Single Ended Input ) -An input circuit in which
one input terminal is directly connected to measuring earth. This is often
the common point terminal.
3.1.5 Floating Input- An input circuit which is isolated from the frame,
from the mains and from any of the output circuit terminals.
3.1.6 Input with Isolated Common Point-An input circuit having one
input terminal connected to one output terminal but being isolated from
the frame and from the mains.
3.1.7 Guarded Input-A screened ( shielded ) input circuit where the
screen ( shield ) is isolated from earth and the common point terminal,
being arranged so that the screen may nominally be at the same potential
as one of the signal-carrying conductors.
3.2 Quantities at the Input
3.2.1 Input Quantity ( Input Signal ) - The analogue quantity ( signal )
applied to the input terminals.
NOTE- Where there is no possibility of ambiguity, the value of the input
quantity may be referred as ‘ input value ‘.
8IS : 1885 ( Part XLVlI ) - 1977
3.2.2 Rate of Change of the Input Voltage-The derivative of the input
voltage with respect to time.
3.2.3 Common Mode Voltage -That part of the input voltage which
exists, equal in amplitude and phase, between both measuring terminals
and the common terminal, the common terminal may be the frame
terminal or the measuring earth terminal.
3.2.4 Series Mode Voltage -An unwanted part of the input voltage
which is superimposed on the voltage to be measured.
NOTE -Typical examples of a series mode voltage are thermopotentials
or induced voltages, for example, an ac ripple on a dc signal.
3.2.5 S@ious Feedback Appearing at the Input Terminals - Internally
generated disturbance fed back to the source through the input terminals
of the apparatus, or between one input terminal and the measuring earth
or the screen terminal.
3.2.6 Overload - An input signal exceeding the measurement ( conver-
sion ) range referring to the voltage limit of the input circuits of the
apparatus.
3.2.7 Maximum Permissible Input/Out@t Voltage - The highest value of
the voltage between two terminals or relative to frame which may be
applied to the input/output terminals when connected to an external
circuit in rated operating conditions.
3.3 Impedances at the Input
3.3.1 Source Impedance - The impedance of the output circuit of the
source connected to the input terminals of the apparatus.
3.3.2 Input Impedance - The impedance of the input circuit measured
between the input terminals of the apparatus under operating conditions.
NOTE-~ general, the impedance before and during measuring time may be
different from that at the end of the measuring time.
3.3.3 Equivalent Input Impedance -When the input circuit of an appar-
atus is such that the instantaneous value of the current flowing into the
input terminals is a non-linear function of the instantaneous value of the
input voltage under given conditions of frequency and voltage, the equiva-
lent input impedance is the impedance of a combination of a resistance
and a reactance that absorbs the same active power at the input circuit,
mentioned above and into which flows a reactive current equal to the
component at the fundamental frequency that is flowing into the non-
linear input circuit of the apparatus.
3.3.4 Other Impedances - Impedances measured under operating condi-
tions of the apparatus between any pairs of the following terminals
9IS : 1885 ( Part XLVII ) - 1977
( excluding pairs of the input and output terminals ): each input terminal,
each output terminal, input earth terminal, frame, screen and protective
earth.
NOTE- Terms such as leakage ‘ capacitance ’ or ‘ insulation resistance ’ are used
to describe such impedances.
3.4 Input Interferences
3.4.1 Common Mode Interference - The change in the output information
caused by the application of a common mode voltage ( see 3.2.3 ).
3.4.2 Series Mode Interference -The change in output information
caused by the application of a series mode voltage ( see 3.2.4 ).
3.4.3 Common Mode Rejection Factor-Term used to designate the
sensitivity of the apparatus to common mode interference. It is expressed
as the ratio of the peak value of the signal applied between the common
point and the two terminals connected by specified circuit to the
signal required between the input terminals to produce the same output
information value.
3.4.4 Series Mode Rejection Factor -Term used to designate the sensiti-
vity of the apparatus to series mode interference. It is expressed as the
ratio of the peak value of the interfering voltage to the increment of
the input signal required to produce the same change in the output
information value.
NOTE-The common mode rejection factor and the series mode rejection factor
are often expressed in decibels ( or as a percentage ) and may be given for different
frequencies.
4. METHOD OF OPERATION
4.1 Conversion
4.1.1 Linear Conversion - Conversion having a nominally constant ratio
for each change in the output value to the corresponding change in the
input value.
4.1.2 Non-linear Conversion - Conversion having a ratio of changes in
the output value corresponding to changes in the input value, which is a
function of the input value.
NOTE- A typical kind of non-linear conversion is logarithmic conversion.
4.1.3 Transition Point ( Commutation Point ) - The pvint within each
representation unit ( see 5.2.2.3 ) which the output signal ( indication )
jumps from one value to the adjacent one when the value of the input
quantity is varied.
10IS : 1885 ( Part XLVII ) - 1977
NOTE - According to the position of the commutation point, distinction should
be made between:
a) apparatus having the commutation point at the centre of each representation
unit (see Fig. 2A );
b) apparatus having the commutation point at the end of each representation
unit ( see Fig. 2B ).
cl
-3 -2 -1I 0I +lI +I2 +13
A -’
-3 -2
”
-1 0
”
l1 + ”2 l3
-3 -2 -1 0 +l l2 +3
I/ ’ m ’ *
INPUT INPUT
2A Communication Point at the Centre 28 Commutation Point at the End
of Each Representation Unit of Each Representation Unit
Ai= Analogue input
B = Digital output
C = Conversion characteristic
FIG. 2 COMMUTATION POINT
4.1.4 Conversion Command - The pulse or voltage level which initiates a
conversion cycle.
NOTE-The conversion command may initiate either a conversion cycle from
zero or a follow-up operation.
11IS : 1885 ( Part XLVII ) - 1977
4.2 Basic Modes of Operation
NOTE 1 - Depending on the origin of the conversion command, the following
modes of operation are the most typical:
a) Triggered,
b) repetitive, and
c) tracking.
NOTE 2 - Other modes of operation are, for example, maximum seeking and
minimum seeking.
4.2.1 Triggered Mode of Operation - In this mode, the conversion
command is of external origin ( manual or electrical ).
4.2.2 Repetitive ( Cyclic ) Mode of Operation - In this mode, the conver-
sion command is initiated by an internal clock.
4.2.3 Tracking Mode of Operation - In this mode, the conversion
command is initiated by internal circuits sensing a change of the quantity
to be measured/converted.
4.3 Operating Principles
4.3.1 Instantaneous Value Conversion - Conversion resulting in a digital
representation of the instantaneous value existing during the conversion
time of the input quantity.
NOTE -Typical principles of operation of apparatus for measuring/converting
the instantaneous values of the input quantity are given in 4.3.1.1 to 4.3.1.4.
4.3.1.1 Successive approximation ape - An operating principle in which
a feedback voltage generator provides a set of regulated voltages, the
values of which correspond to binary or decimal digits. Comparison of
these voltages with the scaled input voltage is made in a prescribed
sequence by steps of decreasing magnitude.
4.3.1.2 Sewo-balancing ype - An operating principle in which the
feedback generator consists of servo-controlled feedback element coupled
to a numerical indicator.
The feedback voltage is continuously compared with the scaled
input voltage. A difference between them causes the servo-element to re-
establish the balanced state and to change simultaneously the numerical
indication.
4.3.1.3 Linear ramp type -An operating principle in which a voltage
generator periodically or upon command produces a voltage which changes
linearly with time ( ramp signal ) and is compared with the scaled input
voltage by an error detector.
12Synchronized with the initiation of the ramp or with the coincidence
of a value of the ramp with a reference voltage, a gate on a clock
oscillator is opened and kept open for the time interval required for the
ramp to become equal to the scaled input value at which instant the gate
is closed. During this interval, the number of clock pulses gated out is
counted by a counter circuit. By relating the slope of the ramp to the
clock frequency, the value of the output information is made numerically
equal to the value of the input quantity.
4.3.1.4 Stepped ramp type - In operating principle similar to the
linear ramp type, except that the ramp is made up of equal voltage steps,
the number of which is counted.
4.3.2 Integrating Conversion - Conversion resulting in a digital represen-
tation of the integral of the input signal over a specified time interval.
NOTE-Typical principles of operation of apparatus which are used for measur-
ing or converting the integral or the average value of the input quantity are given
in 4.3.2.1 and 4.3.2.2.
4.3.2.1 Input quantity to frequency conversion t_Ype- An operating
principle according to which the apparatus generates a frequency directly
proportional to the value of the input quantity. A count of the number
of cycles occurring in a fixed time interval gives the measure of the
average value of the input quantity during this interval.
4.3.2.2 Linear dual slope &be - An operating principle in which the
sealed input quantity is converted to a proportional current. A capacitor
is charged by this current over a defined period of time and subsequently
discharged linearly by a current having a defined value.
The period of time required to remove the charge produced by the
input quantity is directly proportional to the integral of the input quantity.
It is usually measured by gating a clock into a counter.
4.4 Time Functions
NOTE-The presence and sequence of the time intervals listed in this clause
and their delay or overlap depend on the operation process of the apparatus.
The magnitude of the time intervals, and in some cases even their
occurrence, may be either internally fixed or dependent on the characteri-
stics of the input quantity and/or of the source impedance.
Unlike the internal time intervals defined in 4.4.3 to 4.4.14 which
may by useful when stated for information purposes, the response times
of 4.4.16.1 to 4.4.16.3 are defined for testing purposes.
4.4.1 Conversion Rate - Number of the complete conversions within the
stated accuracy limits, obtained, per unit time.
13IS : 1885 (Part XLVII ) - 1977
4.4.2 Total Time - Time interval during which one complete measure-
ment ( conversion ) takes place.
ru'OTe1 -Explanations as to total time and its typical components are given
in Fig. 3 and 4.
NOTI3 2 -The reciprocal of the conversion rate is not equal to the total time
when the operation includes delay or overlap.
SIGNAL APPLIED OUTPUT INFORMATION
AVAILABLE
CONVERSION COMMAND
2:
. TOTAL TIME
*For apparatus without sample and hold facility
FIG. 3 EXA~~PLE OF THE COMPONENTS WHICH MAY BE INCLLDED
IN THE TOTAL TIME
CONVERSION COMMAND OUTPUT INFORMATION AVAILABLE
TOTAL TIME
h -I
INPUT SETTLING READOUT
TIME
I
_* DELAY (OR OVERLAP)
CONVERSION COMMAND
TOTAL TIME
c
I-
INPUT SETTLING
TIME
_ MEASURING TIME w
--_-
SECOND CONVERSION
I/ CONVERSION RATE )
,l?tc.4 EXAMPLE OF THE SEQUENCE OF Two SUBSEQUEKT MEASURING
TIMES AS WELL AS THE RECIPROCAL OF THE CONVERSION RATE
14IS: 1885 ( Part XLVII ) - 1977
4.4.3 Measuring Time .- Time interval between the moment at which
the conversion command is applied and the moment at which the com-
plete digital information is available at the output.
4.4.4 Sampling Time ( Aperture Time) - Time interval during which the
input quantity is sensed by the conversion circuits.
4.4.5 Input Settling Time - After an input step has been applied, the
time interval required before a conversion may be started within the
stated accuracy limits.
NOTE -The input settling time is in general affected by the source impedance
connected to the input.
4.4.6 Internal Settling Time - The time interval, after a conversion
command, provided internally by the apparatus necessary for it to start
conversion within the given accuracy limits.
4.4.7 Reset Time - Time interval provided internally by the apparatus,
necessary to reset the conversion circuits to starting conditions.
4.4.8 Polarity Changing Time - For apparatus with automatic polarity
sensing the time interval required for determining the polarity and/or a
change of polarity, as well as for making the apparatus reldy for conver-
sion of the input quantity with the given polarity.
For apparatus with external polarity settin:, the time interva
required for making the apparatus ready for conversion of the input
quantity with the given polarity.
4.4.9 Range Changing Time - For apparatus with automatic range
changing, the time interval for determining the range and, if necessary, a
change of range.
4.4.10 Digitizing Time - The time interval required to perform sampl-
ing, quantization and encoding.
4.4.11 Integration Time - With integrating conversion, the time
interval between the limits of which the integral of the input value
is formed.
4.4.12 Output Information Setting Time-Time needed for setting the
visual display corresponding to the converted value and/or for delivering
the total output signal to the output terminals.
NOTE-Depending on the construction of the apparatus, this time interval
may overlap the digitizing time (for example, with some apparatus with series
output system ), or the time of the next measuring process ( for example, apparatus
with buffer store, etc. )
4.4.13 Read-Out Time - Time interval during which the output signal
is available for reading under continuous operation at maximum conver-
sion rate.
15IS : 1885 ( Part XLVII ) - 1977
4.4.14 Overload Recovery Time - Time interval required after removal
of a specified overload input value before a measurement ( conversion )
may be made within the stated accuracy limits.
4.4.15 Response Time - The time interval between an abrupt ( step )
change of the input signal and the steady-state indication of its new value
within the stated accuracy limits.
4.4.15.1 Step response time-Response time resulting from a step
change of specified magnitude of the input signal within a range without
polarity change.
4.4.15.2 Polarity response time - Response time resulting from a step
change of specified magnitude of the input signal that causes a change in
the indicated polarity.
4.4.15.3 Range response time - Response time resulting from a step
change of specified magnitude of the input signal, without a polarity
change, that causes switching to an adjacent range.
5. OUTPUT CHARACTERISTICS
5.1 Output Terminals -Connection points of the apparatus across
which the output information signals are available in the form of specified
voltage ( current ) levels or are represented by specified impedance states
( for example, short of circuit and open circuit ) .
5.1.1 Auxiliary Terminals-Terminals other than input and output
terminals which supply or receive auxiliary analogue or digital signals.
5.2 Quantities at the Output
5.2.1 Output Signal - The signal which results from conversion.
NOTE- Where there is no possibility of ambiguity, the value of the output
signal may be referred as the ‘ output value ‘.
5.2.1.1 Output signal ‘ one ’ level - The value of the electrical signal
occurring between a pair of output terminals so as to represent a binary
‘one’.
5.2.1.2 Output signal ‘ zero ’ level - The value of the electrical signal
occurring between a pair of output terminals so as to represent a binary
‘ zero ‘.
5.2.1.3 Auxiliary output signals - Output signals, in general appearing
across auxiliary terminals, intended to facilitate the evaluation of the out-
put information signals.
NOTE -Typical auxiliary output signals are: clock pulses, gate signals, start,
stop and other command signals for the associated apparatus.
16IS : 1885 ( Part XLVII) - 1977
5.2.1.4 OverJow - Condition which occurs when the output infor-
mation exceeds the set of the digital representation.
5.2.1.5 OverJIow indication - A warning signal indicating that over-
Aow occurs.
5.2.1.6 Uninterrupted stepwise progression - The sequence of output
information ( see 5.2.2.1 ) in which all possible output states appear in
correct order of succession.
NOTE -When checking uninterrupted stepwisc progression, the value of the
.input quantity shall be changed sufficiently slowly.
5.2.1.7 Monstonicity - The output value is monotonic, if the differ-
ence between successive output values always has the same sign or is equal
to zero, when the input value is varied in one direction.
5.2.2 Representation Form of Output Information
5.2.2.1 Output information - The digital ( electrical and/or visual )
representation of the measured ( converted ) quantity resulting from the
conversion process.
5.2.2.2 Output state-The output state is a dimensionless discrete
condition of the output information during read-out time.
5.2.2.3 Representation unit - The representation unit is the minimum
increment between two successive output states ( see Fig. 5 ).
NOTE I - IIlustrations of different magnitudes of the representation unit in
decimal notation is given in Table 1.
NOTE 2 -In decimal output representation, it is possible that not every
digit is displayed in all decades. For the least significant digit, examples are
given in co1 2 and 3 of Table 1. In some apparatus, the most significant digit may
only assume ‘ 0 ’ or ‘ 1 ‘.
NOTE 3 -The resolution of an apparatus is determined by its output range
together with the total number of possible output states within that range.
EFFECTIVE RANGE OF ANALOGUE INPUT VALUES
t 1
-2000 -1995 -5 0 .5 ll O llS
I
;
i’ ’
, 8 ONE
4 REPRESENTATION’
8 UNIT
I I
0 ll O
Commutation point is at the centre of each representation unit ( see Figure 2A )
A = Effective range of analogue input values : - 2 OOO...O $2 000 mV
B = Set of representation units comprising 2 X 200 representation units of IO, equiva-
lent to 10 mV each
FE. 5 ILLUSTRATION OF TIIE SET OF REPRWENTATIONU NITS
17IS : 1885 ( Part XLVII ) - 1977
TABLE 1 EXAMPLES OF OUTPUT STATES
( Clause 5.2.2.3 )
REPRESENTATIOT REPRESENTATION REPRESENTATION
UNIT = 1 UNIT = 2 UNIT = 5
(1) (2) (3)
12 346 12 340 12 340
12 341 - -
12 342 12 342
12 343 - -
12 344 12 344 -
12 345 - 12 345
12 346 12 346 -
5.2.3 Systems for Su#ying Output Information
5.2.3.1 Serieso utput system -Output system arrangement in which
the output signal consists of a series of consecutive binary digits appearing
between a single pair of output terminals.
5.2.3.2 Parallel output system - Output system arrangement in which
all binary digits appear simultaneously across a group of output terminal
pairs.
5.2.3.3 Series-$araIlel output system - Combined output system
arrangement comprising more than one pair of output terminals across
which binary digits may appear simultaneously, and across all of which a
number of consecutive binary digits may appear (for example, characters
in series, elementary binary digits in parallel ).
NOTE-In some types of apparatus, for example, the elementary-parallel
binary digits correspond to an encoded decimal figure, and the consecutive binary
digit groups correspond to consecutive decimal figures.
5.2.4 Read-Out Clock Rate -In a series or in a series-parallel output
system, the number of binary digits supplied between each pair of output
terminals per unit time.
5.3 Relations Between Input and Output
5.3.1 Sensitivity-Ratio of the change in the output value to the
corresponding change in the input value. It is expressed in representation
units per unit input quantity.
NOTE 1 -In graphical representation of the relationship between input and
output values, the slope of that curve represents the sensitivity.
NOTE 2 - For apparatus with intentionally non-linear conversion characteris-
tics, the sensitivity is a function of the input value.
181S : 1885 ( Part XLW ) - 1979
5.3.2 Conversion Coejicient - The reciprocal of sensitivity.
5.3.3 Resolution - Resolution is expressed in one of the following ways:
a) By the equivalent of the representation unit in terms of the
measured ( converted ) quantity.
h) By the number of representation units ( for example 14 bits ).
NOTE 1 -The resolution is a theoretical value assigned to the apparatus, and
does not consider the effects during operation such as dead zone, lack of monotoni-
city or hysteresis.
NOTE 2 -The resolution contributes to the error in conversion; however, a
high resolution will not necessarily result in a small error.
5.4 Impedances and Switching Conditions at the Output
5.4.1 Out/x& Impfdance - The impedance measured looking into a pair
of output terminals of the apparatus under operating conditions.
5.4.2 Permissible Load- The lowest impedance that may be connected
across the output pairs of terminals.
5.4.3 Permissible Switching Conditions - The maximum permissible
current and voltage that may be applied across the passive output termi-
nals, taking into account polarity, if necessary.
6. CONSTRUCTIONAL PARTS
6.1 Voltage Divider- A device comprising resistors, capacitors or
inductors, by means of which it is possible to obtain between two points a
voltcge proportional to the voltage to be measured. This device will
provide the wanted proportion of voltage with the required accuracy for
a specified load impedance.
6.2 Series ( Parallel ) Resistor ( Inductor, Capacitor ) - A resistor
( inductor, capacitor ) connected in series ( parallel ) with an apparatus
for the purpose of modifying its characteristics ( for example, voltage
range ).
6.3 Input Filter - Part of the input circuit intended to reduce the series
mode ac interference and/or intended to integrate a fluctuating dc input
quantity.
6.4 Probe -An input device of an apparatus made as a separate small
unit ( accessory ) and connected to it by means of a flexible cable which
transmits in a suitable manner the signal to be measured.
6.5 Range-Changing Device - Device for changing the measurement
( conversion ) range. It may be operated manually, remotely or by
automatic control.
19IS : 1885 ( Part XLVII ) - 1977
6.5.1 Range-Changing Hysteresis - For apparatus with an automatic range
changing device, range-changing hysteresis is the difference between the
input values at which range-changing takes place when the input value is
first increased and then decreased.
NOTE-This effect is usually applied intentionally for the elimination of
output jitter which might for example, result from a small ac signal superposed on
a dc input signal when the latter is very near to the upper limit of the effective
range.
6.6 Polarity Sensing/Setting Device - Device which senses the polarity
of the input quantity.
NOTE-Polarity indication may demand an operation by hand, or remote
control, alternatively automatic polarity setting may be available.
6.7 Output ( Buffer ) Store - Circuit arrangement which stores the
result of one measurement (conversion ) during a period ending in general
when the next conversion is completed, and makes it available in an
encoded ( for example, visually displayed ) form during that period.
6.8 Maximum/Minimum Determining Device - Device which deter-
mines maximum and/or minimum input values from a sequence of
measurement ( conversion ) and makes them available in an encoded ( for
example, visually displayed ) form.
6.9 Ratio-Determining Device - Device which determines the ratio of
the input value to one specified value or the ratio between the values of
two independent input signals.
NOTE-The specified value may, for example, be introduced by replacing the
internal reference source by an external one.
6.10 Level Comparator ( Threshold Detector ) - Device which com-
pares the input value with a specified ( preset ) value and provides infor-
mation on whether the input value is larger or smaller than the specified
( preset ) value.
6.11 Code Convertor - Device which provides for conversion from an
internal code to one or more output codes.
6.12 Overflow Indicator - Device which provides an indication when
the output information exceeds the upper limit of the cligital representa-
tion.
6.13 Overload Protection Device - Device which protects the conver-
sion circuits from -damage when the input value exceeds a specified limit.
6.14 Remote Control Facility - A circuit arrangement by which one or
more performance characteristics of the apparatus may he controlled from
a distance.
20IS : 1885 ( Part XLVII ) - 1977
6.15 Sample and Hold Facility - A device which senses and stores the
input value within specified tolerances independent of the actual con-
version and holds this value available until its conversion has been
completed.
7. SPECIFICATION OF THE APPARATUS AND ITS ACCESSORIES
7.1 Performance Characteristic - One of the quantities assigned to an
apparatus in order to define by values, tolerances, ranges, etc, the perfor-
mance of the apparatus.
NOTE -The term ‘ performance characteristics ’ does not include influence
quantities ( set 7.2 ).
7.2 Inffuence Quantity -Any quantity, generally external to an
apparatus, which may affect the performance of the apparatus.
NOTE -Where a change of a performance characteristic affects another perfor-
mance characteristic, it is referred to as an influencing characteristics ( see7 .4.10 ).
7.3 Values Related to Quantities
7.3.1 Rated Value - The value ( or one of the values ) of a quantity to
be measured or converted which the manufacturer has assigned to the
apparatus.
7.3.2 Rated Range - The range of a quantity to be measured or con-
verted which the manufacturer has assigned to the apparatus.
7.3.3 Measurement ( Conversion ) Rtinge - Range of values of the input
quantity for which measurement ( conversion ) may be obtained.
7.3.4 EJective Range - That part of the measurement ( conversion )
range where measurements ( conversion) may be made within the stated
limits of error.
7.3.5 Maximum Value of the Eflectiue Range ( MVER ) - The value of
the output information signal ( of the visual indication ) to which refer-
ence is made when expressing a part of the error of the apparatus:
a) when the zero is at the lower end of the output range, the
MVER is equal to the upper limit of the effective range; and
b) when the zero is outside the output range, the MVER is equal
to the difference between the values corresponding to the upper
and lower limits of the effective range.
For explanation, see the table below:
Input Range Maximum Value of the
Effective Range
a) 0 v to 100 v 100 v
b) 100 v to 200 v 100 v
21IS : 1885 ( Part XLVII ) - 1977
7.4 Specification of Performance
7.4.1 Performance - The degree to which the intended functions of an
equipment are accomplished.
7.4.2 Error
7.4.2.1 Absolute error-The indicated value of a quantity minus its
true value, expressed algebraically.
NOTE -The true value of a quantity is the ideal value that would be measured
by a measuring process having no error. In practice, since this true value may
not be determined by measurement, a conventionally true value, approaching the
true value as closely as necessary ( having regard to the error to be determined ),
is used in place of the true value. This value may be traced to standards agreed
upon by the manufacturer and the user, or to national standards. In both cases,
the uncertainty of the conventionally true value shall be stated.
7.4.2.2 Relative error - The ratio of the absolute error to a stated
value.
7.4.2.3 Percentage error -The relative error expressed as a percen-
tage, such as percent of full-scale ( the maximum value of the effective
range ), percent of the indicated or preset value or of the rated value.
7.4.2.4 Fiducial value -A value to which reference is made in order
to specify the percentage error, for example the upper limit of the effec-
tive range, or another clearly stated value.
7.4.3 Digitization Error ( Digitalization Error ) - The error composed of
the components which occur during the digitization process.
NOTE l-Some of these error components may also occur with analogue
measuring instruments.
NOTE Z-The components of digitization error are in general: resolution
error ( quantization error ), commutation error, dead zone error, hysteresis error.
NOTE 3 - Components of the digitization error are illustrated in Fig. 6. The
examples refer to an apparatus having its commutation point at the centre of each
quantization unit, and the errors are referred to the input value.
7.4.3.1 Resolution error ( quantization error ) - That part of the
digitization error which is related to resolution.
NOTE -The value of resolution error is equal to :
a) the resolution in the case of apparatus according to (b) in Note under 4.1.3,
and
b) half the resolution in the case of apparatus according to (a) in Note
under 4.1.3.
7.4.3.2 Commutation error - That part of the digitization error which
is caused by deviations of the commutation point from its intended posi-
tion within each quantization unit when t&e input value is change-d in
one direction.
NOTE-Commutation error results in further errors, for example linearity
error.
22IS : 1885 ( Part XLVII ) - 1977
b
I-- C r
2 ,i”
zl-
0
ER
lly , , *
.
INPUT INPUT
6A Resolution Error (ER ) 6B Commutation Error (EC)
INPUT INPUT
6C Dead Zone (D ) 6D Hysteresis (H)
C = Correct characteristic
FIG. 6 COMPONENTS OF THE DIGITALIZATION ERROR
7.4.3.3 Dead zone error - That part of the digitization error which
produces an uncertainty of the output signal at the start or at the end of
the conversion. It may be introduced intentionally.
7.4.3.4 Hysteresis error-That part of the digitization error which
results from difference in the positions of the commutation point when the
input value is first increased and then decreased, or vice versa.
23IS : 1885 (Part XLVII ) - 1977
NOTE - For apparatus in which dead zone and/or hysteresis are used inten-
tionally, such as to facilitate a stationary display, it should be pointed out that both
effects always contribute to the error of the apparatus independently of whether
they are intentional or not.
7.4.4 Error of the Comersion Coeficient ( Error of the Slofie ) - The measu-
red value of the conversion coefficient minus its rated value.
NOTE 1 -An order of the conversion coefficient leads to an error in the output
information which is proportional to the reading.
NOTE 2-In order to be compatible with statements on linearity error, test
specifications will specify the value of the input quantity at which, and the span
across which the coefficient error is to be measured.
7.4.5 Linearity Error-The deviation of the conversion curve from a
straight line. The following definitions are applicable only to apparatus
in which linear conversion takes place.
NOTE-Deviation of the conversion curve from the straight line may be
expressed by one or more of the means given below. In each case, the conversion
curve should be fitted on the calibration point and on to the other reference point,
generally the zero point.
7.4.5.1 Reference line-The straight line drawn through the zero
point and the actual value of the calibration point ( see Fig. 7 ).
NOTE 1 -The slope of this line is used for reference purposes.
NOTE 2 -For apparatus not intended to deliver output information of zero
value when no input quantity is applied ( SM Note under 2.24 ) the reference line is
the straight line drawn through the actual position of the calibration point and
another reference point spccilied by the manufacturer.
REFFRENCE LINE
CALIBRATION VALUE
FIG. 7 REFERENCE LINE
7.4.5.2 Dij%rentid error of the slo@e - The difference between the
sensitivity at a specified point within the effective range and the slope of
the reference line ( see Fig. 8 ) .
24IS : 1885 ( Part XLVII ) - 1977
REFERENCE LINE
INPUT
Differential error of the slope in percent is :
A OUTPUT
- tg L3
A INPUT
x 100
tg P
FIG. 8 DIFFERENTIALE RROR OF THE SLOPE
7.4.5.3 Deviation from linearity - The difference between the output
value and the value determined by the reference line, both corresponding
to the same value of the input quantity ( see Fig. 9 ).
NOTE- The deviation from linearity is given either by drawing the conversion
curve or by a table listing a sufficient number of deviation values throughout the
effective range.
c
INPUT
FIG. 9 DEVIATIONS FROML INEARITY ( HATCHED)
7.4.5.4 Slope over 10 percent - The slope of the straight line spanning
a part of the conversion curve corresponding to any 10 percent portion of
the effective range ( see Fig. 10 ).
7.4.5.5 Slope error over 10 percent - The difference between the ‘ slope
over 10 percent ’ and the slope of the reference line ( see Fig. 10 ).
25IS : 1885 ( Part XLVII ) - 1977
REFERENCE LINE
CONVERSION CURVE
5
2
3
0
_P INPUT
P = Any 10% of the effective range slope over 10% is tan y
FIG. 10 SLOPE OVER 10% AND SLOPE ERROR OVER 10%
The percentage slope error over 10 percent is:
tan y - tan P .loo
tan p
where
B = the angle of the reference line with the axis of the abscissae,
and
y = the angle of the ‘ 10 percent ’ with the axis of the
abscissae.
7.4.6 zero Indication Error - The deviation of output information from
zero obtained when the input quantity has the value intended for zero
indication.
7.4.7 Ambiguity Error-A transient gross error which may occur in
reading the digital representation of a quantity when it is changing, due
to lack of precise synchronism of the changes in different digit positions
( such as in a multi-digit analogue-to-digital convertor ) for example in
passing from 199 to 200, 299 or 209 might be indicated.
NOTE - Ambiguity error may be avoided by the use of a unit-distance code Or
by a guard signal.
7.4.8 Intrinsic Error - The error determined under reference condi-
tions.
7.4.9 Operating Error - The error determined under rated operating
conditions ( see 7.5.3 ).
7.4.10 Injluence Error - The error determined when one influence
quantity assumes any value within its rated range of use ( or an influen-
cing characteristic assumes any value within its effective range ), all others
being at reference conditions.
26IS : 1885( Part X.LVlI ) - 1977
NOTE- When over the whole rated range of use a substantially linear relation-
ship exists between the influence error and the effect causing it, the relationship
may be conveniently expressed in coefficient form.
7.4.11 Stability Error-The error in the output information or in the
zero indication of an apparatus during a specified time, other condition
remaining constant.
7.4.11.1 Stability error in the out&t information - Stability error
manifesting itself by changes of the output information over a specified
period of time, the value of the input signal being held constant at a
specified value which is significantly different from zero.
NOTE- According to the time interval considered, a distinction is drawn
between short-term and long-term stability error.
7.4.11.2S tability error of the electrical zero - Stability error manifest-
ing itself by changes of the zero indication over a specified period of
time, the input being connected to a specified passive network.
7.4.11.3 Components of the stability error - The stability error is divided
into fluctuation and drift. Above a frequency limit specified by the
manufacturer, this stability error is considered as fluctuation, while below
the limit it is considered as drift.
7.4.11.4 Fluctuation ( PAKD - Periodic and random deviations ) -
Periodic and/or random deviations from the average of the output informa-
tion or of the electrical zero.
7.4.11.5 Drift - The generally slow and continuous but not necessa-
rily unidirectional deviation of the output information or of the electrical
zero as a function of time.
iYo~r:-According to the time interval considered, a distinction is drawn
between short-term and long-term drift.
7.4.12L imits of Error -The maximum values of error assigned by the
manufacturer to a measured ( converted ) quantity of an apparatus operat-
ing under specified conditions,
7.4.13 zero Shift - The difference between two values of the electrical
zero when one influence quantity assumes successively two specified values
within its rated range of use, all other quantities being at constant values
within the rated operating conditions.
7.4.14 Variation ( In Output Information ) -may be expressed according
to one of the following definitions:
a) The difference between the output information signal values
( indications ) for a constant input value when one influence
quantity assumes successively two specified values within its
rated range of use, all other quantities being at reference condi-
tions.
27IS : 18& ( Part XLVU ) - 1977
b) The difference between the required input signal values for a
constant output information signal ( indication ) when one
influence quantity assumes successively two specified values, all
other quantities being at reference conditions.
7.4.15 Repeatability-The ability of the apparatus to give identical
results when measurements ( conversions ) are performed successively but
nevertheless under constant conditions. In general, repeatability is
expressed in statistical terms, that is, by the consistency and the related
confidence level.
NOTE-The period of elapsed time over which the successive measurements
( conversions ) are taken should be short with respect to the period over which short-
term drift is determined in order to separate these effects.
7.5 Conditions of Operation, Transport and Storage
7.5.1 Reference Conditions - A set of values with tolerances, or of restric-
ted ranges of influence quantities, and if necessary of influencing character-
istics, specified for making comparison and calibration tests.
7.5.2 Rated Range of Use -The range of values for an influence quan-
tity within which the requirements concerning operating error are
satisfied.
7.5.3 Rated Operating Conditions - The whole of the effective ranges for
performance characteristics and rated ranges of use for influence quan-
tities within which the performance of the apparatus is specified.
7.5.4 Limit Conditions of Operation -The whole of the ranges of values
for influence quantities and performance characteristics ( beyond the rated
ranges of use and effective ranges respectively ) within which an apparatus
may function without resulting in damage or degradation of performance
when it is afterwards operated under rated operating conditions.
NOTE-The limit conditions will, in general, include overload.
7.5.5 Storage and Transport Conditions - The whole of the conditions of
temperature, humidity, air pressure, vibration, shock, etc, within which
the apparatus may be stored in or transported in an inoperative conditions,
without resulting in damage or degradation of performance when it is
afterwards operated under rated operating conditions.
28IS : 1885 ( Part XLVII ) - 1977
INDEX
NATE-This index has been prepared in accordance with IS : 1275-1958*. Index
numbers are clause numbers.
A Code 2.8
Convertor 6.11
Command, Conversion 4.1.4
Absolute error 7.4.2.1
Acceptance tests 2.29 Common mode
interference 3.4.1
Accessories, Specification of 7
rejection factor 3.4.3
Accessory 2.16
Interchangeable 2.16.1 voltage 3.2.3
Commutation
Non-interchangeable 2.16.2
error 7.4.3.2
Adjustment, Preliminary 2.20
point 4.1.3
Adjuster, Electrical zero 2.25
Comparator, Level 6.10
Ambiguity error 7.4.7
Components of stability error 7.4.11.3
Analogue
representation of a physical quantity 2.3 Conditions
of operation, transport and storage 7.5
-to-digital conversion 2.13
Reference 7.5.1
convertor, Electronic 2.14
Conversion 4.1
signal 2.5
Analogue-to-digital 2.13
Apparatus, Specification of 7
coefficient 5.3.2
Aperture time 4.4 4
Error of 7.4.4
Assymmetrical input 3.1.1
command 4.1.4
Auxiliary
Instantaneous value 4.3.1
output terminals 5.2.1.3
Integrating 4.3.2
terminals 5.1.1
Linear 4.1.1
Non-linear 4.1.2
B rate 4.4.1
Convertor
Balanced input 3.1.2 Analogue-to-digital2.14
Basic modes of operation 4.2 Code 6.11
Binary
bit 2.10
digit 2.10 D
element 2.10
Bit, Binary 2.10 Dead zone error 7.4.3.3
Detector, threshold 6.10
Deviation
C from linearity 7.4.5.3
Periodic and random ( PARD ) 7.4.11.4
Capaciror Device
Parallel 6.2 Maximum/Minimum determining 6.8
Series 6.2 Overflow protection 6.13
Calibration 2.21 Polarity sensing/setting 6.6
value 2.23 Range changing 6.5
voltage 2.22 Ratio determining 6.9
Character 2.11 Difference input 3.1.3
Characteristics Differential error of slope 7.4.5.2
output 5 Digit, Binary 2.10
Performance 7.1 Digitalization error 7.4.3
Coefficient, Conversion 5.3.2 Digitization error 7.4.3
‘Rules for mirking alphabetical indexes.
29IS : 1885 ( Part XLVII ) - 1977
Digital Filter, Input 6.3
electronic voltmeter 2.15 Floating point 3.1.5
representation of a physical quantity 2.4 Fluctuation 7.4.11.4
signal 2.6 Functions, Time 4.4
Digitizing time 4.4.10
Distortion factor 2.18
G
Divider, Voltage 6.1
Drift 7.4.11.5 Grounded input 3.1.4
Guarded input 3.1.7
E Ii
Hysteresis error 7.4.3.4
Effective range 7.3.4
Maximum value of 7.3.5 I
Electrical
signal, Information parameter of an 2.2
Impedance
zero 2.24
Input 3.3.2
adjuster 2.25
output 5.4.1
Stability error of 7.4.11.2
Source 3.3.1
Electronic
Impedances and the switching conditions
analogue-to-digital convertor 2.14
at output 5.4
voltmeter,, Digital 2.15
Indication, overflow 5.2~1.5
Element, Bmary 2.10
Indicator, Overflow 6.12
Encode (to) 2.9
Inductor
Equivalent input impedance 3.3.3
Parallel 6.2
Error 7.4.2
Series 6.2
Absolute 7.4.2.1
Influence
Ambiguity 7.4.7
error 7.4.10
Commutation 7.4.3.2
quantity 7.2
Dead Zone 7.4.3.3
Information parameter of an electrical
Digitalization 7.4.3
signal 2.2
Digitization 7.4.3
Input
Hysteresis 7.4.3.4
Assvmetrical 3.1.1
Influence 7.4.10
Balanced 3.1.2
Intrinsic 7.4.8
Characteristics 3
Limits of 7.4.12
Difference 3.1.3
Linearity 7.4.5
filter 6.3
of the conversion coefficient 7.4.4
Floating 3.1.5
of the slope 7.4.4
interferences 3.4
Operating 7i4.9
Grounded 3.1.4
Percentage 7.4.2.3
Guarded 3.7.1
Quantization 7.4.3.1
quantity 3.2.1
Relative 7.4.2.2
Quantities at 3.2
Resolution 7.4.3.1
settling time 4.4.5
Stability 7.4.11
Single ended 3.1.4
Zero indication 7.4.6
signal 3.2.1
Symmetrical 3.1.2
P with isolated common point 3.1.6
terminals 3.1
Facility Spurious feedback operating at 3.2.5
Remote control 6.14 voltage
Sample and hold 6.15 Maximum permissible 3.2.7
Factor Rate of change of 33.2
Distortion 2.18 Instantaneous value conversion 4.3.1
Common mode rejection 3.4.3 Integrating conversion 4.3.2
Fiducial value 7.4.2.4 Integration time 4i4.11
30IS : 1885 ( Part XLVII ) - 1997
interference information 5.2.2.1
Common mode 3.4.1 Representation form of 5.2.2
Input 3.4 settling time 4.4.12
Series mode 3.4.2 Stability error in 7.4.11.1
Internal settling time 4.4~6 Variation in 7.4.14
quantities at 5.2
signal 5.2.1
L
one level 5.2.1.1
Level comparator 6.10 state 5.2.2.2
Limit conditions of operation 7.5.4 system
Limits of error 7.4.12 Parallel 5.2.3.2
Line, Reference 7.4.5.1 Series 5.2.3.1
Linearity Series-parallel 5.2.3.3
Deviation from 7.4.5.3 terminals 5.1
voltage, Maximum permissible 3.2.7
error 7.4.5
Load, Permissible 5.4.2 Overflow 5.2.1.4
Lot 2.29.1 indication 5.2.1.5
indicator 6.12
protection device 6.13
M Overload 3.2.6
Maximum
permissible P
input voltage 3.27
output voltage 3.2.7 Parallel output system 5.2.3.2
value of effective range 7.3.5 PARD 7.4.11.4
determining device 6.8 Parts, Constructional 6
Measurement ( conversion ) range 7.3.3 Percentage error 7.4.2.3
Measuring time 4.4.3 Performance 7.4.1
Method of operation 4 characteristics 7.1
Minimum determining device 6.8 Specilication of 7.4
Monotonicity 5.2.1.7 Periodic and random deviation 7.4.11.4
MVER 7.3.5 Permissible
load 5.4.2
switching conditions 5.4.3
N
Phvsical auantitv
Non-interchangeable accessory 2J6.2 Analog;e repr&entation of a 2.3
Non-linear conversion 4.13 Digital representation of a 2.4
Poini -
Commutation 4.1.3
0 Transition 4.1.3
Operating Polarity
error 7.4.9 changing time 4.4.8
principles 4.3 response time 4.4.15.2
Operation sensing/setting device 6.6
Basic modes of 4.2 Preliminary adjustment 2.20
Conditions of 7.5 Principles, Operating 4.3
Cyclic mode of 4.2.2 Probe 6.4
Method of 4
Repetitive mode of 4.2.2 Q
Tracking mode of 4.2‘3
Triggered mode of 4.2.1 Quantities
Other impedances 3.3.4 at the input 3.2
output Values related to 7.3
(buffer ) store 6.7 Quantity
characteristics 5 Influence 7.2
impedance 5.4.1 Input 3.2.1
31fS : l&5 ( Part XLJII ) - 1977
Quantization S
error 7.4.3.1
step 2.7.2 Sample and hold facility 6.15
unit 2.7.1 Sampling time 4.4.4
Scahnn 2.17
Sensitilvity 5.3.1
Series
R
Capacitor 6.2
inductor 6.2
Ramp type, Linear 4.3.1.3 mode
Range interference 3.4.2
changing rejection factor 3.4.4
device 6.5 voltage 3.2.4
hysteresis 6.5.1 output system 5.2.3.1
time 4.4.9 parallel output system 5.2.3.3
Effective 7.3.4 resistor 6.2
Maximum value of 7.3.5 Servo balancing type 4.3.1.2
Measurement ( conversion ) 7.3.3 Shift, Zero 7.4.13
Rated 7.3.2 Signal
response time 4.4.15.3 Analogue 2.5
Rate Digital 2.6
Conversion 4.4.1 Input 3.2.1
of change of input voltage 3.2.2 Output 5.2.1
Rated Single ended input 3.1.4
operating conditions 7.5.3 Slope
range 7.3.2 Differential error of 7.4.5.2
of use 7.5.2 Error of 7.4.4
value 7.3.1 error over 10 percent 7.4.5.5
Ratio determining device 6.9 over 10 percent 7.4.5.4
Read out Source impedance 3.3.1
time 4.4.13 Specification of
clock rate 5.2.4 apparatus and accessories 7
Reference conditions 7.5.1 performance 7.4
Reference line 7.4.5.1 Spurious feedback at input terminals 3.2.5
Rejection factor Stability error 7.4.11
Common mode 3.4.3 Components of 7.4.11.3
Series mode 3.4.4 in the output information 7.4.11.1
Relations between in ut and output 5.3 of the electrical zero 7.4.11.2
Relative error 7.4.2. P State, Output 5.2.2.2
Remote control facility 6.14 Step
Repeatability 7.4.15 Quantization 2.7.2
Representation response time 4.4.15.1
form of output information 5.2.2 Stepped ramp type 4.3.1.4
of a physical quantity Stepwise progression, Uninterrupted
Analogue 2.3 5.2.1.6
Digital 2.4 Store, Output ( Buffer ) 6.7
unit 5.2.2.3 Storage
Reset time 4.4.7 and transport condition 7.5.5
Resistor Conditions of 7.5
Parallel 6.2 Successive approximation type 4.3.1.1
Series 6.2 Supply 2.26
Resolution 5 3.3 Switching condition, Permissible 5.4.3
error 7.4.3.1 Symmetrical input 3.1.2
Response time 4.4.15 Systems for supplying output information
Routine tests 2.2.8 5.2.3
32IS : 1885 ( Part XLVII ) - 1977
T Linear dual slope 4.3.2.2
Linear ramp 4.3.1.3
Terminals Servo balancing 4.3.1.2
Auxiliary 5.1.1 Stepped ramp 4.3.1.4
Input 3.1 Successive approximation 4.3.1.1
output 5.1 tests 2.27
Tests
Acceptance 2.29 U
Routine 2.26
Type 2.27 Uninterrupted stepwise progression 53.1.6
Time Unit
Aperture 4.4.4 Quantization 2.7.1
Digitizing 4.4.10 Representation 5.2.2.3
functions 4.4
Input settling 4.4.5
Integration 4.4.11 V
Internal settling 4.4.6
Value
Measuring 4.4.3 Calibration 2.23
Output information setting 4.4.12
Rated 7.3.1
Overload recovery 4.4.14
Values related to quantities 7.3
Polarity Variation in output information 7.4.14
changing 4.4.8
Voltage
response 4.4.15.2
calibrating 2.22
Range common mode 3.2.3
changing 4.4.9 divider 6.1
response 4.4.15.3
Series mode 3.2.4
Read out 4.4.13
Reset 4.4.7
Sampling 4.4.4 W
Step response 4.4.15.1
Total 4.4.2 Warm-up time 2.19
Warm up 2.19 Word 2.12
Total time 4.4.2
Transition point 4.1.3 z
Transport, Conditions of 7.5
Triggered mode of operation 4.2.1 Zero
TYPO Electrical 2.24
Input quantities to frequency conversion indication error 7.4.6
4.3.2.1 shift 7.4.13
33INDIAN STANDARDS
ON
ELECTROTECHNICAL VOCABULARY
IS:
1885 Electrotechnical vocabulary
( Part III/Set 1 )-1965 Acoustics, Section 1 Phvsical acoustics
( Part III/Set 2 )-1966 Acoustics; Section 2 Acoustical and electro-acoustical
systems
( Part III/Set 3 )-I967 Acoustics, Section 3 Sound recording and reproduction
( Part III/Set 4 )-1966 Acoustics, Section 4 Sonics, ultrasonics and underwater
acoustics ’
( Part IIIlSec 5 )-1966 Acoustics, Section 5 Speech and hearing
Part IIIiSec 6 j-1967 Acoustics, Section 6 Acoustical instruments
Part III/Set 7 )-I978 Acoustics, Section 7 Music
Part III/Set 8 )-1974 Acoustics, Section 8 Architectural acoustics
Part IV/Set 1 )-1973 Electron tubes, Section 1 Common terms (Jirst reuision )
Part IV/&x 2 )-I973 Electron tubes. Section 2 X-rav tubes (first revision 1
Part IVlSec 3 1-1970 Electron tubes; Section3 Microwave tibes ’
Part IV/Set 4 j-1970 Electron tubes, Section 4 Cathode-ray tubes
Part IV/Set 5 )-1972 Electron tubes, Section 5 Pulse terms
Part IV/Set 6 )-1972 Electron tubes, Section 6 Noise in Microwave tubes
Part IV/!!& 7 )-1973 Electron tubes, Section 7 Camera tubes
( Part IV/Set 8 )-I973 Electron tubes, Section 8 Photosensitive devices
( Part V )-1965 Electrotechnical vocabulary: Part V Quartz crystals
( Part VI )-1965 Printed circuits
( Part VII/Set 1 )-I970 Semiconductor devices, Section 1 General
( Part VII/Set 2 )-I970 Semiconductor devices, Section 2 Diodes
( Part VII/Set 3 )-I970 Semiconductor devices, Section 3 Transistors
( Part VII/%x 4 )-I969 Semiconductor devices, Section 4 Thyristors
( Part VII/Set 5 )-1971 Semiconductor devices, Section 5 Integrated circuits
and micro-electronics
( Part XII )-I966 Ferromagnetic oxide materials
( Part XIII/SW 1 )-1968 Telecommunication transmission lines and waveguides,
Section 1 General transmission lines
( Part XIII/Set 2 j-1967 Telecommunication transmission lines and waveguides,
Section 2 Microwave transmission lines and waveguides
( Part XVIII )-1967 General terms on radio communications
( Part XIX )-1967 Radio communication circuits
( Part XX )-1967 Radio wave propagation
(Part XXI )-1967 Aerials
( Part XXII )-1967 Equipments for radio-communications, transmitting and
receiving
( Part XXIII) -1967 Radio telegraphy and mobile radio
( Part XXIV )-1967 Part XXIV Broadcasting, sound and television
( Part XXV )-1967 Radio location and radio-navigation
I Part XXVI )-I968 Telecommunication relavs
i Part XXXVI )-1972 Radio interference ’
( Part XXX1 )-1971 Magnetism
( Part XXX111 )-1972 Piezoelectric filters
( Part XXXIX j-1974 Reliabilitv of electronic and electrical items
i Part XL j-1974 Connectors ’
i Part XLI’)-1975 Non-reciprocal electromagnetic components
( Part XLV)-1977 Capacitors
( Part XLVI )-I977 Resistors
( Part XLVII )-1977 Digital electronic equipment
|
875_2.pdf
|
IS : 875 ( Part 2 ) - 1987
(Reaffirmed 1997)
Indian Standard
CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE)
FOR BUILDINGS AND STRUCTURES
PART 2 IMPOSED LOADS
(Second Revision)
~-
Sixtll Reprint JUNE 1998
UDC 624~042.3 : 006.76
@ Copyright 1989
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
Gr 8 March 1989IS : 875 ( Part 2 ) - 1987
Indian Standard
.I
CODEOFPRACTICEFOR
DESIGNLOADS(OTHERTHANEARTHQUAKE)
FORBUILDINGSANDSTRUCTURES
PART 2 IMPOSED LOADS
(Second Rev’sion)
Structural Safety Sectional Committee, BDC 37
Chairman Representing
BRIG L. V. RAMAKRISHNA Engineer-in-Chief’s Branch, Army Headquarters, New
Delhi
Members
DR K. G. BHATIA Bharat Heavy Electricals Ltd ( Corporate, Research &
Development Division ), Hyderabad
SHRI M. S. BHATIA In pe;rs;;l) capacity ( A-2136, Sa/darjmg Enclave, New
SHRT N. K. BHATTACHARYA Engineer-in-Chief’s Branch, Army Headquarters, New
De Ihi
SHRI S. K. MALHOTRA (Alternate )
DR S. C. CHAKRABARTI Central Building Research Institute ( CSIR ), Roorkee
SHKI A. DATTA ( AIIernare )
CHIEF ENGINEER ( NDZ ) II Central Public Works Department, New Delhi
SUPERINTENDING SURVEYOR OF WORKS
( NDZ ) II ( Alternate )
DR P. DAYARATNAM Indian Institute of Technology, Kanpur
DR A. S. R. SAI ( Alternate )
DEPUTY MUNICIPAL COMMISSIOKER ( ENGG ) Municipal Corporation of Greater Bombay, Bombay
CITY ENGINEER ( Alternate )
DIRECTOR ( CMDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CMDD-I ) ( Alternate )
MAJ-GEN A. M. GOGLEKAR Institution of Engineers ( India ), Calcutta
PROF D. N. TRIKHA ( Alternate )
SHRI A. C. GUPTA National Thermal Power Corporation Ltd, New Delhi
SHRI P. SEN GUPTA Stewarts and Lloyds of India Ltd, Calcutta
SHRI M. M. GHOSH ( Alternate )
SHRI G. B. JAHAGIRDAR National Industrial Development Corporation Ltd, New
Delhi
JOINT DIRECTOR STANDARDS ( B & S ), CB Ministry of Railways
SHRI S. P. JOSHI Tata Consulting Engineers, New Delhi
SHRI A. P. MULL ( Alternate )
SHRI S. R. KUI.KARNI M. N. Dastur & Co, Calcutta
SHRI S. N. PAL ( Alternate )
SHRI H. N. MISHRA Forest Research institute and Colleges, Dehra Dun
SHRI R. K. PUNHANI ( Alternate )
SHRI T. K. D. MUNSHI Engineers India Ltd. New Delhi
DR 6. RAJKUMAR National Council for Cement and Building Materials,
New Delhi
DR M. N. KESHWA RAO Structural Engineering Research Centre ( CSIR ), Madras
SHRI S. GOMATHINAYAGAM ( Alternate )
DR T. N. SUBBA RAO Gammon India Ltd, Bombay
DR S. V. LONKAR ( AIfernafe )
SHRI P. K. RAY Indian Engineering Association, Calcutta
SHRI P. K. MUKHERJEE ( Alternate )
SHRI S. SEETHARAMAN Ministry of Surface Transport ( Roads Wing ), New Delhi
SHRI S. P. CHAKRABORTY ( Alternate )
( Continued on page 2 )
0 Copyright 1989
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cop.vright 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 : 875 ( Part 2 ) - 1987
( Continuedfrom page 1 )
Members Representing
SHRI M. C. SHARMA India Meteorological Department, New Delhi
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternate )
SHRI SUSHJL KLIMAR National Building Construction Corporation, Limited,
New Delhi
SHRI G. RAMAN, Director General, BIS ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI B. R. NARAYANAPPA
Deputy Director ( Civ Engg ), BIS
Panel on Loads ( Other than Wind Loads ), BDC 37 : P3
Convener
DR T. N. SUBBA RAO Gammon India Limited, Bombay
DR S. V. LONKAR ( Alternate )
Members
DR T. V. S. R. APPA RAO Structural Engineering Research Centre, CSIR Campus,
Madras
DR M. N. KESHAVA RAO ( Alternate )
SHRI S. R. KULKARNI M. N. Dastur & Co Ltd, Calcutta
SHRI M. L. MLHTA Metallurgical & Engineering Consultants ( India ) Ltd.
Ranchi
SHRI S. K. DATTA ( Alternate )
DR C. N. SRINIVASAN M/s C. R. Narayana Rao, Madras
SUPERINTENDING ENGINEER ( D ) Central Public Works Department ( Central Designs
Organization ), New Delhi
EXECUTIVE ENGINEER ( D ) VII ( Alternate )
DR H. C. VISVESVARAYA National Council for Cement and Building Materials,
New DelhiIS : 875 ( Part 2 ) - 1987
C O N T E N T S
Page
0. FOREWORD . . . *.. . . . . . . . . . 4
1. . . . . . . 5
SCOPE . . . . . . . . .
2. TERMINOLOGY . . . . . . . . . . . . . . . 5
3. IMPOSED LOADS ON FLOORS DUE TO USE AND OCCUPANCY . . . . . . 6
3.1 Imposed Loads . . . . . . . . . . . . 6
3.1.1 Load Application . . . . . . . . . .., 12
3.1.2 Loads Due to Partitions . . . . . . . . . . . . 12
3.2 Reduction in Imposed Loads on Floors . . . . . . . . . 12
3.3 Posting of Floor Capacities . . . . . . . . . . . . 13
4. IMPOSED LOADS ON ROOFS . . . . . . . . . .,. 13
4.1 Imposed Loads on Various Types of Roofs . . . . . . . . . 13
4.2 Concentrated Load on Roof Coverings . . . . . . . . . 13
4.3 Loads Due to Rain . . . . . . . . . . . . 13
4.4 Dust Load . . . . . . . . . . . . 13
4.5 Loads on Members Supporting Roof Coverings . . . .,. 13
5. IMPOSED HORIZONTAL LOADS ON PARAPETS AND BALUSTRADES . . . . . . 13
6. LOADING EFFECTS DUE TO IMPACT AND VIBRATION . . . . . . 14
6.1 Impact Allowance for Lifts, Hoists and Machinery . . . 14
.I
6.2 Concentrated Imposed Loads with Impact and Vibration .,* 15
. . .
6.3 Impact Allowances for Crane Girders . . . . . . 15
. . .
6.4 Crane Load Combinations . . . . . . . . . 16
. . .
7. OTHER LOADS . . . . . . . . . f.. 16
. . .
APPENDIX A ILLUSTRATIVE EXAMPLE SHOWING REDUCTION OF UNIFORMLY DISTRIBUTED 17
IMPOSED FLOOR LOADS IN MULTI-STOREYED BUILDINGS FOR DESIGN OF
COLUMNSIS : 875 ( Part 2 ) - 1987
Indian Standard
CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE)
FOR BUILDINGS AND STtiUCTURES
PART 2 IMPOSED LOADS
(Second Revision)
0. FOR E W O R D
0.1 This Indian Standard ( Part 2 ) ( Second 0.3.1 With the increased adoption of the Code,
Revision ) was adopted by the Bureau of Indian a number of comments were received on the pro-
Standards on 31 August 1987. after the draft visions on live load values adopted for different
finalized by the Structural Safety Sectional Com- occupancies. Simultaneously live load surveys
mittee had been approved by the Buildmg Divi- have been carried out in America and Canada to
sion Council. arrive at realistic live loads based on actual deter-
0.2 A building has to perform many functions mination of loading ( movable and immovable )
satisfactorily. Amongst these functions are the in different occupancies. Keeping this in view
utility of the building for the intended use and other developments in the field of wind
and occupancy, structural safety, fire safety; engineering, the Sectional Committee responsible
and compliance with hygienic, sanitation, venti- for the preparation of the Code has decided to
lation and day light standards. The design of prepare the second revision of IS : 875 in the
the building is dependent upon the minimum following five parts :
requirements prescribed for each of the above Part 1 Dead loads
functions. The minimum requirements pertaining
Part 2 Imposed loads
to the structural safety of buildings are being
Part 3 Wind loads
covered in this Code by way of laying down
minimum design loads which have to be assumed Part 4 Snow loads
for dead loads, imposed loads, snow loads and Part 5 Special loads and load combinations
other external loads, the structure would be
Earthquake load is covered in a separate
required to bear. Strict conformity to loading
standard, namely IS : 1893-1984* which should
standards recommended in this Code, it is hoped,
be considered along with above loads.
will not only ensure the structural safety of the
buildings which are being designed and construct- 0.3.2 This Code ( Part 2 ) deals with imposed
ed in the country and thereby reduce the hazards loads on buildings produced by the intended
to life and property caused by unsafe structures, occupancy or use. In this revision, the following
but also eliminate the wastage caused by assuming importalit changes have been made:
unnecessarily heavy loadings. a) The use of the term ‘live load’ has been
modified to ‘imposed load’ to cover not
0.3 This Code was first published in 1957 for the
only the physical contribution due to
guidance of civil engineers, designers and archi-
persons but also due to nature of occu-
tects associated with the planning and design of
pancy, the furniture and other equipments
buildings. It included the provisions for the basic
which are a part of the character of the
design loads ( dead loads, live loads, wind loads
occupancy.
and seismic loads ) to be assumed in the design
of buildings. In its firs! revision in 1964, the b) The imposed loads on floors and roofs
wind pressure provisions were modified on the have been rationalized based on the
basis of studies of wind phenomenon and its codified data available in large number
effects on structures, undertaken by the special of latest foreign national standards, and
committee in consultation with the Indian other literature. Further, these values
Meteorological Department. In addition to this, have been spelt out for the major occu-
new clauses on wind loads for butterfly type pancies as classified in the National
structures were included; wind ,pressure coeffi- Building Code of India as well as the
cients for sheeted roofs, both curved and sloping, various service areas appended to the major
were modified; seismic load provisions were delet- occupancies.
ed ( separate code having been prepared ) and
metric system of weights and measurements was *Criteria for earthquake resistant design of structures
adopted. (fourth revision ).
4IS : 875 ( Part 2 ) - 1987
C) The reduction of imposed loads for the prevailing practices in regard to loading
design of vertical supporting members standards followed in this country by the various
in multi-storeyed buildings has been municipal authorities and has also taken note of
further increased from 40 to 50 percent. the developments in a number of countries abroad.
4 Provision has been included for sign In the preparation of this Code, the following
posting of loads on floors in view of national standards have been examined :
the different loadings specified. for
a) BS 6399 : Part 1 : 1984 Design Loading for
different occupancies and to avoid possi-
Buildings Part I: Code of Practice for
ble misuse in view of conversion of
Dead and Imposed Loads. British Stand-
occupancies.
ards Institution.
e) The value of loads on parapets and
balustrades have been revised with its b) AS : 1170, Part 1-1983 - SAA Loading
effect taken both in the horizontal and Code, Part I Dead and Live Loads.
Australian Standards Institution.
vertical directions.
f > In the design of dwelling units planned c) NZS 4203-1976 New Zealand Standard
and executed in accordance with General Structural Design and Design
IS : 8888-1979*, an imposed load of 1.5 Loading for Building. Standards Associa-
kN/m* is allowed. tion of New Zealand.
g> SI Units have been used in the Code. d) ANSI. A 58.1 - 1982American Standard
Building Code Requirements for Minimum
0.3.3 The buildings and structural systems shall
Design Loads in Buildings and Other
provide such structural integrity that the hazards
Structures.
associated with progressive collapse such as that
due to local failure caused by severe overloads or e) National Building Code of Canada ( 1977 )
abnormal loads not specifically covered therein Supplement No. 4. Canadian Structural
are reduced to a level consistent with good Design Manual.
engineering practice.
f ) DIN 1055 Sheet 3 - 1971 Design Loads
0.3.4 Whenever buildings are designed for future for Buildings - Live Load ( West German
additions of floor at a later date, the number of Loading Standards ).
storeys for which columns/walls, foundations, etc,
have been structurally designed may be posted in !?I IS0 2103-1986 Loads due to use and
occupancy in residential and public build-
a conspicuous place similar to posting of floor
ings.
capacities and both could be placed together.
0.4 The Sectional Committee responsible for the h) IS0 2633-1974 Determination of Impos-
preparation of this Code has taken into account ed Floor Loads in Production Buildings
and Warehouses. lnternational Organiza-
- -
tion for Standardization.
*Guide for requirements of low income housing.
1. SCOPE 2.1 Imposed Load - The load assumed to be
produced by the intended use or occupancy of a
1.1 This standard ( Part 2) covers imposed loads* building, mcluding the weight of movable parti-
( live loads ) to be assumed in the design of build- tions, distributed, concentrated loads, load due
ings. The imposed !oads, specified herein, are to impact and vibration, and dust load but ex-
minimum loads which should be taken into con- cluding wind, seismic, snow and other loads due
sideration for the purpose of structural safety of to temperature changes, creep, shrinkage, differ-
buildings. ential settlement, etc.
1.2 This Code does not cover detailed provisions 2.2 Occupancy or Use Group - The principal
for loads incidental to construction and special occupancy for which a building or part of a build-
cases of vibration, such as moving machinery, ing is used or intended to be used; for the pur-
heavy acceleration from cranes, hoists and the pose of classification of a building according to
like. Such loads shall be dealt with individually occupancy, an occupancy shall be deemed to
in each case. include subsidiary occupancies which are contin-
gent upon it. The occupancy classification is
given from 2.2.1 to 2.2.8.
2. TERMINOLOGY
2.2.1 Assembly Buildings - These shall include
2.0 For the purpose of this Code, the following any building or part of a building where groups
definitions shall apply. of people congregate or gather for amusement,
recreation, social, religious, patriotic, Civil, travel
*The word ‘imposed load’ is used through out instead and similar purposes, for example, theatres,
of ‘live load’ which is synonymous. motion picture houses, assembly halls, city halls,
5IS : 875 ( Part 2 ) - 1987
marriage halls, town halls, auditoria, exhibition provided for normal residential purposes with or
halls, museums, skating rinks, gymnasiums, without cooking or dining or both facilities
restaurants ( also used as assembly halls ), places ( except buildings under 2.2.5). It includes one
of worship, dance halls, club rooms, passenger multi-family dwellings, apartment houses
stations and terminals of air, surface and other phats ), lodging or rooming houses, restaurants,
public transportation services, recreation piers hostels, dormitories and residential hotels.
and stadia, etc.
2.2.7.1 Dwellings - These shall include any
2.2.2 Business Buildings - These shall include building or. p;i:t occupied by members of single/
any building or part of a building, which is used for multi-family units with independent cooking
transaction of business ( other than that covered facilities. These shall also include apartment
by 2.2.6 ); for the keeping of accounts and records houses ( flats ).
for similar purposes; offices, banks, professional
establishments, court houses, and libraries shall 2.2.8 Storage Buildings - These shall include
be classified in this group so far as principal func- any building or part of a building used primarily
tion of these is transaction of public business for the storage or sheltering of goods, wares or
and the keeping of books and records. merchandize, like warehouses, cold storages,
freight depots, transity sheds, store houses, gara-
2.2.2.1 Ofice buildings - The buildings ges, hangers, truck terminals, grain elevators,
primarily to be used as an office or for office pur- barns and stables.
poses; ‘office purposes’ include the purpose of
administration, clerical work, handling money,
3. IMPOSED LOADS ON FLOORS DUE TO
telephone and telegraph operating and operating
USE AND OCCUPANCY
computers, calculating machines; ‘clerical work’
includes writing, book-keeping, sorting papers,
3.1 Imposed Loads - The imposed loads to be
typing, filing, duplicating, punching cards or
assumed in the design of buildings shall be the
tapes, drawing of matter for publication and the
greatest loads that probably will be produced by
editorial preparation of matter for publication.
the intended use or occupancy, but shall not be
less than the equivalent minimum loads specified
2.2.3 Educational Buildings - These shall
in Table 1 subject to any reductions permitted
include any building used for school, college or
by 3.2.
day-care purposes involving assembly for instruc-
tion, education or recreation and which is not Floors shall be investigated for both the
covered by 2.2.1. uniformly distributed load ( UDL ) and the cor-
responding concentrated load specified in Table 1
2.2.4 Industrial Buildings - These shall include
and designed For the most adverse effects but
any building or a part of a building or structure in
they shall not be considered to act simultaneously.
which products or materials of various kinds and
The concentrated loads specified in Table 1 may
properties are fabricated, assembled or processed
be assumed to act over an area of 0.3 x 0.3 m.
like assembly plants, power plants, refineries, gas
However, the concentrated loads need not
p!ants, mills, dairies, factories, workshops, etc.
be considered where the floors are capable of
effective lateral distribution of this load.
2.2.5 Institutional Buildings - These shall include
any building or a part thereof, which isused for All other structural elements shall be investi-
purposes, such as medical or other treatment in gated for the effects of uniformly distributed loads
case of persons suffering from physical and mental on the floors specified in Table 1.
illness, disease or infirmity; care of infants, con-
valescents of aged persons and for penal or cor- NOTE 1 - Where in Table 1, no values are given for
rectional detention in which the liberty of the concentrated load, it may be assumed that the tabula-
ted distributed load is adequate for design purposes.
inmates is restricted. Institutional buildings
ordinarily provide’ sleeping accommodation for NOTE 2 - The loads specified in Table I are equiva-
the occupants. It includes hospitals, sanitoria, lent uniformly distributed loads on the plan area and
provide for normal effect of impact and acceleration.
custodial institutions or penal institutions like
They do not take into consideration special concentra-
jails, prisons and reformatories. ted loads and other loads.
2.2.6 Mercantile Buildings -These shall include NOTE 3 - Where the use of an area or floor is not
provided in Table 1, the imposed load due to the use
any building or a part of a building which is used
and occupancy of such an area shall be determined
as shops, stores, market for display and sale of from the analysis of loads resulting from:
merchandise either wholesale or retail. Office,
storage and service facilities incidental to the sale a! weight of the probable assembly of persons;
of merchandise and located in the same building b) weight of the probable accumulation of equipment
shall be included under this group. and furnishing;
2.2.7 Residential Buildings - These shall include 4 weight of the probable storage materials; and
any building in which sleeping accommodation is 4 impact factor, if any.
6IS : 875 ( Part 2 ) - 1987
TABLE 1 IMPOSED FLOOR LOADS FOR DlFFERENT OCCUPANCIES
(Clauses 3.1, 3.1.1 and4.1.1 )
SL OCCYJPANCY CLASSIFICATION UNIFORMLY CONCENTRATED
No. DISTRIBUTED LOAD
LOAD ( UDL )
(1) (2) (3) (4)
kNlma kN
i ) RESIDENTIAL BUILDINS
a) Dwelling houses:
1) All rooms and kitchens 2’0 1’8
2) Toilet and bath rooms 2’0 -
3) Corridors, passages, staircases 3.0 4.5
including tire escapes and store
rooms
4) Balconies 3.0 1’5 per metre run concen-
trated at the outer edge
b) Dwelling units planned and execut-
cd in accordance with IS : 888S-
1979* only:
1) Habitable rooms, kitchens, I.5 1’4
toilet and bathrqoms
2) Corridors, passages and stair- 1.5 1’4
cases including fire escapes
3) Balconies 3.0 1.5 per metre run concen-
trated at the outer edge
C) Hotels, hostels, boarding houses,
lodging houses, dormitories,
residential clubs:
1) Living rooms, bed rooms and 2’0 1.8
dormitories
2) Kitchens and laundries 3.0 4.5
3) Billiards room and public loun- 3.0 2.7
gcs
4) Store rooms 5.0 4.5
5) Dining rooms, cafeterias and 4.0 2.7
restaurants
6) Oflice rooms 2.5 2.7
7) Rooms for indoor games 3.0 1.8
8) Baths Lind toilets 2’0 -
9) Corridors, passages, staircases 3’0 4.5
including fire escapes, lobbies
-- as per the floor serviced
( excluding stores and the like )
but not less than
10) Balconies Same as rooms to which 1.5 per metre run concen-
they give access but with trated at the outer edge
a minimum of 4’0
d) Boiler rooms and plant rooms - to 5’0 6.7
be calcuiated but not less than
( Continued )
7IS : 875 ( Part 2 ) - 1987
TABLE 1 IMPbED FLOOR LOADS FOR DIFFERENT OCCUPANCIES - Conrd
SL OCCUPANCY CLASSIFICATION UNSFORMLY CONCENTRATED
No. DISTRIBUTED LOAD
LOAD ( UDL )
(1) (2) (3) (4)
kN/ms kN
e) Garages:
Garage floors ( including park- 2.5 9.0
ing area and repair workshops )
for passenger cars and vehicles
not exceeding 2’5 tonnes gross
weight, including access ways
and ramps - to be calculated
but not less than
Garage floors for vehicles not 5’0 9.0
exceeding 4.0 tonnes gross
weight ( including access ways
and ramps ) -to be calculated
but not less than
ii) EDUCATIONAL BUILDINGS
a) Class rooms and lecture rooms 3’0 2.1
( not used for assembly purposes )
b) Dining rooms, cafeterias and 3.0t 2.7
restaurants
4 Offices, lounges and staff rooms 2.5 2.7
d) Dormitories 2.0 2.7
e) Projection rooms 5’0 -
f 1 Kitchens 3.0 4.5
Lx) Toilets and bathrooms 2.0 -
h) Store rooms 5.0 45
3 Libraries and archives:
1) Stack room/stack area 6’0 kN/ms for a minimum 4’5
height of 2’2 m + 2’0
kN/m* per metre height
beyond 2.2 m
2) Reading rooms ( without sepa- 4’0 4.5
rate storage )
3) Reading rooms ( with separate 3.0 4.5
storage
k) Boiler rooms and plant rooms - to 4.0 45
be calculated but not less than
ml Corridors, passages, lobbies, stair- 40 4.5
cases including fire escapes - as per
the floor serviced ( without account-
ing for storage and projection
rooms ) but not less than
n) Balconies Same as rooms to which 15 per metre run concen-
they give access but with trated at the outer edge
a minimum of 4.0
iii) INSTITUTIONAL BUILDlNGS
a) Bed rooms, wards, dressing rooms, 2’0 1.8
dormitories and lounges
b) Kitchens, laundries and labora- 3.0 45
tories
( Continued )
8IS : 875 ( Part 2 ) - 1987
TABLE 1 IMPOSED FLOOR LOADS FOR DIFFERENT OCCUPANCIES - Cod
SL OCCUPANCY CLASSIFICATION UNIFORMLY CONCENTRATED
No. DISTRIBUTED LOAD
LOAD ( UDL )
(1) (2) (3) (4)
kN/m’ kN
c) Dining rooms, cafeterias and 3.0t 2.7
restaurants
d) Toilets and bathrooms 2.0 -
e) X-ray rooms, operating rooms, 3’0 4’5
general storage areas -to be cal-
culated but not less than
f) Office rooms and OPD rooms 2’5 2’7
g) Corridors, passages, lobbies and 4’0 45
staircases including fire escapes -
as per the floor serviced but not less
than
h) Boiler rooms and plant rooms - to 5’0 4.5
be calculated but not less than
j) Balconies Same as the rooms to 1’5 per metre run concen-
which they give access but trated at the outer edge
with a minimum of 4.0
iv) ASSEMBLY BUILDINGS
a) Assembly areas:
1) with fixed seatsz 4’0 -
2) without fixed seats 5’0 3.6
b) Restaurants ( subject to assembly ), 4.0 4.5
museums and art galleries and
gymnasia
c) Projection rooms 5'0 -
d) Stages 5’0 4.5
e) Office rooms, kitchens and laundries 3’0 4.5
f) Dressing rooms 2’0 1’8
g) Lounges and billiards rooms 2.0 2.7
h) Toilets and bathrooms 2.0 -
j) Corridors, passages, staircases 4’0 4.5
including fire escapes
k) Balconies Same as rooms to which 1.5 per metre run concen-
they give access but with trated at the outer edge
a mintmum of 4.0
m) Boiler rooms and plant rooms 7’5 4’5
including weight of machinery
n)- Corridors, passages subject to loads 5’0 4.5
greater than from crowds, such as
wheeled vehicles, trolleys and the
like. Corridors, staircases and pas-
sages in grandstands
v) BUSINESS AND OFFICE BUILDINGS ( see ulso 3.1.2 )
a) Rooms for general use with separate 2’5 2’7
storage
b) Rooms &thout separate storage 4.0 4.5
I Continued )
9IS : 875 ( Part 2 ) - 1987
TABLE 1 IMPOSED FLOOR LOADS FOR DIFFERENT OCCUPANCIES - Contd
SL OCCUPANCY CLASSIFICATION UNTFORMLY CONCENTRATED
No. DISTRIBUTED LOAD
LOAD ( UDL )
(1) (2) (3) (4)
kN/m’ kNe
c) Banking halls 3’0 2.7
d) Business computing machine rooms 3’5 4.5
( with fixed computers or similar
equipment )
e) Records/files store rooms and 5’0 4.5
storage space
f) Vaults and strong room - to be 5’0 4.5
calculated but not less than
g) Cafeterias and dining rooms 3.0t 2.7
h) Kitchens 3.0 2.7
j) Corridors, passages, lobbies and 4.0 4.5
staircases including fire escapes - as
per the floor serviced (excluding
stores ) but not less than
k) Bath and toilet rooms 2.0 .-.
m) Balconies Same as rooms to which I.5 per metre run concen-
they give access but with trated at the outer edge
a minimum of 4.0
n) Stationary stores 4’0 for each metre of
storage height
p) Boiler rooms and plant rooms - to 5’0
be calculated but not less than
q) Libraries see Sl No. ( ii )
vi) MERCANTILE BUILDINGS
a) Retail shops 4.0 3.6
b) Wholesale shops - to be calculated 6’0 4.5
but not less than
c) Office rooms 2’5 2’7
d) Dining rooms, restaurants and cafe- 3’0t 2.7
terias
e) Toilets 2.0 -
f) Kitchens and laundries 3’0 4’5
g) Boiler roooms and plant rooms - 5’0 6.7
to be calculated but not less than
h) Corridors, passages, staircases 4.0 4.5
including fire escapes and lobbies
j) Corridors, passages, staircases sub- 5.0 4.5
ject to loads greater than from
crowds, such as wheeled vehicles,
trolleys and the like
k) Balconies Same as rooms to which 1.5 per metre run concen-
they give access but with trated at the outer edge
a minimum of 4.0
10IS : 875 ( Part 2 ) - 1987
TABLE 1 IMPOSED FLOOR LOADS FOR DIFFERENT OCCUPANCIES - Contd
SL OCCUPANCY CLASSIFICATION UNIFORMLY CONCENTRATED
No. DrsTRleUTED LOAD
LOAD ( UDL )
(1) (2) (3) (4)
kN/ma kN
vii) INDUSTRIAL BUILDTNGS
a) Work areas without machinery/ 2.5 4.5
equipment
b) Work areas with machinery/equip-
ments
1) Light duty 1 To be calcula- 5’0 4.5
2) Medium duty > ted but not 7.0 4.5
3) Heavy duty J less than 10.0 4.5
d Boiler rooms and plant rooms - to 5.0 6.7
be calculated but not less than
4 Cafeterias and dining rooms 3.0t 2.7
e) Corridors, passages and staircases 4.0 4.5
including fire escapes
f) Corridors, passages, staircases sub- 5.0 4.5
ject to machine loads, wheeled
vehicles - lo be calculated but not
less than
9) Kitchens 3.0 4.5
h) Toilets and bathrooms 2’0
viii) STORAGE BUILDINGS /I
Storage rooms ( other than cold 2.4 kN/m* per each 7.0
storage ) warehouses - to be calcu- metre of storage height
lated based on the bulk density of with a minimum of
materials stored but not less than 7.5 kN/ma
b) Cold storage -- to be calculated 5.0 kN/m2 per each 9.0
but not less than metre of storage height
with a minimum of
15 kN/m*
cl Corridors, passages and staircases 4.0 4.5
including fire escapes --~ as per the
floor serviced but not less than
d) Corridors, passages subject to loads 5.0 4.5
greater than from crowds, such as
wheeled vehicles, trolleys and the
like
e) Boiler rooms and plant rooms 7.5 4.5
*Guide for requirements of low income housing.
tWhere unrestricted assembly of persons is anticipated, the value of UDL should be increased to 4.0 kN/m*.
$‘With fixed seats’ implies that the removal of the seating and the use of the space for other purposes is
improbable. The maximum likely load in this case is, therefore, closely controlled.
§The loading in industrial buildings ( workshops and factories ) varies considerably and SO three loadings
under the terms ‘light’, ‘medium’ and ‘heavy’ are introduced in order to allow for more economical designs but
the terms have no special meaning in themselves other than the imposed load for which the relevant floor is design-
ed. It is, however, important particularly in the case of heavy weight loads, to assess the actual loads to ensure
that they are not in excess of 10 kN/m*; in case where they are in excess, the design shall be based on the actual
loadings.
i/For various mechanical handling equipment which are used to transport goods, as in warehouses, workshops,
store rooms, etc, the actual load coming from the use of such equipment shall be as-ertained and design should
cater to such loads.
11IS : 875 ( Part 2 ) - 1Yar
NOTE 4 - While selecting a particular loading, the weight per metre run of finished partitions,
possible change in use or occupancy of the building subject to a minimum of 1 kN/m2, provided total
should be kept in view. Designers should not neces-
weight of partition walls per square metre of the
sarily select in every case the lower loading appropriate
to the first occupancy. In doing this, they might intro- wall area does not exceed 1.5 kN/m2 and the
duce considerable restrictions in the use of the build- total weight per metre length is not greater than
ing at a later date and thereby reduce its utility.
4.0 kN.
NOTE 5 - The loads specified herein which are
based on estimations, may be considered as the 3.2 Reduction in Imposed Loads on Floors
characteristic loads for the purpose of limit state
method of design till such time statistical data are 3.2.1 For Floor Supporting Structuraal Members -
established based on load surveys to be conducted in Except as provided for in 3.2.1.1, the following
the country.
reductions in assumed total imposed loads on
NOTE 6 - When an existing building is altered by floors may be made in designing columns, load
an extension in height or area, all existing structural bearing walls, piers, their supports and founda-
parts affected by the addition shall be strengthened,
tions.
where necessary, and all new structural parts shall be
designed to meet the requirements for building there-
after erected.
Number of Floors ( In&d- Reduction in Total
NOTE 7 - The loads specified in the Code does not ing the Roof) to be Carried Distributed Imposed
include loads incidental to construction. Therefore,
by Member under Load on all Floors to
close supervision during construction is essential to
eusure that overloading of the building due to loads Consideration be Carried by the
by way of stacking of building materials or use of Member under
equipment ( for example, cranes and trucks ) during Consideration
construction or loads which may be induced by floor to
( Percent )
floor propping in multi-storeyed construction. does not
occur. However: if construction loads were of short
duration, permissible increase in stresses in the case of 1 0
working stress method or permissible decrease in load
factors in limit state method, as applicable to relevant 2 10
design codes, may be allowed for. 3 20
NOTE 8 - The loads in Table 1 are grouped together 4 30
as applicable to buildings having separate principal
occupancy or use. For a building with multiple occu- 5 to 10 40
pancies, the loads appropriate to the occupancy with Over 10 50
comparable use shall be chosen from other occupancies.
NOTE 9 -- Regarding loading on machine rooms
inc!uding storage space used for repairing lift 3.2.1.1 NO reduction shall be made for any
machines, designers should go by the recommendations plant or machinery which is specifically allowed
of lift manufacturers for the present. Regarding the
for, or in buildings for storage purposes, ware-
loading due to false ceiling the same should be con-
sidered as an imposed load on the roof/floor to which houses and garages. However, for other buildings
it is fixed. where the floor is designed for an imposed floor
load of 5.0 kN/m” or more, the reductions shown
3.1.1 Load Application - The uniformly distri-
in 3.2.1 may be taken, provided that the loading
buted loads specified in Table 1 shall be applied
assumed is not less than it would have been if all
as static loads over the entire floor area under
the floors had been designed for 5.0 kNjmZ with
consideration or a portion of the floor area which-
no reductions.
ever arrangement produces critical effects on the
structural elements as provided in respective
design codes. floN oO rTE is- lI esn se rc a ths ae n i tf h et h re e dure cd eu d c le od a dl o ina d t hi en upth pe e r l fo low oe rr ,
then the reduced load of the upper floor will be
In the design of floors, the concentrated loads adopted.
are considered to be applied in the positions which
produce the maximum stresses and where deflec- 3.2.1.2 An example is given in Appendix A
tion is the main criterion, in the positions which illustrating the reduction of imposed loads in a
produce the maximum deflections Concentrated multi-storeyed building in the design of column
load, when used for the calculation of bending and members.
shear are assumed to act at a point. When used
for the calculation of local effects, such as crush- 3.2.2 For Reams in Each Floor Level - Where
ing or punching, they are assumed to act over an a single span of beam, girder or truss supports
actual area of application of 0.3 x 0.3 m. not less than 50 m2 of floor at one general level,
the imposed floor load may be reduced in the
3.1.2 Loads Due to Light Partitions - In office design of the beams, girders or trusses by 5 per-
and other buildings where actual loads due to
cent for each 50 ma area supported subject to a
light partitions cannot be assessed at the time of
maximum reduction of 25 percent. However, no
planning, the floors and the supporting structural reduction shall be made in any of the following
members shall be designed to carry, in addition to
types of loads:
other loads, a uniformly distributed load per
square metre of not less than 339 percent of a) Any superimposed moving load,
12IS : 875 ( Part 2 ) - 1987
b) Any actual load due to machinery or where it is ensured that the roof coverings would
similar concentrated loads, not be transversed without suitable aids. In any
case, the roof coverings shall be capable of carry-
c) The additional load in respect of partition
ing the loads in accordance with 4.1,4.3, 4.4 and
walls, and
snow load/wind load.
4 Any impact or vibration.
4.3 Loads Doe to Rain - On surfaces whose posi-
NOTE - The above reduction does not apply to tioning, shape and drainage systems are such as to
beams, girders or trusses supporting roof loads. make accumulation of rain water possible! loads
due to such accumulation of water and the Impos-
3.3 Posting of Floor Capacities - Where a floor ed loads for the roof as given in Table 2 shall be
or part of a floor of a building has been designed .
considered separately and the more critical of the
to sustain a uniformly distributed load exceeding
two shall be adopted in the design.
3.0 kN/m2 and in assembly, business, mercantile,
industrial or storage buildmgs, a permanent notice 4.4 Dust Load - Jn areas prone to settlement
in the form as shown in the label, indicating of dust on roofs ( example, steel plants, cement
the actual uniformly distributed and/or concentrat- plants ), provision for dust load equivalent to
ed loadings for which the floor has been structu- probable thickness of accumulation of dust may
rally designed shall be posted in a conspicuous be made.
place in a position adjacent to such floor or on
4.5 Loads on Members Supporting Roof Cover-
such part of a floor.
ings - Every member of the supporting
structure which is directly supporting the roof
covering(s) shall be designed to carry the more
DESIGNED IMPOSED FLOOR LOADING severe of the following loads except as provided
in 4.5.1 :
DISTRIBUTED. . . . . . . . . . . ..kN/mZ
a) The load transmitted to the members
from the roof covering(s) in accordance
CONCENTRATED, . . . . kN
with 4.1, 4.3 and 4.4; and
b) An incidental concentrated load of 0.90
L-ABEL INDICATING DESIGNED IMPOSED FLOOR kN concentrated over a length of 12.5 cm
LOADING placed at the most unfavourable positions
on the member.
NOTE 1 - The lettering of such notice shall be
embossed or cast suitably on a tablet whose least NOTE - Where it is ensured that the roofs would be
dimension shall be not less than 0’25 m and located not traversed only with the aid of planks and ladders cap-
less than 1.5 m above floor level with lettering of a able of distributing the loads on them to Iwo or more
minimum size of 25 mm. supporting members, the intensity of concentrated
load indicated in (b) may be reduced to 0.5 kN with
NOTE 2 - If a concentrated load or a bulk load has the approval of the Engineer-in-Charge.
to occupy a definite position on the floor, the same
could also be indicated in the label above. 4.5.1 In case of sloping roofs with slope greater
than lo”, members supporting the roof purlins,
such as trusses, beams, girders, etc, may be desig-
4. IMPOSED LOADS ON ROOFS
ned for two-thirds of the imposed load on purlins
4.1 Imposed Loads on Various Types of Roofs - or roofing sheets.
On flat roofs, sloping roofs and curved roofs, the
imposed loads due to use or occupancy of the 5. IMPOSED HORIZONTAL LOADS ON
buildings and the geometry of the types of roofs PARAPETS AND BALUSTRADES
shall be as given in Table 2.
5.1 Parapets, Parapet Walls and Balustrades -
4.1.1 Roofs of buildings used for promenade or Parapets, parapet walls and balustrades together
ir.cidental to assembly purposes shall be designed with the members which give them structural
for the appropriate imposed floor loads given ih support shall be designed for the minimum loads
Table 1 for the occupancy. given in Table 3. These are expressed as horizon-
tal forces acting at handrail or coping level. These
4.2 Concentrated Load on Roof Coverings - To
loads shall be considered to act vertically also but
provide for loads Incidental to maintenance, unless
net simultaneously with the horizontal forces.
otherwise, specified by the Engineer-in-Charge, all
The values given in Table 3 are minimum values
roof coverings ( other than glass or transparent
and where values for actual loadings are available,
sheets made of fibre glass ) shall be capable of
they shall be used instead.
carrying an incidental load of 0.90 kN concen-
trated on an area of 12.5 cm* so placed as to fire- 5.2 Grandstands and the Like-Grandstands,
duce maximum stresses in the covering, The stadia, assembly platforms, reviewing stands and
intensity of the concentrated load may be reduced the like shall be designed to resist a horizontal
with the approval of the Engineer-in-Charge, force applied to seats of 0.35 kN per linear metre
13IS : 875 ( Part 2 ) - 1987
along the line of seats and O-15 kN per linear factors, lateral and longitudinal braking forces
metre perpendicular to the line of the seats. acting across and along the crane rails
These loadings need not be applied simultaneously. respectively.
Platforms without seats shall be designed to resist
a minimum horizontal force of O-25 kN/m’ of
6.1 Impact Allowance for Lifts, Hoists and Machi-
plan area.
nery - The imposed loads specified in 3.1 shall be
assumed to include adequate allowance for ordi-
6. LOADING EFFECTS DUE TO IMPACT
nary impact conditions. However, for structures
AND VIBRATION
carrying loads which induce impact or vibration,
6.0 The crane loads to be considered under impos- as far as possible, calculations shall be made for
ed loads shall include the vertical loads, eccentri- increase in the imposed load, due to impact or
city effects induced by vertical loads, impact vibration. In the absence of sufficient data for
TABLE 2 IMPOSED LOADS ON VARIOUS TYPES OF ROOFS
( Clause 4.1 )
SL TYPE OF ROOF UNIFORMLY DISTRIBUTED MINIMUM IMPOSED LOAD
No. IMPOSED LOAD MEASUKED MEASURED ON PLAN
ON PLAN AREA
(1) (2) (3) (4)
i) Flat, sloping or curved roof
with slopes up to and includ-
ing 10 degrees
a) Access provided 1’5 kN/m’ 3.75 kN uniformly distributed
over any span of one metre
width of the roof slab and 9 kN
uniformly distributed over the
span of any beam or truss or
wall
b) Access not provided 0.75 kN/m2 1.9 kN uniformly distributed
except for maintenance over any span of one metre
width of the roof slab and 4.5
kN uniformly distributed over
ths span of any beam or truss
or wall
ii) Sloping roof with slope greater For roof membrane sheets or pur- Subject to a minimum of
than 10 degrees lins-0.75 kN/mZ less 0.02 kN/m’ 0.4 kN,W
for every degree increase in slope
over 10 degrees
iii) Curved roof with slope of line ( O;le; 0.52 ya ) kN/m” Subject to a minimum of
obtained by joining spring- 0.4 kN/m*
ing point to the crown with y = h/l
the horizontal, greater than h = the height of the highest
10 degrees point of the structure
measured from its spring-
ing; and
I = ;hord width of the roof
singly curved and
shorter of the two sides
if doubly curved
Alternatively, where structural
analysis can be carried out for
curved roofs of all slopes in a
simple manner applying the laws
of statistics, the curved roof shall
be divided into minimum 6 equal
segments and for each segment
imposed load shall be calculated
appropriate to the slope of the
chord of each segment as given in
( i ) rind ( ii ) above
NOTE 1 - The loads given above do not include loads due to snow, rain, dust collection, etc. The roof shall
be designed for imposed loads given above or for snow/rain load, whichever is greater.
NOTE 2 - For special types of roofs with highly permeable and absorbent material, the contingency of roof
material increasing in weight due to absorption of moisture shall be provided for.
14IS : 875 ( Part 2 ) - 1987
TABLE 3 HORIZONTAL LOADS ON PARAPETS, PARAPET WALLS AND BALUSTRADES
( Cfause 5.1 )
SL USAGE AREA INTENSITY OF HORIZONTAL
No. LOAD, kN/m RUN
(2) (3)
Light access stairs-gangways and the like not 0.25
more than 600 mm wide
ii) Light access stairs. gangways and the 0.35
like, more than 600 mm wide: stairways,
landings, balconies and parapet walls
( private and part of dwellings )
iii) All other stairways, landings and balco- 0.75
nies, and all parapets and handrails to
roofs except those subject to overcrow-
ding covered under ( iv )
iv) Parapets and balustrades in place of 2’25
assembly, such as theatres, cinemas,
churches, schools, places of entertain-
ment. sports, buildings likely to be over-
crowded
In the case of guard parapets on a floor of multi-storeyed car park or crash barriers provided in
NOTE -
certain buildings for fire escape, the value of imposed horizontal load ( together with impact load ) may be
determined.
such calculation, the increase in the imposed loads 6.2 Concentrated Imoosed Loads with Imuact and
shall be as follows: Vibration - Concentrated imposed loads with
impact and vibration which may be due to instal-
Structures Impact
led machinery shall be considered and provided
Allowance
for in the design. The impact factor shall not be
Min less than 20 percent which is the amount allow-
For frames supporting lifts 100 percen able for light machinery.
and hoists
For foundations, footings 40 percent 6.2.1 Provision shall also be made for carrying
and piers supporting lifts any concentrated equipment loads whiIe the
and hoisting apparatus equipment is being installed or moved for servic-
For supporting structures 20 percent mg and repairing.
and foundations for light
machinery, shaft or motor 6.3 Impact Allowances for Crane Girders - For
units crane gantry girders and supporting columns, the
For supporting structures 50 percent following allowances shall be deemed to cover all
and foundations for reci- forces set up by vibration, shock from slipping or
procating machinery or slings, kinetic action of acceleration, and retarda-
power units tion and impact of wheel loads :
Type of Load Additional Load
a) Vertical loads for electric overhead cranes 25 percent of maximum static loads for
crane girders for all classes of cranes
25 percent for columns supporting Class
IJI and Class IV cranes
10 percent for columns supporting Class I
and Class II cranes
No additional load for design of founda-
tions
b) Vertical loads for hand operated cranes 10 percent of maximum wheel loads for
crane girders only
(Continued)
15IS : 813 ( rart L ) - 1Y17
c) Horizontal forces transverse to rails:
1) For electric overhead cranes with -10 percent of weight of crab and the
trolley having rigid mast for suspen- weight lifted by the cranes, acting on any
sion of lifted weight ( such as soaker one crane track rail. acting in either direc-
crane, stripper crane, etc ) tion and equally distributed amongst all
the wheels on one side of rail track
For frame analysis this force shall be
applied on one side of the frame at a time
in either direction
2) For all other electric overhead cranes -5 percent of weight of crab and the weight
and hand operated cranes lifted by the cranes, acting on anyone
crane track rail, acting in either direction
and equally distributed amongst the
wheels on one side of rail track
For the frame analysis, this force shall be
applied on one side of the frame at a time
in either direction
d) Horizontal traction forces along the -5 percent of all static wheel loads
rails for overhead cranes, either electri-
cally operated or hand operated
Forces specified in ( c ) and ( d ) shall be accommodated on the span but without
considered as acting at the rail level and being taking into account overloading according
appropriately transmitted to the supporting sys- to 6.3( a ) to give the maximum effect.
tem. Gantry girders and their vertical supports
6.4.2 Lateral Surge - For design of columns
shall be designed on the assumption that either of
and foundations, supporting crane girders, the
the horizontal forces in ( c ) and ( d ) may act at
following crane combinations shall be considered:
the same time as the vertical load.
a) For single-bay frames - Effect of one
NOTE-&e IS : 807-l!%+ for classification ( ClaSSeS crane in the bay giving the worst effect
1 to 4 ) of cranes.
shall be considered for calculation of surge
6.3.1 Overloading Factors in Crane Supporting force, and
Sttu twes - For all ladle cranes and charging b) For multi-bay frames - Effect of two
cranes, where there is possibility of overloading
cranes working one each in any of two
from production considerations, an overloading
bays in the cross-section to give the worst
factor of 10 percent of the maximum wheel load-
effect shall be considered I‘or calculation
ing shall be taken.
of surge force.
6.4 Crane Load Combinations - In the absence
of any specific indications, the load combinations 6.4.3 Tractive Force
shall be as indicated in the following sub-clauses.
6.4.3.1 Where one crane is in operation with
6.4.1 Vertical Loads - In an aisle, where more no provision for future crane, tractive force from
than one crane is in operation or has provision only one crane shall be taken
for more than one crane in future, the following
load combinations shall be taken for vertical 6.4.3.2 Where more than one crane is in
loading: operation or there is provision for future crane,
tractive force from two cranes giving maximum
a) Two adjacent cranes working in tandem effect shall be considered.
with full load and with overloadmg
according to 6.3( a ); and NOTE - Lateral surge force and longitudinal trac-
tive force actingacross and along the crane rail respec-
b) For long span gantries, where more than tively, shall not be assumed to act simultaneously.
However, if there is only one crane in the bay, the
one crane can come in the span, the girder
lateral and longitudinal forces may act together simul-
shall be designed for or.e crane fully loaded taneously with vertical loads.
with overloading according to 6.3(a)
plus as many loaded cranes as can be
7. OTHER LOADS
-
7.1 Dead Load - Dead load includes the weight
*Code of practice for design, manufacture, erection
of all permanent components of a building includ-
and testing ( structural portion ) of cranes and hoists
(first revision ). ing walls,partitions, columns, floors, roofs, finishes
16IS:875(Part2)-1987
and fixed permanent equipment and fittings that IS : 1893-1984*.
are an integral part of the structure. Unit weight
of building materials shall be in accordance with 7.4 Snow Load - Snow loading on buildings
IS : 875 ( Part 1 )-1988: shall be in accordance with IS : 875 ( Part 4 )-I 988.
7.1 Special Loads and Load Combinations-
7.2 Wind Load -- The wind load on buildings/
Special loads and load combinations shall be in
structures shall be in accordance with IS : S75
accordance with 1s : 875 ( Part 5 )-1988.
( Part 3 )-1988.
7.3 Seismic I;;;;t dfe ,ismic load on buildings/ *Criteria for eartnquake resistant design of structures
structures in accordance with ( fc;ur/h revision ).
A P P E N D I X A
( Clause 3.2.1.2 )
ILLUSTRATIVE EXAMPLE SMOWING REDUCTION OF UNIFORMLY DISTRIBUTED
IMPOSED FLOOR LOADS IN MULTI-STOREYED BUII,DINGS FOR DESIGN
OF COLUMNS
A-l. ‘I he total imposed loads from different floor Floor loads do.not exceed 5-O kN/m’.
levels ( including the roof) coming on the central
column of a multi-storeved building ( with mixed A-l.1 Applying reduction coefficients in accor-
occupancy ) is shown in Fig. I. Calculate the dance with 3.2.1, total reduced floor loads on the
reduced imposed load for the design of column column at different levels is indicated along with
members at different floor levels as given in 3.2.1. Fig. 1.
17IS:875(Part2)-1987
Floor Actual Floor
No. from Load Coming on
Top ;zfd;ng Columns at Different
Floors, kN
Loads for which Columns are to be
Designed, kN
( 30 + 40 t- 50 ) (1 - 0.2 ) = 96
(30$4O$50$50)(1-Oo’3)=119
( 3F2Z- 4O + 50 + 50 t 40 )( 1 -04 ) =
(3~~50+50+50+40+45)(1-o~4)
( 30 + 40 + 50 + 50 c 40 + 45 + 50)
( l-0.4) = 183
( 30 + 40 + 50 + 50 + 40 f 45 + 50 t so)
( i -- 0.4) = 213
( 30 + 40 $- 50 + 50 + 40 + 45 + 50 + 50
+ 40 ) ( 1 - 0.4 ) = 237
( 30 + 40 + 50 + 50 + 40 + 45 + 50 + 50
+ 40 -+ 40 ) ( 1 - 0.4:) = 261
(30+40+5O+50+40+45+50+50
+40+40+40)(1-O.5)=237’5<
261
:. adopt 261 for design
(30+40+50+50+40+45+50+50
-t40+40+40+55) (l-05)=265
( 30 + 40 + 50 + 50 + 40 + 45 + 50 + 50
H02-y0+40+55+55)(1-O~5)
( 30 + 40 + 50 t 50 + 40 + 45 I- 50 t 50
-I- 40 + 40 + 40 + 55 + 55 + 70 )
( 1 -05 ) = 327.5
( 30 + 40 + 50 t 50 + 40 + 45 + 50 + 50
+40+40-t-40+55+55+70+80)
( 1 - 0.5 ) - 367’5
F:G. 1 LOADING DETAILS
18Bureau of Indian Standards
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attending to connected matters in the country.
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Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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I’rinted at Printograpb, New Delhi, Ph : 5726837
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1785_2.pdf
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IS : 1785 ( Part II ) - 1983
( RcaKhmcd 1997 )
Indian Standard
SPEClFICATlON FOR
PLAIN HARD DRAWN STEEL WIRE FOR
PRESTRESSED CONCRETE
PART Ii AS-DRAWN WIRE
t Firsr Revision )
t
Fourth Reprint OCTOBER 1998
UDC 669.14-124-426:666.982.4
@ t&yright 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002IS : 1785 ( Part II ) - 1983
Indian Standard
SPECIFICATION FOR
PLAlN HARD DRAWN STEEL WIRE FOR
PRESTRESSED CONCRETE
PART II AS-DRAWN WIRE
Firsr Revision )
t
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chcinnan Representing
SHBI G. S. R.&o Central Public Works Department
S~~PEHINT~~~~ ENGINEEI~
( CD0 ) ( Alterncte to
Shri G. S. Rao )
DR J. L. AJMAXI The’Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. N. ~41~11~ ( Alternute )
DR ANIL KUMAR Cement Research Institute of India, New Delhi
SHR~ E. T. ANTIA The Concrete Association of India, Bombay
SHIM P. SKINIVAS.\P\( Alternate )
Snnl S. BAN~RJEE Steel Re-Rolling Mills Association of India, Calcutta
SHHI S. N. CHAT-DA Metallurgical and Engineering Consultants ( lndia )
Ltd, Ranchi
SHRI R. D. CHOUDHAIXY ( Alfanate )
CHIEF ENQINEER( D&R ) Irrigation Department, Government of Punjab.
Chandigarh
DIRECTOR ( CD ) ( ALtern& )
DEPUTY DIRECTOR, STAIWMU)S Research, Designs & Standards Organization
( B&S )-I ( Ministry of Railways )> Lucknow
ASSISTANT DIKI~ ran, SWAN-
DARUS ( B&S )-I1 ( Alfernatc )
SHNI D. I. DESAI Gammon India Ltd, Bombay
SHRI A. L. BIGA TIA ( Affcrnnfc )
SHRI M. R. DOCTOI~ Special Steels Ltd, Bombay
SHHI S. G. J~SHI ( Alteraafc )
SHRI ZACHARIA GEONQE Stru~ia~a5rginerring Research Ccnrre ( CSll< ).
a .
SHHI G. V. SUILY.IYUMAIL( Alternate)
( Conhned ml p0.p 2 )
CiJ Cupynghl 143
*BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cofiyti& Act ( XIV of 1957 ) and
reproduction in whole or in part hy any means except with written permi4on of the
publisher shall he deemed to be ;tn infringculcnt of copyright untlrr tllc, S;LK!a ct
IIS : 1785 ( Part II ) - 1983
( C ntinucd from page1 )
Manbars Rcprcscnting
SHRI V. K. GHANE~AR Stru~o~r\eF$neering Research Centre ( CSIR ).
SHRI D. S. PRAKASH RAO ( Alternate )
SHRI V. GULATI Heatly & Gresham ( India ) Ltd, New Delhi
SHIU P. K. GUPTE National Metallurgical Laboratory ( CSIR ),
Jamshedpur
Snui N. C. JAIN Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( Alternate )
SHRI M. P. JASUJA Research & Development Centre for Iron and Steel
( SAIL ), Ranchi
SHRI 4. JAYAQOPAL Engineer-in-Chief’s Branch, .4rmy Headquarters
MAJ R. CHANDRASEKHARAN ( Al!nnafc )
SHRI S. Y. KHAN Killick Nixon Ltd, Bombay
SHRI P. S. VENICAT ( Alternate )
Smrr M. N. KHANNA Bhilai Steel Plant ( SAIL ), Bhilai
SH~I C. DAWUPTA ( Alternate )
SHRI H. N. KRISHNA MURTHY Tor Steel Research Foundation in India, Calcutta
Ds C. S. VISWINATHA ( AIternate )
SHRI S. N. M \NOHAR Tata Consulting Engineers, Bombay
SHRI N. NAGAI~AJ ( dh-rnnte )
SHRI R. K. M.~TJWR . Public Works Department, Lucknow
SHRI S. N. PAL M. N. Dastur & Co ( P ) Ltd, Calcutta
SHRI S.~LIL ROY ( Alternate )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. NAIK ( Alternate )
SHRI T. SsN IRC Steels Ltd, Calcutta
SHRI M. V. WASTRY Roads Wing ( Ministry of Shipping and Transport )
SHRI SHIRISH H. SHAH *Tensile Steel Ltd, Bombay
SHRI M. S. PATHAK ( Alternate )
SARI c. N. SRiNIVASAN C. R. Narayana Rao, Madras
SHRI C. N. RAQEAVEINDRAN ( Alternate )
SERI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI A. K. LAL ( Ahnate )
SHRI G. RAMAN, Director General, BIS ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), BISIS : 1785 ( Part II ) - 1983
Indian Standard
SPECIFICATION FOR
PLMN HARD DRAWN STEEL WIRE FOR
PRESTRESSED CONCRETE
PART II AS-DRAWN WIRE
( First Revision
)
0. FOREWORD
0.1 This Indian Standard ( Part II ) ( First Revision ) was adopted by
?he Indian Standards Institution on 14 March 1983, after the draft
finalized by the Joint Sectional Committee for Concrete Reinforcement
had been approved by the Civil Engineering Division Council.
0.2 This standard was first published as 1785-1961 to cover the require-
ments of plain hard-drawn steel wire for prestressed concrete. This
standard was subsequently revised in 1966 and issued in two parts; the
first part was .a revision of the 1961 version of the standard covering
requirements of stress-relieved wire and the second part covered the
requirements of cold-drawn plain high tensile wire in ‘as-drawn’
condition used for prestressed concrete.
0.2.1 The wire conforming to IS : 1785 ( Part I )-1983 demands
straightening and stress-relieving operations, whereas the wires covered
in this standard need not be stress-relieved and is not, intended to pay
out straight from the coil. The ‘as-drawn’ wire supplied to the user may
be tensioned subsequently at the time of use by passing it through smaller
dies or milling rollers.
0.3 This revision ( Part II ) has been formulated with a view to modify-
ing the earlier requirements in the light of experience gained in using
this .standard by both manufacturers and users. This revision incor-
porates a number of modifications such as including 3 mm diameter
wire in place of 3’15 mm diameter wire ‘and change in the provision
relating to stress corrosion. In addition, this revision adopts SI units for
specifying the various physical requirements and references to various
other Indian Standards have been updated.
3_,__,-__. - ._ _--. _.
IS : 1785 ( Part II ) - 1983
0.4 In the formulation of this standard, due weightage has been given to
international co-ordination among the standards and practices prevailin@
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 c’alculated,
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 II ) covers the requirements for manufacture,
supply and testing of plain ‘as-drawn’ steel wire for use in prestressed
concrete pipes and similar other purposes.
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions shall
apply.
2.1 Bundle - Two or more ‘coils’ or a number of lengths properly
bound together.
2.2 Coil - One continuous length of wire in the form of a coil.
2.3 Parcel - Any quantity of finished wire presented for examinatioti
and test at any one time.
2.4 Proof Stress - The stress which produces a residual strain of
O-2 percent of the original gauge length ( non-proportional elongation ).
2.5 Tensile Strength - The maximum load reached in a tensile test
divided by the original cross-sectional area of the gauge length portion
of the test piece.
3. MANUFACTURE AND CHEMICAL COMPOSITION
3.1 The wire shall be cold-drawn from the steel made by the open
hearth, electric duplex, acid bessemer, basic oxygen, or a combination
of these processes. In case any other process is employed in the manu-
facture of steel, prior approval of the purchaser shall be obtained.
b
*Rules for rounding off numerical values ( revised ).
,.. i,IS : 1785 ( Part II ) - 1983
‘3.1.1 The ladle analysis when made in accordance with the relevant
parts of IS : 228* shall show that the steel contains not more than
O-050 percent of sulphur and not more than 0.050 percent of
phc;:jhorous.
3.2 The rods or wires shall be treated if required to make it suitable for
cold drawing and thereafter the diameter of the wire or bar shall be
successively decreased to the required diameter by cold drawing it
through a series of dies. The resultant wire shall not be subjected to
stress relieving treatment and shall not be expected to pay out straight.
3.3 Subject to the provisions of 3.2 and 6 all finished wires shall be
clearly drawn to the specified size and shall be sound, free from splits,
piping and other defects likely to impair its use in prestressed concrete,
and finished in a workmanlike manner.
3.4 The surface of wire shall be clean, uniform, smooth and free from
harmful scratches and surface flaws, flat parts, longitudinal or transverse
ribs, etc. Unless otherwise agreed to between the purchaser and the
manufacturer or supplier, the wire shall not carry on its surface lubricants
or other matter to a degree likely to impair its adhesion to concrete.
Slight rust may be per&ted, provided there is no surface pitting visible
to the naked eye.
3.5 There shall be no welds in the finished wire as supplied to the
purchaser. Any welds or joints made dur:ng manufacture to promote
continuity of operations shall be removed before supply.
k NOMINAL SIZES
4.1 The nominal diameters of the finished wires shall be 3.00, 4.00 and
5.00 mm.
5. TOLERAlNCE
5.1 Tolerance on nominal diameter shall be as#below:
Nominal Dia Tolerance
3.00 mm l 0.02 mm
400 mm f 0.03 mm
5.00 mm f 0.03 mm
5.1.1 For the purpose of determining whether the actual diameter of
the wire is within the specified tolerances, the diameter shall be deter-
mined with a micrometer by taking two measurements at right angles
*Methodso f chemical.analysiosf steels ( secondr ecision ). ( Being issued in parts. )
5IS : 1785 ( Part II ) - 1983
to each other at three places along a length of not less than 250 mm and
the average of these six measurements shall be taken as .the diameter of
the wire.
6. REQ-EMENTS
6.0 The wire shall conform to the physical requirements specified in 6.1
to 6.4.
NOTE - For special purposes, test evidence may be required to show that the wire
is not susceptible to stress corrosion. In such case, the test method shall be mutually
agreed upon between the manufacturer and the purchaser.
6.1 Tensile Strength - Unless otherwise agreed to between the
purchaser and the manufacturer or supplier, the tensile strength of wire
determined in accordance with 7.3 and based on the nominal diameter
of the wire, shall be as given below:
Nominal Diameter Tensile Strength, Min
mm N/mm2
3.00 1 765
4.00 1 715
5-00 1 570
6.2 Proof Stress - Unless otherwise specified, the proof stress of the
wire shall b;e not less than 75 percent of the minimum specified tensile
strength.
6.3 Ductility - The wire shall withstand the reverse bend test specified
in 7.5.
6.4 When uncoiled the wire shall remain fiat and shall not spring up,
7. TESTS
7.1 All test pieces of wire of sufficient length for the specified tests shall
be selected by the purchaser or his authorized representative either:
a) from the cuttings of lengths of wires or ends of coils of wires,
or
b) if he so desires, from the coil or length of wire, after it has been
cut to the required or specified length and the test piece taken
from any part of it.
7.1.1 In neither case, the test piece shall be detached from the coil or
ength of wire, except in the presence of the purchaser or his authorized
,presentative.
6IS : 1785 ( Part II ) - 1983
‘7.1.2 Before test pieces tire selected, the manufacturer or supplier shall
Grnish the purchaser or his authorized representative with copies of the
mill records giving the number of coils or bundles in each cast with sizes
as well as the identification marks whereby each coil or bundle or wire
an be identified.
r$
17.2 Test samples shall not be subjected to any form of heat treatment.
Any straightening which the test samples may require shall be done
cold.
7.3 Tensile Test - The tensile strength shall be determined in accord-
ance with IS : 1521-1972*.
7.4 Test for Proof Stress - Proof stress shall be determined in
accordance with IS : 1521-1972*.
7.4.1 Alternatively, by agreement between the purchaser and the
manufacturer, the stress at 1.0 percent extension under load method may
be specified. In this method an initial load corresponding to a stress of
196 N/mms shall be applied to the test piece and a sensitive extensometer
then attached. The dial of the extensometer shall be set to a reading
equal to 0.001 mm/mm of the gauge length to represent the extension
due to the initial load.
7.4.1.1 The load shall be increased until the extensometer shows an
extension corresponding to 1.0 percent of the gauge length, when the
load shall be noted. The stress calculated for this load shall be not less
than the value specified for the 0.2 percent proof stress.
7.5 *Reverse Bbd Test - One end of the test piece taken in accordance
with 7.1 shall be firmly gripped in a vice fitted with radiused Jaws.
The free end of the wire shall be bent round the appropriate radius
specified in Table 1 through an angle of 90” and then back to the
original position, this constitutes one bend. The test sample shall then
be bent through 90” in the opposite direction and back through 90” and
then through 90” in the reverse direction and back through 90”.
7.5.1 The wire shall withstand the three bends without fracture.
TABLE 1 PEG RADIUS FOR REVERSE BEND TEST
DIAMETERO F WIRE RADIUS OB JAWS
mm mm
3-00 10
400 12’5
5-00 15
‘Method for tensile testing of steel wire (Jksd revision).
7IS : 1785( Part II ) - 1983
8. SAMPLING AND CRITERIA FOR CONFORMITY
8.1 Scale of Sampling
8.1.1 Lot - In any consignment, all the coils of wire of the b’iime
nominal diameter and manufactured at the same place under similar
conditions of’ production and storage shall be grouped together to
constitute a lot.
8.1.2 The number of coils to be selected at random from each lo&
shall depend upon the size of the lot and shall be in accordance with
.Table 2.
TABLE 2 SAMPLE-SIZE
No. OF COILS IK TEE LOT NO.OPCOILSTO BE SELECTED
Up to 25 3
26 to 65 4
66 to 180 5
181 to 300 7
301 and above 10
8.2 Number of Tests
8.2.1 All the coils, selected as in 8.1.2 shall be tested for chemical
composition ( see 3.1.1 ), diameter ( see 5.1 ), tensile strength ( see 6.1 ),.
proof stress ( see 6.2 ) and ductility ( see 6.3 ).
8.2.1.1 From each coil, one test specimen shall be selected for Gach
test and tested in accordance with the appropriate test method.
8.3 Criteria for Conformity
8.3.1 The lot shall be considered as conforming to the requirements.
of this specification if the conditions specified under 8.3.2 and 8.3.3 are
satisfied for all the characteristics.
8.3.2 Chemical Composition, Diameter, Tensile Strength, Proof Stress - For
each of the characteristics, the mean and the range calculated from the-
test results shall satisfy the appropriate condition given below:
a) ( Mean + 0.6 Range ) shall be less than < equal to the maximum
specification limit.
b) ( Mean - 0.6 Range ) shall be greater than or equal to the
minimum specification limit.
NATE - The range is the difference between the maximum and the minimum.
value of the test results.
8IS : 1785 ( Part II ) - 1983
8.3.3 Ductility - The number of defective test specimens ( those not
satisfying the requirements of the test ) shall not exceed the corresponding
permissible number given below:
Jvo. of SpGcimens Tested Permissible No. of Defective
Test Specimens
3 .O
4 0
5 1
7 1
10 2
9. DELIVERY, INSPECTION AND TESTING FACILITIES
9.1 Unless otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS : 1387-
1967*.
9.2 No material shall be despatched from the manufacturer’s or
supplier’s premises prior to its being certified by the purchaser or hi:
authorized representatives as having fulfilled the tests and requirements
laid down in this standard except where the bundle or coil containing
the wire is marked with the IS1 Certification Mark.
9.3 The purchaser or his authorized representative shall be at liberty to
inspect and verify the steel maker’s certificate of cast analysis at the
premises of the manufacturer or supplier; when the purchaser requires an
actual analysis of finished material, this shall be made at a place agreed
to between the purchaser and the manufacturer or supplier.
9.1 Manufacturer’s Certificate - In the case of wires which have
not been inspected at the manufacturer’s works, the manufacturer or
supplier, as the case may be, shall supply the purchaser or his authorized
representatives with the certificate stating the process of manufacture and
also the test sheet signed by the manufacturer giving the result of each
mechanical test and the chemical composition, if required. Each test
sheet shall indicate the number or identification mark of the cast to
which it applies, corresponding to the number or identification mark to
be found on the material.
9.5 When test for susceptibility to stress corrosion is required to be
carried out, the cost of testing shall be borne by the purchaser.
9.6 The wire shall be supplied in the cold drawn condition in ordinary
mill coils. The wire is not intended to pay out straight from the coil.
The purchaser may specify the diameter of the coil, if he SO desires.
*General requiremetltsf or the supply of metallurgical materials (JrFsjf rerision) .
9
-: IS : 1785 ( Part II ) - 1983
10. IDENTIFICATION AND MARKING
10.1 The manufacturer or supplier shall have ingots, billets and wires or
-ibundles of wires marked in such a way that all finished wire can be
?raced to the cast from which they were made. Every facility shall be
&given to the purchaser or his authorized representative for tracing the.
,wires to the cast from which they were made.
10.1.1 Each bundle 0-r coil containing the wires may also be suitably
marked with the Standard Mark i? which case the concerned
test certificate shali also bear the Standard ‘iLi”ark . .
10.1.2 The use of the Standard Mark is governed by-the- &&i&s of the
B&au of Indian Standards Act, 1986 and the Rules and Regulations made
thereunder. The details of conditions under which the licence for the use of
Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.BUREAU OF INDIAN STANDARDS
Hmdquartere:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110062
Telephones: 323 0131, 323 3375, 323 9402
Fax:91113234062, 91113239399, 91113Z!39382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 s-770032
Regional Oflkes:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola. CALCUTTA700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern 1 C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakalaya, E9 Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63. Unit VI. Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Compiex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar. KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 ?S 23 05
T. C. No. 1411421. University P. 0. Palayam. 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
‘Sales Office is at 5 Chowringhee Approach, F? 0. Princep Street,
CALCUTTA 700072 ,27 10 85
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Printing Press, Khurja, IndiaAXENDNENT NO. i APRIL 1989
TO
IS:1785(Part 2) - 1983 SPECIFICATION FOR
PLAINHARD DRAWNSTEELWIRE FOR PRESTRESSED
CONCRETE
PART 2 AS-DRAWN WIRE
(First Revision)
(Page 5, clause 3.2, first sentence) -
Substitute the following for the existing sentence:
'The wire rods obtained from the rolling mill shall
be heat treated if required to make it suitable for
cold drawing and thereafter the diameter of the wire
rod shall be successively decreased to the required
diameter by cold drawing it through a series of
dies.'
(Page 6, clause 6.1) - Add the following note
below the informal table:
'NOTE - In cases where the wires are likely to
undergo further drawing, for example, in the case of
prestressed concrete pipes, 10 percent reduction in
tensile strength values specified above may be
accepted by agreement between the purchaser and the
manufacturer. In such cases, the bend test and/or
torsiontest requirements are also to be mutually
agreed upon by the purchaser and the manufacturer,'
(Page 7, clause 7.4) - Add the following in the
end:
'Alternatively, stress at 1.0 percent extension
under load method as specified in 7.4.1 may be
determined.'
I
c
.!.“..__.._ _ “,._~_,_ , .I.., ..__ .,,._ ._ ___, _.__ll. ..._“a---I_...-- __. -_- . . . _ _ .~1._., .-
(Page 7, clause 7.4.1) - Substitute the
following for the first two sentences:
'When stress at 1.0 percent extension under load
method is to be determined, an tittial load
corresponding to a stress of 196 N/mm shall be
applied to the test piece and a sensitive
extensometer then attached.
(BSMDC 8)
2
Pnntd at New Indm F’mting Press, Khuqa, IndiaAMENDMENT NO. 2 DECEMBER 1993
TO
IS 1785 ( Part 2 ) : 1983 SPECIFICATION FOR PLAIN
HARD-DRAWN STEEL WIRE FOR PRESTRESSED
CONCRETE
PART 2 AS-DRAWN WIRE
( Fkst Revision )
( Page 4, clause 2.1 ) - Delete and renumber the subsequent clauses as 2.1
to 2.4.
(Page 5, clause 5.1.1) - Add new clause 5.1.2 as follows:
‘5.1.2 Where the diameter measurements (taken in two directions at right angles
in the same plane) show an ovality of not more than half of the total diameter
tolerance, no checks on section by weighing shall be necessary. Where ovality is
more than half of the total diameter tolerance, and tolerance on nominal mass of
the finished wire shall be as given below:
Nominal Diameter Nominal Mass Tolerance
mm g/m g/m
8.00 395 25.9
7.00 302 k4.3
5.00 154 k3.1
4.00 98.9 k2.0
3.00 55.5 f1.5
2.50 38.5 &25
( Page 6, clause 6.2 ) - Delete ‘Unless otherwise specified’ from the
beginning of this clause.
( Page 9, clause 8.33 ) - Rewrite as follows:
‘8.3.3 Ductility - In case one or more of the test pieces first selected fail to
pass this test, twice the number of samples originally tested shall be selected for
testing. All the samples so tested shall satisfy the requirement of this test. Should
any of the test piece from these additional samples fail, the material represented
by the samples shall be considered as not having compiled with this standard.’
1(Page 9, clause 9.4, line 6 ) - Delete ‘if required’.
( Page 9, clause 9.6 ) - Add the following para at the end:
‘It is necessary to protect the wires against damage and contamination during
transport and storage. The coils of wire shall be packed as agreed to between tbe
purchaser and the manufacturer.’
(CED54)
Printed at New India Prmting Press, Khurja, India
2c_
AMENDMENT NO. 3 APRIL 1997
TO
IS 1785 ( Part 2 ) : 1983 SPECIFICATION FOR PLAIN
HARD DRAWN STEEL WIRE FOR PRESTRESSED
CONCRETE
PART 2 AS-DRAWN WIRE
( First Revision )
[ Page 6, clause 5.1.2 ( see also Amendment No. 2 ) ] - Delete in
Amendment No. 2 the following values of Nominal Diameter and their
corresponding values of Nominal Mass and Tolerance:
Nominal Diameter Nominal Mass Tolerance
mm g/m g/m
8.00 395 f 5.9
7.00 302 f 4.3
( Page 5, clause 3.1.1, line 3 ) - Substitute the following for existing
matter:
‘0.040 percent of sulphur’ and ‘not more than 0.040 percent of phosphorus’.
(Page 5, clause 5.1 ) - Insert the following in the existing clause:
Nominal Dia Tolerance
2.50 mm f 0.02 mm
(Page 6, clause 6.1 ) - Insert the following in the existing clause:
Nominal Diameter Tensile Strength, Min
mm N/mm’
2.50 1800
(Page 7, clause 7.5.1, Table 1 )- Insert the following in the beginning:
DIAMETERO F WIRE RADIUS OFJAIC’S
mm mm
2.50 7.5
(CED54) __. -__
Prmted at New India PI ,,,l,ng Press, IrhUrJa. India
|
10850.pdf
|
IS : 10850- 1984
Indian Standard
SPECIFICATION FOR
APPARATUS FOR MEASUREMENT
OF WATER RETENTIVITY OF
MASONRY CEMENT
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA 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. BANERIEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta
DR N. S. BHAL Struporalkngineering Research Centre ( CSIR ),
SHRI V. K. GHANEKAR( Alternate )
SHRI S. P. CHAKRABORTI Roads Wing, Ministry of Shipping and Transport,
New Delhi
SHRI M. SHIVAGURU( Alternate )
CHIEF ENGINEER( DESIGNS) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER
(DESIGNS) III ( Alternate )
CHIEF ENGINEER( BD ) Beas Designs Organization, Nangal Township
SHR~ T. C. BASUR ( Alternate )
CHIEF ENGINEER (RESEARCH )- Irrigation Department, Government of Punjab,
CUM-DIRECTOR Chandigarh
RESEARCH OFFICER ( IPRI )
( Alternate ) L
DR S. K. CHOPRA Cement Research Institute of India, New Delhi
DR A. K. MULLICK ( Alternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
DIRECTOR ( C & MDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( C & MDD-I )
( Alternate )
( Continued on page 2 )
@ Capyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 10850- 1984
( Continued from page 1 )
Members Representing
DIRECTOR Central Soil & Materials -Research Station,
New Delhi
DEPUTY DIRECTOR ( Alternate )
SHRI T. A. E. D’SA The Concrete Association of India. Bombav
SHRI N. C. DUGGAL ( Alternate )
SHRI A. V. GOKAK Cement~Controller, Ministry of Industry, New Delhi
SHRI S. S. MIGLANI ( Alternate )
SHRI A. K. GUPTA Hyderabad Asbestos Cement Product Ltd,
Hyderabad
SHRI N. G. JOSHI Indian Hume Pipes Company Ltd, Bombay
SHRI P. J. JAGUS The Associated Cement Companies Ltd,. Bombay
SHRI M. R. VINAYAKA ( Alternate )
SHRI S. R. KULKARNI M.N. Dastur & Co Pvt Ltd, Bombay
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( AIternate )
SHRI G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI H. S. PASRICHA( Alternate )
SHRI K. K. NAMBIAR In personal capacity ( cRamanaluya’ II First Crescent
Park Road, Gundhinugar, Adyar, Madras )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi; and Central
Road Research Insntute ( CSIR ), New Delhi
SHRI M. R. CHATTERJEE Central Road Research Institute ( CSIR ),
( Alternate ) New Delhi
SHRI K. L. SETHI (Alternate) 1
DR MOHAN RAI Central Building Research Institute (CSIR), Roorkee
DR S. S. REHSI ( Alternate )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARANG ( Alternnte )
SHRI G. RAMDAS Directorate General of Sup_p_ lies and Disposals,
New Delhi
DR M. RAMAIAH Struc;zaasEngineering Research Centre ( CSIR ).
DR A. G. MADHAVA RAO ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI R. V. CHALAPATHIR AO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
SHRI ARJUN RIJHSINGHANI Cement Corporation of India Ltd, New Delhi
SHRI C. S. SHARMA ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd. Bombay
SHRI S. A. REDDI ( Alternate )
SHRI H. S. SATYANARAYANA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI V. R. KOTNIS ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI K. R. SAXENA ( Alternate )
SHRI K. A. SUBRAMANIAM The India Cement Ltd, Madras
SHRI P. S. RAMACHANDRAN( Alternate )
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
( DESIGNS ) Nadu, Madras
EXECUTIVEE NGINEER( SM & R
DIVISION ) ( Alternate )
( Continued on page 7 )IS :10850-1984
h&an Standard
SPECIFICATION FOR
APPARATUS FOR MEASUREMENT
OF WATER RETENTIVITY OF
MASONRY CEMENT
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 23 February 1984, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 The Indian Standards Institutionhas formulated a series of standards
on different types of cement and methods of tests of cement. As it was
recognized that reliable or reproducible test results could be obtained only
by using standard types of testing equipment which would give the desired
level of accuracy, the Sectional Committee proposed to bring out a series
of specifications covering the requirements of testing equipment to encour-
age the development and manufacture of standard testing equipment for
cement testing in the country.
0.3 Accordingly, this standard has been prepared to cover requirements of
apparatus for measurement of water retentivity of masonry cement. The
relevant method of test is covered in IS:4031-1968”.
0.4 In addition to the apparatus described in this standard, the following
are also required for conducting the test for measuring water retentivity of
masonry cement: c
a) Planetary mixer conforming to IS : 10890-19847.
b) Flow table and accessories conforming to 18:5512-19835.
c) Tamping bar ( see 9.3.5 of IS: 4031-1968*).
*Methods of physical tests for hydraulic cement.
tspecification for,planetary mixer used in tests of cement and pozzolana.
SSpecification for flow table for use in tests of hydraulic cements and pozzolanic
materials (firs revision ).
3IS : 10850 - 1984
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS :2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers the requirements of apparatus used for measure-
ment of water retentivity of masonry cement.
2. MATERIALS
2.1 The materials of construction of different components of the apparatus
shall be as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF
DIFFERENT COMPONENTS
SL COMPONFNT MATERIAL
No.
(1) (2) (3)
i) Perforated dish Brass ( plated ) or any other material not
attacked by masonry mortar
ii) Funnel Brass ( plated ) or any other material not
attacked by masonry mortar
iii) Flask Glass
iv) Filter paper Of a grade equivalent to Carl Schleicher &
Schuell filter paper No. 576 or Whatman
No. 50
c
3. CONSTRUCTION
3.1 Apparatus for the Water Retention Test-The assembly of the
apparatus is shown in Fig. 1. The apparatus consists of a water aspirator
or other source of vacuum controlled by a mercury column relief and
connected by way of a three-way stopcock to a funnel upon which rests a
perforated dish. The perforated dish shall be made of metal not attacked
*Rules for rounding off numerical values ( revised ).
4IS : 10850 - 1984
by masonry mortar. The metal in the base of the dish shall have a
thickness of 1.7 to 1.9 mm and shall conform with the outline shown in
Fig. 1. The bore of the stopcock shall have a 4 mm diameter, and the
connecting glass tubing shall have a minimum inside diameter of 4 mm. A
mercury manometer indicates the vacuum. A synthetic rubber gasket shall
be permanently sealed to the top of the funnel and shall be lightly coated
with petrolatum or light cup grease during a test to ensure a seal between
the funnel and dish. Care shall be taken to ensure that none of the holes
in the perforated dish are clogged from the grease used on the rubber
gasket. Hardened filter paper of a grade equivalent to Carl Schleicher &
Schuell filter paper No. 576 or to Whatman No. 50 filter paper shall be
used. It shall be of such diameter that it will lie flat and completely cover
the bottom of the dish.
3.2 Straightedge - Steel straightedge should not be less than 200 mm long,
and not less than 1.5 mm nor more than 3 mm in thickness.
4. MARKING
4.1 The following information shall be clearly and indelibly marked on
each component of the apparatus as far as practicable in way that it does
not interfere with the performance of the apparatus:
a) Name of the manufacturer or his registered trade-mark or both,
and
b) Date of manufacture.
4.1.1 The apparatus may also be marked with the IS1 Certification
Mark:
NOTE -- The use of the ISI Certification Mark is governed by the provisions
of the Indtan Standards Institution ( Certification Marks ) Act and the Rules
and Regulations made thereunder. The 1SI Mark on products covered by an
Indian Standard conveys the assurance that they have been produced to comply
with the requirements of that standard under a well defined system of_inspection,
testing and quality control which is devised and supervised by ISI and operated
by the producer. IS1 marked products are also continuously checked by IS1 for
conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the IS1 Certification Mark may be granted to c
manufacturers or processors, may be obtained from the Indian Standards
Institution.IS : 10850- 1984
-36 HOLES
,_ cc(- 30, HOLES
-24 HOLES
HOLES
HOLES
HOLE
1 FUNNEL
DETAILS OF PERFORATION
THREE-WAY
STOPCOCK
PERFORATED DISH
CONTROL DEVICE
All dimensions in millimetres.
FTG. 1 APPARATUSA SSEMBLYF OR WATER RETENTIONT EST
6IS : 10850- 1984
( Continued from page 2 )
Members Representing
SHR~ L. SWAROOP Orissa Cement Ltd, New Delhi
SHRI B. S. BHANDARI ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI N. C. BANDYOPADHYAY
Deputy Director (Civ Engg ), ISI
Instruments for Cement and Concrete Testing Subcommittee, BDC 2: 10
Convener
DR IQBAL ALI
14-1-359, New Aghapura, Hyderabad-500001
Members
SHRI P. D. AGARWAL Central Public Works Department, Government of
Uttar Pradesh, Lucknow
DR T. N. CHOJER( Alternate )
PROF B. M. AHUJA Indian Institute of Technology, New Delhi
SHRI S. K. BANERJEE National Test House, Calcutta
DR R. K. DATTA Centg;orl;;lding Research Institute ( CSIR ),
SFIRI J. P. KAUSHISH( Alternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
EXECUTIVEE NGINEER( D) V Central Public Works Department, New Delhi
SHRI T. P. EKAMBARAM Highway Research Station, Madras
SHRI H. K. GUHA All India Instrument Manufacturers & Dealers
Association. Bombav
DEPUTY SECRETARY( Alternate )
SHRI JATINDERS INGH Hydraulic Engineering Instruments, New Delhi
SHRI GURCHARAN SINGH ( Alternate )
SHRI P. J. JAGUS Associated Cement Companies Ltd, Bombay
SHRI D. A. WADIA ( Alternate )
SHRI M. R. JOSHI Ministry of Defence ( R & D )
SHRI Y. P. PATHAK ( Alternate )
PROF C. K. RAMESH Indian Institute of Technology, Bombay
DR R. S. AYYAR ( Alternate )
DR V. V. SUBBAR AO Cement Research Institute of India, New Delhi
SHRI N. K. JAIN ( AIternnte )
SHRI K. H. BABU ( Alternate )
SHRI A. V. S. R. SASTRI Associated Instrument Manufacturers ( India ) Pvt
Ltd, New Delhi; and Advisory Committee for
Standardization of Instruments ( ACSI ),
New Delhi
SHRI PALVINDERS INGH ( Alternate )
SHRI K. L. SETHI Central Road Research Institute, New Delhi
SHRI M. L. BHATIA ( Alternate )
7INDIAN STANDARDS
ON
INSTRUMENTS FOR TESTING CEMENT AND CONCRETE
IS:
5512-1983 Flow table for use in tests of hydraulic cement and pozzolanic materials
(first revision )
5513-1976 Vicat apparatus (first revision )
5514-1969 Apparatus used in Le-Chatelier’s test
5515-1983 Compaction factor apparatus (first revision )
5516-1969 Variable flow type air permeability apparatus ( Blaine type )
5536-1969 Constant flow type air-permeability apparatus ( Lee and Nurse type )
7320-1974 Concrete slump test apparatus
7325-1974 Apparatus for determination constituents of fresh concrete
9376-1979 Apparatus for measuring aggregate crushing value and ten percent
fines value
9377-1979 Apparatus for aggregate impact value
9399-1979 Apparatus for tlexural 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
10070-1982 Machine for abrasion testing of coarse aggregate
10078-1982 Jolting apparatus for testing cement
10079-1982 Cylindrical metal measures for use in tests of aggregates and concrete
10080-1982 Vibration machine
10086-1982 Moulds for use in tests of cement and concrete
10510-1983 Vee-bee consistometer
|
1785_1.pdf
|
IS : 1785~( Part I ) - 1983
Indian Standard
SPECIFICATION FOR
PLAIN HARD-DRAWN STEEL WIRE FOR
PRESTRESSED CONCRETE
PART I COLD DRAWN STRESS-RELIEVED WIRE
Second Revision )
(
I Joint Sectional .Committee for Concrete Reinf@rcement, BSMDC 8
Chairman Representing
I SHRI G. S. Rao Central Public Works Department
Members
SUPERINTENDING ENGINEER
( CD0 ) ( nltertrcte to
Shri G. S. Rao )
Dn J. L. 24.JiKaTI The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. N. MITRA ( &ernate )
DR ANII. KUMAR Cement Research Institute of India, New Delhi
Sum E. T. ANTIA The Concrete Association of India, Bombay
SHRI P. SKINIVASAX ( Alternate )
SHRT S. BANERJEE Steel Re-Rolling Mills Association of India, Calcutta
SH~I S. N. CHANDA Metallurgical and Engineering Consultants ( India )
Ltd. Ranchi
SHRI R. D. CH~UUHACY ( Alternate )
CHIEF ENGINEER ( D&R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( CD ) ( Alterriate )
DEPUTY DIRECTOI~, S~n~oanns Research, Designs & Standards Organization
( B&S )-I ( Ministry of Railways )> Lucknow
ASSISTANT Dmna~~~on. SWAN-
DARDS ( B&S )-II ( Alternate )
SHRI D. I. DESAI Gammon India Ltd, Bombay
SHRI A. L. BHATIA C Alternate j
SHRI M. R. DOCTOR ’ ’ Special Steels Ltd, Bombay
SHRI S. G. JOSHI ( Akernate )
SHRI ZACHARIA GEORGE Struc;;;iaZngineering Research Centre ( CSIR j,
SHRI G. V. SURYAKUMAH ( Alternate)
( Continued on page 2 )
4
@ Copyright 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by anv means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.I /
J” /
-.
-: +’ IS : 1785 ( Part I ) - 1983
( Continued from page 1 )
Members Representing
SHRI V. K.~GHANEKAR Structural Engineering Research Centre ( CSIR ),
Roorkee
SHRI D. S. PRAKASH RAO ( Alternate)
SH~I V. GULATI Heatly & Gresham ( India ) Ltd, New Delhi
SHRI P. K. GUPTE National Metallurgical Laboratory ( CSIR ),
Jamshedpur
.%IRI N. c. JAIN Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( Alternate )
SHRI M. P. JASUJA Research & Development Centre for Iron and Steel
( SAIL ), Ranchi
I SHRI A. JAYA~OPAL Engineer-in-Chief’s Branch, Army Headquarters
MAJ R. CHBNDRASEKHAI~AN( Alternate )
SHRI S. Y. KHAN Killick Nixon Ltd, Bombay
SHRI P. S. VENKAT ( Alternate )
SHRI M. N. KIIANNA Bhilai Steel Plant ( SAIL ), Bhilai
SHRI C. DASCUPTA ( Al ate )
SHRI H. N. KRISHNA MURTI F Y Tor Steel Research Foundation in India, Calcutta
DR C. S. VISWA~VATHA I Alternate 1
SHRI S. N. MANOHAR ’ Tata Consulting Engineers, Bombay
SHRI N. NA~.~~AJ ( iilternate )
SHRI R. K. MATZIUR Public Works Department, Lucknow
SHRI S. N. PAL M. N. Dastur & Co (Pi Ltd, Calcutta
SHRI SALIL ROY ( Alternate )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. N~IK ( Alternate )
SHRI T. SUN IRC Steels Ltd, Calcutta,
SHRI M. V. SHASTRY Roads Wing ( Ministry of Shipping and Transport )
SHRI SHIR~SH H. SHAH Tensile Steel Ltd, Bombay
SHRI M. S. PATHAR ( Alternate \
I
SHRI C. N. SRINIVASAN C. R. Narayana Rao, Madras
SHRI C. N. RAQHAVENDRAN ( Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternate)
SHRI G. RAMAN, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), IS1
2I
IS : 1785 ( Part I ) - 1983
Indian Standard
I
SPECIFICATION FOR
PLAIN HARD-DRAWN STEEL WIRE FOR
PRESTRESsED CONCRETE
PART I COLD DRAWN STRESS-RELIEV-ED WIRE .
Second Revision )
( I
0. FOREWORD
0.1 This Indian Standard ( Part I ) ( Second Revision ) was adopted
by the Indian Standards Institution 011 14 March 1983, after the draft
finalized by the Joint Sectional Committee for Concrete Reinforcement
had been approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1961 and was revised in 1966.
In the first revision, the standard was published in two parts, one cover- ,
ing the requirements of-stress-relieved plain wire which was a revision
of the 1961 version of the standard and the other covering as-drawn
plain wire for the first time. The present revision has been taken up
with a view to modifying the earlier requirements in the light ofex-
perience gained in using this specification by both manufacturers and ,
users.
0.3 In this revision, modifications have been incorporated in provisions
relating to chemical conrposition, tolerance on nominal diameter and
requirements of relaxation and stress corrosion. Further, SI units have
been adopted in specifying the physical requirements. References to
related Indian Standards also have been updated.
0.4 In the formulation of this standard, due weightage has been given
to international co-ordination among the standards and practices pre-
vailina in different countries in addition to relating it to the practices in
the field in this country.
0.5 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : Z-1960”. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
sthndard.
*Rules for rounding off numerical values ( revised ).
3IS : 1785 ( Part I ) - 1983
1. SCOPE
1.1 This standard ( Part I ) covers the requirements for the manufacture,
supply and testing of plain, cold drawn, stress-relieved steel wire for use
in prestressed concrete.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Bundle - Two or more ‘coils’ or a number of lengths properly
bound together.
2.2 Coil - One continuous length of wire in the form of a coil.
2.3 Elongation - Theincrease in length of a tensile test piece under
stress. The elongation after fracture is conventionally expressed as a
~percentage of the original gauge length of a standard test piece.
2.4 Parcel - Any quantity of finished wire presented for examination
and test at any one time.
2.5 Proof Stress - The stress which produces a residual strain
of 0.2 percent of the original gauge length ( non-proportional elongation ).
2.6 Tensile Strength - The maximum load reached in a tensile test
divided by the original cross-sectional area of the gauge length portion
of the test piece.
3. MANUFACTURE AND CHEMICAL COMPOSITION
3.1 The wire shall be cold drawn from the steel made by the open hearth,
electric, duplex, acid bessemer, basic oxygen, or a combination of these
processes. In case any other process is employed in the manufacture of
steel, prior approval of the purchaser shall be obtained.
3.1.1 The ladle analysis of steel when made in accordance with re-
levant parts of IS : 228* shall show that the steel contains not more than
0.050 percent of sulphur and not more than 0,050 percent of phosphorus.
3.2 The bars or rods obtained from the rolling mill shall be treated if
required to make it sui.table for cold drawing and thereafter the diameter
of the rod or bar shall be successively decreased to the required diameter
by cold drawing it through a series of dies. The resultant wire shall
be subjected to the process of stretching or streightening and/or strain
ageing or other suitable process to reduce creep losses and/or to relieve the
concentration of stresses, and coiled.
*Method for chemical analysis of steels ( second reuision ). ( Being issued in parts. )
4IS : 1785 ( Part I ) - 1983
3.3 All finished wires, subject to the provisions of 3.2 and 6 shall be
clearly drawn to the specified size and shall be sound, free from splits,
harmful surface flaws, piping and other defects likely to-impair its use
in prestressed concrete, and finished in a workmanlike manner.
h
3.4 The surface of wire shall be clean, uniform, smooth and free from
harmful scratches, flat parts, longitudinal or transverse ribs, etc. Unless
otherwise agreed to between the purchaser and the manufacturer/supplier,
the wire shall not carry on its surface, lubricants or other hatter to a
degree likely to impair its adhesion to concrete. Slight rust may be
permitted, provided there is no surface pitting visible to the naked eye.
3.5 There shall be no welds orjoints in the finished wire as supplied to
the purchaser. Any welds or joints made during manufacture to promote
continuity of operations shall be removed before supply.
4. NOMINAL SIZES
4.1 The nominal diameters of the finished wires shall be 2.50, 3’00, 49
Y---
5.00, 7.00 and 8.00 mm.
_._,,. -.._./
c ---I.--.-
5. TOLERANCES
5.1 The tolerance on the nominal diameter shall be as given below:
Nominal Diameter Tolerance
mm mm
8.00 f0.05
7.00 10.05
5.00 -t_0 .05
4’00 3; 0’05
3.00 -Ji 0’04
2.50 30.025
5.1.1 For purposes of determining whether the actual diameter of the
wire is within the specified tolerances, the diameter shall be determined
with a micrometer by taking two measurements at right angles to each
other at three places along a length of not less than 250 mm and the
average of these six measurements shall be taken as the diameter of the
wire.
6. PHYSICAL REQUIREMENTS
6.0 The wire shall conform to the physical requirements specified
in 6.1 to 6.5.
f\ioTE - For special purposes, test evidence may be required to show that the wire
is not susceptible to stress corrosion. In such case, the test method shall be mutually
-agreed upon between the manufacturer and the purchaser.
5IS : 1785 ( Part I ) - 1983
6.1 Tensile Strength - Unless otherwise agreed to between the pur-
chaser and the manufacturer or supplier, the tensile strength of wire
determined in accordance with 7.3 and based on the nominal diameter of
the wire shall be as given below:
Nominal Diameter Tensile Strength, Min
mm N/mm2
2.50 2 010
3.00 1 865
4.00 1 715
5.00 1 570
7 00 1 470
8.00 1 375
NOTE -Wires of diameter 5, 7 and 8 mm may be manufactured to give higher
minimum tensile strength. In such cases, minimum tensile strength of 1 715, 1 570
and 1 470 N/mm2 are recommended for wires of nominal diameter 5, 7 and 8 mm
respectively; but other requirements shall remain the same.
6.2 Proof Stress - Unless otherwise specified, the proof stress of the
wire shall be not less than 85 percent of the minimum specified tensile
strength.
6.3 Ductility - The wire shall withstand the reverse bend test specified
in 7.5.
6.4 Elongation After Fracture - Elongation after fracture, over a
gauge length of 200 mm, when determined in accordance with 7.6 shall
be as below:
Nominal Diameter Elongation, Percent
mm Min
2’50 2’5
3.00 2’5
4.00 3.0
5*co 4.0
7.00 4.0
8.00 4-o
6.5 Relaxation -- The relaxation stress in the wire, when tested in
accordance with 7.7 shall not exceed 5 percent of the initial stress as
specified in 7.7 at the end of 1 OUOh . Alternatively, the manufacturer
shall provide proof that the quality of wire supplied is such as to
comply with this requirement.
6..
IS : 1785 ( Part I ) w 1983
65.1 When it is not possible to conduct 1 000 h relaxation test, the
wire may be accepted on the basis of 100 h relaxation test, provided the
manufacturer furnishes proof establishing a relation between the relaxa-
tion stress values at 1 000 h and 100 h and provided that the relaxation
stress at 100 h is not more than 3.5 percent of the initial stress as specified
in 7.7.
7. TESTS
7.1 All test pieces of wire of sufficient length for the spe,cified tests shall
be selected by the purchaser or his authorized representative, either
a) from the cuttings of lengths of wires or ends of coils of wire, or
b) if he so desires, from the coil or length of wire, after it has been
cut to the required or specified length and the test piece taken
from any part of it.
7.1.1 In neither case, the test piece shall be detached from the coil or
length of wire, except in the presence of the purchaser or his authorized
representative.
7.1.2 Before test pieces are selected, the manufacturer or supplier shall
furnish the purchaser or his authorized representative with copies of the
mill records giving the number of coils or bundles in each cast with
sizes as well as the identification marks, whereby each coil or bundle of
wire can be identified.
7.2 Test samp!es shall not be subjected to any form of heat treatment.
Any straightening which the test samples may require shall be done cold.
7.3 Tensile Test - The tensile strength shall be determined in
accordance with IS : 1521-1972”.
7.4 Test for Proof Stress - Proof stress shall be determined in
accordance with IS : 1521-1972”.
7.4.1 When stress at 1-O percent extension under load method is to be
determined, an initial load corresponding to a stress of 196 N/mm% shall
be applied to the test piece and a sensitive extensometer then attached.
The dial of the extensometer shall be set to a reading equal to
O-001 mm/mm of the gauge length to represent the extension due to the
initial load.
The load shall be increased until the extensometer shows an extension
corresponding to 1.0 percent of the gauge length, when the load shall be
noted. The stress calculated for this load shall be not less than
the value specified for the 0.2 percent proof stress.
*Method for tensile testing of steel wire ( first ~svision ).
7IS : 1785 ( Part I ) - 1983
7.5 Reverse Bend Test - The test piece taken in accordance
with 7.1 shall be capable of being bent in the following manner without
showing signs of failure.
One end of the test sample shall be firmly gripped in a vice fitted
with radiused jaws. The free end of the wire shall be bent round the
appropriate radius specified in’Table 1 through an angle of 90” and
then back to the original position; this constitutes one bend. Thereafter.
the test piece shall be bent through 90” in the opposite direction and
back through 90” and then through 90” in the reverse direction
and back through 90”. The wire shall withstand 3 reverse bends.
without fracture.
TABLE 1 REVERSE BEND TEST
DIAMETEILO F Wrtra RAI~IUS 08 JAWS
mm mm
2’50 7.50
3.00 10.0
400 12.5
5’00 15.0
7.00 20.0
8.00 25.0
7.6 Elongation After Fracture -- The elongation after fracture shall
be determined in accordance with IS : 1521-1972”.
7.7 Test for Relaxation -- If required by the purchaser, the manu-
facturer shall provide evidence from records of tests of similar wire that
the relaxation of load from an initial stress of 70 percent of the specified
minimum tensile strength conforms to that specified in 6.5. During the
whole period of test the temperature shall be maintained at 20 + 2°C.
The initial load shall be applied in a period of 5 minutes and shall
then be held constant for a further period of one minute. Thereafter no,
adjustment of load shall be made, and load relaxation readings shall
commence from the end of the sixth minute. On no account shall the
test specimen be overstressed.
8. SAMPLING AND CRITERIA FOR CONFORMITY
8.1 Scale of Sampling
8.1.1 Lot - In any consignment, all the coils of wire of the same
nominal diameter and manufactured at the same place under similar
*Method for tensile testing of steel wire (Jirst reuision) .
8IS : 1785 ( Part I ) - 1983
conditions of production and storage shall be grouped together to
constitute a lot.
8.1.2 The number of coils to be selected at random from each lot shall
depend upon the size of the lot and shall be in accordance with Ttible 2.
TABLE 2 SAMPLE SIZE
No. cm COILS IN TB~ LOT No. OF COILS TO BE SELECTED
up to 25 3
26 to 65 4
66 to 180 5
181 to 300 7
301 and above 10
8.2 Number of Tests
8.2.1 All the coils, selected as in 8.1.2 shall be tested for chemical com-
position ( see 3.1.1 ), diameter ( see 5.1 ), tensile strength ( see 6.1 ), proof
,stress ( see 6.2 ), ductility ( see 6.3 ) and elongation ( see 6.4 ).
8.2.1.1 From each coil, one test specimen shall be selected for each
test and tested in accordance with the appropriate test method.
.8.3 Criteria for Conformity
8.3.1 The lot shall be considered as conforming to the requirements
.of this specification if the conditions specified under 8.3.2 to8.3.4 are
satisfied for all the characteristics.
8.3.2 Chemical Composition, Diameter, Tensile Strength and Proof Stress - For
,each of the characteristics, the mean and the range calculated from the
test results shall satisfy the appropriate condition given below:
a) ( Mean + 0.6 Range ) shall be less than or equal to the maximum
specification limit.
b) ( Mean - 0.6 Range ) shall be greater than or equal to the
minimum specification limit.
NOTE -The range is the difference between the maximum and the minimum
value of-the test results.
8.3.3 Elongation - In case of tes’t for elongation after fracture every
sample tested shall satisfy the requirements of 6.4 and the percentage
elongation for none of the samples shall fall below the value specified
in 6.4.
9IS : 1785 ( Part I ) - 1983
8.3.4 Ductility - The number of defective test specimens ( those not
satisfying the requirements of the test ) shall not execeed the correspond-
ing permissible number given below:
.No. af Specimens Tested Permissible No. of Defective
Test Sfiecimens
3 0
4 0
5 1
7 1
10 2 *
9. DELIVERY, INSPECTION AND TESTING FACILITIES
9.1 Unless otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS : 1387-1967”.
9.2 No material shall be despatched from the manufacturers’ or suppliers’
premises prior to its being certified by the purchaser or his authorized
representative as having fulfilled the tests and requirements laid down
in this standard except where the bundle or coil containing the wire is
marked with the IS1 Certification Mark.
9.3 The purchaser or his authorized representative shall be at liberty to
inspect and verify the steel makes’s certificate of cast analysis at the pre-
mises of the manufacturer or supplier; when the purchaser required an
actual analysis of finished material, this :haii be made at a place agreed
to between the purchaser and the manufacturer or supplier.
9.4 Manufacturer’s Certificate - In the case of wires which have not
been inspected at the manufacturer’s works, the manufacturer or supplier,
as the case may be, shall supply the purchaser or his athorized re-
presentatives with the certificate stating the process of manufacture and
also the test sheet signed by the manllfacturer giving the result of each .
mechanical test and the chemical composition, if required. Each test
sheet shall indicate the number or identification mark of the cast to
which it applies, correspondin, 0 to the number or identification mark to
-be found on the material.
9.5 When tests for susceptibility to Stress corrosion and relaxation are
required to be carried out, the cost of testing shall be borne by the
purchaser.
*General requirements for the supply of metallurgical materials ( jfirst revision ).
10IS : 1785 ( Part I ) - 1983
9.6 Unless otherwise agreed to by the purchaser and the manufacturer,
wire shall be supplied in coils of sufficiently large diameter to ensure that
_~
the wire runs off straight and the purchaser may specify the diameter of
the coil, if he so desires.
For wires up to 5 mm diameter, coils of about 1.5 m diameter and
of wires above 5 mm diameter, coils of about 2 m diameter, without
breaks, joints and welds are generally recommended. The mass of the
coil shall be as mutually agreed to between the purchaser and the manu-
facturer or supplier. Each coil shall have at least four tight ligatures.
10. IDENTIFICATION AND MARKING
10.1 The manufacturer or supplier shall have ingots, billets and
wires, or coil of wires marked in such a way that all finished wires can
be traced to the cast from which they were made. Every facility shall be
given to the purchaser or his authorised representative for tracing the
wires to the cast from which they were made.
10.2 Each bundle or coil containing the wires mav also be suitably
marked with the IS1 Certification Mark in which’case the concerned
test certificate shall also bear the ISI Certification Mark.
NOTE - The use of the IS1 Certification Markis governed by the provisions of
the Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the require-
ments of that standard under a well-defined system of inspection, testing and quality
control which is devised and supervised by IS1 and operated by the producer. IS1
marked products are ~also continuously checked by IS1 for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
,use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
11INTERNATXONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT %-iXBOL DEFINITION
Force newton N 1 N=lkg.m/s”
Energy joule J 1 J = 1 N.m
Power ~watt w ’ 1 W=lJ/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T 0 1 Wb/ms
Frequency hertz HZ 1 Hz = 1 c/s (s-l)
Electric conductanc 3 siemens S 1 S = 1 A/V
Electromotive force volt V 1 V=lW/A
Pressure, stress pascal Pa 1 Pa = 1 N/m2PAF\-T1 COLD DRAWN STIIESS-FIELIEVED WlnE
( Seco~ttl Revision )
( Page 4, Chsc 3.2 ) - Substilutc the following for the cxisling
c\ausc:~
‘3.2 The wire rds obtained from the rollhg mill shall bc llcnt trcatctl if
rcquirctl to make it suit:lblc for cold tlrnwiq: :intl llicrcaftcr the tlinmctcr
or tllc wire rod sl~r~ll he succcdvcly tlccrc:~sctl lo 1I IC rcquirctl tli;~tnclcr by
cohl tIntwinK it 1I1rotlgII 11 flcrics of tlics. ‘I 110 rc~uhnl wiro fil~nll by
subjcclcd to straigl~lcning and stress relicvhig process.’
( Page 7, claw2 7.4 ) - Add the following at the end:
‘Altcrlinlivcly, alrcm Ilt 1’0 pcrccul cxlcnsioll under lo~irl mctl~otl i16
spccilicd ill 7.4.1 may bc dctcrmincd.’
_____.__. _ _.___~ ____- -- *.---------- ---.- .--.-
I’rintctl :I( I’rilllwcll 1’1 ililcr5, I)cllli, lndioAMENDMENT NO. 2 DECEMBER 1993 * w”
TO
IS 1785 ( Part 1) : 1983 SPECIFICATION FOR PLAIN
HARD-DRAWN STEEL W-IRE FOR PRESTRESSED
CONCRETE
PART 1 COLD-DRAWN STRESS-RELIEVED WIRE
( Second Ne vision )
( Page 4, cltr~se 2.1 ) - Delete and renumber the subsequent clauses as 2.1
to 2.5.
(Page 5, clause 5.1.1 ) -Add new clause 51.2 as follows: -
‘5.1.2 Where the diameter measurements (taken in two directions at right angles
in the same plane) show an ovality of not more than half of the total diameter
tolerance, no checks on section by weighing shall be necessary. Where ovality is
more than half of the total diameter tolerance, check on section by weighing shall
be made. Nominal mass and tolerance on nominal mass of the finished wire shell
be as given below:
Nominal Dinmeter Nominal mass Tolerance
mm g/m g/m
8.00 395 f5.9
7.00 302 k4.3
5.00 154 k3.1
4.00 98.9 f2.Q
3.00 55.5 +1.5
2.50 38.5 kl.25
( Pqe 6, clcruse 6.1 ) - Add the following as Note 2 and renumber the
existing note as Note 1:
‘Non 2 - The Modulus of elasticity is to be taken as 205 + 10 kN/mm*, unless
otherwise indicated by the manufacturer.’
( Page 6, clartse 6.2 ) - Delete ‘Unless otherwise specified’ from the
beginning of this clause.
L, /
1’
c’l\\ L” j 3 3
7 I( Page 8, clause 7.7 ) - Delele ‘If required by the purchaser’ from the
beginning of this clause.
(Page 10, clause 83.4 ) - Rewrite as follows:
‘8.3.4 Ductifify - In case one or more of the test pieces first selected fail to
pass this test, twice the number of samples originally tested shall he selected for
tesling. All the samples so tested shall satisfy the requirement of this test. Should
any of the test piece from these additional samples fail, the material represented
by the samples shall he considered as not having complied with this standard.’
(Page 10, clause 9.4, line 6 ) - Delete ‘if required’.
( Page 11, clause 9.6 ) -Ad&be following para at the end:
‘It is necessary to protect the wires against damage and contamination during
transport and storage. The coils of wire shall be packed as agreed to between the
purchaser and the manufacturer.’
(CED54)
Reprography Unit, BIS, New Delhi, India
2p’YfirmcC COpj? (I&$ R(tt 1
;( I9 be fsslk-,Cj (-qq &;f & i
AMENDMENT NO. 3 APRIL%& ’
TO
IS 1785 ( Part 1) : 1983 SPECIFICATION FOR
PLAIN HARD-DRAWN STEEL WIRE FOR
PRESTRESSED CONCRETE
PART I COLD DRAWN STRESS-RELIEVED WIRE
(Second Revision)
( Page 4, clause 3.1.1, line 3 ) - Substitute ‘0.040 percent’ for ‘0.050
percent’.
( Page 5, clause 5.1 ) - Delete the following values of Nominal Diameters
and its corresponding values of Tolerances:
Nominal Diameter Tolerance
mm mm
3.00 + 0.04
2.50 -c 0.025
[ Page 5, clause 5.1.2 ( see also Amendment No. 2 ) ] - Delete the
following values of Nominal Diameter and its corresponding values of Nominal
Mass and Tolerance:
Nominal Diameter Nominal Mass Tolerance
mm g/m s/m
3.00 55.5 f 1.5
2.50 38.5 m+1 .25
(Page 6, dause 6.1 ) - Delete the following values of Nominal Diam er
and its corresponding values of Tensile Strength:
Nominal Diameter Tensile Strength, Min
mm N/mm2
2.50 2 010,’
?i ’
Amend No. 3 to IS 1785 (Part 1) : 1983
(Page 6, clause 6.4 ) - Delete the following values of Nominal Diameter
and its corresponding values of Elongation, Percent:
Nominal Diameter Elongath, Percent
mm Mh
i
2.50 2.5
3.00 2.5
( Page 8, clause 7.5 ) - Delete the following values of Diameter of Wire
and its corresponding values of Radius of Jaws:
Diameter of Wire Radius of Jaws
mm mm
2.50 7.50
3.00 10.00
$
i”
t (CED54)
:
Reprography Unit, BE, New Delhi, India
2
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7564_3.pdf
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IS : 7564 (Part III) - 1974
Indian Standard
RECOMMENDATIONS FOR
CO-ORDINATION OF DIMENSIONS IN
BUILDINGS - ARRANGEMENT OF BUILDING
COMPONENTS AND ASSEMBLIES
-PART III FUNCTIONAL GROUP 3.-INTERNAL SUBDIVISION
Modular Co-ordination Sectional Committee, BDC 10
Chairman Refccsenting
SHRI J. DURAI RAJ Hindustan Steel i\‘orks Construction Ltd, Calcutta
SHRI J. M. BE~JAMLU Central Public Works Department (.4rchitectural
Wing), New Delhi
SHRI S. c. KAPOOR (.~lternafe)
SHRI B. B. GARG Central Building Research Institute (CSIR),
Roorkee ’
SHRI B. K. TYAGI (Alt~nat~j
SHRI A. P. KAWINDL Indian Institute ofArchitects: Bombay
SHRI M. I;. LA~HANI hlaharashtra Housing Board, Bombay
SHRI B. NARAYANR .40 (.llfeninfe)
SHRI G. C. MATHI’R National Buildings Organization, Xew Delhi
SHRI XI. .\I. MISTRY (Alfern&-)
SARI T. R. MEHANDRV Institution of Engineers (India), Calcutta
SHRI hi. .4. MEHTA Concrete Association of India. Bombay
SHRI S. G. MEIITA Gujarat Housing Board, Ahmedabad
SHRI H. B. BHATT (rllrernafc)
SHRI K. K. NAYBIAR Cement Service Bureau, Madras
SHRI S. SIVASW.~~~Y (Afternnti)
PROF S. K. NARAYANA School of Town Planning & Architecture, I\‘ew
Delhi
SHRI P. B. RAI Town Br Country Planning Organization (Ministq
of Works & Housing), New Delhi
SHRI V. XACARAJA (Alternofe)
REPRESENTATIVE Delhi Development Authority, New Delhi
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI S. K. CHATTERJEE( AltPmate)
(Continued on page 2)
c Copyright 1975
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indiun Gpyrighf Act (XIV of 1957) and
reproduciion 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.rs : 7% (Part III) - 1974
(Continuedf romp age1 )
Members Rc@senting
SHRI T. K. SARAN Bureau of Public Enterprises (Ministry of Finance),
New Delhi
SHRI M. V. SATHE Engineer-in-Chief’s Branch, Army Headquarters,.
New Delhi
SHRI S. BALARRISHNM’( Al&no&)
SHRI L. G. TOYE Ministry of Railways, New Delhi
SHRI N. V. SHASTRI( Alfernati)
SHRl S. N. WlG Builder’s Association of India, Bombay
SHIU SAIWU RAA~G UPTA (Alftmate)
SHRI D. AJITHA SI~WA, Director General, IS1 (&oJi& Member)
Director (Civ Engg)
SHRl s. P. &fAGGU
Assistant Director (Civ Engg), IS1
2IS : 7564 (Part XII) - 1974
Indian Standard
RECOMMENDATIONS FOR
CO-ORDINATION OF DIMENSIONS IN
BUILDINGS - ARRANGEMENT OF BUILDING
COMPONENTS AND ASSEMBLIES
PART III FUNCTIONAL GROUP 3.INTERNAL SUBDIVISION
0. FOREWORD
0.1 This Indian Standard (Part III) was adopted by the Indian Standards
Institution on 4 November 1974, after the draft finalized by the Modular
Co-ordination Sectional Committee had been approved by the Civil Engi-
neering Division Council.
0.2 Since the basic decision to adopt a IO-cm module has been taken, the
work connected with application of this module for different building com-
ponents, such as bricks, walling materials, roofing materials, etc, has been
done by different committees and dimensions have been recommended by
these committees for such components.
0.2.1 However, it has been felt that some thought had to be given to the
need for dimensionally co-ordinating a particular product, specially with
respect to the three dimensions - length, width, height/thickness. It was
felt that in some cases such co-ordination of dimensions may or mav not be
necessary, while in other cases it is absolutely imperative. To identify such
parameters for individual components, it was felt that building as a whole
should be examined from the point of view of various components that go
into it and then decide on the need for dimensional co-ordination on an
individual basis.
0.2.2 After such a decision had been arrived at, it will then be possible
for the relevant committees to adopt this principle in finally arriving at the
nominal and work sizes for the individual components. With this end in
view the building has been divided broadly into the following five functional
groups :
a) Functional group 1 - Structure
b) Functional group 2 - External envelope
c) Functional group 3 - Internal subdivision
d) Functional group 4 - Services and drainage
e) Functional group 5 - Fixtures, furniture and equipment
3IS : 7564 (Part III) - 1974
0.3 It was indeed very useful for the Modular Co-ordination Sectional
Committee to have the views of various architects, engineers and users in
arriving at a basic decision regarding the need for dimensionally co-ordinating
some of these products so that the relevant committees could exercise their
mind on such items only. Based on these decisions, it may be possible to
review the existing Indian Standards on different subjects where dimensions
have been already given and arrive at new dimensions where necessary. -
0.3.1 It may be noted that the words ‘co-ordination of dimensions’ instead
of ‘modular co-ordination’ have been used in the title of the standard with a
view to encouraging the concept of establishing the correlation of two or
more products when juxtaposed together to perform a function. If such a
function is not ntccssary or there is no function to be done, then it appears
there may not be a need for co-ordinating dimension in the products placed
together.
0.4 In the formulation of this standard due weightage ~has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field in
this country. This has been met by deriving assistance from the following:
BSPD 6432 : Part I-1969 Recommendations for the co-ordination of
dimensions in building - arrangement of building components and
assemblies within functional groups; Part 1 Functional groups 1, 2, 3
and 4. British Standards Institution.
BSPD 6432 : Part 2-1969 Recommendations for the co-ordination of
dimensions in building - arrangement of building components and
assemblies within functional groups; Part 2 Functional groups 5.
British Standards Institution.
0.5 This standard is one of a series of Indian Standards on modular co-
ordination.
1. SCOPE
1.1 This standard (Part III) lays down recommendations for co-ordinating
dimensions of building components and assemblies for functional group 3 -
internal subdivision, which comprises the following elements of
construction :
Partitions, floors, ceilings and staircases.
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions shall apply.
2.1 Element of Construction-A functional part of a building cons-
tructed from building materials and/or building components.
4IS : 7564 (Part III) - 1974
2.2 Services - The group of installations each of which sqpplies one or
more services to a building.
2.3 Assembly - An aggregate of building components used together.
2.4 Bailding Component - A building product formed as a distinct unit
having specified sizes in three dimensions.
2.5 Building Section -Building material formed to a definite cross
section but of unspecified length. Sections are usually manufactured %y
a continuous process, such as rolling, drawing, extruding or machining.
Examples are angles, bars, tubes, battens, sheet, plate, wire and cable.
2.6 Co-ordinating Plane - A pIane by reference to which a building
component or assembly is co-ordinated with another.
2.7 Co-ordinating Space - A space bounded by co-ordinating planes
allocated to a component, including allowances for tolerances and joint
clearances.
2.8 Co-ordinating Dimendoas - A dimension of co-ordinating space,
which defines the relative positions of two or more components in an assem-
bly, according to the characteristics of the components which are relevant to
assembly.
2.9 Basic Size - The size by reference to which the limits of size are fixed.
3. GRADING OF COMPONENTS AND ASSEMBLIES
3.1 Depending upon the relative importance, the components or assemblies
shall be given a grading, A, Bt or C as follows:
Grading A - Components or assemblies for which dimensional co-
ordination is essential.
Grading B - Components or assemblies which in some situations need
to be dimensionally co-ordinated.
Grading C - Components or assemblies which do not require to be
dimensionally co-ordinated.
4. CO-ORDlNATING DIMENSIONS OF BUILDING COMPONENTS
AND ASSEMBLIES
4.1 The recommended co-ordinating dimensions of building components
and assemblies for functional group 3 - internal subdivision shall Abe as
given in Table 1.
5As in the Original Standard, this Page is Intentionally Left BlankIS : 7564 (Part III) - 1974
TABLE 1 RJXOMMENJIED CO-ORDINATING DIMENSIqNS OF BUILDING COMPONENTS AND ASSEMBLIES FOR PUNC’I’I0NA.L
GROUP 3 -INTERNAL SUBDIVISION - Contd
SL ELEMESTO F COKSTRUCTION ASSEMBLY COMPONENT GRA- CO-ORDINATING DWEXSIONS CROSS-
NO. DING , REFERENCE
Height Depth Thick- ~0 OTHER
ness FUNWONAL
GROUPS
(1) (2) (3) (4) (8) (9) (10) (11)
ii) Floors
Flooring: - - -
Sections: framing - v‘
$ons : boarding - - -
- - -
Mosaic - - -
Access covers - - - 4
iii) Cciliogs False or suspended : - -
FS ae cc it nio gn s:
m
af tr ea rm iai ln
s
g -- -
-
-V i 1; 4
She&s: rigid (fiat) - - - 1,2.5
Sheets: flexible (including in- - - 2, 5
sulating)
- -
Tiles
Suspension system - - 2
Lighting fittings: inset - ; - 4
Radiant panels - - - 4
Grilles/registers/access covers - -
Roof lights/lay lights - - f
Speakers - ; - 4
Direct to structural soffit : - 1
Sections: battens - 7 :
Facing materials - - -
Sheets: rigid (flat) - - - 1, 2.5
Sheets: flexible - - - 2, 5
Tiles - - -
Grilles/registers/access coven - -
Radiant panels - - t
Roof lights and lay lights - 7 -
Speaken I./ - :
iv) Staircases (Spiral, straight
flights, half landings, quarter
landings) :
x
Flights, landings and ramps
(Jet functional group 1 for
structural components) :
Finishes: sections: boarding - - -
Sheets: rigid (flat) - - -
Sheets: flexible - - - 1,2,5
Tiles - - - 5
Mbsaic - - -
Balusters and balustrades t ’ - -
Ffzndraifs - - -
--_r--/.----- -_c-.__._ _I ~-..__._-L-l---~,~
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1678.pdf
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IS 1678 : 1998
Indian Standard
PRESTRESSED CONCRETE POLES FOR OVERHEAD
POWER TRACTION AND TELECOMMUNICATION
LINES - SPECIFICATION
( Second Revision )
ICS 91.100.30
0 BIS 1998
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1998 Price Group 5Cement Matrix Products Sectional Committee, CED 53
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Cement Matrix Products Sectional Committee had been approved by the Civil Engineering Division
Council.
This specification has been prepared with a view to clarifying and defining design requirements for different types
of prestressed concrete poles used in overhead electric power transmission, traction and telecommunication lines.
This specification mainly relates to prestressed concrete poles in which initial compression has been induced by
one of the pretensioned systems. This specification also covers the requirements of earthing to be provided for
prestressed concrete poles.
This standard was first published in 1960 and subsequently revised in 1978. The present revision incorporates the
modification found necessary in the light of experience gained with the use of this standard and due to revision
ofvarious other standards referredin this standard. The major changes incorporated in this revision are modifications
in respect of materials, cover and spacing of prestressed steel, sampling and inspection. In this revision, a method
for measuring the uprightness of poles has also been incorporated.
The composition of the technical committee responsible for the formulation of this standard is given in
Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 :
1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.IS 1678 : 1998
Indian Standard
PRESTRESSED CONCRETE POLES FOR OVERHEAD
POWER TRACTION AND TELECOMMUNICATION
LINES - SPECIFICATION
( Second Revision )
1 SCOPE stretching of the steel in any part of the pole.
This standard covers prestressed concrete poles 3.6 Ultimate Transverse Load
suitable for use in overhead power, traction and
The load at which failure occurs, when it is applied at
telecommunication lines.
a point 600 mm below the top and perpendicular to
2 REFERENCES the axis of the pole along the transverse direction with
the butt end of the pole planted to the required depth
The Indian Standards listed in Annex A contain
as intended in the design.
provisions which, through reference in this text,
constitute provision of this standard. At the time of 3.7 Working Load
publication, the editions indicated were valid. All
The maximum load in the transverse direction, that is,
standards are subject to revision, and parties to
ever likely to occur, including the wind pressure on
agreements based on this standard are encouraged
the pole. This load is assumed to set at a point
to investigate the possibility of applying the most recent
600 mm below the top with the butt end of the pole
editions of the standards listed in Annex A.
planted to the required depth as intended in the design.
3 TERMJNOLOGY
4 OVERALL LENGTH OF POLE
3.0 For the purpose of this standard, the following
4.1 The minimum overall length of poles shall be
definitions shall apply.
6 m and subsequent length shall be in steps of 0.5 m.
3.1 Average Permanent Load
4.2 Tolerances
That fraction of the working load which may be
The tolerances for prestressed concrete poles shall
considered of long duration over a period of one year.
be as under:
3.2 Load Factor
a) Overall length of poles *15mm
The ratio of ultimate transverse load to the transverse
b) Cross-sectional dimension &5mm
load at first crack.
c) Uprightness or straightness 0.5 percent
3.3 Transverse
4.2.1 For measurement of uprightness of straightness
The direction of the line bisecting the angle contained
of prestressed concrete pole, the procedure given
by the conductor at the pole. In the case of straight
in 4.2.1.1 or any other satisfactory method, mutually
nm, this will be normal to the run of the pole.
agreed between the supplier and the purchaser may
3.4 Transverse Load at First Crack be adopted.
For design, the transverse load at first crack shall be 4.2.1.1 For measuring uprightness or straightness of
taken as not less than the value of the ivorking load. a pole, it shall be placed lengthwise (with smaller cross-
section side parallel to rigid surface) on a rigid straight
3.5 Ultimate Failure
surface. Then using a measuring steel scale, graduated
The conditions existing when the pole ceases to sustain in mm, measure the distance (deviation) of pole surface
a load increment owing to either crushing of concrete, from the rigid surface at several locations along the
or snapping of the prestressing tendon or permanent length of the pole. Atleast two measurements in each
1IS 1678 : 1998
one metre length of the pole should be taken. The largest material that may have deteriorating effect on the
value of the measured distance (deviation) shall be bond between the reinforcement and the concrete.
taken for determining uprightness. Similar Slight rust may be permitted provided there is no surface
measurements should be taken on the pole laid with pitting visible to the naked eye.
larger cross-section side parallel to the rigid surface.
5.5 Concrete
5 MATERIALS
The grade of concrete shall be not less than M 40.
5.1 Cement
5.6 Admixture
The cement used in the manufacture of prestressed
Admixture may be used with the approval of the
concrete poles shall be any of the following:
purchaser. However, any admixture containing chlorides
a) Portland slag cement conforming to IS 455 but in any form shall not be used. The admixture shall
with not more than 50 percent slag content, conformto IS 9103.
b) Rapid hardening Portland cement conforming 6 DESIGN
to1s 8041,
6.1 The poles shall be so designed that they do not
c) 43 grade ordinary Portland cement conforming fail owing to failure initiated by compression in
to IS 8112, and concrete.
d) 53 grade ordinary Portland cement conforming 6.2 The maximum wind pressure to be assumed for
to IS 12269. computing the design transverse load at first crack
shall be as specified by the State Governments, who
5.2 Aggregates
are empowered in this behalf under the Indian
Aggregates used for the manufacture of reinforced Electricity Rules, 1956. Wind pressure may also be
concrete poles shall conform to IS 383. Where determined as specified in IS 875 (Part 3).
specified, a sample of the aggregate shall be submitted
6.3 Depth of Planting
by the manufacturer to the purchaser for approval.
The minimum depth of planting of a pole below grotmd
5.3 Prestressing Steel
level shall be in accordance with Table 1, the actual
The prestressing steel shall be any one of the depth being determined on the basis of ground
following: conditions.
a) Plain hard drawn steel wire conforming to either Table 1 Minimum Depth of Planting of Reinforced
IS 1785 (Part 1) or IS 1785 (Part 2), Concrete Poles in the Ground
b) Cold drawn indented wire conforming to IS 6003, Length of Pole Minimum Depth of
Planting in Ground
c) Uncoated stress relieved strand conforming to
m m
IS 6006 or IS 14268, and
(1) (2)
d) High tensile steel bar conforming to IS 2090.
6.0 to 7.0 1.20
All prestressing steel shall be free from splits, harmful
7.5 to 9.0 1.50
scratches, surface flaws, rough, aged and imperfect
edges and other defects likely to impair its use in 9.5 to 11.0 1.80
prestressed concrete. Slight rust may be permitted
11.5 to 13.0 2.00
provided there is no surface pitting visible to the naked
eye. 13.5 to 14.5 2.20
5.4 Reinforcement 15.0 to 16.5 2.30
17.0 2.40
Reinforcing bars and wires shall conform to IS 432
(Part 1) or IS 432 (Part 2) or IS 1786, as the case may
be. 6.4 ‘Ikansverse Strength at Failure
5.4.1 All reinforcement shall be free from loose scale, The poles shall be so designed that its strength in
rust and coats of paint, oil, grease, clay or other transverse direction shall be sutficient to take the load
2IS 1678 : 1998
due to wind on wires and poles, multiplied by load 7 MANUFACTURE
factor. Where specifically stated, snow load shall also
7.1 All reinforcement and ducts shall be accurately
be taken into consideration.
placed and maintained in position during manufacture.
NOTE - In this connection, reference may be made to Grouping of high tensile wires may be permitted as
the ‘Code of practice as regards wind pressure and long as the diameter of the wire is between 3 mm and
temperature variations for the design of overhead power 5mm.
lines’ published by Central Electricity Authority. This
publication gives the recommended values ofwind pressures 7.2 For prestressed pretensioned system, all wires
to be assumed for power lines in all the Indian States. shall be accurately stretched with uniform prestress
6.4.1 The strength of the pole in the direction of the in each wire. Each wire or group of wires shall be
line shall not be less than one-quarter of the strength anchored positively during casting. Care shall be taken
required in the transverse direction. to see that the anchorages do not yield before the
concrete attains the necessary strengths.
6.4.2 The load factor on transverse strength for
prestressed concrete poles shall not be less than 2.5. 7.3 For post-tensioned poles, the relative position of
This factor may be reduced to a value not less than wires in a cable, whether curved or straight, shall be
2.0 in the case of power transmission lines by the State accurately maintained by suitable means to ensure
Governments, who are empowered in this behalfunder the free flow of grout.
the’lndian ElectricityRules, 1956.
7.4 Grouting
6.4.3 The prestressed concrete pole shall be checked
All post tensioned ducts shall be grouted using any
for transverse cracking strength under the following
suitable grouting technique ( see IS 1343 ).
conditions:
7.5 Cover
a) The design transverse load at first crack shall
be assumed to act at 600 mm from top; In pre-tensioned work, the cover of concrete measured
from the outside of the prestressing tendon shall be
b) The hypothetical flexural tensile strength in
atleast 30 mm or the size of the cable or bar whichever
concrete shall not exceed the value given in
is bigger.
IS 1343; and
7.6 Spacing
c) Untensioned steel, if provided for augmenting
the ultimate strength, shall not be considered 7.6.1 In the case of single wire used in pretensioned
in computing the transverse strength at first crack. system, the minimum clear spacing shall not be less
than greater of the following:
6.4.4 The average permanent loads on prestressed
concrete poles shall be taken as 40 percent of the load a) Three times the diameter of the wire, and
at first crack.
b) One and one-third (If) times the maximum
6.4.5 The permissible design stress for high tensile size of aggregate used.
steel and for concrete in compression under the average
7.6.2 In the case of cables or large bars, the minimum
permanent load shall be in accordance with IS 13 43.
clear spacing (measured between sheath/ducts,
The permissible design flexural tensile stress for concrete
wherever used) shall not be less than greater of the
under average permanent load may be taken as
following:
3.oN/mm*.
a) @mm,
At transfer of prestress, direct compressive stress in
concrete at top section of pretensioned concrete poles b) Maximum size of cable or bar, and
shall not exceed 0.8 times the cube strength of concrete.
c) 5 mm plus maximum size of aggregate.
6.5 Poles intended to be fitted with stays or supported
by struts shall be designed accordingly, and ifrequired 7.7 Welding and Lapping of Reinforcement
by the purchaser, they shall be appropriately tested.
The high tensile steel wire or bar shall be continuous
over the entire length of the tendon. Welding shall
6.6 Method of selection of prestressed concrete
not be allowed in any cases. Jointing or coupling in
pole in any given situation shall be as specified in
IS7321. the case of bars and indented or crimpted wires may
3IS 1678 : 1998
be permitted provided the strength of the joint or concrete poles in conjunction with wood, steel or
coupling is not less than thestrength of each individual reinforced or prestressed concrete cross arms.
bar or wire.
7.12 If desired by the purchaser, to facilitate handling
7.8 Compacting of poles during transport and erection, an eyehook
may be provided in every pole at 100 mm below ground
Concrete shall be compacted by vibrating, shocking
level on the face of the pole so as to utilize the maximum
or other suitable mechanical means. Hand compaction
flexural strength of the section during handling.
shall not be permitted.
8 TESTS
7.9 Curing
8.1 During manufacture, tests on concrete shall be
The concrete shall be covered with a layer of sacking,
carried out as detailed in 7.9.
canvas, hessian or similar absorbent material and kept
constantly wet up to the time when the strength of 8.2 Transverse Strength Test
concrete is at least equal to the minimum strength of
The transverse strength test on poles shall be
concrete at transfer of prestress. Thereafter, the pole
conducted in accordance with IS 2905. A prestressed
maybe removed from the mould and watered at intervals
concrete pole shall be deemed not to have passed the
to prevent surface cracking of the unit; the interval
test if cracks wider than 0.1 mm appear at a stage prior
should depend on the atmospheric humidity and
to the application of the design transverse load at first
temperature. Steam curing may also be permitted.
crack and the observed ultimate transverse load is less
During manufacture, daily tests on concrete cubes shall than the design ultimate transverse load.
be carried out till the concrete achieves the required
9 SAMPLING AND INSPECTIOh
strength at transfer. Thereafter the test on concrete
shall be carried out as detailed in IS 1343. The 9.1 Scale of Sampling
manufacturer shall supply when required by the
purchaser or his representative, results of compressive 9.1.1 Lot
test conducted in accordance with IS 456 on concrete
In a consignment, 500 poles or a part thereof of the
cubes made from the concrete used for the poles. If
same overall length, same dimensions and belonging
the purchaser so desires, the manufacturer shall supply
to the same batch of manufacturer shall be grouped
cubes shall be tested in accordance with IS 456.
together to consitute a lot.
7.10 Earthing
9.1.2 For ascertaining the conformity of the materials
Earthing shall be provided by one of the following in the lot to the requirements of this specitication samples
means: shall be tested from each lot separately.
9.1.3 The number of poles to be selected from the lot
4 By having a length of 25 x 3 mm copper strip
shall depend on the size of the lot and shall be according
or equivalent bare copper cable or 4 mm dia
to Table 2.
galvanized iron wire embedded in concrete during
manufacture and the ends of the strip or cable 9.2 Number of Tests and Criteria for Conformity
left projecting from the pole to a length of
SOmmat 215mm fromtopand 150 mm below 9.2.1 All the poles selected according to 9.1.3 shall
ground level (see Fig. 1 ). be tested for overall length, cross-section and
uprightness (see 4.2). A pole failing to satisfy one or
b) By providing two holes of suitable dimensions more of these requirements shall be considered as
2l5mmfromtopand150mmbelowgroundlevel defective. All the poles in the lot shall be considered
(seeFig.l)toenable25mmx3mmcopper as conforming to these requirements if the number of
defective poles found in the sample is less than or equal
strip or equivalent bare copper cable to be taken
to the corresponding acceptance number given in
~omthetopholetothebottomthroughthecentral
co1 3 of Table 2.
hole.
7.11 During manufacture, sufficient number of holes 9.2.2 The lot having been found satisfactory according
shall be provided in the poles for the attachment of to 9.2.1 shall be further tested for transverse strength
cross arms and other equipment. A typical arrangement ( see 8.2 ) of the poles. For this purpose, the number
of holes shown in Fig. 1 permits the use of prestressed of poles given in co1 4 of Table 2 shall be tested, these
4IS 1678 : 1998
LTRANSVERSE
LOAD
b
PLUGGED
HOLES
VERSE
2130
BOTTOM HOLE
FOR EARTHING OR
ENLARGED DETAIL
END OF EARTHING
OF TOP PORTION
HOLES FOR
KICKING BLOCKS
T X
ENLARGED
SECTION XX
NOTES
1 All holes except where otherwise specified shall be of 20 mm diameter
2 For details of earthing, see 7.10.
3 Plugged holes are provided for fixing danger plate and number plate. These may be plugged with hard wood or
other suitable material.
All dimensions in millimetres.
FIG. 1 PROVISION OF HOLES
Table 2 Scale of Sampling and Permissible Number of Defectives
(Clauses9.1.3,9.2.1 and9.2.2)
No. of Poles Sample Size Dimensional Requirements Transverse Transverse
in the Lot Acceptance Number Strength Test Strength Ultimate
(1) (2) (3) (4) (5)
up to 100 10 1 2 1
101 to 200 15 1 3 1
201 to 300 20 2 4 1
301 to 500 30 3 5 2
5IS 1678 : 1998
poles ma! be selected from those ahead\- tested 4 Indication of the source of manufacture,
according to 9.2.1 and found satisfactory. All these
b) Month and year of manufacture,
poles tested for transverse strength shall satisfy the
c) Serial number of the poles, and
corresponding specification requirements. If one or
more poles fail. twice the number of poles orginally 4 Position of centre.
tested shall be selected from those already selected
10.2 BIS Certification Marking
and subjected to this test. If there is no failure among
these poles, the lot shall be considered to have satisfied The product may also be marked with the Standard
the requirements of this test. Mark.
10.2.1 The use of Standard Mark is governed by the
10 MARKING
provisions of the Bureau ofIndian StandarhA4ct. 1986
10.1 The poles shall be clearly and indelibly marked and the Rules and Regulations made thereunder. The
with the following particulars either or after the details of conditions under which the licence for the
manufacture, but before testing, at a position so as to use of Standard Mark may be granted to manufacturers
be clearly read after erection in position: or producers may be obtained from the Bureau of Indian
Standards.IS 1678 : 1998
ANNEX A
( Clause 2 )
LIST OF RJCFERREDI NDIAN STANDARDS
IS No. 7ftle IS No. Title
383 : 1970 Specification for coarse and tine concrete reinforcement ( third
aggregates from natural sources revision )
for concrete ( second revision)
2090 : 1983 High tensile steel bars used in
432 Specification for mild steel and prestressed concrete (first
medium tensile steel bars and revision )
hard-drawn steel wire for concrete
2905 : 1989 Method of test for concrete poles
reinforcement
for overhead power and
(Part 1) : 1982 Mild steel and medium tensile steel telecommunication lines (jkt
bars ( third revision ) revision )
(Part2): 1982 Hard drawn steel wire ( third 6003 : 1983 Specification for indented wire for
revision ) prestressed concrete (jirst
revision )
455 : 1989 Specification for Portland slag
cement (fourth revision ) 6006 : 1983 Specification for uncoated stress
relieved strand for prestressed
456 : 1978 Code of practice for plain and concrete (first revision )
reinforced concrete ( third
7321: 1974 Code of practice for selection,
revision )
handling and erection of concrete
875 (Part 3) : 1987 Code of practice for design loads poles for overhead power and
( other than earthquake) for telecommunication lines
buildings and structures : Part
8041: 1990 Specification for rapid hardening
3 Wind loads ( second revision )
Portland cement (first revision )
1343 : 1980 Code of practice for prestressed
8112 :1989 Specification for 43 grade ordinary
concrete (first revision )
Portland cement (jirst revision )
1785 Specification for plain hard-drawn
9103 :I979 Specification for admixtures for
steel wire for prestressed concrete
concrete
(Part 1) : 1983 Cold drawn stress relieved wire
12269 : 1987 Specification for 53 grade ordinary
(second revision )
Portland cement
(Part2) : 1983 As drawn wire (jirst revision )
14268 : 1995 Uncoated stress relieved low
1786 : 1985 Specification for high strength relaxation seven-ply strand for
deformed steel bars wires for prestressed concreteIS 1678 : 1998
ANNEX B
( Foreword )
COMMlTIXE COMPOSITION
Cement Matrix Products Sectional Committee, CED 53
Chairman Representing
SHRIS . A. REDDI Gammon India Ltd, Mumbai
Members
SHRI 0. P. AGARWAL Municipal Corporation of Delhi, Delhi
SHRIJ . L. DHINGRA( A lternate )
SHRIM . A. AZEEZ Rural Electrification Corporation Ltd, New Delhi
SHRIP . D. GAIKAWA(D A lfernate )
SHRIG . R. BHAIUTKAR B. G. Shirke Construction Technology Pvt Ltd, Pune
COL (&D) D. V PADSN-GIKA(RA lternate )
SHRIA . K. CHADHA Hindustan Prefab Ltd. New Delhi
SHRIJ . R SIL (Alternate )
CHIEFE NGINEER Municipal Corporation of Greater Mumbai, Mumbai
DEPUIYC HIEP ENGINEER( Alternate )
SHRIK . H. GANGWAL Hyderabad Industries Ltd, Sanatnagar
SHRIV . PATTABH(I A lternate )
SHRIS . HARIRAMASAMY Tamil Nadu Water Supply and Drainage Board, Chennai
JOINTD IRFXZOSRT ANDARD(BS& S) CB-II Research, Designs and Standards Organization, Lucknow
ASSISTANDTE SIGNE NGINEER(C S-I) (Alternate )
SHRI’P S. KALANI All India Small Scale A. C. Pressure Pipes Manufacturers
Association, Hyderabad
SHR~N . KISHANR ~?DD(YA lternate )
SHRID . K. KANUNGO National Test House, Calcutta
SHRI ‘II CHOUDHUR( YA lternate )
SHRIp . D. kKAR Indian Hume Pipe Co Ltd, Mumbai
SHRIP . R. C. NAIR( Alternate )
SHRIA . K. MANI Structural Engineering Research Centre, Chennai
DR IRSADM ASIJ~D Central Building Research Institute, Roorkee
SHRI S. I? T&RI ( Alternate )
SHRI B. V. B. PAI Associated Cement Companies Ltd, l’hane
SHRI M. G. DANDWAT(AEl ternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
SHRIH . K. JULKA( Alternate )
SHRI S. P. RA~TOGI Federation of UP Pipe Manufacturers, Lucknow
SHRIP . S. ROY Engineer-in-Chiefs Branch, Army Headquarters, New Delhi
DR A. S. GOVAL(A lternate )
SHRIG . S. SHIRLKAR Spun Pipes Manufacturers Association of Maharashtra (SSI),
Pune
SHRI A.V. G~GIX (Alternate )
SHRIK SRIVASTAVA Eternit Everest Ltd, Mumbai
SHRIR . SUBRAMANIAM Central Public Works Depattment, New Delhi
SHRIK . P ABRAHAM(A lternate )
SHRIC . H. SUBRAMANIAN Small Scale Industries, New Delhi
SHRIA . DU~TA( Alternate )
SHRIV INODK IJMAR, Director General, BIS (Ex-ofliio Member)
Director ( Civ Engg )
Member-Secrekuy
SHRI J. K. PRASAD
Additional Director ( Civ Engg ), BIS
( Cunbnued on page 9 )
8IS 1678 : 1998
( Continued from page 8 )
Concrete Poles Subcommittee, CED 53 : 4
Convener Representing
DR N. RA~HVENDRA National Council for Cement and Building Matenals. New Delhi
Members
SHRI J. L BANDYOPADHYAY Indian Posts and Telegraphs Department, Jab,,pur
SHRI V V SURYAR AO ( Alternate )
SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delhi
SHRI S. M. MUNJAL ( Alternate )
SHRI P C. CHA~TERJEE Orissa Cement Ltd, Rajgangpur
DIREC~~OR Central Electricity Authority, Rural Electrification Directorate.
DEPUTYD IRECTOR( Alternate ) New Delhi
SHRI G. L. DUA Rural Electrification Corporation Ltd, New Delhi
SHRI P D. GAIKWAD ( Alternate )
JOINTD IRECTORS TANDARDS Research, Designs and Standards Organization. Lucknow
DEPUTYD IRECTORA DE (B&S) (Alternate )
SHRI N. G. JOSHI Indian Hume Pipe Co Ltd, Mumbai
SHRI S. K. MAITHANI Engineer-in Chiefs Branch, Army Headquarters, New Delht
SHRI SUBHASHG ARB (Alternate )
GENERALM ANAGER Hindustan Prefab Ltd. New Delhi
SHRIA . K. CHADHA( Alternate )
SHRI RAME~HC HANDER Delhi Vidyut Board Undertaking, New Delhi
SHRI PRITAMS INGH ( Alternate )
DR C. RAIKUMAR National Council for Cement and Buildtng Matenals. New Delhr
SHRI H. K. JULKA( Alternate )
SHRI C. B. RANWAL Maharashtra State Electricity Board, Mumbai
SHRI R. B. JOSHI( Alternate )
SHRI SHRIKANTS HARMA Punjab State Electricity Board, Patiala
SHRI S. K. SHARMA( Alternate )
SHRI A. V. TALATI Steel Pipe and Fabrication Works, Vadodara
SHRI H. C. SHAH (Alternate )
SHRI S. THENAGRAJAN Tamilnadu State Electricity Board, Chennai
SHRI LAKSHMINARASIMHA(NA lternate )
PROPF ?C . VARGHESE Concrete Products and Construction Compay, Chennai
SHRI K. GEORGE( Alternate )
DR S. VENKATE~WARLU Structural Engineering Research Centre. ChennaiBureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian StmdardsAct, 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 ‘Standa:,ds : Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 53 (4852).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/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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Printed at New India Printing Press, Khwja, India
c-.
---c_
|
11196.pdf
|
IS : 11196- 1985
Indian Standard
SPECIFICATION FOR EQUIPMENT FOR
DETERMINATION OF LIQUID LIMIT OF
SOILS CONE PENETRATION MET-HOD
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
SHRI SHAMPOOERPR AKAZ~X Central Building Research Institute ( CSIR )
Roorkee
Members
PROB AL- SINQZ University of Jodhpur, Jodhpur
SHRI B. ANJIAII Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
CHIEB ENGINEER ( IPRI ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( DAM ) ( Altcrnatc )
SHRI C. S. DABKE Howe ( India ) Pvt Ltd, New Delhi
SHRI G. V. MURTHY ( Alter&c )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerfold Court 12/l
Hungerford Street, Calcutta )
DIRECTOR ( D & QPC ) Pubtic Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOI~( B & SD ) ( Alternate )
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SERI A. H. DIVANJI Asia Foundations and Construction (P) Ltd, Bombay
SHRI A. N. JANGLE ( Alternate )
DIRECTCIR Central Soil & Materials Research Station, New
Delhi
DEPUTY DIRECTOR ( Alternate )
DR GOPAL RANJAN University of Roorkee, Roorkee; and Institute of
Engineers ( India ) , Calcutta
SHRI S. GUPTA Cemindia Company Limited, Bombay
SHRI N. V. DE-SOUZA ( Alternate )
SHRI M. IYEN~AR Engineers India Limited, New Delhi
SHRI ASH~K K. JAIN G. S. Jain and Associates, New Delhi
SKRI VIJAY K. JAIN ( Alternate )
JOINT DIRECTOR RESEARCH Ministry of Railways
( GE )-I, RDSO
JOINT DIRECTOR RESEARCH
( GE )-II, RDSO ( Alternate )
( Continued on ba@ 2 )
@ Copyright 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 : 11196- 1985
(Continuedfrom page 1 )
Members Representing
SHRI A. V. S. R. MURTY Indian Geotechnical Society, New Delhi
SHRI D.R. NARARARI Central Building , Research Institute ( CSIR ),
Roorkee
SHRI V. S. AGARWAL ( Alternate )
SRRI T. K. NATIGAJAN Central Road Research Institute ( CSIR ), New
Delhi
SHRI RANJIT SINGH Ministry of Defence ( R & D )
SHRI V. B. GHORPADE ( Alternate )
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR (C) ( Alternate )
SRRI N. SIV.~QURU Ministry of Shipping and Transport ( Road Wing )
SHRI U. JAYAKODI ( Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
DR N. SOM Jadavpur University, Calcutta
SHRI N. SUBRAMANYAM Karnataka Enaineerina Research Station,
Krishnarajasagar
COL R. R. SUDHINDRA Ministry of Defence (Engineer-in-Chief’s Branch )
SHRI S. S. JOSHI ( Alternate )
SU;F~N~;~NR E N o I N E E. R Public Works Department, Government of Tamil
Nadu. I Madras
’ EXECUTI& ENQINEER
( SMRD ) ( Alternate )
SHRI H. C. VERMA All India Instrument Manufacturers and Dealers
Association, Bombay
SHRI H. K. GUHA ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-o$cio Member )
Director ( Civ Engg )
SHRI K. M. MATHUR
Se&or Deputy Director ( Civ Engg ) IS1
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convener
SHRI H. C. VERMA Associated Instrument Mfrs (I) Pvt Ltd, New Delhi
Members
SHRI M. D. NAIR ( Alternate to
Shri H. C. Verma )
SHRI AMED KRISRNA Saraswati Engineering Agency, Roorkee
SHRI RAKES~ GOEL ( Alternate )
DEPUTY DIRECTOR RESEARCH Ministry of Railways
( GE )-III
JOINT DIRECTOR RESEARCH
( GE )-II ( Alternate )
( Continuedo n page 16 )
2IS : 11196 - 19B5
Indian Standard
SPECIFICATION FOR EQUIPMENT FOR
DETERMINATXON OF LIQUID LIMIT OF
SOILS CONE PENETRATION METHOD
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 25 January 1985, after the draft finalized by the Soil
Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 The Indian Standards Institution has already published a series
of 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 of soil by cone penetration method as covered in IS : 2720
( Part 5 )-1985*.
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 : 2-19607.
1. SCOPE
1.1 This standard covers the details of apparatus for determination of
liquid limit of soils by cone penetration method.
2. DIMENSIONS
2.1 Dimensions with tolerances of different component parts of the
equipment shall be as detailed in Fig. 1 to 9. Except where tolerances
are specially mentioned against the dimensions, all dimensions shall be
taken as nominal and tolerances of medium class as given in IS : 2102
( Part 1 )-1980: shall apply.
*Methods of the test for soils : Part 5 Determinatim of liquid and plastic limits
( second revision ) .
+Rules for rounding off numerical values ( revised ).
SGeneral tolerances for dimensions, and form and position: Part 1 General
tolerances for linear and angular dimensions ( second revision ).
3IS:11196-1985
PLUNGER ROD
r-PILLAR
ClRtULAR
SPIRIT LEVEL
BA iSE
KFlXED LEVEL SCREW
FIG. 1 GENERAL ASSEMBLY
4IS : 11196- 1985
450 C/d 160 C/C
1
I 310
‘I
3 TAPPED HMES
M 12x12~5~
275 C/C
I-
2A BASE 80DY
All dimensions in millimetres.
FIG. 2 BASE BODY - Contd
5IS c 11196- 1985
p+-H 12% 1.25 p
28 LEVELLING SCREW
I_M 12 ~1.25~
2C FIXED LEVEL
SCREW
2D RUBBER PAD
All dimensions in millimctres. All dimensions in millimetres.
FIG. 2 BAS BOPV FIG. 3 PILLAR
6IS:11196- 1965
16
LA KNURLED CLAMP
1
916’
&C WASHER
~~_~~~~_..
LB CLAMP PIN
FIG. 4 BRACKET - Contd1S:11196- 1985
OETAIL AT X X TOP PLAN 14
L-8
160
c-
l-i
31
ECEVATION
All dimensions in millimetres.
FIG. 4 BRACKET
8IS : 11196- 1985
L___
M 108 1 19,
w 93
-I
tsrzq_-_~ _______ ___________
__ _ -me -a--__ _________ -
5A PLUNGER ROD
SC CLAMPING
SB TOP CAP
SCREW
r TO BE ADJUSTED
FOR WEIGHT ,
l-1 l-
0 12.7
SD BUSH
5E WEIGHT
All dimensions in millimetres.
FIG. 5 PLUGNERtSi11196-1985
8A BUSH BUTTON PIN
SPRING DATA
0. Il. + 15
TOTAL LENGTH 28
Ng OF COlL,S 8
‘WIRE DIA 1.5
6B PUSH BUTTON SPRlNG$
All dimensions in millimetres.
FIG. 6 RELEASE MECHANISM
10IS:11196-1985
MARKING OF 1 DIY
THROUGHOUT
c 0 150
1 14
4 y-! I 1.
I
7A DIAL 7
All dimensions in millimetres.
FIG. 7 DIAL GAUGE - Contd
11-IS : 11196- 1985
712 POINTER BUSH
78 NEEDLE POINTER
t I
36.5
I
70 PINION SHAFT
FIG. 7 DIAL GAUGE
12IS : 11196 - 1985
All dimensions in millimetres.
FIG. 9 CONE
3. MATERIALS
3.1 The materials of construction of various component parts of the
equipment shall be as given in Table 1.
4. CONSTRUCTION
4.1 The base, pillar, bracket, plunger, release mechanism, dial rack and
cone shall be according to details given in Fig. 1 to 9. The mass of
plunger along with its components and cone as given in Fig. 5 and Fig. 9
shall be 80 rt 0.5 g ( for this purpose thickness of weight given in Fig. 5E
be adjusted ) and when assembled the pin fixed at the bottom of the
rack shall be in line and concentric with the plunger assembly.
5. MARKING
5.1 The following information shall be clearly and indelibly marked
suitably on each part:
a) Name of manufacturer, and
b) Date of manufacture.
5.1.1 The equipment may also be marked with the IS1 Certification
Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the require-
ments of that standard under a well-defined system of inspection, testing and quality
control which is devised and supervised by IS1 and operated by the producer. IS1
marked products are also continuously checked by IS1 for conformity to that
standard as a further safeguard. Details of conditions under which a licence for tha
use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
14-IS : 11196- 1985
TABLE 1 MATERIALS OF CONSTRUCTION OF VARIOUS
COMPONENT PARTS
( ck?usc 3.1 )
SL CGM?ONENTS MATERIAL SPECIAL RELEVANT
NO. PARTS REQUIREE~E:NT IS NUMBER
i) 3ase body Cast aluminium IS : 617-1975*
ii) Levelling screws Mild steel Nickel/Chrome IS : 1875-1978t
plated
iii) Pillar Mild steel Nickel/Chrome IS : 1875-1978t
plated
iv) Bracket Cast aluminium IS : 617-1975.
v) Knurled clamp Mild steel Nickel/Chrome IS : 1875-1978t
plated
vi) Clamp pin Mild steel Nickel/Chrome IS : 1875-1978t
plated
vii) Plunger rod Mild steel Nickel/Chrome IS: 1875-1978t
plated
viii) Top cap Mild steel Nickel/Chrome IS : 1875-1978t
plated
ix) Clamping screw Mild steel Nickel/Chrome IS: 1875-1978t
plated
x) Bush Brass - IS : 4170-1967#
xi) Weight Brass IS : 4170-19672
xii) Push button pin Mild steel Nickel/Chrome IS : 1875-1978t
plated
xiii) Push buttonspring Spring steel Nickel/Chrome IS : 4454
plated ( Part 1 )-19755
xiv) Dial Aluminium Anodized IS : 7883-197511
xv) Needle pointer Mild steel Nickel/Chrome IS : 1875-1978t
plated
xvi) Pointer bush Brass - IS : 4170-1967$
xvii) Pinion shaft Mild steel Nickel/Chrome IS : 1875-1978t
plated
xviii) Spur rack Mild steel Nickel/Chrome IS : 1875-1978t
plated
xix) Cone Stainless steel - IS : 6603-19727
*Specification for aluminium and aluminium alloy ingots and castings for general
engineering purposes ( mend s&ion ).
$Specification for carbon steel billets, blooms, slabs and bars for forgings ( fourth
rcvirion ) .
$Specification for brass rods for general engineering purposes.
@pecification for steel wires for cold formed springs: Part 1 Patented and cold
drawn steel wires - unalloyed ( second r&ion ).
l/Specification for aluminium-manganese alloy sheet and strip for aircraft purposes
( alloy No. 3 1000 ).
OSpecification for stainless steel bars and flats.
15IS:11196- 1985
( Continued from page 2 )
Members Representing
DIRECTOR ( CSMRS ) Central Soil & Materials Research Station, New
Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
SHRI H. K. GUHA Geologists Syndicate Pvt Ltd, Calcutta
SHRI A. BHATTACHARYA ( Alternate )
DR S. C. HANDA University of Roorkee, Roorkee
SRRI P. K. JAIN ( Alternate )
SHRI VIJAY K. JAIN G. S. Jain Associates, New Delhi
DR B. R. MALIIOTRA Central Road Research Institute ( CSIR ), New Delhi
SHRI S. K. MITRA K. N. Dadina Foundation Engineers, Calcutta
BRIG M. IL PAUL Ministry of Defence
SHRI M. P. S~UKLA ( Alternate )
DR T. RA~XAMURTHY Indian Institute of Technology, Delhi
SHRI RESEAX SINQH Hydraulic & Engineering Instruments Company,
New Delhi
SHRI JATINDEH.S INGH ( Alternate )
SERI S. VENKATESAN Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. R. SENEJA ( AItsrnatc )
16
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12797.pdf
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IS 12797 : 1989
Indian Standard
DENTALMATERIALS-DENTALGLASS
POLYALKENOATECEMENTS-SPECIFICATION
W5h
ST?t%
23 FfTWft - aep Ma PThpF;lf~;Ttq~ Fi?ifz - f$hfa;z
UDC 615’463 : 616’314
0 BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110502
July 1990 Price Group 4Dental Materials Sectional Committee, CDC 52
FOREWORD
Thus Indian Standard was adopted by the Bureau of Indian Standards on 20 September 1989, after
the draft finalized by the Dental Materials Sectional Committee had been approved by the Medical
Equipment and Hospital Planning Division Council.
This standard is based on IS0 7489-1986 ‘Dental glass polyalkenoate cements’, issued by the Inter-
national Organization for Standardization ( lS0 ).
The term ‘glass polyalkenoate’ is now preferred to ‘glass ionomer’ which is deprecated.
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 the standard.IS 12797:198!I
Indian Standard
DENTALMATERIALS-DENTALGLASS
POLYALKENOATECEMENTS-SPECIFICATION
1 SCOPE test shall be carried out. After immersion in
water at 37 f 1°C for 7 days, the colour of the
1.1T his standard prescribes requirements for set cement, when viewed under water and in
dental glass polyalkeooate cements produced by natural day light, shall, within the limits of
the reaction between a powder of acid soluble, professional acceptance, match the manufac-
aluminosilicate glass and an aqueous solution of turers’ shade card.
a polyalkenoic acid.
4.4 Physical Requirements
1.2 Polyalkenoate cements prepared by the
addition of water to a mixture of dry acid and The film thickness, setting time, working time,
aluminosilicate glass are also covered by this compressive strength, water leachable content,
standard. opacity, acid-soluble arsenic content, and
lead content shall be as specified in Table 1,
2 REFERENCES when tested in accordance with the appropriate
The following Indian Standards are necessary test methods given in 6.
adjuncts to this standard:
Table 1 Requirements for Dental Glass
IS No. Title Polyalkenoate Cements
( Clauses 4.4, 6.5.3.3, and 6.6.4.2 )
1070 : 1977 Specification for water for
general laboratory use ( second
S1 No. Characteristic Requirement Test
revision )
r__A--~ Method
2088 : 1983 Method of determination of Type 1 Type 2 ( Clause
Ref )
arsenic ( second revision ) 9 Film thickness, pm, MUX 25 - 6.2
ii) SeEttixg time, minutes, 7.5 5 6.3
3 TYPES
3.1 The cements covered by this standard shall iii) Working time, minutes, 2’0 1.7.5 6.4
Max
be classified according to their intended use as
iv) Compressive strength, 65 125 6.5
follows: MPa, Min
Type 1 - Luting agent v) Water leachable content, 1.0 0.7 6.6
We 2 - Restorating material percent m/m, Max
vi) Opacity, C,.7a value, - 0.35 6.7
Min 0’90
3.1.1 Materials used to fill or seal pits and
Max
fissures may be of either Type I or Type 2. vii) Acid soluble arsenic 2.0 2.0 6.8
z;ent, ms/ka (ppm),
4 REQUIREMENTS
viii) Lead content, mg/kg 50 50 6.9
4.1 Components (ppm), Max
4.1.1L iquid
4.5 Freedom from Toxicity
The liquid shall be free from visible deposits or
filaments on the inside of its container. There The mixed cements, when used in accordance
shall be no visible signs of gelling. with the manufacturers instructions shall neither
cause prolonged damage to oral tissues nor have
4.1.2 Powder any adverse systemic effect ( see 4.6 ).
The powder shall be free from extraneous mate-
4.6 Manufacturers’ Instructions
rial and, if coloured, the pigments shall be
uniformly dispersed throughout the powder.
Instructions for the preparation, mixing and
manipulation shall accompany each container
4.2 Cement
of liquid and shall include the following:
The cement prepared and mixed in accordance
a) The recommended temperature range for
with 6.1.3 shall be’ of uniform, smooth texture
preparation, condition and type of both
and shall not evolve gases.
the slab and spatula, or the type of mixing
machine;
4.3 Colour of Set Cement
’ For those cements with a shade guide supplied b) The optimum powder/liquid ratios over
Lby the manufacturer, the following additional the recommended temperature range
1IS 12797 : 1989
( see 4.6 ). This requirement, however, 6.2 Film Thickness ( for Type 1 Cements Only )
shall not apply to capsulated materials for
which it is inappropriate; 6.2.1 Apparatus
c) The method of mixing and the time of 6.2.1.1 Two optically-flat, square or circular glass
mixing and, in the case of hand-mixed plates
materials, the rate of incorporation of
the powder; Having a contact surface area of approximately
200 mm* and of a uniform thickness of not less
d) The manipulation time after completion than 5 mm.
of mixing;
6.2.1.2 Loading device
e) A statement recommending that, when
clinical conditions warrant, a linear should The type shown in Fig. 1, generating a force of
be placed between the cement and dentine; 147 N obtained by using a mass of 15 kg. The
bottom surface of the rod supporting the load
f) For materials where the polyacid is pre-
shall be horizontal and parallel to the base and
sent in aqueous solution, a recommenda-
large enough to cover one of the glass plates.
tion that the liquid should be kept in a
The loading device shall be capable of applying
moisturetight container to avoid conta-
the load smoothly and with no rotational
mination or less of moisture;
motion. The glass plates shall be held on the
g) The precise powder/liquid ratio on a mass base by guides to prevent movement or rotation
basis to an accuracy of 0’1, at a tempera- when the load is applied.
ture of 27 & 2°C and a relative humidity
6.2.1.3 Micrometer, accurate to ‘001 mm (1 pm ).
of 65 f 5 percent, to be used when it is
desired to carry out tests on the material; 6.2.2 Procedure
and
Measure the thickness of the two optically-flat
h) A technique for protecting the cement glass plates ( see 6.2.1.1 ) stacked in contact
against early contamination by water. to an accuracy of f 0’5 pm ( reading A >. Place
a small quantity of mixed cement on the centre
5 SAMPLING of one of the glass plates and place the plate in
the guides. Place the other glass plate centrally
A sample drawn from each batch shall provide on the first plate.
sufficient powder and liquid to complete all the
6.2.2.1 Two minutes after the start of mixing,
prescribed tests.
carefully apply a force of 147 N vertically on
the top plate and leave for 7 minutes. Ensure
6 TEST METHODS
that the cement completely fills the space bet-
ween the two glass plates.
6.1 Preparation of Test Specimens
6.2.2.2 Ten minutes after the start of mixing,
6.1.1 Conditioning remove the force that had been applied and
measure the thickness of the two glass plates and
Prepare the test specimens at a temperature of
cement film ( reading B ).
27 =t 2°C and a relative humidity of 65 & 5
percent. 6.2.2.3 Calculate the thickness of the film as the
difference between reading B and reading A.
6.1.2 Apparatus Record the mean result of three such tests to
the nearest 1 pm.
6.1.2.1 Polished glass mixing slab
6.3 Setting Time
Approximately 150 mm longx 75 mm widex
20 mm thick slab of glass.
6.3.1 Apparatus
6.1.2.2 Spatula
6.3.1.1 Oven or cabinet
Made of a material which will not react with,
Oven shall be capable of being maintained at a
or be abraded by the components.
temperature of 37 f 1°C and a relative humi-
NOTE-Apparatus used for mixing aod testiog dity of at least 90 percent.
should be kept clean, dry and free from hardened
particles of cement. 6.3.1.2 Indentor
6.1.3 Method of Mixing Indentor shall have mass 400 f 5 g and a flat
end of diameter 1’0 f 0’01 mm. The needle
Completely mix the powder and liquid as quickly tip shall be cylindrical for a distance of approxi-
as possible to a uniform smooth texture in mately 5 mm and the needle end shall be plane
accordance with the manufacturers’ instructions and perpendicular to the long axis of the
( see 4.6 ). needle.
2IS 12797: 1989
.
15 kg MASS
_
C
_I
I
Fro. 1 LOADING DEVICE FOR F[LM THICKNESS TEST
6.3.1.3 Metal mould cement and allow it to remain there for 5 s.
Carry out a trial run, to determine the approxi-
Metal mould shall be similar to that shown in
mate setting time, repeating the indentations at
Fig. 2 made of non-corrodible metal.
30 s intervals until the needle fails to make a
complete circular indentation in the cement,
6.3.1.4 Metal block
when viewed using a hand lens of low magnifica-
Minimum dimensions 8 mm X 75 mm X 100 mm. tion. Clean the needle, if necessary, between
indentations. Repeat the process, starting the
6.3.1.5 Non-reactive aiuminium foil
indentations at 30 s before the approximate
setting time, making indentations at 10 s
6.3.2 Procedure
intervals.
Place the mould ( see 6.3.1.3 ), conditioned to
6.3.2.3 Record the setting time as the time which
37 j= l”C, on the alumimum foil ( see 6.3.1.5 )
elapses between the start of mixing to the time
and fill to a level surface with mixed cement.
when the needle fails to make complete circular
6.3.2.1 Two minutes after start of mixing, place indentation in the cement.
the assembly comprising mould, foil and cement
6.3.2.4 Take the mean of three such tests,
specimen, on the block (see 6.3.1.1 ), condition-
rounded to the nearest 10 s as the result.
ed to 37 + l”C, and replace in the oven ( see
6.3.1.1 ). Ensure good contact between the
6.4 Working Time
mould, foil and block.
6.4.1 .4pprrratus
6.3.2.2 Two and half minutes after start of
. . carefully lower the indentor ( see 6.4.1.1 Indentor of mass 28 f 0’25 g and having
g:??) vertically on to the surface of the a flat end of diameter 2’0 f 0’05 mm. The
3IS 12797 : 1989
needle tip shall be cylindrical for a distance of 6.5.1.2 Split moulds and plates
approximately 5 mm and the needle end shall
Split moulds and plates shall be as shown in
be plane and perpendicular to the long axis of
Fig. 3, made of stainless steel or other suitable
the needle.
material that will not be attacked or corroded
6.4.1.2 Metal mould similar to that shown in by the cement. The internal dimensions of the
Fig. 2. mould shall be 12 mm high and 6 mm diameter.
NOTE - Internal corners may be rounded.
All dimensions in millimetres.
( Tolerances on dimensions f @15 )
FIG. 2 MOULD FOR USE IN DETERMININO SETTING TIME AND WORKING TIME
6.4.1.3 Metal block of minimum dimensions 6.5.1.3 Individual screw clamps, as shown in
8 mm X 75 ‘pm X 100 mm. Fig. 3.
6.4.1.4 Non-reactive aluminium foil 6.5.1.4 Apparatus
Apparatus shall be suitable for testing com-
6.4.2 Procedure pressive strength, having a cross-head speed of
6.4.2.1 Place the mould ( see 6.4.1.2 ), condi- 1’0 mm/min.
tioned to 37 =t: l”C, on the aluminium foil
( see 6.4.1.4 ) and fill to a level surface with 6.5.2 Preparation of Test Specimens
mixed cement.
6.5.2.1 Condition the moulds, top and bottom
6.4.2.2 One minute after completion of mixing, plates ( see 6.5.1.2 ), and the screw clamps, to
place the assembly, comprising mould, foil and 27 -+ 2°C.
cement specimen on the block, conditioned to
37 f 1°C. Ensure good contact between mould, NOTE - To facilitate the removal of the hardened
foil and block. cement specimen, the internal surface of the mould
and plates may be evenly coated. prior to fillinn,
6.4.2.3 Two minutes after start of mixing, care- with a 3 percent solution of micro-crystalline Or
fully lower the indentor vertically on to the paraffin wax in pure toluene. Alternativelv, a thin
film of silicone grease or polytetrafluorocthylene
surface of the cement and allow it to remain
(PTFE) dry film lubricant may be used.
there for 5 s. Repeat at 10 s intervals until the
needle fails to make a complete circular inden-
6.5.2.2 Pack the mixed cement to a slight excess
tation in the cement, when viewed using a hand
into the assembled split mould within 2 minutes
lens of low magnification. Clean the needle, if
of start of mixing.
necessary, between indentations.
6.4.2.4 Record the working time as the time NOTE - In order to consolidate the cement and
which elapses between the start of mixing to the to avoid trapping of air, it is advisable to convey
the largest convenient portions of mixed cement
time when the needle fails to make a complete
to the mould and apply to one side with a suitable
circular indentation in the cement. instrument.
6.4.2.5 Take the mean of three such readings,
6.5.2.3 Fill the mould to excess and place on
rounded to the nearest 10 s, as the result.
the bottom plate with the application of slight
pressure.
6.5 Compressive Strength
6.5.2.4 Remove any bulk extruded cement,
6.5.1 Apparatus place the top plate in position and manually
squeeze together. Put the mould and plates in
6 5.1.1 Ore?1 or cabinet
the clamp ( 6.5.1.3 ) and screw tightly together.
Oven shall be capable of being maintained at a Not later than 3 minutes after start of mixing,
temperature of 37 I!Z 1°C and a relative humi- transfer the whole assembly to the oven
dity of at least 30 percent. ( 6.5.1.1 ).
4All dimensions in miliimetres.
FIG 3 MOULD AND CLAMPF OR PREPARATIONO F COMPRESSIVSET RENGTHS PECIMENS
6.5.2.5 One hour after start of mixing, remove NOTE - A small disc of damp filter paper may be
placed between each end of the specimen and the
the plates and grind the ends of the speci-
jaws of the testing machine in order to reduce
men flat so that they are at right angles to its scatter of results arising from snrface roughness of
long axis. Grinding and the removal of the the ends of the specimen.
excess cement may be effected by drawing the
6.5.3.2 Record the load applied when the speci-
specimen back and forth on a glass plate with a
men fractures, and calculate the compressive
small amount of 350 mesh (maximum particle
strength, k, in megapascals, using the formula:
size 45 pm) silicon carbide powder, mixed with
water. Keep both ends of the specimen wet 4F
k =I-
during grinding and rotate the specimen by one ad2
quarter turn every few strokes.
where
6.5.2.6 Remove the specimen from the mould F = maximum applied load, in newtons;
immediately after surfacing and rapidly check and
for air-voids or chipped edges. Discard any d = measured mean diameter of the
defective specimens. specimen, in millimetres.
6.5.2.7 Immerse the specimen in water comply- 6.5.3.3 If four out of five of the results obtained
ing with IS 1070 : 1977 and maintain at 37 & 1°C are below the limit specified in Table 1, the
for 23 hours. Five specimens shall be prepared material shall be deemed to have failed the test.
and tested. If four out of five of the results are above the
limit specified in the table, the material shall be
6.53 Procedure deemed to have met the requirements of the
table. In other cases, prepare a further 10
Calculate the diameter by taking the mean of
specimens and calculate the median result for
four measurements, two at each end of the
all 15 specimens. Round this value to two
specimen at right angles to each other, to an
accuracy of -;1 0’01 mm. Twenty-four hours significant places and record as the compressive
strength.
after start of mixing, determine the compressive
strength of the test specimens using an appara- 6.6 Water Leachable Content
tus having a cross-head speed of 1’0 mm/minute
( 6.5.1.4 ). 6.6.1 Apparatus
6.6.1.1 Oven or cabinet
6.5.3.1 Place each specimen with the flat ends
between the platens of the apparatus so that the Capable of being maintained at a temperature
load is applied along the long axis of the of 37 f 1°C and a relative humidity of at least
specimen. 30 percent.IS 12797 : 1989
6.6.1.2 Mould 6.6.2.3 Fill the split ring with mixed cement.
Consisting of a split brass or stainless steel ring 6.6.2.4 Cover with a plate, faced with a sheet
contained in a former or retaining ring as shown of polyethylene or cellulose acetate, press firmly
in Fig. 4. The height of the ring shall be together and apply the screw clamp (6.6.1.3 ).
1’5 f 0’3 mm and the internal diameter 6.6.2.5 Three minutes after start of mixing,
20 & 1 mm. place the mould, plates and the screw clamp in
the oven ( 6.6.1.1 ) maintained at 37 f 1°C and
6.6.1.3 Individual screw chnps a relative humidity of at least-Xi percent.
6.6.1.4 Platinum wire or, alternatively, waxed 6.6.2.6 After 1 hour remove the plates and poly-
dental floss or other non-corrodible material. ethylene or cellulose acetate sheets from the
clamp and carefully separate the cement disc
6.6.1.5 Three wide-mouthed, tared, stoppered
and attached platinum wire from the split ring.
glass weighing bottles as shown in Fig. 5.
Remove any surplus cement from the edge of
the disc and lightly brush the surface to remove
6.6.2 Preparation of Test Specimens any loose material. Prepare four specimens.
6.6.2.1 Place the mould ( 6.6.1.2 ) on a thin NOTE - Due to the comparatively brittle nature
polyethylene or cellulose acetate sheet backed of the cement at this stage, it is advisable to clean
the excess of cement from the surface of the ring
by a flat plate.
before attempting to remove the specimen.
6.6.2.2 Insert a convenient tared ( mass E )
length of platinum wire ( 6.6.1.4) through the 6.6.3 Preparation of Test Solution
split ring so that at least 13 mm projects into 6.6.3.1 For each pair of specimens, use a clean
the ring. weighing bottle ( 6.6.1.5 > together with a third
bottle for a blank estimation to be carried out
NOTE - A release agent, such as polytetrafluoro- simultaneously. Dry the bottles at 150 + 5°C
ethylene ( PTFE ) dry film lubricant may be appli-
for at least 2 hours. Cool the bottles for 1 hour
ed to the split ring to facilitate removal of the
specimen. at room temperature in a desiccator containing
COVER
PLATE
I I
NOTE - The dimensions of the moulds are different for the two tests ( see 6.6.1.2 and 6.7.1.4 ).
FIG. 4 MOULD FOR PREPARATION OF WATER-LEACHABLE CONTENT AND
OPACITY SPECIMENS
6-PCAl INUM
WIRE OR
OENTAC FCC
,
-TEST
SPEC’iMEN
FM. 5 WEIGHING BOTTLE CONTAINING WATER-LEACHABLEC ONTENT SPECIMENS
thoroughly dry anhydrous calcium sulphate or 6.6.4 Expression of Results
active silica gel, and weigh to 0’1 mg ( mass A ). 6.6.4.1 Express the water-leachable contents,
During these operations, the bottles should be
for each pair of specimens as a percentage by
handled as little as possible to prevent con-
mass, using the equation:
tamination.
B-_(C+A)
s
6.6.3.2 Place two specimens immediately after = D-(AtE) )( I()()
preparation in each bottle except the blank
6.6.4.2 The average of duplicate test results ( that
bottle, and weigh the whole mass ( mass D ).
is two weighing bottles each containing two
The mass of each pair of specimens shall
specimens ), calculated to the nearest 0’1 per-
then be:
cent shall be the water-leachable content. If one
Mass D - ( Mass A + Mass E) of the results is above the limit given in
where Table 1, repeat the test; discard the highest and
the lowest results and calculate the mean of the
E is the sum of the masses of platinum
two remaining results to the nearest 0’1 percent,
wires.
6.6.3.3 Immediately submerge the two discs by 6.7 Opacity
pouring 50 ml of distilled water into the bottle
NOTE -This is applicable to Type 2 cements
and suspending the specimens by the wire, so
only.
that they neither touch each other, nor rest
against the side of the bottle. Close the bottle
6.7.1 Apparatus
as tightly as possible and store for 23 hours at
37 f 1°C. Place 50 ml of the same water in the
6.1.1.1 Oven or cabinet
blank bottle and store in the oven containing
the specimens. Oven shall be capable of being maintained at a
temperature of 37 f 1°C and a relative humi-
6.6.3.4 After 23 hour immersion, remove the dity of at least 30 percent.
specimens from the water and evaporate the
water from the specimen bottle and from the 6.7.1.2 Opal glass standards
blank bottle at a temperature just below 100°C
and dry the bottles for 24 hours at 150 f 5°C. With C&7,, values of 0’35 and 0’90, respectively.
Cool and weigh the bottles as earlier directed
for weighing when empty. The mass of the NOTE - The contrast ratio C’,.,, is the ratio
specimen bottle, in each case, shall be mass B, between the light reflected by rhe specimen on a
black background, and the light reflected by the
and the increase in mass of the blank bottle
specimen on a white background which has a
shall be mass C. reflectance of 70 percent.
7IS 12797 : 1989
6.7.1.3 A sheet of white water proof material 6.9 Lead-Coatent
Approximately 110 mm Y 40 mm, marked, 6.9.1 Reagents
along its entire length, with black stripes 2 mm
wide and 3 mm apart. During the analysis, use only reagents of recog-
nized analytical grade and of a ‘low in lead
6.7.1.4 Moulds grade. Use only distilled water or laboratory
grade water ( see IS 1070 : 1977 ).
Consisting of a split brass or stainless steel ring
contained in a former as shown in Fig. 4. The 6.9.1.1 Hydrochloric acid
height of the ring shall be 1’00 f 0’03 mm and
the internal diameter 30 f 1 mm. Hydrochloric acid 20 percent ( m/m ) prepared
by diluting lead-free hydrochloric acid 36 per-
6.7.1.5 Fiat glass plates cent ( m/m ) ( d = 1’18 g/ml ) with distilled
water.
I Approximately 35 mm x 35 mm and 5 mm
i thick, and two polytetrafluoroethylene or 6.9.2 Preparation of Sample
cellulose acetate sheets 35 mm X 35 mm.
Mix sufficient powder and liquid to give 2 g of
I’6 .7.1.6 Individual screw clamps cement. Place the mixed cement in a clean
I plastic bag and seal the bag. Flatten the cement
;, 6.7.2 Preparation of Test Specimens in the bag, using finger pressure to produce a
very thin disc. Place the disc in an oven at
6.7.2.1 Clamp a sufficient amount of mixed 37 f 1°C for 24 hours. Remove the disc of
cement between the two polytetratluoroethylene set cement and crush to a fine powder with an
or cellulose acetate sheets and two flat glass agate pestle and mortar. Accurately weigh
plates ( 6.7.1.5 ) to form a disc of approximately about 2 f 0’01 g of the powdered cement and
30 mm diameter and 1 f 0’025 mm thick. Three transfer to a 130-ml conical flask. Add
minutes from the start of mixing, place the 50 f 0’5 ml of the 20 percent hydrochloric acid.
assembly in the oven ( 6.7.1.1). After 1 hour Stopper the flask, shake and allow to stand for
remove the specimen from the plates and store 16 hours.
for 7 days in distilled water at 37 & 1°C.
Pour the solution into a centrifuge tube. and
6.7.3 Procedure centrifuge for 10 minutes. Using a pipette,
transfer the clear solution into a sample con-
6.7.3.1 Compare the opacity of the cement tainer and stopper it.
specimen with that of the two opal glass stan-
dards ( 6.7.1.2 ) having Cg.,a values of 0’35 6.9.3 Procedure
and 0’90, respectively, by placing the specimen
Determine the lead content directly by atomic
and standards against the variegated black and
absorption spectroscopy.
white background. During observations, cover
the cement specimens, the standards, and the
7 PACKING AND MARKlNG
space between them and the black and white
backing with a film of distilled water. If the
7.1 Packaging
opacity of the specimen is between or equal to
either of the opacities of the standards, the The components shall be supplied in securely
cement is deemed to have met the requirement. sealed containers, made from materials which
do no react with or permit contamination of the
6.7.3.2 If preferred, a suitable photometric contents.
method may be used to obtain the CWO values
NOTE- For the purpose of this standard, the
provided that the accuracy is within & 0.01 CO ‘1o
container is considered to be the immediate wrap-
ping of the component.
6.8 Acid-Soluble Arsenic Content
7.2 Marking of Containers
6.8.1 Preparation of Sample
7.2.1 Each container shall be clearly marked
powder the set cement, and sieve through a with the following particulars:
75 pm ( 200 mesh ) sieve. Disperse 2 f 0‘01 g
a) Name and/or trade-mark of the manu-
of the sieved powder in 30 f 0’5 ml of water
facturer, and type of cement;
and add 10 & 0.01 of hydrochloric acid, 36 per-
cent ( m/m ) ( d = 1’18 g/ml >. Maintain the b) Shade of the powder according to manu-
mixture at 37 f- 1°C for 1 h, then filter the facturer’s shade guide, if supplied;
solution and use it. c) Minimum net mass, in grams, of the
powder and the minimum net volume, in
6.8.2 Procedure millilitres of the liquid;
d) Date of manufacture; and
Determine the arsenic content by the method
described in IS 2088 : 1983. e) Batch number.
8Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of the Indian
Standards, Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BlS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Bureau of Indian Standards
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 10 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. CDC 52 ( 9268 )
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 I 333311 0113 7351
NEW DELHI 110002
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CALCUTTA 700054 37 86 62
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Prmrecl at Swatanrra Bharat Press, Delbl, India
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7779_3_2.pdf
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IS : 7779 ( Part III/Set 2 ) - 1980
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTR-UCTION PURPOSES
PART III TAMIL NADU STATE
Section 2 Engineering Properties of Building Stones
Stones Sectional Committee, BDC 6
Chairman Representing
SHRI B. RAMACHANDRAN Geological Survey of India
Mem hers
SHRI S. R. PRADBAN (Alternate to
Shri B. Ramachandran )
SHRI K. K. AGRAWALA Builders’ Association of India, Bombay
SHRI K. K. MADHOK ( Alternate )
SERI S. K. BANERJEE National Test House, Calcutta
SHRI P. R. DAS (Alternate)
SHRI R. K. BANSAL Delhi Marble Dealers’ Association, New Delhi
SBRI J. K. C~ARAN Engineer-in-Chief’s Branch ( Ministry of
Defence )
SHRI K. KAML~NA~HAN ( Alternate )
CHIEF ARCHITECT Central Public Works Department, New Delhi
CHIEF ENGINEER ( B & R ) Public Works Department, Government of
Rajasthan, Jaipur
SHRI Y. N. DAVE Department of Geology & Mining, Government
of Rajasthan, Udaipur
SHRI R. G. GUPTA ( Alternate )
DEPUTY DIRECTOR ( RESEARCH ), Public Works Department, Government of Uttar
PWD RESEARCH INSTITUTE Pradesh, Lucknow
DR M. P. DHIR Central Road Research Institute ( CSIB ), New
Delhi
DR N. B. LAL ( Alternate)
( Continued on Qage 2 )
@ Copyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian CoQyright 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.
-
cIS : 7779 ( Part III/Set 2 ) - 1980
Members Representing
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
Sanr M. K. GUPTA Himalayan Tiles and Marble Pvt Ltd, Bombay
DR IQBAL ALI Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
SHRI G. RAMAKRISENA ( Alternate)
SERI R. C. JAIN Ministry of Shipping & Transport ( Roads Wing )
SH~I R.~G. LIMAYII: Indian Institute of Technology, Bombay
DR G. S. MXHROTXA CentI;ao~r~$dmg Research Instrtute ( CSIR ),
DR DIN~SH C~ANDRA ( Alternate )
SHRI PRE~I S~ARUP Department of Geology & Mining, Government of
Uttar Pradesh, Lucknow
SHRI A. K. AGARWAL ( Alternate )
DR A. V. R. RAO National Buildings Organisation, New Delhi
SHRI J. SEN GIJPTA f Alternate )
RESEARCH 0 F F I c E R, GERI, Public Works Department, Government of
VADODARA Gujarat, Ahmadabad
RESEARCH OPFICER MERI, NASIK Irrigation & Power Department, Government of
Maharashtra, Bombay
STJPERINTENDING~~NOINEER Public Works & Electricity Department,
( DESIGNS ) Government of Karnataka, Bangalore
S U~PE R I N T E N n I N G ENGINEER Public Works Department, Government of Tamil
( DESIGNS ) Nadu, Madras
DY CHIEF BNGINEZR ( I & D )
( Alternate )
S TJ P E R I N T E N I) I N G ENGINEER Public Works Department, Government of West
( PLANNING Crxcrz ) Bengal, Calcutta
SRRI D. AJ~TIIA Sraraa, Director General, IS1 (Ex-@cio Member)
Director ( Civ EngS )
Secretary
SHRI S. SENGUPTA
Assistant Director ( Civ Engg ), IS11S : 7779 ( Part lII/Gec”l) - 1980
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART 119T AMIL NADU STAT-E
Section 2 Engineering ,Properties of Building Stones
0. F 0 R E 14’ 0 ‘R D
0.1 This Indian Standard (Part III/Set 2 ) was adopted by the Indian
Standards Institution on 29 February 1980, after the draft finalized by the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Stones are available in large quantities in different parts of the
country. To choose and utilize them for various purposes, it is necessary
to know their availability as well as their various physical properties.
Accordingly this standard is formulated to cover such information. It is
hoped that with the publication of this standard it would be convenient
~for the users to know the location of various types of stone, and it would
also act as a guide for their proper selection depending upon their
particular use. This standard will give a general information for prospec-
tive builders who use stone and stone aggregates. The final acceptance of
these materials in any work would, however, be subject to the physical
standards and other specifications and quality control requirements
stipulated for individual works.
0.2.1 This standard is being pulJished in parts, each part covering one
State. For facility in compilation and use of the standard, each part is
divided in three sections, Accordingly Part III covers Tamil Nadu State
and is being issued in three sections.
0.3 The information contained in this section is based on the data
provided by Public Works Department, Government of Tamil Nadu and
covers data collected up to the end of 1979. Further information as and
when available will be published as addendum to this standard.
:-IS I 7779 ( Part III/Set 2 ) 1980
n
0.4 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated is to be rounded!
off, it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard (Part III/Set 2 ) covers engineering properties of
building stones of Tamil Nadu State.
2. TEST RESULTS
2.1 The test results of various types of building stones tested for some of
the important properties according to relevant Indian Standards are
given in Table 1.
*Rules for rounding off numerical values ( rcoiscd).
4
--‘IS : 7779 ( Part III/Set 2 ) - 1980
TABLE 1 TEST RESULTS OF ENGINEERING PROPERTIES OF BUILDING STONES - TAMIL NADU STATE
( Clause 2.1 )
SL LOCATION ROCK TYPE COLOUR STILUCTURE APF~RENT WATER COMPRESSIVE STRENQTH TRANSVERSE STRENGTH DURABILITY, REMARKS
No. (IS: 1123- AND SPIKIFIC ABSOI~PTION, kg/cm2 kg/cm2 PERCENT Loss
1975* ) TEXWJRE GILAVITY PERCENT [ IS : 1121 ( PART I )-1974t] [ IS : 1121 ( PABT II )-I97481 ( :“,;:,!:6-
( IS : 1123-1975* ) ( IS : 1124- (IS: 1124_ ~--------_-h---- ---_ __ ,_----_h__---_,
1974t ) ‘1974T) Tested Saturated Tested ’ ‘Tested in Tested in ’
Surface Dry Dry Wet Dry
,----h---_ 7 ,-------*----7 Condition Condition
‘Parallel Peroendi- Parallel Peroendi-
to grain cular to to grain cular to
grain grain
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15)
I COIMBATORE DISTRICT
1. Amaravathi Nagar Biotite Leucocratic Gneissic, 2’65 046 - 555.50 - 164.50 - 2.81 Low compressive
gneiss hypidiomorphic strength due to
medium grained the presence of
biotite
2. Coimbatore Hornblende do Gneissic, 2.64 0.21 - 682.40 - - 13400 - 0.32
biotite hypidiomorphic
gneiss coarse grained
3. Parambikulam Charnockite do Massive,, 2.69 0.55 - 813.60 - 163.00 0.84
Aliyar hypidiomorphic
fine grained
4. Sholayar Nagar Hornblende do Grambitic, 2.66 050 - 948.20 - - 95.48 - 4.47 -
biotite foliated,
gneiss hypidiomorphic
medium grained
II CHINGLEPUT DISTRICT
5. Tiruttani Biotite Leucocratic Massive, 2.68 0.81 - 580.70 - 176.00 - 0.59 Low compressive
granite hypidiomorphic strength due to
medium grained the predomi-
nance of biotite
6. Tiruttani do do Massive,. 2.63 0.70 - 798.90 - - 191.00 9.54
hypidtomorphic
coarse grained
III RAN?‘-AKUMARI DISTRICT
7. Andoor Quarry Genetiferous Leucocratic Gneissic, 2.86 0.47 - 357.61 - 551’06 177.95 177.97 1.97 Low compressive
Kalkulam Taluk biotic hypidiomorphic ( 20 cycles ) strength due to
gneiss medium grained 2.34 predominance
( 34 cycles ) of granite and
biotite
( Continued )
5IS : 7779 ( Part III/Set 2 ) - 1980
TABLE 1 TEST RESULTS OF ENGINEERING PROPERTIES OF BUILDING STONES - TAMIL NADU STATE - Contd
SI, LOCATION ROCK TYPE COLOUR STRUCTURE APPARENT WATER COMPRESSIVE STRENQTH TRANSVERSE STRENGTH DURABILTTY, REMABKS
No. AND SPECIFIC ABSORPTION, kg/cm2 kg/cm2 PERCENT Loss
TVXTUl:I? P_E_R C..E^N. T [ IS : 1121 ( PlRT I )-1974$ ] [ IS : 1121 ( PART II )-197451
( IS : llz?-l!37?J* ) ( ,s : 1 ,z+_ ~________h______-__ 7 ~__--_h-----_
1974t ) Tested Saturated Tested Tested in Tested in’
Surface Dry Dry Wet Dry
_---_----_-, __-_--A----, Condition Condition
‘Parallel Perpendi- ’ ‘Parallel Perpendi-’
to grain cular to to grain c&r to
grain grain
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15)
8. Cheruppalur Biotite Lcucocrntic hlassive, 2.67 0.59 - 791.80 108.00 - 5.23
granite hypidiomorphic
medium grained
9. Tiruvettar Charnockite Leucocratic do 2.79 0.22 738.20 - - 198.00 - 1.17
grey
IV MADURAI DISTRICT
10. Manjalar Dam Charnockite Leucocratic Granular, 2.76 0.28 - 707.50 - - 159.20 - 1.21 -
Devanampatti brownish hypidiomorphic
grey medium grained
11. Manjalar Dam do Leucocratic Foliated, 2.68 0.19 692.20 221.90 - I.75
light grey hypicliomorphic
medium grained
12. Manjalar Dam do Leucocratic Massive, 2.71 0.20 626.60 - - 2 45.00 - I.17
hypidiomorphic
coarse grained
13. Manjalar Dam Genetiferous Leucocratic Foliatyd,. 2.64 - 760.03 - - - - 3.97
gneiss pinkish gnelsslc,
hypidiomorphic
coarse grained
14. Madurai Granite Leucocratic Massive, 2.62 0.38 - 700.40 - - 103.50 I.92
hypidiomorphic
coarse grained
V .NORl-H ARGOT DISTRICT
15. Sathanur Charnockite Leucocratic Massive, 2.73 - - 810.40 - - 0.39 -
bluish hypidiomorphic
grey medium grained
( Confinud )
6IS : 7779 ( Part IIf/Sec 2 ) - 1980
TABLE 1 TEST RESULTS OF ENGINEERING PROPERTIES OF BUILDING STONES - TAMIL NADU STATE - Confd
SL LOCATION ROCK TYPE COLOUR STRUCTUUE APPARENT WATER COMPRESSIVES TREEQTR TRANSVERSE STREX~TH DURABILITY, REMARKS
No. ( I,“,+.+- AND SPEUIFIC ABSOBPTION, kg/ems PERCENT Loss
TEXTURE GRAVITY PERCENT [ IS : 1121 ( PART I )-1974f] [ IS : 1121 (%k’,“,“Il )-1974§] ( l1Sg541;6,f-
( IS : 1123- 1975* ) ( IS : 1124- ( IS : 1124- r---------* -___--~_--_--h___--~
‘1974t ) ’ 1974t ) Tested Saturated Tested .Tested in Tested in
Surface Dry Dry Wet Dry
__----h---__ _-____X_ ----, Condition Condition
‘Parallel Perpendi- ’ Parallel Perpendi-
to grain cular to to grain cular to
grain grain
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (ll) (12) (13) (14) (15)
VI BAMNAD DISTRICT
16. Aruppukottai Biotite Leucocratic Gneissic, 2.62 0.28 761.10 - - 195.00 - 0.30 -
granite pink massive,
gneiss hypidiomorphic
medium grained
17. Aruppukottai Pink Leucocratic Massive! - 501.90 569.90 738’20 826.80 170.04 235.61
granite hypidiomorphic
medium grained
18. Aruppukottai Charnockite Mesocratic do - - 807.10 915.30 620.10 836.63 215.36 181.30 0.30
grey ( 2O;yg;les )
( 30 cycles )
19. Kundrakudi Pink Leucocratic do - 383.87 413.35 255.90 305.05 102.76 122.32 - -
granite
20. Mandapam Coral do Coralline, 1 14 30.66 - 156.40 - - 3980 4.00
Camp
2 1. Srivilliputhur Charnockite Leucocratic Massive, 2.67 0.59 406.80 458*YO 246.00 488.70 196.93 174.00 1.28
grey hypidiomorphic ( 20 cycles )
medium grained 1.57
( 30 cycles )
22. Thirumelai Granite Leucocratic Gneissic, - - 244.54 265.09 515.53 662.00 158.10 152’61 - Disintegrated
Quarry gneiss foliated, after 10 cycles
Sivaganga hypidiomorphic
medium grained
23. VaQ\hiirr do do do - - 277.39 456.02 564.79 65619 138.16 130.50 Disintegrated
after 9 cycles
Sivaganga
VII SALEM DISTRICT
24. Kondampatti Charnockite Mesocratic Massive, 2.85 0.24 126646 - 1053.19 218.81 201.54 0.25
Village hypidiomorphic ( 20 cycles )
Namakkal Taluk 0.34
( 30 cycles )
25. Uttambadi Quarry do do Massive, 2.99 0.34 - 736.26 753.63 205.62 22146 0.28
Namakkal Taluk hypidiomorphic ( 20 cycles )
medium grained 0.39
( 30 cycles ),
IS : 7779 ( Part III/Set 2 ) - 1980
TABLE 1 TEST RESULTS OF ENGINEERING PROPERTIES OF BUILDING STONES - TAMIL NADU STATE - Contd
SI, LOCATION ROCK TYPE C01.0IJn STRUVTIJRE APPARENT WATER COMPRESSIVES TRENQTH TRANSVERSE STRENQTH DURABILITY, REMARKS
No. ( IS : 112% AND SPECIFIC ABSORPTION, PERCENT Loss
1975* ) TEXTURE GRAVITY PERCENT [IS : 1121 ;!!gr )-1974$ ] IS : 1121 (kEf:211 )-197451
( IS : 1123-1975* ) (IS: 1124. I IS : 1124- ~---_--__~h-_------- ~-_-_-*_--.--~
1974.t ) ’ -1974t ) Tested Saturated Tested Tested in Tested in’
Surface Dry ” ry Wet Dry
~_~~~~~__~~ r_---h----~ Condition Condition
‘Parallel Perpendi- Parallel Perpendi-.
to grain cular to to grain cular to
grain grain
(1) .j (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15)
VIII SOUTH ARCOT DISTRICT
26. Kallakurichi Charnockite Mesocratic Massive, 2.68 0.24 - 636.5 1 - 708.80 - 0.65 -
hypidiomorphic ( 20 cycles )
medium grained 0.76
( 30 cycles )
27. Peramakal do do 2.76 0.27 - 954.70 - 782.50 237.76 304.50 0.99
Quarry ( 20 cycles )
Tindivanam 1.23
Taluk ( 30 cycles )
28. Tiruvakari Granite Leucocratic do 3 04 0.13 - 690.44 - 706.77 174.25 161.09 0.80
Quarry (20 cycles )
Tindivanam 1.11
Taluk ( 30 cycles )
29. Tiruvakkarai Charnockite Mesocratic do 2.81 0.24 - 398.31 - 410.12 292.64 225 41 0.89
Q uarrv ( 20 cycles )
‘?indi&am 1.25
Taluk ( 30 cycles )
30. Tirukoilur Granite Leucocratic do 2’64 0.38 - 663.37 - 830.99 126.37 122.59 l-99 -
Anthibi + Quarry ( 20 cycles )
2.77
( 30 cycles )
IX TIRUNELVELI DISTRICT
31. Ambasamudram Charnockite Mesocratic Massive, - - 351.52 515.55 451.13 456 99 143.91 157.10 0.60
hypidiomorphic ( 20 cycles )
medium grained 0.70
( 30 cycles )
32. Manimuthar do Leucocratic do 2.66 0.40 57417 928.63 495.06 749.93 303.19 234’64 1.89 -
Tirunelveli bluish ( 20 cycles )
grey 2.19
( 30 cycles )
x TIRUCHI DISTRICT
33. Easini Quarry Charnockite Mesocratic Massive? 2.77 0.22 - 54461 672.59 - - 0.96 -
Perambalur hypldlomorphic (20 cycles )
Taluk 12.5
( 30 cycles )
*Method of identifiration of natural building stones (Jirst revision ).
tMethod of test for determination of water absorption? apparent specific gravity and porosity of natural building stones (first revision ).
SMethod of test for determination of strength propertles of natural building stones: Part I Compressive strength (&St revision ).
§Method of test for determination of strength properties of natural building stones: Part II Transverse strength (first rtuision ).
ItMethod of test for determination of durability of natural building stones (first revision).
8
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4886.pdf
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IS 4888 : 1991
Indian Standard
FIRE SAFETY OF INDUSTRIAL BUILDINGS:
J
TEA FACTORIES -CODE OF PRACTICE
( First Revision )
UDC 699*81:725*42:663*95
Q BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 1991 Price Group 4Fire Safety Sectional Committee, CED 36
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Fire Safety Sectional Committee had been approved by the Civil Engineering Division Council.
Fires may occur in buildings involving tea manufacturing operations particularly in withering houses,
where preliminary drying of houses either by natural or artificial means is carried out. The fire in such
houses becomes difficult to control because of combustible hessian spread on tiers of wooden racks
and which results in complete gutting of the sheds. Chances of outbreaks of fire in tea factories will
be greatly reduced if predetermined safety measures are adopted in the construction of building,
installation of machinery, in storage godowns and by providing adequate tire fighting arrangements.
Furthermore, tea factories are located in such areas which may not receive ready support for fire
extinguishing purposes from public fire service. Provision of adequate water supply and adequate pri-
vate protection are important aspects that need consideration from fire safety point of view. This
safety code has, therefore, been formulated with a view to give necessary guidance with regard to fire
safety aspects of tea-factories which, if followed, would safeguard the factory from fire hazard to a
large extent.
This standard was first published in 1968. This revision has been published to conform to the extent
possible with the latest requirements of TAC besides general updating.
Provisions of this code are supplimentary to the relevant statutory requirements as laid down in
Indian Factories Act, 1948, Petroleum Rules, 1976, Gas Cylinder Rules, 1940, etc.IS 4886 : 1991
Indian Standard
FIRESAFETYOFINDUSTRIALBUILDINGS:
TEAFKTORIES-CODEOF PRACTICE
fF irst Revision
)
1 SCOPE 5.2 The compound should be kept clear of all
growing vegetation and where lawns are to be
1.1 This standard covers the requirements with
laid, these should be regularly mowed.
regard to fire safety aspects of tea factories.
6 BUILDING CONSTRUCTION
2 REFERENCES
6.1 The constructional features of all the build-
2.1 The Indian Standards listed in Annex A are
ings within the compound should comply with
necessary adjuncts to this standard.
requirements of IS 1642 : 1989.
3 TERMINOLOGY 6.2 All process and utility buildings, other than
withering houses, using timber racks or hessian
3.0 For the purpose of this standard, the follow-
spreads or both should be of Type 3 as specified
ing definitions shall apply.
in IS 1642 : 1989.
3.1 Factory Buildings
6.2.1 Withering houses of the aforesaid type
Buildings in which rolling, fermenting, sorting, should be of not less shan Type 3. The combus-
packing and drying, and withering of tea are tible materials like timber racks or hessian
carried out. spreads should be avoided as far as possible. If
however_, these have to be used, they should be
3.2 Withering House appropriately treated with suitable chemicals to
reduce their flame spread factor, so as to con-
Buildings in which preliminary withering of tea
form to Class I of IS 12777 : 1989.
leaves either by natural or artifical means is
carried out. 6.3 Godowns containing tea in chests only
should be single storeyed and should be of not
3.3 Withering Troughs
less than Type 3 as specified in IS 1642 : 1989,.
Long troughs of noncombustible material in while construction of other godowns should
which withering is carried out by blowing warm comply with provisions laid down in IS 3594 :.
air. 1989.
6.4 Manufacturing and process buildings should
4 LOCATION
not be more than two storeys in height and the
highest point of the roof should not be more
4.1 Tea factories should be located, as far as
possible, in such areas where ample water supply than 15 m above the surrounding ground level.
is available for fire fighting purposes. Access to In case of withering houses, however, the height
of the highest point of the roof above ground
the factories shall be by way of all-weather
roads which shall be not less than 3.6 m wide. level may be allowed up to 20 m.
6.5 The intermediate floor of a manufacturing
4.2 Storage and process buildings of the facto-
or processing building should preferably be of
ries should preferably be not less than 30 m
concrete or masonry, but it may be covered
from any railway line used by coal-fired locomo-
on top by a timber flooring provided it is laid
tives. Where this is not practicable, all external
without any intervening space.
openings in the buildings should be protected by
wire gauge having 20 mesh to a ems and the 6.6 The floor area of any manufacturing or pro-
area around each building should be kept free cessing building, other than that of a withering.
from all vegetation or combustible material up house in which combustible racks or spreads
to a distance of not less than 15 m. are used should not normally exceed 5 000 ma
unless otherwise separated by a separating wall
5 COMPOUND extending not less than 1 m above the roof.
5.1 The compound of the factory should be of 6.6.1 The floor area of a withering house in
such areas as to comply with the provisions which combustible racks are used should not
under 8.1. exceed 2 000 m*.
11s 4886 : ml
7 SEPARATING WALLS 9.1.3 Each drying machine should be fed from a
service fuel tank situated outside the building.
7.1 Separating walls should be constructed in
If the service tank has to be located inside the
order to segregate the following sections of the
building it should be in an enclosed room hav-
factory from one another ( see 6.2 ).
ing the entrance directly from outside, and no
a>F urnace of the directly fired driers, window/other openings on the inner face of the
walls, if provided, should have rating not less
b) Hazardous godowns, when forming part than 2 hours fire resistance (see IS 1642 : 1989 ).
of the building, should be at the peri- The capacity of such service tanks should not
phery of the building, with the entrydoor exceed 1.1 kl.
directly opening on outside road, etc;
The supply pipe should be fixed away from any
c>
Tea-chest fabricating rooms; exhaust or hot air from the driers and in such
a manner that any burning fuel will not reach
4 Boiler house and stores of directly heated
heated surface. As far as practicable, the fuel
driers;
supply pipe should not be installed across the
e>E ngine house; factory building. The supply pipe should have
threaded connections. All pipes, tees, bends,
f> Transformer should always be either elbows, sockets, etc, should conform to IS 1239
away from the main building, or when ( Part 1) : 1979 and IS 1239 ( Part 2 ) : !982, as
forming part of the main building should appropriate.
be at the periphery with check door roll-
ing shutter type fitted at entrance. The 9.1.4 Where it is necessary to pre-heat the fuel,
entrance opening to transformer room only one or more of the following systems
should have a raised sill of minimum 15 cm should be permitted. The system(s) adopted
height to prevent rain water from getting should be so designed that the fuel should not
inside, or leaking oil from transformer be heated above a temperature which is 14°C
flowing outside. below its flash point:
The sub-station should be effectively a) Electric oil fuel heater complete with
separated from transformer by a 4 hour thermostatic control and switch.
rating wall as per IS 1642 : 1989 without b) A steam heater jacket fitted to the fuel
any ,opening door in between; and
oil line.
g) Natural gas metering rooms.
4 By radiation from front of stove with all
8 DISTANCES pipes securely fixed. The section of piping
subject to heat should be of solid drawn
8.1 A minimum distance of 6 m should be main-
seamless steel. type having a shut off
tained between god,owns :‘and factory buildings
value or cock at each end of the section.
or withering houses ( having non-combustible
racks ). d) Thermostatically controlled direct heat
or other processes free from combustibi-
8.2’ No withering house having combustible racks
lity hazard.
should be located’ within 10 m of any other
building unless the facing wall of the buildings
9.1.5 The fuel supply to burners should pass
conforms to the provisions for a separating wall
through an efficient filter on its passage to the
( see 6.2 ). burner. Adequate safety measures should be
incorporated in the fuel system where it is
8.3 Coal, wood or other fuels in excess of daily
necessary to pressurize the fuel lines.
requirements should not be stored within 10 m
of any building.
9.1.6 Arrangements should be provided whereby
8.4 Hay, straw, grass or other fodders should supply of fuel to burners is automatically cut off
not be deposited within 30 m of any building. when there is any stoppage of air flow to bur-
ners. Provision should also be made that the
9 MACHINERY supply of fuel remains cut off even after air flow
is resumed, until burners are re-lighted.
9.1 Liquid Fuel Fired Tea Driers or Withering
Stoves
9.1.7 The air flow pipe to the burners should be
9.1.1 The fuel should not have a flash point so installed as to prevent any flow of fuel into
below 65.5% ( closed cup test ). the air pipe.
9.1.2 All pipes should be of hard metal and be 9.1.8 No tea drier should be fired after being
securely fixed, and cast iron pipes should shut down without the furnace having first been
not be used. A short metallic flexible pipe may thoroughly purged with fresh air by means of a
be fitted direct to each burner. blowing or induced fan.IS 486 : 1991
9.1.9 Fuel drip trays of adequate size containing 9.2.6A ll outdoor pipings whether under or
sand should be fitted immediately below the above ground should be protected with corro-
burners outside the drying machine, These trays sion-resisting paint. In particular, pipes subject
should be kept clean and the sand should be to electrolytic action should be protected by
changed at frequent intervals. The oil soaked hessian or bituminous wrappings covered with
sand should be disposed off in a safe manner asphalt or by any other means approved by the
and should not be dumped within 30 m of the supply undertaking.
factory compound.
9.2.7 Pipes should not be taken through inacces-
9.1.10 The drier should preferably be separated sible or concealed spaces where its condition
from the heater by enclosing walls of non-com- may not be inspected and accumulation of gas
bustible material to ensure that the polluted due to undetected leakage may create a danger-
dust from the drier exhaust should not again be ous situation.
drawn into air passages thereby causing an
9.2.8 The piping should be thoroughly cleaned
accumulation of calained materials at the fan
and tested to ensure its gas tightness, before
blades and at the base of the drier.
being put into service. The test pressure should
9.1.10.1 Where it is impracticable to separate be not less than one and a half times the pres-
the drier, arrangements should be made for sure required under 9.2.1.
exhausting the polluted air into the open.
9.2.9 Pipes taken off the main gasline to feed
9.1.11 An opening should be provided in a suit- the burners should be fitted with properly desig-
able position to enable the back of the furnace ned reducing valves so that gas flowing to the
to be changed in an efficient manner. burners may not exceed the pressure required
under 9.2.1.
9.1.12 If there are other flues in the building in
connection with apparatus heated by other 9.2.10 A manually operated emergency shut off
fuels, these should be independent of those con- valve should be provided in the pipe line to
nected with the liquid fuel apparatus. each burner. It should be so located that fires.
9.2 Natural Gas Fired Tea Drying Machines and or explosions in the drier will not prevent access
to this valve.
Withering, Stoves
9.2.1 The supply of natural gas should be from 9.2.10.1 A safety relief vent pipe to outdoors
a recognized gas undertaking operating under should preferably be provided between burner
statutory regulations and guaranteeing at all and the shut-off valve.
times supply at a declared calorific value and
9.2.11 The burner(s) along with the igniting
not less than the pressure required for the bur-
devices, safety controls, ventilation arrange-
ner fed by it.
ments, etc, should be of approved types.
9.2.2 The installation should be so designed as
to provide a gas supply sufficient to meet maxi- 9.2.12 A governor or pressure regulator should
mum demand without undue loss of pressure be inserted upstream of the drier to control the
between the point of supply and use. pressure of supply thereto, to the minimum
prescribed in 9.2.1.
9.2.3 The piping installation should be of robust
nature and be thoroughly gas tight. It should be 9.2.12.1 The ignition device should be fully
rigidly supported and mounted to minimize effective and operative before the main gas
changes of accidental mechanical damage. PIO- supply is turned on.
vision should also be made for draining out
9.2.13 Wherever possible, means should be
condensed water, if necessary. The installation
provided whereby supply of gas to burners is
should be carried out to the requirements of
automatically cut off in the event of flame
the gas supply authority.
failure at a gas pilot or voltage drop below a
9.2.4 The piping should be made electrically prescribed minimum in case of electrical ingnit-
continuous throughout its length and properly ing devices. Provision should also be made to
earthed. It should not, however, be used to ensure that the supply of gas remains cut off
earth any electrical equipment. till the gas pilot is re-lighted or correct voltage
for operation of the electrical igniting device is
9.2.5 All piping should be constructed of iron,
available.
steel or copper and separated by at least 15 cm
from any electrical conduit, cable or appliances.
9.2.14 Wherever possible interlocking arrange-
Use of cast iron pipes and fittings should not be
ments should be provided so that the gas supply
permitted.
is automatically turned off in the event of
9.2.5.1 Flexible type of metal pipes should be failure of power supply to the fan motor(s), and
permitted only in lengths not exceeding 1 m as it should remain turned off until the fan(s) may
direct connection to the burner(s). be restarted.
3IS4886:199.l-
9.2.15Th e drier should’ preferably be of in- 9.3;4 If the heating units are installed within
directly heated type with the burners installed the factory or factory annexe, or in a separate
externally to the drying chamber. building within 10 m of the factory, the follow-
ing provisions should apply:
9.2.15.1 In case where the drier is not separated
from the burners by non-combustible partition, a>T he air inlet of the heater should be
arrangements should be made whereby polluted covered with a detachable screen, made
air from the drier is exhausted to the open. out of wire gauze having 20 mesh per sq-
cm, to prevent foreign matter being
9.2.16 The drier should be located in well venti- drawn into the heat exchanger.
lated surroundings.
b) A door of adequate dimensions to provide
9.2.17 If there are other flues in the building in easy access to the heat exchanger for
connection with apparatus heated by other fuels, cleaning purposes should be provided in
these should be independent of those used in the hot air discharge duct.
connection with natural gas fired driers.
c>A detachable wire screen having 4 mesh
9.2.18 Notices should be exhibited near natural
per linear centimeter, made of O-9 mm
gas fired equipment indicating that in the event
thick wire should preferably be fitted in
of a gas fire, the first action to be taken before
each discharge duct.
attacking the fire should be to turn off gas
suPPlY* 4 A cleaning door should be provided either
in the side or at the end of each trough
9.2.18.1 In order to aid identification of the
to facilitate the removal of rubbish from
main gas valve, it should be painted a distinc-
the troughs with a brush.
tive colour.
e) Withering troughs and the cold air inlets
9.2.19 Once the installation has been commis-
thereto should be situated, as far as
sioned, any leakage in gas piping or other fittings
possible! in the locations where the air
should be located by external application of
is not likely to be contaminated by tea,
soap and water solution. No naked flame should
fluff or dust.
be used for this purpose under any circums-
tances. f 1 The heat exchanger should not preferably
be installed in any upper floor of a tea
9.2.20 Repairs to defective gas piping may be
factory and should not be situated in the
undertaken only after isolating gas supply and
same room as a drier heater, unless the
thorough purging. All defective fittings should
drier be of indirectly heated type.
be replaced by new fittings.
9.2.21 All electrical switches in buildings 10 STORAGE ARRANGEMENTS
through which gas pipes pass and in which gas
10.1 General
is used for heating should be of flame-proof
type. Storage of material shall, as far as possible,
comply with the provisions of IS 3594 : 1989.
9.3 Withering Troughs
9.3.1 Barring the hessian spreads, the troughs 10.2 Bulk and Service Tanks of Liquid Fuels
should preferably be of completely non-cumbus-
10.2.1 The bulk storage tank(s) unless fully
tible construction. The hessian spreads should
or semi-embedded type, should be situated not
be treated with fire resistant coating conforming
less than 15 m from any insured property. For
to Class I ( see IS 12777 : 1989 ).
fully embedded or semi-embedded tanks, the
9.3.2 Indirect heater exhaust fumes should be clerance from other insured property should be
discharged into the open air away from the not less than 6 m. The bulk storage tanks should
factory in such a manner that fumes should not also comply with the following :
re-enter that building or any other adjacent
a) The tank(s), including manhole or
building; the point of discharge should, in any
inspection cover(s), should be subs-
case, be not less than 60 cm from any part of
tantially constructed of wrought iron or
the factory and not less than 3 m from any
ungalvanized mild steel. The tank(s)
other building. The flue pipe should be carried
should be completely oiltight and tested
through the roof or through an external wall to
hydraulically against an internal pressure
a clear height of not less than 1 m above the
of ( 2 kN/ma ). Any manhole or inspec-
roof and should be at least 45 cm clear of com-
tion cover(s) should be securely fixed
bustible material.
by bolts or studs with nuts and made
9.3.3 The heat exchanger should not be situated oiltight. Any reinforcing steel or iron
in the inner space between two troughs connec- ring or strap around the opening should
ted by same set of ducts. be we:ded or riveted to the tank andIS 4886 : 1991
made oiltight. The strength of the NOTE - No bund wall is required for under-
material used in the construction of the ground tanks, but the tank area including its
cover and the reinforcing ring should be fill point and vent pipes should be protected
against accidental damage by moving vehicles,
not less than the strength of the material
filling lorries, etc.
used for the tank.
The fill pipe should be fitted with a 10.2.2 Daily service tank(s) should be installed
screwed cap and should extend into the which shall not be of greater capacity than is
tank and be arranged so as to discharge required to hold sufficient fuel to cover a full
the fuel horizontally along the side of the day’s working of the drying machines installed
tank. It should be carried down not less and should also comply with the following:
than two-thirds of the depth of the tank.
4 The tank(s) should be outside the build-
The centre line of the outlet should not ing. If the daily service tank is required
be within 75 mm of the tank bottom. A to be inside the buildings, it/these should
sludge cock or other means of removing be at the periphery of the building in a
sludge should be provided at the lowest separate enclosure with the access door
point of the tank. from outside, and having no opening on
the wall separating the tank storage
Only solid bottom gland packed plug room. The separating wall should be
cocks or gate or sluice type valves may of at least 27 mm thickness. The door
be used. ’ of the room should be raised, and
the floor counter sunk so as to prevent
Each tank should be fitted with a vent oil flowing out in case of a rupture of the
pipe. The vent pipe should extend to at service tank.
least 1 m above the tank roof for above
ground tanks and 3 m from ground level b) For external tanks, each tank should have
for square tanks. The upper end should a bund wall around it. The area enclosed
form an invested ‘U’ bend and its opening in the bund wall and its height should be
should be fitted with a wire gauze of adequate to ensure that the whole con-
20 mesh per square cm. tents of the tank shall be contained by
the wall in case of a rupture of the tank.
The outlet, suction or gravity pipe for
filling the service tank(s) should be fitted C) The tank(s) should only be filled by a
with a stop valve, except in a case of a fixed pipe(s) from storage tank and if
service tank being filled only by a hand filled by gravity without a hand pump a
pump and such pump not being gravity stop valve should be fitted as close as
fed. The stop valve should be placed as possible to the tank(s) within easy reach
close as possible to the tank. of ground level.
An anti-syphon valve should be fitted near d) Each tank should have a vent pipe com-
the tank on any supply pipe in which fuel plying with the requirements of 10.2.1(d)
cold continue to flow by syphonic action and its upper end should not be within
if the valve were absent. one metre of any window or doorway, nor
within three metres of any chimney
Hydrostatic gauges should normally be
opening.
used as fuel level indicators. Dip rods
may be used only in case of tanks in the e) An overflow pipe of cross sectional area
open. If a float gauge is used, the cord not less than 50 percent greater than that
should pass through a small hole fitted of the inflow pipe should be fitted and be
with a close fitting gland. Gauge glasses capable of returning all surplus fuel to a
should not be used. sump or other suitable container. No stop
valve should be fitted on overflow pipe
The tank and all its fitting should be ( see Note ).
designed to ensure electrical continuity
and the complete installation should be f) The outlet pipe should comply with the
efficiently earthed. provisions in 10.2.1(c) and be fitted, with
a stop valve placed as close to the tank
Each surface/above ground tank should
as possible, but in a readily accessible
have a bund wall around it. The area
position.
enclosed in the BUND wall and its
height should be adequate to ensure that
g) The fuel level indicator should comply
Ihe whole contents of the tank plus a
with the provisions in 10.2.1(e).
margin of 10 percent should be contain-
ed by the wall in case of rupture of the h) An anti-syphon valve should be fitted
tank. complying with the provision in 10.2.1(f).
51s4886:1931
j) The tank and all its fittings should be accordance with the following guidelines:
designed to ensure electrical continuity
a) Water for Fire Fighting
and the complete installation shall be
efficiently earthed. All factories along with their withering
houses should have adequate quantity of
NOTE - In case where the storage tank is situ- water for fire fighting purposes.
ated a considerable distance from the service
tank the overflow piping may be led to a closed ( see IS 9668 : 1980 )
oil drum, situated at a safe distance outside the
building, or not less than 180 litres capacity. b) Portable Fire Extinguishers
All factories along with their withering
11 ELECTRICAL INSTALLATION
houses should be protected with fire
11.1 The electrical installation should be in extinguishers and should comply with
accordance with IS 1646 : 1978. IS 2190 : 1979. The extinguishers should
be mainly of the following types:
11.2 Where practicable all equipment should be
of totally enclosed type, metal clad construc- i) Water gas pressure type - 9 1 ( see
tion, liberally proportioned and of adequate IS 940 : 1989 )
capacity.
ii) BCF 1.2 kg and 5 kg ( see IS 11108 :
11.3 The electrical wiring for both power and 1984 )
lighting in process and storage buildings should iii) Mechanical foam extinguisher 9 1
be enclosed in screwed steel conduits or be of ( see IS 10204 : 1982)
mineral insulated copper or aluminium sheathed
c) Internal hydrant system should be provid-
type.
ed according to IS 3844 : 1989 and.
11.4 Fan motors of driers and withering external hydrant system should be made
troughs should be dustproof type and so should according to IS 13039 : 1991.
be all switches, starters, fuse or cut-out boxes,
joint boxes, etc, used in this connection. 13 GENERAL SAFETY PROVISIONS
11.5 Fan casing of electrically driven blowers 13.1 Smoking should not be permitted any-
where in the factory premises.
should be fitted with thermostate so that the
fan motor of driers may be cut-off in the event
13.2 In case of all godown and storage areas,
of temperature within the fan casing exceeding
including tea godowns, provisions laid down in
the normal working temperature by 10°C.
IS 3594 : 1989 should be followed as far as
possible.
11.6 All lamp fittings of withering houses and
those within 6 m of a tea drier and withering 13.3 Ashes from coal or firewood, fired boilers or
troughs should be of dust tight type. stoves, should be disposed off in a safe manner.
13.4 Drying chambers and withering troughs
12 FIRE FIGHTING ARRANGEMENTS
should be cleaned at regular intervals to prevent
12.1 Fire fighting arrangements should be in accumulation of dust therein.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
940 : 1989 Portable chemical fire extin- 1642 . 1989 Code of practice for fire
guisher, water type ( gas
safety of buildings ( general ):
pressure ) ( third revision )
Materials and details of cons-
1239 Mild steel tubes, tubulars truction (first revision )
( Part 1 ) : 1979 and other wrought steel fitt-
ings : Part 1 Mild steel tubes
(fourth revision ) 1646 : 1978 Code of practice for fire
( Part 2 ) : 1982 Part 2 Mild steel tubulars safety of buildings ( gene-
and other wrought steel pipe ral $ : Electrical installations
fittings ( third revision ) (first revision )
6IS 4886 : 1991
IS No. Title IS No. Title
2190 : 1979 Code of practice for selec- 9668 : 1980 Code of practice for provi-
tion, installation and main- sion and maintenance of
tenance of portable first-aid water supplies for fire fighting
fire extinguisher ( second 10204 : 1982 Portable fire extinguisher
revision ) mechanical foam type
11108 : 1984 Portable fire extinguisher -
3594 : 1989 Code of practice for fire
Halon 1211 type
safety of industrial buildings:
General storage and ware- 12777 : 1989 Fire safety - Flame spread
housing including cold of products - Method for
storages ( jirst revision ) Classification
13039:1991 Code of practice for provi-
3884 : 1989 Canned tomato paste (*first sion and maintenance of
revision ) external fire hydrant systemStandard Mark
The use of the Standard Mark is governed by the provisions of the Bur6au of Indian &andards
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
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without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright bt addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the
following reference:
Dot : No. CED 36 ( 4536 )
Amendments Issmed Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, Ntw Delhi 110002 Telegrams : Manak#nstha
Telephones : 331 01 31, 331 13 75 ( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Esrtcm : l/14 C. I. T. SchemeV II M, V. I. I’. Road, Maniktola 87 86 62
CALCUTTA 700054
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Printed at New India Printina Press. Khuria. India
|
9736.pdf
|
IS : 9736- 1981
Indian Standard
GLOSSARY OF TERMS APPLICABLE TO
ACOUSTICS IN BUILDINGS
Terminology, Notations, Drawings and Documentation
Sectional Committee, BDC 1
Chairman Representing
SHRI H. K. RAKHRA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
Members
ARCHITECTT O GOVT Buildings & Communications Department, Govern-
ment of Maharashtra, Bombay
ASSISTANTA RCHITECT( Alternate )
SHRI J. R. BHALLA The Indian Institute of Architects, Bombay
SHRI B. M. AHUJA ( Alternate )
SHRI V. C. CHADHA Ministry of Railways
SHRI S. M. MITAL ( Alternate )
SHRI S. C. DAS Public Works Department, Government of Uttar
Pradesh
SHRI J. D. GOYAL Municipal Corporation of Delhi
SHRI T. N. GUPTA Central Building Research Institute ( CSIR ),
Roorkee
DR S. K. MISRA ( AIternate )
PROF J. N. HATE The Institution of Engineers ( India ), Calcutta
SHRI K. MADHAVAN Central Water Commission
DEPUTY DIRECTOR ( PH-III )
( AIzernate)
SHRI M. M. MISTRY National Buildings Organization, New Delhi
SHRI B. D. DHAWAN ( Alternate )
SHRI S. P. MODI Engineers India Ltd, New Delhi
SHRI M. V. DONGRE ( Alternate )
SHRI J. L. NARULA Indian Posts &,Telegraphs Department, New Delhi
SHRI R. S. PANWAR Coun;zIh;f Scientific & Industrial Research, New
SHRI P. B. RAI Town & Country Planning Organization, New Delhi
SHRI M. M. RANA Central Public Works Department, New Delhi
SENIOR ARCHITECT ( Alternate )
SHRI M. V. S. RAO Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI V. K. RAZDAN ( Alternate 1
( Continued on page 2 )
INDIAN STANDARDS INSTITUTION
This publication is protected under the fndian Copyright Act (.XIV of 1?57. ) 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 : 9736- 1981
( Continued from page 1 )
Members Representing
SHRI S. SANKARAN Metallurgical & Engineering Consultants ( India )
Ltd. Ranchi
SHRI T. B. KRISHNAMURTHY
( Alternate )
SHRI R. P. SIKKA Indian Roads Congress, New Delhi
SHRI G. RAMAN, Director General, ISI ( Ex-officio Member )
Director ( Civ Engg )
Secretaries
SHRI S. P. MAGGU
Assistant Director ( Civ Engg ), IS1
SHRI V. KALYANA~~N~.~RAM
Assistant Director ( Civ Engg ), IS1
Terminology Subcommittee, BDC 1: 1
Convener
,SHRI T. R. MEHANDRU Institution of Engineers ( India ), Calcutta
Members
SHRI J. R. BHALLA Indian Institute of Architects, Bombay
DEPUTY CHIEF E N G I N E E R Ministry of Railways
( CENTRAL )
SHRI K. MADHAVAN Central Water Commission
DEPU,.T Y DIRECTOR ( PH-III )
( Alternate )
SHRXM . M. MISTRY Na. tional Buildings Organization, New Delhi
SHRI B. D. DHAWAN ( Alternare )
SHRI R. S. PANESAR Council of Scientific & Industrial Research, New
Delhi
SHRI B. N. RAHALKAR Ministry of Works, Housing and Supply
SHRI H. K. RAKHRA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI D. K. GANGAHAR ( Alternate )
SHRI R. L. SURI Suri & Suri Consulting Acoustical Engineers, New
Delhi
SHRI GAUTAM SURI ( Alternate )
THE SUPERINTENDINGE NGINEER Ministry of Works, Housing and Supply, New Delhi
( VIGILANCE)
THE EXECUTIVE ENGINEER
( VIGILANCE) ( Alternate )
2IS : 9736 - 1981
Indian Standard
GLOSSARY OF TERMS APPLICABLE TO
ACOUSTICS IN BUILDINGS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 30 January 1981, after the draft finalized by the Terminology,
Notations, Drawings and Documentation Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 A number of codes have already been published to cover important
functional aspects pertaining to the acoustical design and sound insulation
of buildings. With a view to bringing about uniformity in the expression of
various terms applicable to acoustics in buildings this standard is being
issued.
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.
1. SCOPE
1.1 This standard covers definitions of various terms applicable to
acoustics in buildings.
2. TERMINOLOGY
2.1 Absorption Coefficient - Ratio of sound energy absorbed to the
incident sound energy on a material.
2.2 Absorption Unit - This is expressed in sabins (see 2.58 ).
2.3 Absorption of Surface-Product of the area of a surface and its
absorption coefficient.
2.4 Acoustic -When used as a qualifying term, it means containing,
producing, arising from, actuated by, or carrying sound, or designed to
carry sound and capable of doing so, for example acoustic horn,
transducer, energy, wave impedance.
3IS : 9736- 1981
2.5 Acoustical - When used as a qualifying term, it means related to,
pertaining to, or associated with sound, but not having its properties or
characteristics, for example acoustical engineer, terminology, unit.
2.6 Acoustical Treatment - Any treatment of surfaces of an enclosure or
introduction therein of sound absorbing devices with the specific purpose
of controlling the reverberation time of an enclosure.
2.7 Acoustics - It is the science of sound including its production,
transmission and effects.
2.8 Air-borne Noise - Noise transmitted into an enclosure by air vibration
through doors, windows, ventilating ducts and other openings.
2.9 Ambient Noise - Ambient noise in the all-encompassing noise
associated with a given environment, being usually a composite of sound
from many sources near and far.
2.10 Articulation - i) A measure of the intelligibility of speech.
ii) The articulation of a system used for transmitting
or reproducing speech in the percentage number or
fraction of components correctly recognised over
the system.
2.11 Attenuation - The decrease of sound power in decibels between two
points in an acoustical system.
2.12 Baffle - A reflecting/absorbing structure, such as a partition, used to
modify or restrict the distribution of sound in an acoustical system.
2.13 Be1 - It is the fundamental division of a logarithmic scale used to
exbress the ratio of two specified or implied quantities. the number of bels
denoting such a ratio being the logarithm to the base Ib of this ratio.
2.13.1 Decibel ( dB ) - It is one-tenth of a bel.
Example:
Sound power level = 10 log,, g in decibels, dB
0
Sound power level = 20 log, o p in decibels, dB
PO
where
w = measured acoustical power;
w, = reference acoustical power, expressed in the same units as W;
Z measured sound pressure; and
P
PO = reference sound pressure, expressed in the same units as p.
4IS : 9736 - 1981
2.14 Cavity Wall - A wall constructed of two separated thicknesses with
a 50 mm to 100 mm ( or more ) cavity between, and held together by solid
or flexible ties.
2.15 Completely Diffuse Sound - Sound which throughout any given
region, has uniform energy density, and for which the directions of
propagation at any point are wholly random in distribution.
2.16 Continuous and Impulsive Noise - Sound may be continuous, when
the source is constantly vibrating, or as with many industrial noises, it may
be impulsive in character, the source being set in vibration only for a short
time. For instance, sound from a drop forge hammer belongs to the latter
category. Here the high intensity pressure waves die away fast, although
the peak levels attained are very high.
2.17 Curtain Wall - A non-structural wall.
2.18 Damage-Risk Noise Criteria - Damage-risk criteria specify the
maximum levels and duration of noise exposure that can be considered
safe.
2.19 Damping - Gradual, steady absorption of sound/vibration energy
and consequent steady decrease of volume of sound.
2.20 Dead - Sets or studios are called ‘dead’ when these are enclosed by
materials which absorb almost all sound within the set or studio.
2.21 Dead Spots - Locations in hall or room where the intensity of
sound is negligible due to destructive interference of sound waves.
2.22 Diffracted Wave - A diffracted wave is one whose front has been
changed in direction by an obstacle or another non-homogeneity in a
medium, otherwise than by reflection or refraction.
2.23 Diffraction - Diffraction is that process which produces a’diffracted
wave.
2.24 Echo - A distinct and clearly discernible reflected sound received at a
point within the enclosure when any sound emanates from any part of that
enclosure. A quick succession of such echoes is called flutter or flutter
echo.
2.25 Effective Sound Pressure ( Root-mean-square sound pressure ) - The
effective sound pressure at a point is the root-mean-square value of the
instantaneous sound pressure, over a time interval at a point under
consideration. The term ‘effective sound pressure’ is frequently shortened
to ‘sound pressure’.
2.26 Flutter Echo - A rapid multiple echo of even rate.
2.27 Forced Vibration - A vibration directly maintained in a system by a
periodic force and having the frequency of the force.
5IS : 9736 - 1981
2.28 Free Field - - A free sound field is the field in a homogeneous,
isotropic medium free from boundaries. In practice it is a field in which
the effects of the boundaries are negligible over the region of interest.
2.29 Free Vibration - A vibration resulting from a disturbance of a
system and having a period depending solely on the properties of the
system.
2.30 Frequency of Pitch-Frequency is the number of vibrations per
second while pitch is the frequency sensation as perceived by a human ear.
Pitch is defined as that aspect of auditory sensation in terms of which
sounds may be arranged on a scale extending from ‘low’ to ‘high’ as a
musical scale.
2.31 Fundamental - Lowest natural frequency of oscillation for a
vibration body.
2.32 Hearing Loss - The hearing loss of an ear at a specified frequency or
for a specified type of sound is the difference between the sound pressure
level corresponding to the threshold of hearing for that ear and the sound
pressure level corresponding to the normal level of hearing.
2.33 Impact Noise - Noise generated in solid structures which gets
transmitted as air-borne noise.
2.34 Indoor Noise-i) Noises contributed by internal sources of noise,
for example conversation of the occupants, foot-
steps banging of doors, playing of radios, etc.
ii) Noises in industrial buildings are mainly of indoor
origin. These are caused by the machinery in
operation and the work processes involved.
2.35 Intensity - Intensity at a point is the average rate at which sound
energy is transmitted through a unit or around the point and perpendicular
to the direction of propagation of sound.
2.36 Live Stage - i) A stage with a small amount of boundary absorption.
ii) A stage in use for a performance.
2.37 Loudness - It is the sensation produced in the human ear and it
depends on the intensity of sound and also its frequency.
2.38 M&led Sound - Sound confused by overlap of syllables.
2.39 Multiple Echo - A succession of separate echoes from a single sound.
2.40 Noise - It is defined as unwanted sound.
2.41 Noise Reduction Coefficient ( NRC ) - The noise reduction coefficient
of a material is the average, to the nearest multiple of 0’05, of the absorp-
tion coefficients at 250, 500, 1000 and 2 000 Hz.
6IS : 9736- 1981
2.42 Octave-Band Noise Levels - Noise is usually measured in groups of
frequencies. A convenient grouping is f,,-2f,, 2f,--4f,,, 4fo-gf,, etc.
These are called octave bands.
2.43 Party Wall - Common wall separating two adjoining properties.
2.44 Peak Level - It is the maximum instantaneous level that occurs
during a specified time interval. In acoustics, peak sound pressure level is
to be understood, unless some other kind of level is specified.
2.45 Peak Sound Pressure - The peak sound pressure for any specified
time interval is the maximum absolute value of the instantaneous sound
pressure in that interval.
2.46 Peak to Peak Amplitude ( Double Amplitude) - The peak-to-peak
amplitude of an oscillating quantity is the algebraic difference between the
extremes of the quantity.
2.47 Period - The time required for one complete cycle of a periodic
quantity in seconds.
2.48 Pitch-It is defined as that aspect of auditory sensation in terms of
which sounds may be arranged on a scale extending from low to high like
a musical scale.
2.49 Power Spectrum Level - The power spectrum level of a sound at a
specified frequency is the power level for the acoustic power contained in a
band 1 Hz wide, centered at the specified frequency.
2.50 Public Address System ( PA System ) - The complete chain of sound
equipment ( comprising essentially microphones, amplifiers and loud-
speakers) required to reinforce the sound emanating from a source in
order to provide adequate loudness for comfortable hearing by the audience.
2.51 Random Noise - It .is a fluctuating quantity (such as sound pressure)
whose instantaneous amplitudes occur, as a function of time, according to
a normal (Gaussian ) distribution.
2.52 Resonance Air - Air within any enclosure is set into vibration by
sound waves. All enclosures have their own resonance frequency which
depends on the stiffness of entrapped air.
2.53 Resonance Frequency - A frequency at which resonance occurs in a
system.
2.54 Resonance Structural -A resonant effect is produced by the
coincidence of the period of the exerting external vibration with the natural
period of oscillation of the body ( building, structure ).
2.55 Reverberation -Persistence of sound in an enclosure ( partially or
completely enclosed ) after the source of sound has stopped.
7IS : 9736 - 1981
2.56 Reverberation Chamber - A highly reverberant room with highly
sound reflective surfaces, used for providing excess reverberation required
for producing sound effects. Such rooms are also used for certain
acoustical measurements.
2.57 Reverberation Time - The time taken by the reverberant sound to
decay to one-millionth of the sound intensity level existing at the time the
source of the sound is stopped.
2.58 Sabin (me ) - Unit of sound absorption in metric system. This is
equal to sound absorption of one square metre of ‘open window’.
2.59 Simple Harmonic Motion - It is one in which the relationship
between time t and displacement x can be expressed in the form x = A sin
( wt + 4 ), where A is the amplitude, w the angular frequency, and 4 the
phase angle.
2.60 Sound Insulation of Building Components - The reduction in the
level of sound when it passes through a building component like wall, floor,
roof, door, window, etc.
2.61 Sound Level Meter - A device used to measure the sound pressure
level or frequency weighted sound pressure level, constructed in accordance
with international specifications.
2.62 Sound Power of a Source - It is the total sound energy radiated by
the source per unit of time.
2.63 Sound Power Level - The sound power level of a sound source, in
decibels, is 10 times the logarithm to the base 10 of the ratio of the sound
power radiated by the source to a reference power ( Internationally taken
asp).
2.64 Sound Reduction between Rooms - The sound reduction, in decibels,
between two rooms is the amount by which the mean square sound
pressure level in the source room exceeds the level in the receiving room. If
a common partition separates two rooms, the first of which contains a
sound source, the sound reduction between the two rooms is equal to the
transmission loss of the partition plus a function of the total absorption in
the second room and the area of the common partition.
2.65 Splay - Sloping or slanting surface.
2.66 Threshold of Feeling - i) Measured under specified conditions and at a
specified frequency. The minimum rms value
of the sound pressure of a sinusoidal sound
wave of that frequency which excites in the
ear the sensation of feeling.
ii) Minimum value of the sound pressure of a
sinusoidal sound wave of that frequency which
excites in the ear the sensation of feeling.
8IS : 9736- 1981
2.67 Threshold of Hearing - Minimum value of the sound pressure of a
sinusoidal sound wave of that frequency which excites the sensation
of hearing.
2.68 Transmission Loss - The transmission loss between two points of a
transmission system is the decrease in power, expressed in decibels.
2.69 Wave Length - Wave length of a sinusoidal progressive wave in
an isotropic medium. The perpendicular distance between two wave fronts
in which the ‘phases differ by on’e complete period.INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QUUn&Y Unit Symbol
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
Quantity Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol Definition
Force newton N 1 N= 1 kg. m/s2
Energy joule 1 J=l N.m
Power watt W I W=l J/s
Flux weber Wb 1 Wb=l V.s
Flux density tesla T 1 T-l Wb/ml
Frequency hertz HZ 1 Hz=1 c/s (s-‘)
Electric conductance siemens S 1 S=lA/V
Electromotive force volt V I V==l W/A
Pressure, stress Pascal Pa 1 Pa= 1 N/mS
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Indian Standard
BURNT CLAY FLY ASH BUILDING BRICKS -
SPECIFICATION
UDC 691’421’431
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1993 Price Group 2Clay Products for Buildings Sectional Committee, CED 30
FOREWORD
Increasing number of thermal power plants have been coming up in the country and bringing
with them an acute environmental problem in the form of flyash. Dumping of dry flyash on land
devours large areas of fertile land and also flies off in the air to places near the dumping around
making the atmosphere dusty and unhealthy. Wet dumping with water creates problems like
polluting the ground water in addition to devouring the land where this flyash slurry is disposed
off in ponds.
To overcome these problem, many new uses for flyash have been found out through research. One
such use is the use of flyash for making building bricks in conjunction with clay. This use of
flyash has the added advantage of conserving the fertile top soil in brick manufacturing areas.
Further, addition of flyash even improves the brick making qualities of certain types of soils.
The standard has been prepared on similar lines to the Indian Standard IS 1077 : 1992, Specification
for common burnt clay building bricks (fffh revision ), keeping in view the same end use to which
these two type of bricks are put.
Keeping in view the advantages of moduIar co-ordination, Indian standards specify the
dimensions of standards bricks in 100 mm module as the basis of all dimensional standardization
in regard to building components. This is also in confirmity with the decision of Government of
India to adopt metric system in the country. Considering the various issues regarding the
manufacturing and other practices followed in the country, the Sectional Committee responsible
for the preparation of this standard had specified modular size of the brick. Advantages that a
modular brick has over traditional brick are many, such as:
a) requires less drying area;
b) saving in space of floor area;
c) economy in cost of brick masonry;
d) saving in labour cost;
e) less losses during handling etc; and
f) less consumption of mortar.
However, it was brought to the notice of committee that there was sufficient demand for sizes
other than modular sizes and that the manufacturers were meeting such demands at present. this
had led to a situation where bricks satisfying other reguirments of the standard, but not the
requirements regarding dimensions were classified as not satisfying the requirements of the
standard. Therefore, the Committee has decided to include the non-modular size of the brick in
addition to the modular size. This relaxation will be for a period of four years from the publi-
cation of this standard and it is intended that the manufacturers and consumer organizatiqn can
gradually switch over within this period to the modular sizes, which are the preferred sizes.
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 Abe rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number
of significant places retainffd in the rounded off value should be the same as that of the specified
value in this standard.IS 13757 : 1993
Indian Standard
BURNT CLAY FLY ASH BUILDING BRICKS -
SPECIFICATION
1 SCOPE 5 GENERAL QUALITY
1.1 This standard lays down requirements for 5.1 Clay flyash bricks shall be hand or machine
‘classification, general quality, dimensions and moulded and shall be made from the admixture
physical requirements of common burnt clay of suitable soils and flyash in optimum soils and
building bricks used in buildings. flyash in optimum proportions, see IS 2117 : 1991
The flyash used for manufacture of bricks shall
NOTE - Burnt clay Ryash bricks having compres-
conform to grade 1 or grade 2 as per IS 3812 :
sive strength less than 30 N/mm* approximately
300 kgfjcm* are covered in this standard and 1981. The bricks shall be uniformly burnt, free
for higher strength, see IS 2180 : 1988 and from cracks and flaws as black coring, nodules
IS 1077 : 1992. of stone and/or free lime and organic matter.
In case of non-modular size of bricks, frog
2 REFERENCES dimensions shall be the same as for modular
size bricks.
2.1 The Indian Standards listed in Annex A are
necessary adjuncts to this standard.
5.2 Hand-moulded bricks of 90 mm or 70 mm
height shall be moulded with a frog 10 to 20 mm
3 TERMINOLOGY
deep on one of its flat sides; the shape and size
of the frog shall conform to either Fig. 1A
3.1 For the purpose of this standard, the
or Fig. 1B ( Refer 6.1.1 for L, W and Hq.
definitions given in IS 2248 : 1981 ( under
Bricks of 40 or 30 mm height as well as those
revision ) shall apply.
made by extrusion process may not be provided
with frogs.
4 CLASSIFICATION
4.1 Burnt clay fly ash bricks shall be classified 5.3 The bricks shall have smooth rectangular
on the basis of average compressive strength as faces with sharp corners and shall be uniform in
given in Table 1. shape and colour.
Tnble 1 Classes of Burnt Clay-Fly Ash Bricks 6 DIMENSIONS AND TOLERANCES
( Clause 4.1 >
6.1 Dimensions
Class Average Compressive Strength
Designation Not Less than 6.1.1 The standard modular sizes of clay
r------h--_-_~
building fly ash bricks shall be as follows
N/mm* kgf/cm*
( Fig. 1A and 1B ):
( Appox )
30 30.0 ( 300 ) Lengfh (L) Width (W) Height (H)
2.5 25’0 ( 250 ) mm mm mm
20 20.0 (200) 190 90 90
17.5 17’5 ( 175 1
190 90 40
15 15.0 (150)
12.5 12.5 ( 125 )
6.1.2 The following non-modular sizes of the
10 IO.0 (100)
bricks may also be used ( Fig. 1A and Fig. 1B ):
7.5 7.5 ( 75 )
5 5‘0 ( 50 ) 230 110 70
3.5 3.5 ( 35 ) 230 110 30
r10 TO 20
i-----L4
1A
All dimensions in millimetres.
FIG. 1 SHAPE AND SIZE OP FROGS IN BR:CKS
I-IS 13757 : 1993
6.1.2.1 For obtaining proper bond arrangement shall be removed. They shall then be arranged
and modular dimensions for the brickwork, with upon a level surface successively as indicated in
the non-modular sizes, the following sizes of the Fig. 2A, 2B and 2C in contact with each other
bricks may also be used: and in a straight line. The overall length of the
70 110 70 l/3 length brick assembled bricks shall be measured with a steel
tape or other suitable inextensible measure
230 50 70 l/2 width brick
sufficiently long to measure the whole row at
one stretch. Measurement by repeated applica-
6.2 Tolerances tion of short rule or measure shall not be
permitted. If, for any reason it is found
The dimensions of bricks when tested in impracticable to measure bricks in one row, the
accordance with 6.2.1 shall be within the sample may be divided into rows of 10 bricks
following limits per 20 bricks: each which shall be measured separately to the
nearest millimetre. All these dimensions shall be
a) For modular size
added together.
Length 3 720 to 3 880 mm ( 3 8005& 80 mm )
Width 1760 to 1840 mm ( 1800 f 40 mm ) 7 PHYSICAL REQUIREMENTS
Height 1760 to 1840 mm ( 1800 f 40 mm )
7.1 Compressive Strength
( For 90 mm high bricks )
760 to 840 mm ( 800 f 40 mm > The bricks, when tested in accordance with the
( For 40 mm high bricks ) procedure laid down in IS 3495 ( Part 1 > : 1992
shall have a minimum average compressive
strength for various classes as given in 4.1.
b) For non-modular size
Length 4520 to 4680 mm (4600 f 80 mm )
7.1.1 The compressive strength of any individual
Width 2240 to 2 160 mm ( 2 200 f 40 mm ) brick tested shall not fall below the minimum
compressive strength specified for the corres-
Height 1440 to 1360 mm ( 1400 f 40 mm )
ponding class of brick. The lot shall be then
( For 70 mm high bricks )
checked for next lower class of brick.
640 to 560 mm ( 600 f 40 mm )
( For 30 mm high bricks ) 7.2 Water Absorption
6.2.1 Twenty ( or more according to the size of The bricks, when tested in accordance with the
stack ) whole bricks shall be selected at random procedure laid down in IS 3495 ( Part 2 ) : 1992
from the sample selected under 8. All blisters, after immersion in cold water for 24 hours,
loose particles of clay and small projections water absorption shall not be more than 20 per-
2A MEASUREMENT OF LENGTH
28 MEASUREMENT OF WIDTH
2C MEASUREMENT OF HEIGHT
FIG.2 MEASUREMENT OFTOLERANCES OF COMMONBUILDING BRICKS
2IS 13757 : 1993
cent by weight up to class 12.5 and 15 percent shall be done in accordance with the procedure
by weight for higher classes. laid down in IS 5454 : 1978. T’he criterion for
conformity shall be as given in IS 5454 : 1978.
7.3 Efflorescence
The bricks when tested in accordance with the
procedure laid down in IS 3495 ( Part 3 ) : 1992 9 MARKING
the rating of efflorescence shall not be more
than ‘moderate’ up to class 12.5 and ‘slight’ for -.9’ .1 Each brick shall be marked ( in the frog
higher classes. where provided ) with the manufacturer’s identi-
fication mark or initials.
8 SAMPLING AND CRITERION FOR
CONFORMITY
9.1.1 The manufacturer may al.so use the Stan-
8.1 Sampling of clay-flyash building bricks dard mark.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. TitIe IS No. Title
1077 : 1992 Specification for common burnt 3495 Methods of tests of burnt clay
clay building bricks (fifih ( Part 2 ) : 1992 building bricks : Part 2 Deter-
revision ) _ mination of water absorption
( second revision )
2117 : 1991 Guide for manufacture of
hand made common burnt
clay building bricks ( second 3495 Methods of tests of burnt clay
revision ) (Part3): 1992 building bricks : Part 3 Deter-
mination of efflorescence
2180 : 1988 Specification for heavy-duty
( second revision )
burnt clay building bricks
( second revision )
2248 : 1981 Glossary of terms relating to 3812 : 1981 Specification for fly ash for use
structural clay products for as pozzolana and admixture
buildings (first revision ) ( first revision )
3495 Methods of tests of burnt clay
(Part 1 ) : 1992 building bricks : Part 1 Deter- 5454 : 1978 Methods for sampling of
mination of compressive clay building bricks (jrst
strength ( second revision ) revision >
3Standard Mark I‘
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the 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 nob 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 ‘BTS Handbook’ and ‘Standards Monthly
Additions’. Comments on this Indian Standard may be sent to BIS giving the following reference :
Dot : No. CED 30 ( 4978 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331~01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
-Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg
NEW DELHI 110002
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
533843, 53 1640
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53 23 84
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BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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LUCKNGW. PATNA. THIRUVANANTHAPURAM.
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12070.pdf
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IS : 12070 - 1987
(Reaffirmed 1995)
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF SHALLOW
FOUNDATIONS ON ROCKS
( First Reprint JULY 1999 )
UDC 624.121.388 : 624.151.5.04 : 006.76
0 Copyright 1987
BUREAU OF INDIAN STA-ND.4RDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 December 1987t$ : 12070 - 1987
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF SHALLOW
FOUNDATIONS ON ROCKS
Rock Mechanics Sectional Committee, BDC 73
Chairman Rapresenting
Da BHAWANI SINGE University of Roorkee, Roorkee
Members
ASSISTANT RESEARCH OFFICER Irrigation Department, Government of Uttar
Pradesh, Roorkee
D,‘,:%x ( CW & PRS ) Central Water and Power Research Station,
Pune
SH~I S. L. MOKHASHI ( Alternate )
DIRECTOR Central Soil and Materials Research Station,
New Delhi
DIRECTOR ( CHIEF ENOINEER:) Karnataka Engineering Research Station,
Krishnarajasagara
SHRI R. NARA SIMHA IYENQA~
( Alfernnfe )
Da A. K. DUBE Central Mining Research Station ( CSIR ), Dhan-
bad ( Bihar )
SHBI P. S. GOSAL Irrigation and Power Department, Amritsar,
_i ~Punjab )
Da UDAY V. KULKA~NI Hindustan Construction Co Ltd, Bombay
DR G. S. MERXOTRA Central Building Research Institute ( CSIR ),
Roorkee
SBRI A. GROSH (Alfemale )
SHRI M. D. NAIR Associated Instrument Manufacturers ( India )
Pvt Ltd, New Delhi
Pxor T. S. NAQARAJ ( titernate )
SHRI P. L. NARI~A Geological Survey of India, Calcutta
SHRI T. K. NATRAJAN Cent;)ajlhToad Research Institute ( CSIR ), New
SHRI P. J. RAO ( Alternate )
PROB T. RAJ~AMIJRTHI Indian Iostitute of Technology, New Delhi
DR G. V. RAO ( Alfernafe )
( Confinued on page 2 )
Q Copgrighf I987
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
nublisher shall be deemed to be an infrineement of coovright under the said Act.IS $12070- 1987
( Continuedfrom page 1 )
Members Representing
DR Y. V. RAMANA National Geophysical Research Institute (CSIR),
Hyderabad
DR G. V. RAO Indian Geotechnical Society, Delhi
RESEARCH OFFICER ( MERI ) Irrigation Department, Government of Mahara-
shtra, Nasik
SEIXETARY Central Board of Irrigation & Power, New Delhi
DIRECTOR ( Alternate )
SERI C. D. TIIATTE Irrigation Department, Government of Gujarat
SEW G. RAMAN, Director General, BIS ( Ex-owe Member )
Director ( Civ Engg )
S#CW@
SHRI K. M. MATEUR
Joint Director ( Civ Engg ), BIS
Rock Slope Engineering, Foundation on Rock and Rock Mass
Improvement Subcommittee, BDC 73 : 4
Convener
PaOE L. S. SRIVAaTAVA University of Roorkee, Roorkee
Members
DR R. K. BHANDA~I Cent;~or~~~lding Research Institute ( CSIR ),
SHRI A. Guosa ( Alternate )
SHRI B. D. BALIQA Central Mining Research Institute ( CSIR ),
Dhanbad
SHRI A. I’. BANEWEE Cemindia Company Limited, Bombay
SERI D. J. K~TEAI~ ( Altcrtrale )
SARI D. G. KADJ~A~E Jaiprakash Associates Pvt Ltd, New Delhi
SHRI R. K. JAIN ( Alfernats )
SARI T. K. NATAXAJAN Central Road Research Institute ( CSIR ), New
Delhi
SHRI P. J. RAO ( Akernale )
DR T. RAMAMURTRY Indian Institute of Teehnology, New Delhi
DR K. G. SHARMA ( Alfernate )
DR YUDHHIR Indian Institute of Technology, Kanpur
2IS I 12070 19W
l
Indian Standard
.
CODE OF PRA~CTICEF OR
DESIGN AND CONSTRUCTJON OF SHALLOW
FOUNDATIONS ON ROCKS
0. FOREWORD
0.1 This Indian Standard was adopted by the Bureau of Indian Standards
on 30 April 1987, after the draft finalized by the Rock Mechanics
Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Shallow foundation cover such type of foundation in which load
transfering is through direct bearing pressure of bearing strata and is
normally up to 3 m from natural ground level. Rock is usually recognised
as the best foundation material. However, design engineers should be
aware of the dangers associated with hetrogeneity and unfavourable rock
conditions since over stressing a rock foundation may result in large
differential settlements or perhaps sudden failure. Therefore, a separate
code covering shallow foundation on rock has been formulated.
0.3 For the purpose of deciding whether a particular requirement of this’
standard is complied with, the final value, observed or calculated, express-
ing the result of a test of analysis, shall be rounded off in accordance w~ith
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 design, construction and methods of estimat-
ing the safe bearing pressures of rocks for shallow foundations based on
strength, allowable settlement and classification criteria.
2. TERMINOLOGY
2.0 For the purpose of this standard, the definitions of terms given in
IS : 2809-1972t and IS : 11358-1986$ shall apply.
--._
*Rules for rounding off numerical values ( rctised ).
iGlossary of terms and symbols relating to soil engineering ( first rrvision ).
$Glossary of terms and symbols relating to rock mechanics.
3IS : 12070 - 1987
3. GENERAL,
3.1 The design of a foundation unit normally requires that both bearing
capacity and settlement are checked. While either bearing capacity or
settlement criteria may provide the limiting condition, it is normal for
settlement to govern. Structural distress from settlement as evidenced by
such occurrences as cracking and distortion of doors and window frames,
is common experience in hills.
-3.2 The calculation of bearing capacity, the distribution of stresses, and
the prediction of settlement and the choice of allowable load will depend
on the following factors, which should be fully considered during design:
i) Occurrences During Excavation
a) Undulating rock surface below a level ground;
b) Hetrogeneity of rock mass ( the bearing capacity may vary
up to 10 times in apparently the same rock mass because of
presence of localized fractures/shear zones/clay gauge/clay
weathering/alternate hard land soft beds, etc.
c) Solution and gas cavities;
d) Wetting, swelling and softening oI’>shales/phyllite and expan-
sive clays;
e) Bottom heave;
f) Potential unstable conditions of the slope; and
g) High in situ horizontal stresses.
ii) Adjacent Construction Activities
a) Blasting ( Controlled blasting techniques such as line drilling,
cushion blasting and presplitting are available if it is necess-
ary to protect the integrity of the work just outside the
excavation );
b) Excavation: and
c) Ground water lowering ( excepting in highly pervious sedi-
mentary rock, this phenomenon is rare in most of igneous
and metamorphic rocks ) ; and
d) Undesirable seismic response of the foundation.
iii) Other Effects
a) Scour and erosion ( in case of abutments and piers );
b) Frost action;
c) Flooding ( only erodible rocks like sale and phyllite ); and
d) Undesirable seismic response of the foundation.
4ISr12070-1987
3.3 The permissible settlement for calculation of safe bearing pressure
from plate load test should be taken as 12 mm even for large loaded areas.
The low value for settlement of foundation is due to hetrogeneity of rocks.
In case of rigid structures like R.C.C. silos, the permissible settlement
may be increased judici&sly, if required.
3.4 Where site is covered partly by rocks and partly by talus deposits or
soil, care should be taken to account for hetrogeneity in deformability of
soil and rocks. It is recommended that plate load tests be conducted on
talus or soil and bearing nressure be recomrncnded considering 12 mm
settlement, as is for rock, - *
4. APPLICABILITY OF METHODS FOR THE DETERMINATION
OF SAFE BEARING PRESSURE ON ROCK
4.1 The methods proposed in this standard for the determination of the
safe bearing pressure on rock apply for various ranges of rock quality,
guidance on the applicability of the proposed methods is outlined in
Table 1.
TARLE 1 APPLICABILITY OF METHODS FOR THE DETERMINATION
OF SAFE BEARING PRESSURE ON ROCK
BASIS OF DESICJN METHOD ROCK QUALITY CLAUSE No.
Rock mass classification Good rock with wide ( 1 m to3 m ) 5
or very wide ( >3 m ) spacing of
discontinuities
Core strength Rock mass with closed disconti- 6
&ties at moderately close ( 0.3
to 1 m ) spacing
Pressure meter Rock of low to very low rtrcngth 7
( (500 kg/cm* ): rock mass with
discontinuities at close ( 5 to
30 cm ) or very close ( <5 cm )
spacing, fragmented or weathered
rock
Plate load test Rock of very low strength 9
( (250 kg/cm* ): rock mass with
discontinuities at very close
spacing; fragmented or weathered
rock
NATE --Although specific approaches have been outlined for various qualities
of rock masses but each approach may be used for atI qualities of rock, if required.
5IS:12070 - 1987
-5. ESTIMATES OF SAFE BEARING PRESSURES FROM
CLASSIFICATION TABLES
5.1 Universally applicable values of safe bearing pressure cannot be given.
Many factors influence the safe bearing pressure and it will frequently be
controlled by settlement criteria. Nevertheless, it is often useful to estimate
the safe bearing pressure for preliminary design on the basis of the classifi-
cation although such values should be checked or treated with caution for
final design.
5.2 The classification of rock mass for assessing safe bearing pressure is
listed in Table 2.
TABLE 2 NET SAFE BEARING PRESSURE ( qa, ) BASED
ON CLASSIFlCATION
MATERIAL qas ( t/m4 )
Massive crystalline bedrock including granite, diorite, gneiss, 1 000
trap rock
Foliated rocks such as schist or slate in sound condition 400
Bedded limestone in sound condition 400
Sedimentary rock, includ;ng-hard shales and sandstones 250
Soft or broken bedrock ( excluding shale ), and soft limestone 100
Soft shale 40
5.3 Rock Mass Rating (RMR) -may also be used to give net allowable
pressure as per Table 3. This will ensure settlement of raft foundation up
to 6 m thickness to be less than 12 mm.
5.3.1 The RMR for use in Table 3 should be the average within a
depth below foundation level equal to the width of the foundation, provi-
ded the RMR is fairly uniform within the depth. If the upper part of the
rock, within a depth of about one fourth of the width of foundation, is of
lower quality the value of this part should be used or the inferior rock
should be removed. Since the values in Table 3 are based on limiting the
settlement, they should not be increased if the foundation is embedded
into the rock.
TABLE 3 NET SAFE BEARING PRESSURES BASED ON RMR
CL~SLWICATION No. I II III IV V
Description of rock Very good good Fair Poor Very Poor
RMR 100-81 80-61 60-4 1 40-2 1 20-O
qns ( t/ma ) 600-448 440-288 280- 15 1 145-90-58 55-45-40
6IS:12070- 1987
6. ESTIMATE OF SAFE REARING PRESSURE FROM THE CORE
STRENGTH
6.1 Where the rock is sound the strength of the foundation rock is gener-
ally much in excess of the design requirements, provided the walls of the
discontinuities are closed and they are favourably oriented ( see Fig. 1 )
with respect to the applied forces. The investigations should, therefore, be
concentrated on:
i) The identification and mapping of all discontinuities in the rock
mass within the zone of influence of the foundation including the
determination of the aperture ( opening ) of discontinuities;
ii) An evaluation of the mechanical properties of these discontinui-
ties, frictional resistance, compressibility and strength of infilling
material ; and
iii) The identification and evaluation of the strength of the rock
material according to relevant Indian Standard.
6.2 In case of rock mass with favourable characteristics that is, rock sur-
face is parallel to the base of the foundation, the load has no tangential
component, the rock mass has no open discontinuities ). The safe bearing
pressure should be estimated from the equation :
safe bearing pressure ( gross ),
average uniaxial compressive strength of rock cores,
empirical coefficient depending on the spacing of discon-
tinuities ( see Table 4 and Fig. 1 )
3 + SIBI
= 102/( l-F=!’
thickness of discontinuities in cm,
spacing of discontinuities in cm, and
footing width in cm.
NOTE 1 - Equation includes a factor of safety of 3.
The relationship given is valid for a rock mass with a spacing of
discontinuities greater than 0.3 m, aperture ( opening ) of discontinuities
less than 10 mm ( 15 mm if filled with soil or rock debris ) and a founda-
tion width of greater than 0.3 m.
7IS:12070- 1987
FAVOURABLE -
VERY UNFAVOURABLE
UNFAVOURABLE
FIG. 1 THEORETICAL PRESSUREB ULBS ( 10% INTENSITY )
BELOW STRIP LOAD ON A MEDIUM ~OFR OCK
MASS HAVING Low SHEAR MODULUS
8IS 112070- 1987
TABLE 4 VALUE OF NJ
( Clawc 6.2 )
SPACINQ OB DISCONTINUITIES JVJ
cm
300 0’4
100-300 0’25
30-100 0’1
7. DETERMINATION OF SAFE BEARING PRESSURE FROM
PRESSURE METER TEST
7.1 Conditions are frequently encountered where the rock is of very low
strength and has discontinuities at a very close spacing, or is weathered or
fragmented. It is common practice in such cases to consider the rock as a
grannular mass and to design the foundation on the basis of conventional
soil mechanics.
7.2 The pressure meter allows for adirect determination of the strength
of a rock mass including the effect of discontinuities and weathering for
the design of foundations on poor rock. Using an approximate factor of
safety of 3 the following equation shall be used:
/
qne = 6 [ v4 + KI ( PL - vDr ) -1
where
qns = net safe bearing pressure ( t/m* ),
PL = limit pressure determined by the pressure meter ( t/ma ),
V = unit weight of soil or rock ( t/m* ),
L+ = depth of foundation ( m ).
vDf c overburden pressure ( ttms ), and
Kh = constant given in Table 5.
TABLE 5 VALUE OF Kd
DEPTH OB FOOTINQ Kd
Load at rock surface ( zero depth ) 0’8
Radius* of foundation unit 2’0
4 x radius of foundation unit 3.6
10 x radius of foundation unit 5’0
*Equivalent radial dimensions.
9IS:12070 - 1987
8. DETERMINATION OF SAFE BEARING PRESSURE FROM
PLATE LOAD TEST
8.1 Plate load test is still the most practical and proven test for recommen-
ding bearing pressures inspite of many limitations.
8.2 It is recommended that plate load tests be conducted on poor I-ocks
where safe bearing pressure is suspected to be less than 100 t/ma. A
frequent mistake is committed in ignoring the fact that rock mass is very
hetrogeneous material as compared to soil. So a large number rof observa-
tion pits be made at a rate of at least three per important asucture and
tests be conducted in the pit representing poorer rock qualitise. The final
trimming of rock surface should be done according to IS : 7317-1974*.
-8.3 Plate load test should be performed according to IS : 1888-1982t and
safe pressures be obtained for settlements of plate. For a given settlement of
footing, the settlement of plate is obtained by using the following
formulae:
S B
i) For massive or sound rocks -p = --?_
& Bt
S CBP (Br + 30) s
ii) For laminated or poor rocks -t?- - - - x ~ -
St Bt (B, + 30) 3
where
S, = settlement of plate (mm),
St - settlement of footing (mm),
BP = width of plate (cm), and
Bt - width of footing (cm).
From pressure-settlement curve, the safe bearing pressure is read for
the calculated settlement of the plate.
8.4 It is recommended that three plate load tests on different sizes of plates
be conducted on the rock mass of same quality and the validity of equa-
tions be checked when desired.
8.5 From the pressur e-settlement curve, if failure point can be obtained,
the footing may be checked in shear failure also.
*Cnde of practice for uniaxial jacking test for deformation modulus of rock.
tMethod of load test on soils ( second r&ion ).
101s : 12OYO- 198'1
9. OTHER FACTORS
9.1 For getting the allowable bearing pressure the safe bearing pressure
obtained from the Table 2 or from 6, 7 or 8 should be multip!itd with the
correction factor(s) given below according to the geological conditions.
These corrections are not applicable for the classification of RMR method
given in Table 5.
9.2 Allowances should be made for submerged conditions, cavities and
slopes as given below:
i) Submerged Condition Under Water Table
a) Rock with discontinuous joints with opening less :
than 1 mm wide ;
b) Rock with continuous joints with opening 1 to 5 : to t
mm wide and filled with clay; and
c) Limestone/Dolomite deposit with major cavities : to f
filled with soil
ii) Cavities
Major cavities inside limestone
( core recovery less than 70 percent )
N&cx~l - If the solution cavities can be converted into equivalent
seams, equation given in 6.2 can be used considering S/Br astatio of thick-
ncss of all. solution cavities to the drill hole depth; and
NOTE 2 - All rocks with solution features are highly pervious, ground
water control is essential where excavation below water level. If dewater-
ing is impracticable, under water concrete should be placed only in static
water by carefully supervised techniques.
iii) Slopi
a) Fair orientation of continuous joints in the slope 1 to 4
b) Unfavourable orientation of continuous joints in 4 to 4
slope
NOTE - Factor of safety of slope should be at least 1.20.
9.3 Safe bearing pressure should be recommended always less than the
safe uniaxial compressive strength of lean concrete levelling course of the
individual foundations, otherwise richer plain concrete layer should be laid
to prepare smooth surface for laying R.C.C. foundations. Care should be
taken to remove loesened pieces of rock from the foundation after blasting
and washing and air jetting has been done so that foundation rests on
practically undisturbed rock mass.
IIIS : 120?0 - 1987
9.4 Effect of Orientation of Joints on Pressure Bulb - The orienta-
tion of the continuous joints has a profound effect on the pressure bulb.
It is seen that normal stresses are transmitted mainly in two directions,
parallel to the joints and perpendicular to the major joints ( see Fig. 2 ).
When the major joints are gently sloping, the extent of the pressure bulb
across major joints is more than that along the joints. The converse is
true for steeply-inclined major joints. The practical implications are seri-
ous, for example, the elongated stress bulb may act as an imaginary
impervious curtain below a concrete dam founded on stratified rocks.
Further the rock mass rating will be reduced considerably in case of
unfavourably orientation of continuous joints. Accordingly the bearing
pressure will also be reduced.
0 0~2 04 0.6 0.61 .0 1.2 14 1.6 14 2-O
RATIO S/S
FIG. 2 BEARINQP RESSUREC OEPFKXENTN ,
9.5 Horizontal stiffness ~of foundations on rock is too small compared to
its vertical stiffness. Due consideration should be given in selecting mini-
mum size of footings,
9.6 In case rock is available in smalt area of the raft, Inverted-T-beam of
raft foundation be allowed to rest on the rock and soil, as the confinement
effect of T-beams will improve the stiffness of soil, thereby reducing the
hetrogeneity in deformability of soil and rock.
12IS : 12070 - 1987
9.7 In case of R C.C. strip foundation on hetrogeneous soil and rock
deposit, longitudinal reinforcement ( along wall ) should also be provided
to take care possible bending moments.
9.8 For similar reasons, circumferential reinforcement should be provided
in ring foundation on hetrogeneous soil and rock deposit.
10. TREATMENT OF FOUNDATIONS
10.1 If at the time of actual excavation, major solution cavities have been
found which have rendered the ground surface uneven, the depth of foun-
dation should be taken to a level such that 80 percent rock area is avail-
able. It must be ensured that the raft does not over hang at any corner.
10.2 Otherwise excavate the filled up soil up to 80 percent area level and
backfill it by lean concrete of required strength. However, the rock has to
be excavated up to the pre-selected foundation level.
10.3 If after excavation, loose pockets of talus’deposit are found out at a
few places, the same should be cleaned and-backfilled with lean concrete.
JO.4 If very deep observation pits have been made at the site, the same
should be backfilled by lean concrete up to the foundation level.
JO.5 Due attention should be paid to problems of foundation on hetro-
geneous rocks particularly foundations on rock slopes and neces ary
remedial measures should be taken.
11. REPORTING OF RESULTS
These should include the following:
a) Geology of the site;
b) Table giving unaxial compressive strength, RMR, various g&o-
gical parameters and unit weights;
c) Safe bearing pressure from various methods;
d) Correction factors;
e) Recommended net allowable bearing pressure; and
f) Recommended gross allowable bearing pressure.
i3BUREAU OF INDIAN STANDARDS
Headquartmx
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Telephones: 323 0131, 323 3375, 323 9492
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. (Common to all Offices)
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Regional Offices:
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Printed at New India Printing Press, Khurja, lndla
|
14428.pdf
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IS 14428 : 1997
v?&w7Yw
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VdIYlllch m7TFFFr ;f TeFmTa
Indian Standard
PAINTING OF STRUCTURES IN
AGGRESSIVE CHEMICAL
ENVIRONMENT - GUIDELINES
ICS 87.040
0 BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAYHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1997 Price Group 3Painting, Varnishing and Allied Finishes Sectional Committee, CED 34
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards after the draft finalized by the
Painting, Varnishing and Allied Finishes Sectional Committee had been approved by the Civil Engineer-
ing Division Council.
This standard is based on the survey conducted on the current practices being followed and is designed
to serve as a guide for the selection of protective coating and application methods. Several type of coatings
and application methods may be recommended for various cases, but each type of environment should be
considered as a separate case and the final choice should depend upon the economics involved.
The main function, of painting in chemical plants is to control corrosion in the capital investments of
equipment, structures, vessels, piping and buildings.
Atmospheric corrosion is that environment which is generated by the presence of the elements of nature,
the air pollution of the general industrial area and the traces of chemicals within the plant itself. Chemical
spillages present unusual problems and are not considered as a part of a corrosive atmosphere. An
industrial maintenance painting programme is the administration, specification, application, inspection
and evaluation of protective coating systems. These guidlines, based upon current industrial practices and
experiencs, present an outline of an industrial maintenenace painting programme. The outline includes
all phases of a programme deemed necessary, though emphasis on each phase and manner of accomplish-
ment of individal portions will vary with the following:
a) Size of industrial plants,
b) Type of industrial plants,
c) Corrosive atmosphere,
d) Geographical location,
e) Economy, and
f) Desires of management.
Because of instances of inadequate hand tool cleaning, owner in certain areas have resorted to specifying
blast cleaning on all new structures regardless of its feasibility, its environment and type of paint. To avoid
unnecessary failures or unnecessarily stringent specification in mild environments, it is important to
follow the good practices outlined in this standard.
The composition of the Committee responsible for the preparation of this standard is given at Annex A.iSl4428:1!397
Indian Standard
PAINTING OF STRUCTURES IN
AGGRESSIVE CHEMICAL
ENVIRONMENT - GUIDELINES
1 SCOPE and the end result desired. The evaluation method
may consist of one a combination of the follow-
1.1 This standard povides guidelines in the selec-
ing :
tion of protective coating for painting of metallic,
concrete and other types of surface of structures a> Literature description - Manufacturer’s
literature and recommendation, oganiza-
subjected to different chemical environment. It also
tional publications, information from
briefly describes various types of coatings and the
processes of surface preparation for painting. neighbouring plants, etc.
b) Laboratory test - Determination of
2 TYPES OF ENVIRONMENT
ph-ysical characteristics with laboratory
2.1 A normal rural atmosphere is comparatively apparatus.
mild because the only deteriorating influence is the Cl Field panels - Exposure of small panels in
weather. Strong sunshine may lead to rapid the corrosive atmosphere of the plant or
degradation of some materials. The rural environ- area to evaluate the performance.
ment may be dry or wet and damp.
d) Larger area test - Application of various
2.2 An industrial atmosphere generally is thought materials on steel over an area of more than
of as that found in urban regions near industrial 2 square metre in the corrosive atomo-
plants or industrialized areas. The characteristic of sphere. This allows simultaneous evalua-
an industrial atmosphere is the high concentration tion of application characteristics as well as
of sulfur dioxide. This factor increases corrosion performance data.
rates and attack on the protective systems. e) Limited field tests - Field application of
materials to the steel to be protected over
2.3 Environments near some types of industrial or
an area over 2 square metre.
chemical plants may be classed as chemical because
of the presence of strong corrosive agents such as 0 Actual performances - Information from
acid fumes, atomized solutions of alkali dust, mist, records and by observation of actual coat-
solvent vapours or any of the host of deteriorating ings, applications and performance over a
substances. long period of time.
2.4 The severiety of a chemical environment may 3.2 The most important phase of any evaluation
vary from mild exposures, remote from the source programme is the proper and accurate correlation
of chemical contamination to extremely corrosive of derived data to actual performance.
situations such as produced by immersion in strong 3.3 The types of material used for protection will
chemicals. varywith the service exposure and the life expectan-
cy required, or other economic justifications.
2.5 The environments described in 23and 2.4 are
considered as chemically aggresive which are 3.4 Final evaluation of the performance of the
referred hereafter. desired systems as mentioned under 3.1 (d) be
arrived by working the life of each paint system in
3 SELECTION OF COATINGS
sqm/mil(25 micron&ear).
3.0 The selection~of materials involves the evalua- 4 TYPES OF COATINGS AND THEIR
tion of the generic type of coatings, the brand or CHARACTERISTICS
manufacturer and the application characteristics.
4.0 General
Also the evaluation of expendable materials such
The descriptions of various types of coatings most
as sandblasting abrasives are also to be considered.
commonly used in the field are given in order to
3.1 An evaluation programme may vary widely familiarise the field man with their nomenclature
depending upon the size of plant, funds available and give him an idea about their performance
1IS 14428 : 1997
characteristics. This at standard cover only those 4.4 Chlorinated Rubber
types of coatings which have been used successfully
over a period of time. It does not cover some of the Chlorinated rubber resins are made by reacting
newer coatings which are still considered to be in chlorine with natural rubber. Coatings made from
the experimental stage as far as their in the field is chlorinated rubber have very good resistance to
concerned. alkalis, weak acids, and salt water, but should be
modified and stabilized to make them resistant to
4.0.1 Organic coatings are composed of pigments sunlight. Their major use is in the coating of off-
and vehicles as binders for anticorrosive primers. shore platforms, fertilizer plants and barges. It is
These coatings change from the liquid to a solid essential that only chemically inert plasticizers are
film by several mechanisms such as: incorporated in the formulation.
a) Evaporation of solvent,
4.5 Catalyzed Epoxy Coatings
b) Oxidation, and
c) Polymerization, either by internal reaction A small amount of amine or polyamide catalyst or
or reaction with an added catalyst or activator is added to the epoxy coating just prior to
activator. application. This causes a cross-linking of the
molecules and curing of the coatings. While these
4.1 Oil Base or Oleoresinous coatings set to touch in a few hours, several days are
required for them to cure completely and~develop
These consist of an oil (usually linseed, tung, soy
their ultimate chemical resistance. Catalyzed epoxy
bean, or castor), which is capable of being con-
coatings have good acid resistance and very good
verted to a solid by reaction with oxygen of the air.
alkali resistance, however, their outstanding
Metallic driers are added to accelerate this reac-
property is their excellent resistance to solvents.
tion. The film formed has very little resistance to
They are widely used for coating the interior of
chemicals and has higher permeability to water
products, storage tanks. In sunlight, they tend to
vapour and other gases than other types of films.
develop rapidly (within months) a surface chalk.
This permeability makes it a good binder for use in
house paints, which if not somewhat permeable
The catalyzed coating shall be applied within a few
would blister and peel. An outstanding property of
hours after the addition of catalyst, otherwise it will
the drying oils is their ability to wet and adhere to
set up in the can. Brushes and spray equipment used
steel, which accounts for their widespread use in
to apply these coatings shall be cleaned thoroughly
primers. This property is particularly important in
after use. After the epoxy has cured there is no
instances where it is not possible to remove all rust
known way to remove it from the equipment.
before painting.
4.2 Alkyd The coating manufacturer should always be
consulted before using an epoxy system for an
These synthetic resins are made by cooking certain equipment which is to be immersed in either fresh
acids and alcohols along with varying quantities of or salt water.
drying oils. These drying oils impart flexibility to
the resin ; more the oil in the resin, the more flexible 4.6 Coal Tar Epoxy
the coating will be. However it also follows that the
These catalyzed materials combine the excellent
more the oil length or content, the more coating
adhesion and water resistance of coal tar with the
will resemble the oleoresinous type. Alkyds are
thermal stability of catalyzed epoxy coatings. They
used in environments mentioned in 2.1 and very
have high solids content by volume (65-S percent)
mild acidic environments. The outstanding proper-
and good stayput, allowing thick coatings to be
ties of alkyds are their gloss retention and stability
applied in a minimum number of coats. Two coats
to sunlight.
of S/10 mils each are recommended for most uses.
4.3 Phenolic The main uses of coal tar-epoxy coatings are for
offshore equipment, mud tanks, equipment to be
Phenolics are formed by reacting phenol with for-
exposed to immersion in salt water (particularly
maldehyde. Air-drying phenolics have better
boat bottoms), the exterior of pipe which is to be
chemical resistance and more water resistant than
used underground and the interior of crude tanks.
alkyds, but they are less resistant to the effect of
The high degree of impermeability of gases, par-
ultraviolet light, tending to yellow withage and to
ticularly hydrogen sulphide, makes them well
chalk more rapidly. The phenolic based coatings
adapted to protecting the vapour zones of sour
are suitable for areas which are subjected to sun-
crude tanks.
light and mild chemical environment.
2IS 14428 : 1997
4;7 Bituminous aliphatic and aromatic. The aliphatic type has ex-
cellent resistance to weathering and most common-
These coatings are made from coal tar or asphalt.
ly used where colour and gloss retention are
They may be hot-applied cut-back (dissolved in a
important. The aromatic type polyurethanes are
solvent), or emulsions (particles dispersed in a non-
sometimes used as tank linings. When properly
solvent). Their widest use lies in protection of
formulated, applied and cured, two component
buried pipe. The coal tar coating have much better
polyurethane coatings have outstanding hardness,
resistance to moisture penetration, to attack by soil
abrasion resistance with chemical properties
organisms, and to hydrocarbons than do most of the
similar to epoxies.
asphalts.
4.11 Organic Zinc Primers
4.8 Vinyl
Organic zincprimers usually contains a high load-
Vinyl coatings have very good resistance to acids,
ing of zinc-dust with organic film formers such as
alkalites, oils and salt water. Their adherence is
epoxy, phenolics or chlorinated rubber. This type
poor unless special vinyl primers are used. For a
of primers have no critical application require-
vinyl system a bright metal sand blast is necessary
ments land are commonly applied to-blast-cleaned
for perfect performance. Vinyl coatings have the
steel at 50-75 microns dry film thickness without
lowest solid content(and highest chemical resis-
problems of cracking or flaking.
tance) of any of the commonly used coatings, there-
fore multiple coats are necessary to built up 4.12 Inorganic Zinc Primers
adequate film thickness.
Inorganic zinc primers are usually referred to as
4.9 Silicone inorganic zinc silicates. All silicate coatings are
essentially based on a combination of zinc and a
Silicone resins, because of their thermal stability
complex silicate solution. Such coatings can pro-
are used to make heat-resistant paints’. These resins
vide outstanding resistance to corrosion in a single
are quite expensive, therefore silicone coatings
coat. These coatings are extremely hard and
should be used only if other types of coatings are
abrasion resistant and the adhesion to metal is of a
unsatifactory. Aluminium-pigmented silicone per-
chemical nature which is one of the strongest bonds
form well up to about 427°C. They are widely used
that can be obtained between two materials. This
on mufflers, heater stacks, and hot surfaces of that
types of primers have excellent weathering proper-
type. A white-metal sand blast is necessary for the
ties and solvent resistance and extensively used for
silicones to perform properly.
preventing corrosion of tank exteriors, structural
4.10 Polyurethane steel, piping off shore platforms, bridges, marine,
etc.
Polyurethane coatitrgs are based on the reaction of
a group of chemicals, the disocyanates, with resins 5 GENERAL INSTRUCTIONS
or a chemicals containing alcohol or amine sub-
5.1 Protective coatings are measures which can be
stituents in their structures. The diisocyantes have
used in the control of corrosion of producing equip-
a high order of toxicity and therefore chemically
ment. If used intelligently and properly, they should
modified to permit their use in protective coatings.
do a satisfactory job of protecting a metal from a
There are total five types of polyurethane coatings, corrosive environment. No coatings last forever,
namely: and there are no cure-alls. No coating will work just
Type 1 Single component urethane-Modified as well over rust as it will over properly prepared
oil based system surface.
Type 2 Single component moisture-Cured The following points should be taken care of:
urethane system a>T he surface should be prepared properly;
Type 3 Single component-Block isocyanate
b) The correct type of coating for the intended
system
service should be chosen, and applied
Type 4 Two component catalyst-Cured according to the manufacturer’s recomm:n-
polyurethane system dations;
Type 5 Two component polyol type c>I f the job is contracted out:
polyurethane system
1) Adequate and firm specifications, par-
However, Type 5 is the most practical and widely ticularly as to film thickness should be
systems for structural painting. There are two mentioned.
general types of two component urethanes; 2) Competent inspection of the job
should be arranged.
3IS14428:1997
d) Schedule shall be so arranged as to prevent For small limited areas such as spot cleaning for
coating damage. When welding above a maintenance priming hand cleaning will suffice,
painted surface, the surface should be even for paints requiring very clean surfaces.
covered with sand, dirt, sacks or anything
6.3.-l Hand tool cleaning shall consist of the
that will prevent the weld spatter from drop-
following sequence of operations:
ping down and burning holes through the
a>
coating; Oil grease, soluble welding flux residues and
salts shall first be removed by solvent clean-
e) The paint should not be overthin. Requisite
ing. Other detrimental foreign matter shall
quantity of thinner shall be added as per the
be removed by the following operations.
manufacturers recommendations to get
proper film thickness and flow of paint; b) Stratified rust (rust-scale) shall be removed
by hand hammering, hand chipping, other
f-l As paints have limited shelf life, procure-
hand impact tools, or a combination of
ment instalments should be planned as per
them.
requirements; and
C) All loose mill scale, and all loose or non-
8 If difficulties are encountered with applica-
adherent rust shall be removed by hand wire
tion, or if a coating does not perform as
brushing, hand sanding, hand scraping, or by
expected, the paint manufacturer may be
a combination or these methods.
consulted. Manufacturers should send a
competent technical field representative to 6.3.2 Fainting should proceed as soon as possible
the job to help out difficulties. after the hand cleaning operations. It is not as
critical, however, as in the case of blast cleaning or
6 SURFACE PREPARATION
pickling where virgin metal is exposed.
6.0 For surface preparation for painting, one
6.4 Blast cleaning is preferable where areas are
should visualize what constitutes the most ideal
very large to achieve lowest coats (because of dif-
surface condition for a good paint anchor. For
ficulties in the reclamation of abrasives). The
general work, this anchor would constitute a metal
following factors influence blast cleaning
surface free of soil and chemical products. It would
operations:
be a relatively smooth surface free of scale or oxida-
tion products but with a mechanical surface anchor a) Type of metal to be cleaned and cleaning
of a height known to be suitable for the coating rate (speed).
system employed. Mill scale itself is a satisfactory b) Shape of the part.
surface to paint. If kept intact, it will result in long
(4 Kind of materials to be removed.
paint life in mild or only moderately severe environ-
4 The surface finish desired and the thickness
ments. If intact mill scale is painted, long paint life
of the coating that is anticipated.
may be expected, in fact almost as long as for
descaled steel. e>L oss of abrasive and breakdown rate.
fl Hazards to equipment and working
6.1 While it appears desirable to produce the best
conditions associated with abrasive.
surface condition before a coating is applied, the
cost of the finished job should be born in mind. I?> Time requirements.
Some service conditions do not require the removal
During the initial set up of the plant all the above
of all of the mill scale, rust, and contaminants. As
can be controlled in addition to protecting adjacent
long as the prepared surface is compatible with the
property, particularly machinery, electrical equip-
coating applied, it will serve for a period of time
ment, etc.
dertemined by the environment.
7 SAFETY AND IIANDLING
6.2 If the deterioration of a paint film is sufficiently
slow and the underline metal is not seriously Aspects of safety and handling during the applica-
affected by the eventual loss of the coating, there is tion of all types of paints mentioned in this
little reason to concentrate on anything but the specification, especially epoxies, polyurethanes,
more economical surface preparation methods. zinc silicates, etc assume great importance. Diverse
chemical ingredients used in the formulations as
6.3 Hand tool cleaning is an acceptable method of
curing agents, hardners, additives, bases could be
surface preparation for normal exposures in the
agressive, toxic or hazardous in nature. It is there-
atmosphere, interiors, for much of the maintenance
fore mandatory to have full details with complete
painting, including paints of good wetting ability.
procedures and precautions for safety and han-
Hand cleaning will not remove all residue or rust
dling of coatings from the suppliers and/or
nor will it remove intact, firmly adhered mill scale.
manufacturers.
4IS 14428 : 1997
ANNEX A
COMMITTEE COMPOSITION
PAINTING, VARNISHING AND ALLIED FINISHES SECTIONAL COMMITTEE, CED 34
Chairman Representing
SHRIB . SHIRAZI Cole paints and Contracts Pvt Ltd, Mumbai
Members
SHRIL .K. AGARWAL Central Building Research Institute (CSIR), Roorkee
DR S.M.SINGH( Alternate)
DRR.K.BAGRODIA Institution of Engineers (I), Calcutta
SHRIV.BALASUBRAMANIA Directorate General of Supplies and Disposals, New Delhi
SHRID ARBARA SINGH(A~TKZ~)
SHRIR.BEHL ICI India Ltd, Hooghly, West Bengal
SHRIK.SRINIVASA(AN lternate)
SHRIN.S.BHARATIA Natraj Paints Pvt Ltd, Mumbai
SHRIB.V.DALAL (Alternate)
SHRIC.J.BHUMFXR Soujanay Enterprises, Thane, Maharashtra
SHRIR .K.PHADTARE (Alfemnte)
SHRIU.D.DESHPANDE Rashtriya Chemicals and Fertilizers Ltd, Mumbai
DRP.M.GANAPATHY Indian Plywood Industries Research and Training Institute, Bangalore
DRH.N.JAGDEESH (Alternate)
SHRIH .S.HARIANI Indian Institute of Architects, Mumbai
SHRIJANGBAHADUR Tata Engineering and Locomotive Co Ltd, Jamshedpur
JOINTDIRECTOR(CHEMICAL) Research, Design and Standards Organization (Ministry of Railways),
A~SISTANTRESEARCH Lucknow
OFFICER(C lrernical) (Alternate)
D1iV.M. KEL~XR In personal Capacity (44, Basant Lok, Vasant Vihar, New Delhi)
SI~RIS.V.LALVANI Indian Oil Corporation Ltd, New Delhi
SHRIV.K.MEH'TR Ministry of Defence (Engineer-in Chief’s Branch), New Delhi
SHR~L .D.K~~~~(Altenzate)
SHRIM.D.MODI Metallizing Equipment Co Pvt Ltd, Jhodhpur
SHRIS .R.G OYAL (Alternate)
DK A. PRAUSH National Organic Chemical Industries Ltd, Mumbai
SHRIUJJALDE (Alternate)
SHKlK.D.S+.WANT Goodlass Nerolac Paints Ltd, Mumbai
SHRIM . G.PATII(,A lternate)
SHRIS.M.SAXENA Berger Paints India Ltd, Mumbai
SHRIK.J.AIYANGER(A lternate)
SHRIJSENGLIPTA Building Materials and Technology Promotion Council, New Delhi
SHRI0 . P. RATRA (Alternate)
SHRIR . R. SEQUEIRA Gatware Paints Ltd, Mumbai
SUPERINTENDINEGN GINEER( S & S) Central Public Works Department, New Delhi
SHRIK . K. SHARMA, Director General, BIS (Erropficio Member)
Director (Civ Engg)
SHRIR .S. JUNWA
Joint Director (Civ Engg), BIS
5Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments arc issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 34 ( 2521).
Amendments Issued Since Publication
Arncnd 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
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CALCUTTA 700054 337 86 26,337 9120
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Printed at Dee Kay Printers, New Delhi, India
|
10017.pdf
|
Is:10017-1981
Indian Standard
CODE OF PRACTICE FOR CONSTRUCTION OF
COCOA BEANS STORAGE STRUCTURES
Stimulant Foods Sectional Committee, AFDC 39
Chairman Rcjlrcsenting
SHRI C. P. NATARAJAN Central Food Technological Research Institute
( CSIR ), Mysore
MGmbcrr
SHRI D. S. CHADHA Central Committee for Food Standards ( Ministry
of Health and Family Welfare), New Delhi
SMT D. MUKHERJEE ( Alternate )
DR N. K. JAIN Tea Research Association, Calcutta
SHRI P. C. SHARMA( Alternate )
SRI s. KASTTJRI Government Analyst Laboratory, Madras
DR S. L. KHOSLA Public Analyst, Government of Haryana, Cbandigarh
SHRI S. K. ANAND ( Alternate)
COL R. K. KOCHHAR Quartermaster General’s Branch, Army Head-
quarters, New Delhi
LT-COL P. J. CHERIAN ( Altemat~ )
SHRI S. S. MEENAKSHI~UNDRAM Coffee Board, Bangalore
SMT SUNALININ . MENON ( AltGsnatG)
DR K. K. MITRA Tea Board, Calcutta
Srnu NARENDRA KUMAR Calcutta Tea Traders Association, Calcutta
SWRI K. M. PATEL ( Alternate )
SHRI M. N. NAYAR Central Plantation Crop Research Institute ( ICAR ),
Kasaragod
SHRI T. A. SRIRAM( Altcrnatc )
SHRI C. Y. PAL Cadbury India Limited, Bombay
SHRI S. J. KEICOBM ( Alternatu )
SHRIK. RAM.~KIUSHNA P~LLAI The Kerala State Co-operative Marketing Federation
Limited, Cochin
SHRI P. P. BHAS-N ( Alternate )
SHRI C. K. RAMANATH Brooke Bond India Ltd, Calcutta
SHRI A. K. GUPTA ( Alternate )
SHRI v. H. SHAH Kair;tisFkp-operative Milk Producers’ Union
,
SHRI KAILASH VYAS ( Alternate )
( Cotztinuedo n page 2 )
I 0 CopVright 1982 I
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Cobyright 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 : 10017- 1981
( Continuedf rom page 1 )
Members Representing
DR S. B. SINGH Public Analyst, Government of Uttar Pradesh,
Lucknow
SHRI K. N. SIRoAR The Consultative Committee of Plantation Associa-
tion, Calcutta
DR C. S. VENKATAR AM United Planter’s Association of Southern India,
Coonoor
SHRI V. RANOANATHAN( Alt-srnate)
SHRI S. VlSHVESHWARA Central Coffee Research Institute, Chikmagalur
SHRI R. WALTER Food Specialities Ltd, Moga
SWR~A . K. ROY ( Akrnate )
SHRI T. PURNANANDAM, Director General, IS1 ( Ex-o$icM Member)
Director ( Agri & Food ) ( Secretary)
Cocoa and Its Products Subcommittee, AF’DC 39 : 3
Convener
SHRIV . H. SHAH Kaira District Co-operative Milk Producers’ Union
Limited, Anand
Members
SHRI KAILA~HV YAS ( Alternate to
Shri V. H. Shah )
DR C. K. GEORGE Directorate of Cocoa, Arecanut and Spices Develop-
mcnt, Calicut
SHRI S. KA~TURI Government Analyst Laboratory, Madras
COL R. K. KOCHHAR Quartermaster General’s Branch, Army Headquarters
New Delhi
Lr-COL P. J. CHElUAt” ( Alternate )
SHRI C. P. NATARAJAN Central Food Technological Research Institute
( CSIR ), Mysore
SHRI N. G. GOPALAKRISHANRAA O ( Akrnate )
DR M. N. NAYAR Central Plantation Crop Research Institute ( ICAR ),
Kasaragod
SHRI T. A. SRIRAM( Alternate )
&RI c. Y. PAL Cadbury India Limited, Bombay
SHRI S. J. KEKOBAD( Ahrnate )
SHRI M. C. POTHEN Amalgamated Malabar Estates Private Ltd, Calicut
SHRI M. G. SATHE The :&&r Biscuit and Chocolate Company Ltd,
SHRIJ . S. SUNDERR AJ Agriculture Department, Government of Tamil
Nadu, Madras
SHRI N. SADASNAM ( Alternate )IS : 10017 - 1981
Indian Standard
CODE OF PRACTICE FOR CONSTRUCTION OF
COCOA BEANS STORAGE STRUCTURES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 12 December 1981, after the draft finalized by the Stimulant Foods
Sectional Committee, had been approved by the Agricultural and Food
Products Division Council.
0.2 The damage to cocoa beans due to fungal, microbial and insect attacks
can be minimized to a large extent if cocoa beans are stored in structures
which prevent as far as practicable, their entry inside and also if suitable
measures are taken during handling, transport and storage.
0.3 The damage and pollution of cocoa beans during storage are due to
temperature, moisture and dampness, insects and rodents. It is, therefore,
obvious that in order to conserve cocoa beans they should be stored in
sound structures of different types, each type being suitable for a particular
region in the country and code of practice should be formulated and
adopted for handling, transporting and storing; when such standards
become available and are implemented, they will go a long way in mini-
mising the loss of cocoa beans.
0.4 This standard has been formulated mainly with a view to guiding
processors, dealers and other agencies connected with handling of cocoa
beans so that the damage to cocoa beans is, as far as possible, reduced to
the minimum.
0.5 This code has been prepared for the construction of structures which
would permit effective control of insect and other pests of stored cocoa
beans and which entirely exclude rain and ground moisture.
1. SCOPE
1.1 This standard covers requirements and method for construction of
cocoa beans bag storage type structures.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
3IS : 18817 - 1981
2.1 Bag - A container made either of jute, fabric or laminates having
the standard dimensions and containing a net content of60 to 65 kg of dry
cocoa beans.
2.2 Bag Storage Structure - Structure in which bags containing cocoa
beans are stored.
3. LOCATION
3.1 The cocoa beans bag storage structure shall be located on a raised
and well-drained site, or on suitably made-up soils, if necessary.
3.2 The structure shall not be located on lands subjected to’ floods or
inundations and shah be safe from damage by surface or seepage water.
3.3 The structure shall be at least 15 m away from residential buildings,
factories ( other than cocoa processing factories ), dairies, poultry farms,
kilns and other possible sources of fire and 30 m away from garbage, dump-
ing grounds, slaughter houses, hide curing centres, tanneries and such
other places, the close vicinity of which is deleterious to safe storage of
cocoa beans.
3.4 The structure shall be away from large trees.
3.5 The structure shall be generally accessible to lorries and preferably
situated near a rail head with goods siding.
3.5.1 Where the structure is near waterways, such as ferry heads and
docks sufficient berthing, loading and unloading facilities shall be made
available.
4. BAG STORAGE STRUCTURES
4.1 The bag storage structure may be of dimensions most economically
suited to the land available. The storage capacity shall be calculated
taking into account the coefficient factor of 0*8m2 per metric tonne of
cured cocoa seeds.
NOTE 1 - The coefficient factor is derived from (a) 14 bags stacked one over the
other; (b) each such bag containing 62.5 kg of cocoa beans; (c) 30 percent floor area
for passage, in between the stacks; and (d) stacks of 30 bags.
NOTE 2 - The minimum height of the wall may be 5.5 m for flat roofed structures
and in the case of other structures the minimum wall height may be 425 m inside
at the point where the roof crosses the wall.
4IS : 18817- 1981
5. FOUNDATION
5.1 The foundation shall be carried to a depth of not less than one metre
unless rock, sheet-rock or laterite is met with at a higher level and shall
have concrete bedding of suitable thickness unless rock, sheet-rock or
laterite is met with.
5.2 The foundation masonry shall be of stone burnt bricks, concrete blocks
or other suitable materials depending upon the availability of the same
at a particular region. It shall be constructed either in lime mortar 1 : 3
( 1 part lime and 3 parts of sand ) or cement mortar of proportion not
less than 1 : 5.
5.3 The foundation trenches on both sides shall be filled with coarse sand
or gritty material and shall be flush with ground level.
5.4 Necessary measures shall be taken to make the structure termite-proof.
6. PLINTH
6.1 The plinth level shall be at a minimum height of O-7 m from the sur-
rounding ground level.
6.2 The plinth shall be filled up as given under 7.1.
6.3 The plinth ( or basement ) masonry shall be of stone in cement mortar
of proportion not less than l-5 and cement pointed 1 : 4 or plastered on its
outer surface with cement plaster not less than 1 : 6.
6.4 75 mm thick stone slab or’ 1 : 2 : 4 cement concrete plinth slab over the
plinth masonry and below superstructure shall be laid.
7. FLOOR
7.1 Filling of Plinth or Basement - Fill with gritty moorum soil or
red earth, sand or coal clinker. The layers should be of 75 mm up to a
height of 150 mm in case of cement concrete floor or 225 mm in case of
granite or any other good stone slabs floor, below the plinth level. Water
profusely and compact each of these layers. Lay over these a layer of coarse
sand and stone. Water and compact these layers of coarse sand and rubble
stone and again compact these layers thoroughly.IS : 10017- 1981
7.2 Laying of the Floor - It shall be of either cement concrete, granite
stone or any other good quality stone slabs. If the floor is of cement concrete
it shall be 75 mm thick ( 25 mm thick 1 : 2 : 4 of 20 mm metal over 50 mm
of 1 : 4 : 8 of 40 mm metal ) and shall be laid in alternate panels, not
exceeding 2-5 m 2. The joints of panels shall be neatly grouted with cement
mortar 1 : 3. If the floor is of stone slabs, a layer of lime concrete or
cement concrete 1 : 4 : 8 of 38 mm metalof not less than 75 mm thickness
shall be laid over the 150 mm layer of rubble stone, over which the stone
slabs shall be set in lime mortar 1 : 3 or cement mortar 1 : 4. The stone
slabs shall not be less than 50 mm in thickness and shall be pointed with
cement 1 : 3.
8. WALLS
8.1 The walls shall be solid and shall be at least 300 mm thick in the case
of brick construction. In the case of laterite or other hard stone construction,
the thickness of the wall shall be 450 mm up to a height of 3 m from the
plinth and 225 mm thick from this height upwards, In the case of brick
construction the walls shall be plastered with lime mortar 1 : 2 or cement
mortar 1 : 4 and shall be finished smooth. In case of laterite or stone cons-
truction, cement mortar of 1 : 3 to 1 : 4 shall be used for pointing purpose.
There shall be no off-sets or projections in the wall. The wall shall be flush
with the outer surface of the plinth; in case this is not possible, the plinth
projections shall be rounded off.
9. DOOR
9.1 The door opening shall be not less than 2 m wide and 2.5 m high.
The door leaves shall be of steel or timber and either rolling type or opening
outside. When open, the door leaves shall flush with the outside surface
of wall. When closed, they shall be close filling with the frame of the door.
The door leaves shall not have cracks or open joints.
10. AlR VFNTS
10.1 Air vents shall be provided at floor level for the ingress of fresh air.
Windows shall not be provided.
10.2 The clear opening of the air vents should not be more than 25 cm*,
and shall be provided with shutters opening inside. When the godown
abuts the road and safety considerations preclude the erection of air vents
in the outer wall, they may be provided in the inner wall.
10.3 For every 5 m length of wall, there shall be one air vent.
6IS : 10017- 1981
11. VENTILATORS
11.1 For every 6 m length of the wall, one ventilator of the size 0.7 m high
and 1.2 m wide shall be provided. A centrally rotating shutter shall be
provided to the ventilator and the shutter shall be close fitting with the
frame of the ventilator. The frame of the ventilator shall be fixed flush
with the inside face of the wall.
11.2 The ventilator shall be protected by glazed sun shades and frame
work of expanded metal or wire mesh.
12. ROOF
12.1 The roof may be either of reinforced concrete flat, or shell roof, a
sloping roof with asbestos cement sheets or Mangalore tiles, if the former
is not available. The sloping roof shall be a single-span or two-span structure
with a central longitudinal gutter which is a source of leakage. Galvanized
steel sheets shall not be used.
12.1.1 The leaves of the roof shall project at least O-7 m from the outer
surface of the walls. The purlins and sheets shall be well anchored and
secured.
13. DRAINAGE
13.1 Gutter and drain pipes shall be provided with the required dimensions
taking into consideration the intensity of rainfall and the projected area
of the roofing.
13.2 A stone or concrete slab of suitable dimensions shall be provided on
the ground below each drain pipe so that the ground is not secured due
to the water falling from the drain pipe. The drain pipe shall be located
in such a way that it shall not obstruct the ventilators.
13.3 All round the structure, abutting the plinth a pavement 0.5 m wide
and 150 mm thick of lime concrete or cement concrete 1 : 3 : 6 or rubble
stone pitching set in cement mortar 1 : 4 shall be constructed with suitable
drainage arrangement. The pavement shall slope outside at 1 in 10.
14. UNDERGROUND DRAINAGE - BY RUBBLE DRAIN
14.1 Where ground water is likely to rise during the rainy season above
the lowest level of the foundation, a trench 0.7 m wide shall be constructed
all round the structure.
7IS : 10017- 1981
14.2 The trench shall be one metre away from the outer periphery of the
structure, and shall be at the lowest level of the foundation with a longi-
tudinal bed slope towards the natural fall of the ground. It shall be con-
nected to an outfall drain for ultimate disposal of the water. It shall be
filled with rubble or brick bats or graded jelly to a depth of O-7 m and the
rest with earth, and then levelled.
14.3 The rubble filling of drain should be so arranged as to have the effect
of an inverted filter, that is, bigger rubble should be put at the bottom and
the size of rubble, brick bat or jelly to be reduced gradually.
NOTE-The requirements given under 14 above depend upon locality and site
conditions may and not be insisted upon in the case of inland region with rainfall
of less than 750 mm. In coastal and heavy rainfall regions these are necessary, where
the soil conditions require.
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2386_3.pdf
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IS : 2386 ( Part III ) - 1963
( Reaffirmed 1990 )
Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CQNCRETE
PART Ill SPECIFIC GRAVITY, DENSITY, VOIDS‘, 1
ABSORPTldN AND BULKING
( Eighth Reprint MARCH 1997 )
i
JJDC 691.322 : 531.75
0 Copyright 1963
BUREAU OF INDIAN STANPARDS
MANAKB HAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 5 October 1963
1
,I!s:2386(Paq-III)-1963
Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART III SPECIFIC GRAVITY, DENSITY, VOIDS,
ABSORPTION AND BULKING
Cerhent and Concrete Sectional Committee, BIIC 2
Chairman &pWS#?lling
SHRI K. K. NAM~IAR The Concrete Association of India, Bombay
Members
SHR~1 .:. v. TIXADAN~Y( Aiternate to
Sbri K. K. Nambiar )
SHRI K. F. ANTIA M. N. Dastur & Co Private Ltd, Calcutta
SHRI P. S. BHATNACAR Bhakra Dam Designs Directorate, New Delhi
‘,R I. C. DOS M. PArS CUDDC;J Central Water 82 Power Commission ( Ministry of
Irrigation & Power )
SHRI Y. k. MVRTHY ( Altemote)
SHRI N. D. DAFTARY Khira Steel Works Private Ltd. Bombav
S~r.1 N. G. DEWAN Central Public Works Departmknt
SUPERINTENDINEGN GINE~~R,
ZND CIRCLE ( Al&male )
DR R. R. HATTIANoADI The Associated Cement Companies Ltd, Bnmbay
SIiRI v. N. PA1 ( &crn& !
SHR~P . C. HAZRA Geological Survey of India, Calcutta
JOINT DIHI~CTOR STANDARDS Rexarc!, . Designs 6 Standards Organization
( Mnustry of Kailways )
( Bz~~ DIRECTOR STAND
ARDS ( B&S ) ( A&emote)
SHRI S. B. JOSHI S. b. Joshi &Co Private Ltd, Bombay
StIRI M. M..LAL U.P. Government Cement Factory, Churk
SHRI B. N. MAJUUDAR Directorate General of Supplres B Disposals
( Ministry of Economic & Defence Co-ordination )
&RI ‘P. L. DAS ( Alkrnalr )
Pao~ S. R. MEHRA Central Road Research Institute ( CSIR );
New Delhi
SARI N. v. MOHILE The Concrete Association of India, Bombay
SHRI S. N. MuaERJt Government Test House, Calcutta
SRRI N. C. SEN GUPTA ( Alfematc )
SHIU ERACH A. NADIR.SHAII Institution of Engineers ( India )! Calcutta
sxku C. B. PATEL National Buildings Organisatlon (Ministry of
Works, Housing & Rehabilitation )
Y&RI RABINDERS INGH ( AU17note )
PROPG . S. RAMA~WAMY Central Building Research Institute ( CSXR j,
Roorkee
SHRI K. SIVA PRMAD ( Alturnafe )
( Conhued on #age 2 )
BUREAU OF INDMN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHL 110002IS:Z386(PartIII)-1963
( -fiamPw 1)
Aidhnbers Rdnanring
SHU T. N. S. RAO Gammon India Ltd, Bombay
Sum S. R. PINHEIR ( Altmrok )
RxPuEusNTATtvz Martin Burn Ltd, Calcutta
Sstsu Nmm Clurmlu ROY Dalmia Cement ( Bhatat ) Ltd, Calcutta
f&CRETARY Central Board of Irrigation & Power (Ministry of
Irrigation & Power )
Bmo G. S. Strmr~ Engineer-in-Chief’s Branch, Army Headquarters
SHRI R. S. MEHANDRU ( Alhrnal )
I)r &. SVBBARAJU Indian Roads Congress, New Delhi
Sanr J. M. Tarsum Roads Wing, Ministry of Transport & Commu-
nications
Sum N. H. Kzsw~~l ( Afkra&)
DaH.C. bWIWARAYA, Director, IS1 ( Ex_odiicioM rmbcr )
Deputy Director ( Bldg )
Secre#q
Stint A. Parrtitvt RAJ
Extra Assistant Director ( Bldg ), IS1
Concrete Subcommittee, BDC 2 : 2
cont*nff
Sm S. B. Josut S. B. Joshi & Co Private Ltd, Bombay
lutmbcrs
Asstttv~~ DIRECTOR STANDARDS Research, Designs & Standards Organization
( Ministry of Railways )
Sn%“H BHAGWANANX Engineer-in-Cl&f’s Branch, Army Headquarters
DR I. d. l&s M. Pm Cunnou Central Water & Power Commission ( Ministry of
Irrigation & Power )
Sum Y. K. MURRIY ( Alkmatc )
S~nr P. L. DUI Directorate General of Supplies & Disposals
( Ministry of Economic & Defence Co-ordination )
St-ntr B. N. MAJ~~~AR ( Altemah )
DlREClDR Engineering Research Laboratory, Hyderabad
Sum V. N. GUNAJ~ Maharashtra Public Works Department
Srrnt M. A. HAPEEZ National Buildings Organisation ( Ministry of Work
Housing & Rehabilitation )
Snttx B. S. SHIVAYURTHY( A&mate )
SHRI G. L. fiNDA Central Water & Power Commission (Ministry of
Irrigation & Power )
Sum P. C. HAZRA Geological Survey of India, Calcutta
Snm K. K. NAM~IAR The Concrete Association of India, Bombay
Sum C. L. N. IYENGAR ( Alternate )
ti M. L. PURI Central Road Research Institute ( CSIR ),
New Delhi
PROP G. S. RAMA~~VAB~Y Cent;tarfeilding Research Institute ( CSIR ),
SHRI K. SIVA PRASAD ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd. Bombay
SXRI S. R. P~NHEIRO( Aftemate )
SIJPP;;~IRENDING ENGINEER, ZND Central Public Works Department
SHRI 0. P. GGEL ( Altemnte )
SHRI J. M. TREHAN Roads Wing, Ministry of Transport & Communi-
cations
Smr R. P. StttKA ( Alternate)
SHRI H. T. Ym Braith$h;Uw B Jessop cGnstructi0n CG La
2IS : 2386 ( Part III ) - 1963
Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART III SPECIFIC GRAVITY, DENSITY, VOIDS,
ABSORPTION AND BULKING
0. FOREWORD
0.1T his Indian Standard ( Part III ) was adopted by the Indian
Standards Institution on 22 August 1963, after the draft finalized by
the Cement and Concrete Sectional Committee had been approved by
the Building Division Council.
0.2 One of the,major contributing factors to the quality of concrete is the
quality of aggregates used therein. The test methods given in this
standard are intended to assist in assessingt he quality of aggregates. In
a given situation, for a particular aggregate, it may not be necessary to
-assessa ll 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 user, the test methods are
grouped into the following eight parts of Indian Standard Methods of
Test for Aggregates for Concrete ( IS : 2386-1963 ):
Part I Particle Size and Shape
Part II Estimation of Deleterious Materials and Organic
Impurities
Part III Specific Gravity, Density, Voids, Absorption and Bulking
Part IV Mechanical Properties
Part v Soundness
Part VI Measuring Mortar Making Properties of Fine Aggregate
Part VII Alkali Aggregate Reactivity
Part VIII Petrographic Examination
0.3 The Sectional Committee responsible for the preparation of this
standard has taken into consideration the views of the concrete specialists,
testing authorities, consumers .and technologists and has related the
standard to the practices followed in the country in this field. Further
the need for international co-ordinatiod among standards prevailing in
3ISt2386(PartIII)L1963
different countries of the world has also been recognized. These con-
siderations 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 in 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,
expressing the result of ‘a test or analysis, shall be rounded off in accord-
ance with IS : 2-1960 Rules for Rounding Off Numerical Values ( Revised ).
The number of significant places retained in the rounded off value
should be the same as that of the specified value in this standard.
0.6 This standard is intended chiefly to cover the technical provisions
relating to testing of aggregates for concrete, and it does not include all
the necessary provisions of a contract.
1.. SCOPE
1.1 This standard ( Part III ) covers the following tests for aggregates for
concrete:
a) Determination of specific gravity and water absorption,
b) Determination of bulk density and voids,
c) Determination of necessary adjustment for bulking of fine
aggregate ( field method ), and
d) Determination of surface moisture in fine aggregate (field
method ).
2. DETERMINATION OF SPECIFIC GRAVPPY AND WATER
ABSGRPTION
2.1 Object-i This test covers the procedures for determining the specific
gravity, apparent specific gravity and water absorption of aggregates.
Nor~ 1 -Threl main methods are specified for use according to whc&r
he &e of the aggregate is large than 10 mm ( Method I ) between 40 mm
and 10 mm (Method I or II may be used ); or smaller than 10 mm ( Method III).
An alternate method ( Method IV ) is al.30 permitted.
Nora 2 -The C&r absorptiont est willn ot alwaysb e reproduciblew ith aggregatu
OfiLighp accmity.
4Is:2386(PartIll)-1963
2.2 Method I - Aggregate Larger than 10 mm
2.2.1 Apparatus - The apparatus shall consist of the following:
4 Balance -A balance or scale of capacity not less than 3 kg,
readable and accurate to O-5 g and of such a type and shape as
to permit the basket containing the sample to be suspended from
the beam and weighed in water.
b! Oven - A well ventilated oven, thermostatically controlled, to
maintain a temperature of 100 to 110%.
4 A wire basket of not more than 6-3 mm mesh or a perforated
container of convenient size, preferably chromium plated and
polished, with wire hangers not thicker than one millimetre for
suspending it from the balance.
4 A stout watertight container in which the basket may be freely
suspended.
4 Two dry soft absorbent cloths each not less than 75 x 45 cm.
f > A shallow tray of area not less than 650 ems.
g> An airtight container of capacity similar to that of the basket.
23.2 Sample - A sample of not less than 2 000 g of the aggregate
shall be tested.’ Aggregates which have been artificially heated shall not
normally be used. If such ,mat@xl is used the fact shall be stated in the
report. Two tests shall be made, and it is recommended that the two
samples should not be tested concurrently.
2.2.3 Test Procedure - The sample shall be thoroughly washed to remove
finerp articles and dust, drained and then placed in the wire basket and
immersed in distilled water at a temperature between 22°C and 32°C with
a cover of at least 5 cm of water above the top of the basket.
2.2.3.1 Immediately. after immersion the entrapped air shall be
removed from the sample by lifting the basket containing it 25 mm above
the base of the tank and allowing it to drop 25 times at the rate of about
one drop per second. The basket and aggregate shall remain completely
immersed during the operation and for a period of 24 f l/2 hours
afterwards.
2.233 The basket and the sample shall then be jolted and weighed
in water at a temperature of 22 to 32% If it is necessary for them to
be transferred to a different tank for weighing, they shall be jolted 25
times as described above in the new tank before weighing ( weight A, ).
2.2.3.3 The basket and the aggregate shall then be removed from the
water and allowed to drain for a few minutes, after which the, aggregate
shall be gently emptied from the basket on to one of the dry clothes, and
the empty basket shall be returned to the water, jolted 25 times and
weighed in tiater ( weight 4 ).
5.lst23as(P#la)-1963
233.4 The aggregate placed on the dry cloth shall be gently
surface dried with the cloth, transferring it to the second dry cloth when
the first will remove no further moisture. It shall then be spread out not
more than one stone deep on the second cloth, and lest exposed to the
atmosphere away from direct sunlight or any other source of heat for not
less than 10 minutes, or until it appears to be completely surface dry
( which with some aggregates may take an hour or more ). The aggregate
shall be turned over at least once during this period and a gentle current
of unheated air may be used after the first ten minutes to accelerate the
drying of difficult aggregates. The aggregate shall then be weighed
( weight B).
NO%%- If the spparcnt spcci6c gravity onIy ia rcquimd the opaztiom described
in 2.2.3.4 may be omit&d.
2.235 The aggregate shall then be placed in the oven in the
shallow tray, at a temperature of IO0 to 110°C and maintained at this
temperature for 24 f l/2 hours. It shall then be removed from the oven,
cooled in the airtight container and weighed ( weight C).
2.2.4 Cizlc&tions - Specific gravity, apparent specihc gravity and water
absorption shall be calculated as follows:
speciiicg ravity= Bc_A
Apparent specificgravity = &
lO(B-C)
Water absorption ( percent of dry weight) = C
where
B = ihe weight in g of the saturated surkedry aggregate in
air, and
C = the weight in g of ovendried aggregate in air.
2.23 R6pWting of Re.sl&- The individual and mean results shall be
reported. The size of the aggregate tested shall be stated, and whether
it has heen artificially heated.
23 MethodlI-Aggq+e &tupecn4O~WdlO~
23.1 A#rmtus -The apparatus shall consist of the following:
a) Balartce- A balance or scale of capacity not less than 3 kg,
,readable and accurate to @5 g, and of such a type as to permit
the weighing of the vessel containing the aggregate and water.\
lst2386(Partlu)-1963
W Okn- A well ventilated oven, thermostatically controlled to
maintain a temperature of 100 to 1 10°C.
4 Glass Vcssd or Jar -A wide-mouthed glass vessel such as a jar
of about 1.5 litres capacity, with. a flat ground lip and a plane
ground disc of plate glass to cover it, giving a virtually watertight
fit.
4 Clotlrs- Two dry soft absorbent cloths, each not less than
75 x 45 cm.
4 ‘Guy - A shallow tray of area not less than 325 ems.
f) Coat&~- An airtight container large enough to take the
sample.
23.2 samf.&!c- A sample of about one kilogram of the aggregate
shall be used. Aggregates which have been artificially heated shall not
normally be used; if such material is used, the fact shall be stated in the
report.
Two testss hall be made and it is recommended that the two samples
should not be tested concurrently.
23.3 Test Procedue -The sample shall be screened on a IO-mm IS
sieve, thoroughly washed to remove fine particles of dust, and immersed in
distilled water in the glass vessel; it shall remain immersed at a tempera-
ture of 22 to 32°C for 24 f l/2 hours. goon after immersion and again
at the end of the soaking period, air entrapped in or bubbles on the
surface of the aggregate shall be removed by gentle agitation. This may
be achieved by rapid clockwii and anti-clockwise rotation of the vessel
between the operator’s hands.
233.1 The vessel shall be overfilled by adding distilled water and
the plane ground-glass disc slid over the mouth so as to ensure that no
air is trapped in the vessel. The vessel shall be dried on the outside and
weighed ( weight A ).
233.2 The vessel shall be emptied and the aggregate allowed to
drain. Refill the uessel with distilled water. Slide the glass disc in
position as before. The vessel shall be dried on the outside and weighed
( weight B ).
2333 The difference in the temperature of water in the vessel
during the first and second weighings shall not exceed 2°C.
2.33.4 The aggregate shall be placed on a dry cloth and gently
surihce dried with the cloth, transferring it t a second dry cloth when
the first will remove no further moisture. It sh1 11 then be spread out not
more than one stone deep on the second cloth, and left exposed to the
atmosphere away from direct sunlight or any other source of heat for
not less than 10 minutes or until it appears to be completely surface dry
(which with some aggregates may take an hour or more) The aggregate
7IS:23S6(PartIU)-1963
shall be turned over at least once during this period and a gentle current
of unheated air may be used after the first ten minutes to accelerate the
fTi;htoi )difficult aggregates. The aggregate shall then be weighed
NOTE-If the apparents pecificg ravity only is required, the operations described
in 233.4 may be omitted.
2.3.3.5 The aggregate shall be placed in the oven in the shallow tray,
at a temperature of 100 to 110°C for 24 f l/2 hours. It shall then be
cooled in airtight container and weighed ( weight D ).
2.3.4 Calculations - Spe.ctic gravity, apparent specific gravity and water
absorption shall be calculated as follows:
D
Specific gravity = c- (A-B)
D
Apparent specific gravity =
D-(A-B)
Water absorption ( percent
_lOO(C-D)
of dry weight )
D
where
A = weight in g of vessel containing sample and filled
with distilled water,
B = weight in g of vessel filled with distilled water only,
C = weight in g of saturated surface-dry sample, and
D = weight in g of oven-dry sample..
23.5 Re#ortiQ of Results - The individual and’ mein results shall be
reported. The grading of aggregate tested shall be stated, and whether
it has been artificially heated.
2.4 Method III - Aggregate Smaller Than 10 mm
2.4.1 Apparatw T The apparatus shall consist of the following:
4 Balatue - A balance or scale of capacity not less than 3 kg,
readable and accurate to 0.5 g, and of such a type as to permit
the weighing of the vessel containing the aggregate and water.
b) Oven - A well ventilated oven, thermostatically controlled, to
maintain a temperature of 100 to 110°C.
4 Vessel - Any form of vessel capable of holding 0.5 to 1 kg of
material up to 10 mm in size and capable of being filled with
water to a constant volume with an accuracy of f @5 ml. Fither
of the two following vessels is suitable:
1) A glass vessel, referred to later as a pycnometer, of about
8Is:2386(r~m)-1%3
one litre capacity having a metal conical screw top with
a 6-mm diameter hole at its apex. The screw top shall
be watertight when it is screwed on to the jar, and, if
necessary, a rubber or fibre washer shall be inserted in
the joint. If such a washer is used, a mark shall be made
on the jar to correspond with a mark on the screw top so
that the screw is tightened to the same position every
time and the volume contained by the jar is constant
throughout the test. A suitable vessel can be made from
a l-kg fruit preserving jar in which the glass lid normally
used is replaced by a sheet metal cone as shown in
Fig. 1; or
2) A wide-mouthed glass vessel, such as a gas jar, of about
1.25 litres capacity, with a flat ground lip and a plane
ground disc of plate glass to cover it, giving a virtually
watertight fit.
d) A means of supplying a current of warm air, such as a hair drier.
e) A tray of area not less than 325 cm2.
f) An airtight container large enough to take the sample.
g) Filter papers and funnel.
2.49 Test Procedure
2.4.2.1 Using the pycnometer - A sample of about 1 kg for 10 mm
to 4-75 mm or 500 g if finer than 4.75 mm, shall be placed in the tray
and covered with distilled water at a temperature of 22 to 32°C. Soon
after immersion, air entrapped in or bubbles on the surface of the
aggregate shall be removed by gentle agitation with a rod. The sample
shall remain immersed for 24 f l/2 hours.
The water shall then be carefully drained from the sample, by
decantation through a filter paper, any material retained being return&
to the sample. The aggregate including any solid matter retained on
the filter paper shall be exposed to a gentle current of warm air to
evaporate surface moisture and shall be stirred at frequent intervals to
ensure uniform drying until no free surface moisture can be seen and the
material just attains a ‘ free-running ’ condition. Care shall be taken to
ensure that this stage is not passed. The saturated and surface-dry sample
shall be weighed ( weight A ).
NoTe- If the apparent specific gravity only is required, the operations
d&bed in this paragraph may he omitted, although for materml finer
& 475 mm some surface drying may be desirable to facilitate handling.
The aggregate shall then be placed in the pycnometer which shall
&?‘filled with distilled water. Any trapped air shall be eliminated
hy rota&g the pycnometer on its side, the hole in the apex of
9lsr2386(Partlll)-1963
Fro. 1 SECTION OF PYCNO~TER MADE
FROM FRUIT JAR
the cone being covered with a finger. The pycnometer shall be topped
up with distilled water to remove any froth from the surface and so that
the surface of the water in the hole is flat. The pycnometer shall be
dried on the outside and weighed ( weight B ).
The contents of the pycnometer shall be emptied into the tray, care
being taken to ensure that all the aggregate is transferred. The
pycnometer shall be refilled with distilled water to the same level as
before, dried on the outside and weighed ( weight C). The difference
in the temperature of the water in the pycnometer during the first and
second weighings shall not exceed 2°C.
10lsr2386(PartllI)-1963
The water shall then be carefully drained from the sample by
deeantation through a filter paper and any material retained returned to
the sample. The sample shall be placed in the oven in the tray at a
temperature of 100 to 110°C for 24 f l/2 hours, during which period
it shall be stirred occasionally to facilitate drying. It shall be cooled in
the air-tight container and weighed ( weight D ).
Two tests shall be made.
2.4.2.2 Using the second ( gas jar ) apparatus described in 2.4.1 (c),
the procedure shall be the same except that in filling the jar with
water it shall be tilled just to overflowing and the glass plate slid over
it to exclude any air bubbles.
2.4.3 CaIculations- Specific gravity, apparent specific gravity and
water &sorption shall be calculated as follows:
Specific gravity
=
A-(L)
Apparent specific gravity =
D- (DB-C)
wate&aw~;$n ( percent Of = 100 ( A _ D )
D
where
A = weight in g of saturated surface-dry sample,
B = weight in g of pycnometer or gas jar containing sample
and filled with distilled water,
C = weight in g of pycnometer or gas jar filled with distilled
water only, and
D = weight in g of oven-dried sample.
2.4.4 Reprting of Results - The individual and mean results shall be
reported and the grading of the aggregate shall be stated.
23 M&hod Iv - Attemate Method
25.1 The specific gravity and water absorption of aggregate smaller
than 40 mm may be determined by using the apparatus described in
IS: 1199-1959 Methods of Sampling and Analysis of Concrete, but
distilled water shall be used in place of tap water.
25.2 When testing aggregate between 40 mm and IO mm the procedure
shall be as described in 2.2 substituting the bucket for the wire basket
and stirring with a rod instead of jolting to remove air from the sample.
25.3 When testing aggregate smaller than IO mm the apparatus shall
be used in the same way as above, but the- sequence of operations shall be
11,IS: 2386(Part III)- 1963
as given in 2.4. After transferring the sample to the bucket, water shall
be added to cover the aggregate by at least 25 mm and the sample
stirred to remove air. The bucket shall then be filled with water and the
level of water in the tank raised slowly to avoid, as far as possible, the loss
of fine particles from the sample in the bucket to the tank.
3. DETERMINATION OF BULK DENSITY AND VOIDS
3.1 Object - This method of test covers the procedure for determining
unit weight or bulk density and void of aggregates.
NOTE 1 - The bulk density is the weight of material in a given volume, and for the
purpose of this standard it is measured in kilograms per litre. The bulk density of an
aggregate is affected by several factors, including the amount of moisture present and the
amount of effort introduced in filling the measures.
NOTE 2 -It is emphasized that this is a laboratory test intended fbr comparing
properties of different aggregates. It is not generally suitable for use as a basis for
quoting mix design conversion factors.
NOTE 3- Considerably more compactive effort is used in the determination of
angularity number [ see IS : 2336 ( Part I )-1963 ] than in this test, and hence the valuer
for bulk density and voids are different.
3.2 Apparatus - The apparatus shall consist of the following:
4 Balance - A balance sensitive to O-5 percent of the weight of the
sample to be weighed.
b) Cylindrical Metal Measure-The measure shall preferably be
machined to accurate internal dimensions and shall be provided
with handles. It shall also be watertight, and of sufficient rigidity
to retain its form under rough usage, and should be protected
against corrosion.
The measure shall be of 3j 15 or 30 litres capacity,, according
to the maximum nominal size of the coarsest particles of aggregate
and shall comply pith the requirements given in Table I.
4 Tamping Rod- A straight metal tamping rod of cylindrical cross-
section 16 mm in diameter and 60 cm long, rounded at one end.
TABLB I SIZE OF CONTAINER FOR BULK DBN&TY TFBT
[ Cluase 3.2 (b) ]
SE OF LARal?sT NOMINAL r-B INQDE TmasNlsal
PARTroLes CAPACITY DUXRTRR HRmiT OF MRTAL
Min
litre cm cm mm
475 mm and under 3 15 17 $15
over475mmto4Omm 15 25 30 400
over4omm 30 35 31 500
12m23&(Partm)a63
3.3 Calibration - The measure shall be calibrated by determining the
weight of water at 27°C required to fill it such that no meniscus is present
above the rim of the container. The capacity in litres shall be obtained
by dividing the weight of water in kilograms required to fill the container
at 27°C by the weight of water in one litre at 27”C, which may be taken
as one kilogram.
3.4 Procedure
3.4.1 Condition of Specimen-The test shall normally be carried. out
on dyy material when determining the voids, but when bulking tests are
required material with a given percentage of moisture may be used.
3.4.2 Rodded or Compacted Weight - The measure shall be filled about
one-third full with thoroughly mixed aggregate and tamped with 25 strokes
of the rounded end of the tamping rod. A further similar quantity of
aggregate shall be added and a further tamping of 25 strokes given. The
measure shall finally be filled to over-flowing, tamped 25 times and the
surplus aggregate struck off, using the tamping rod as a straightedge. The
net weight of the aggregate in the measure shall be determined and the
bulk density calculated in kilograms per litre.
3.4.3 Loose Weight - The measure shill be filled to overflbwing by
means of a shovel or scoop, the aggregate being discharged from a height
not exceeding 5 cm above the top of the measure. Care shall be taken
to prevent, as far as possible, segregation of the particle sizes of which the
sample is composed. The surface of the aggregate shall then be levelled
with a straightedge. The net weight of the aggregate in the measure
shall then be determined and the bulk density calculated in kilogram
per litre.
3.3 Calculation of Voids - The percentage of voids shall be calculated
as follows:
Percentage of voids = 7G e-Y X 100
I
where
G, = specific gravity of the aggregate, and
= bulk density in kg/litre.
Y
3.6 Reporting of Resulh - The bulk density shall be reported in
kg/litre to the nearest O-Ok kg.
The voids shall be reported as a percentage to the nearest whole
number.
The condition of aggregate at the time of test shall be stated, that is
(a) oven dry, (bj saturated and surface’ drv, or (cj with a given
percentage of moisture.
13Ir2386(PartHI)-1963
4. DETERMINATION OF NECESSARY ADJUSTMENT FOR
BULKING OF FINE ‘AGGREGATE ( FIELD METHOD )
4.1 Object- This method of test covers the field method for determining
the necessary adjustment for the bulking of fine aggregate.
4.2 General - Sand brought on to a building site or other works may
contain an amount of moisture which will cause it, when loosely filled into
a container, to occupy a larger volume than it would occupy if dry. If
the sand is measured by loose volume, it is necessary in such a case to
increase the measured volume of the sand, in order that the amount of
sand. put into the concrete may be the amount intended for the nomingl
mix used ( based on dry sand ) It will be necessary to increase the
volume of sand by the ‘ percentage ’ bulking. The correction to be made
is only a rough approximation, because the system of measurement by
loose volume is a rough method at the best, but a correction of the right
order can easily be determined and should be applied in order to keep the
concrete uniform.
43 Srocednre
4.3.1 The procedure to be adopted may be varied, but two methods are
suggested in 4.3.2 and 4.3.3. Both depend on the fact that the volume of
inundated sand is the same as if the sand were dry.
4.3.2 Put sufficient quantity of the sand loosely into a container. until
it is about two-thirds full. Level off the top of the sand and pushing a
steel rule vertically down through the sand at the middle to the bottom,
measure the height. Suppose this is h cm.
4.3.2.1 Empty the sand out of the container into another container
where none of it will be lost. Half fill the first container with water.
Put back about half the sand and rod it with a steel rod, about 6 mm in
diameter, so that its volume is reduced to a minimum. Then add the
remainder of the sand and rod it in the same way,. Smooth and level the
top surface of the inundated sand and measure its depth at the middle
with the steel rule. Suppose this is h’ cm.
4.3.2.2 The percentage of bulking of the sand due to moisture shall
be calculated from the formula:
Percentage bulking = ($,-I) X 100
4.3.3 In a 250-ml measuring cylinder, pour the damp sand ( consoli-
dated by shaking) until it reaches the 200-ml mark. Then fill the cylinder
with water and stir the sand well. ( The water shall be sufficient to
submerge the sand completely. ) It will be seen that the sand surface’is
now below its original level. Suppose the surface is at the mark y ml.
14The percentage of bulking of the sand due to moisture shall be calculated
from the formula:
Percentage bulking =
4.4 Reporting of Resdts - Report the percentage bulking of the sand
to the nearest whole number.
5. DETERMINATION OF SURFACE MOISTURE lN
FINE AGGREGATE (FIELD METHOD)
5.1 Object -This method of test covers the procedure for determining,
in the field, the amount of surface moisture in fine aggregates by displace-
ment in water. The accuracy of the method depends upon accurate
information on the specific gravity of the material in a saturated surface-
dry condition. The same procedure, with appropriate changes in the
size of sample and dimensions of the container. may be applied to coarse
aggregates.
55 Apparatus - The apparatus shall consist of the following:
a) Balance - A balance having a capacity of 2 kg or more and
sensitive to 0.5 g or less.
b) Flask- A suitable container or flask preferably of glass or non-
corrosive metal. The container may be a pycnometer, a volumetric
flask, a graduated volumetric flask or other suitable measuring
device. The volume of the container shall be from 2 to 3 times
the loose volume of the sample. The container shall be so designed
that it can be filled up to the mark, or the volume of its contents
read, within 0.5 ml or less.
5.3 Sample - A representative sample of the fine aggregate to be tested
for surface moisture content shall be selected. It shall weigh not less than
200 g. Larger samples will yield more accurate results.
5.4 Procedure
5.4.1 The surface water content may be determined either by weight
or by volume. In each case the test shall be made at a temperature
range of 22 to 32°C.
5.4.2 Determination by Weight -The container shall be filled up to
the mark with water and the weight in grams determined. The container
shall be emptied. Enough water shall be placed in the container to
cover the sample, after which the sample of fine aggregate shall be
introduced into the container and the entrained air removed. The
container shall then be filled to the original mark and the weight in grams
15IS:2386(PartIII)-1963
determined. The amount of water displaced by the sample shall be
calculated as follows:
VS =M,+M,-M
where
V’ = weight in g of water displaced’ by the sample,
M, = weight in g of container filled up to the mark with water,
M, = weight in g of the sample, and
M = weight in g of the sample and container filled to the mark
with water.
5.4.3 Determination by Volume- A volume of water sufficient to
cover the sample shall be measured in millilitres and placed in the
container. The weighed sample of fine aggregate shall then be admitted
into the container and the entrained air removed. The combined volume
of the sample and the water shall be determined by direct reading when
a graduated flask is used. Where a pycnometer or volumetric flask of
known volume is used, the combined volume of the sample and the water
shall be determined by filling up to the mark with a measured volume
of water and subtracting this volume from the volume of the container.
The amount of water displaced by the sample shall be calculated
as follows:
v, = vs - v,
where
V, - volume in ml of water displaced by the sample,
V, = combined volume in ml of the sample and water, and
VI = volume in ml of water required to cover the sample.
53 cialculation
5.5.1 The percentage of surface moisture in terms of the saturated
surface-dry fine aggregate and in terms of the weight of wet fine aggregate
shall be calculated as follows:
x 100
x 100
where
P, = percentage surface moisture in terms of saturated surface-
dry fine aggregate;
V, = weight in g of water displaced;
16I6t2366(PartIlI)-1963
Vd = the weight of the sample ( it4, in 5.4.2 ) divided by the
specific gravity on saturated and surface-dry basis,
determined as prescribed;
M, = weight in g of the sample; and
Ps = percentage surface moisture in terms of the weight of wet
fine aggregate.
NOTE- These formulae are readily derived from basic relationships. For
convenience, express J’r in terms of the ratio r, that is, the ratio of the weight of
surface moisture to the weight of the saturated surface-dry sample. It follows
that:
M*-__3_
I== I+7 . . . . . . . . . . . ...*... ( 1 )
MS
1+r
If C is the specific gravity of the saturated surface-dry fine aggregate, then
Vs=+++ ( MC+&) . . . . . . . . . . . . . . . . . . (2)
where the first term gives the water displaced by the saturated surface-dry fine
aggregate, and the second that displaced by the surface moisture.
From equation 2,
PI M* Vs- M.
1+r 1 . . . . . . . . . . . . . . . . . . (3)
----1
G
By definition,
M,=V&x G . . . . . . . . . . . . . . . . . . (4)
M*
Substituting for ,- + r and M, in equation 1, and simplifying
vs-
“Mb* vd . . . . . . . . . . . . . . . . . . (5)
The formula for Ps may be derived by similar reasoning, or directly from that
for Ps, since
V 8 - vd
Pi E Mb-_Vav x 100 . . . . . . . . . . . . . . . . . . (6)
I+*;
s
5.6 Reporting of Results - The surface moisture in the fine aggregate
shall be reported to the nearest one percent and also the method of
determination, that is, either by weight or by volume.BUREAU OF INDIAN STANDARDS
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
f%x:91113234062,91113239399,91113239362
Telegrams : Manaksanstha
(Common to all Of6ce.s)
Centrel Laborataryf Telephone
Plot No. 201’9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 6770032
Regional Otlices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktda, CALCUTTA700054 337 66 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH~160022 603643
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Bmch OtWws:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 5501346
SPeenya lndustrii Area, 1st Stags, Bangakxe-Tumkur Road, 6394955
BANGALORE 566056
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
Kataikathir Buiktings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 6-26 66 01
Savitri Complex, 116 0. T Road, GHAZABAD 201001 6-71 19 96
53/5 Ward No. 29. R. G. Barua Road, 5th By-lane, GUWAHATI 761003 541137
5-6-566, L. N. Gupta Marg,.Nampatly Station Road, HYDERABAD 500001 20 10 63
E-52, Chitaranjan Marg. C-Scheme, JAIPUR 302001 37 29 25
1171416 8. Sarvodaya Nagar, KANPUR 206005 21 66 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 69 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 600013 26 23 05
T. C. No. 1411421, University P. 0. Palayem, 6 21 17
THIRUVANANTHAPURAM 695034
NIT Buikfing, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71-m
Institution of Engineers ( India ) Buikfing, 1332 Shivaji Nagar, PUNE 411005 32 36 35
*Sates Office is at 5 Chowringhee Approach, P 0. Princep Street,
CALCUTTA 700072 27 10 65
$Sales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 26
*Bales Office is at ‘F’ Block, Unity Buildmg, Narashimaraja Square, 222 39 71
BANGALORE 560002
- Printed at New India Printtr19 Press, Khurja. India
|
3025_11.pdf
|
UDC 628’1/‘3 : 543’3 : 543’257’1 lS:3025(Paft II)- 1983
( Fourth Reprint SEPTEMBER 1998 ) I, .R._e a-f fixed.. _- 1.9-_% )
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART II pH VALUE
( First Revision )
1. Scope- Prescribes electrometric and coiorimetric methods for the determination of pH value.
Both methods are applicable to ail types of water and waste water.
2. Electrometric Method
2.1 Principle -The pH value is determined by measurement of the electromotive force of a cejj
consisting of an indicator electrode ( an electrode responsive to hydrogen ions such as a gias
electrode) immersed in the test solution and a reference electrode (usually mercury/calome
electrode), Contact between the test solution and the reference electrode is usually achieved b
means of a liquid junction, which forms part of the reference electrode. The electromotive force j
i
measured with a pH meter, that is, a high impedence voltmeter calibrated in terms of pH.
2.1.1 Several types of electrodes have been suggested for electrometric determination of pj
value. Although the hydrogen gas electrode is recognised as primary standard the glas:
electrode in combination with caiomei electrode is generally used with reference potential provjdec
. by saturated calomel electrode. The glass electrode system is based on the fact that a chang,
of 1 pii unit produces an electrical change of 59’1 mV at 25°C. The active element of a glas!
electrode is a membrane of a special glass. The membrane forms a partition between two liqujd!
of differing hydrogen ion concentration and a potential is produced between the two sides of the
membrane which is proportional to the difference in pH between the liquids.
2.2 Interference
2.2.1 Above pH value of 10, high sodium concentrations interfere with the measurement. Correc
tions for the sodium error may be made by consulting the chart supplied by the manufacturer o
pjectrodes being used. Sodium errors at pH value levels greater than 10 can be reduced or eljmj<
nated by using a low sodium error electrode.
2.2.2 Oij and grease may interfere by coating the pH electrode and causing a sluggish response
rhese coatings can usually be removed by gentle wiping or detergent washing, followed by distljlec
tvater rinsing. An additional treatment with hydrochloric acid (1 percent) may be necessary tc
‘emove any remaining film.
2.2.3 Temperature affects the pH Values in two WaYe. The first is covered by the change in ejec.
:rode output at various temperatures. This interference can be controlled with instruments having
emperature compensation or by calibrating the electrode-instrument system at the temperature
,f the samples. The second source is the change of pH inherent in the sample at various tempe.
‘atures. This error is sample-dependent and cannot be controlled. Therefore, the temperature al
he time of analysis should be reported.
1.3 Apparatus
2.3.1 pH meter - With glass and reference electrode ( saturated calomel ), preferably with tempe-
ature compensation.
23.2 Magnetic strirrer -With polytetrafluoroethylene coated stirring bar,
2.3.3 Thermometer - With least Count Of 0’5°C.
,4 Reagents-Standard pH buffer solutions from available tablets or powder, or known amount of
hemicajs may be used for the preparation. Procedures for the preparation of some standard pH
URer solutions are given below and Table 1 shows the pH value of these buffers at different
3mperatures.
Adopted 30 December 1983 @I August 1985, SIS Or 2
I I
BUREAU OF INDIAN ‘STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:3025 (Part II)- 1983
2.4.1 Borax buffer- 0’01 M solution, pH value 9’18 at 25°C. Dissolve 3’814 g borax. (Na&O,.
10 H,O) in deionised or distilled water and dilute to 1 litre. Fresh borax may be used or it may be
recrystalised but it should not be over dr.ied. For preparation of dilution water freshly boil and cool
deionised or distilled water to expel carbon dioxide gas. Specific conductance of dilution water
should be less than 2 PS at 25°C and pH valve 5’6 to 6’0 for preparation of all standard solutions.
2.4.2 Phosphate buffer - 1 : 1 solution, pH value 6’865 at 25°C. For Preparing C’C25 M potassium
dihydrogen phosphate and 0’C25 M dlsodium hydrogen phosphate, dry potassium dihydrogen
phosphate and sodium dihydrogen phosphate, in ,an oven at 13G”C for 2 hours and cool in a
desiccator. Dissolve 3’388 g potassium dihydrogen phosphate and 3’533 g sodium dihydrogen
phosphate in deionised or distilled water-and make up to 1 litre.
2.4.3 Tartrate buffer - 0,034 M solution, pH value 3’56 at 25°C. Prepare a saturated solution of
potassium hydrogen tartrate in geionised or distilled water.
2.4.4 Phf halate buffer - 0’05 M solution, pH value 4’008 at 25°C. Dissolve 10’12 g potassium
hydrogen phthalate in deionised water and dilute to 1 litre.
2.4.5 Tetraoxalate buffer - 0’05 M solution, pH value 1’68 at 25°C. Dissolve 12’61 g potasslum
tetetraoxalate dihydrate in deionised water and dilute to 1 litre.
2.4.6 Calcium hydroxide buffer - 0’0203 M solution, pH value 12’45 at 25°C. Ignite well-washed
,calcium carbonate (CaCOJ of low alkali grade in a platinum dish at 1 OOO’C for 1 hour. Hydrate the
cooled calcium oxide by adding slowly, with stirring, distilled or delonised water and heat to boiling.
Filter the cooled suspension and collect the solid calcium hydroxide on a fritted glass filter of
medium porosity. Dry the collected calcium hydroxide in an oven at llO”C, cool and pulverise to
uniformly fine granules. Vigorously shake an excess amount of this product in polyethylene bottle
with distilled or demlneralised water. Allow the gross excess to settle and filter by suction through
a fritted glass funnel. Keep the bottle securely stoppered to prevent ingress of carbon dioxide.
2.4.6.1 The pH value of these buffers at different temperature is given In Table 1.
2.5 Sample Handling and Preservafion
2.5.1 Samples should be analyzed as soon as possible, preferably in the field at the time of
sampling.
2.5.2 High purity waters and waters not at equilibrium with the atmosphere (ground waters or lake
waters collected at depth) are subject to changes when exposed to the atmosphere, Therefore the
samp!e containers should be filled completely and kept sealed prior to analysis.
TABLE 1 pH OF BUFFERS AT DIFFERENT TEMPERATURES
( Clause 2.4.6.1 )
Temperature 0’05 M 0’034 M 0’05 M 0’025 M 0’01 M 0’0263 M
Potassium Potassium Potassium Potassium Sodlum Calcium
Tetraoxlate Hydrogen Dihydrogen Borate Hydroxide
B%tXY Phthalate Phosphate ,& D~;wf;te Saturated
(Saturated 1 Disodium
Hydrogen
Phosphate
0) (2) (3) (4) (51 (5) (7)
'C
0 1’67 4’01 6’98 9’46 19’43
5 1’67 -. 4.01 6.95 9’39 13’21
10 1’67 - 4’00 6.92 9.33 13’00
15 1’67 4’00 6.90 6’27 12’81
20 1’67 4’00 8’88 9.23 12’63
25 1’66 3’56 4’01 &86 9’18 12.45
80 1’66 5’65 4’02 6’85 9'14 12’30
83 1’69 3’55 4’03 6.84 WlO 12.04
49 1.69 5’55 (‘04 6’64 9’07 11’99
SO 1’71 5’55 4’06 6.83 9’01 11’70
60 - 1.72 9’56 4’09 865 8’95 11’45
2.6 Procedure - Follow the mapufacturer’s instructions for operation of pH meter, After required
warm-tip period, stindardize the instrument with a buffer solution of pH near that of the sample and
check electrode against at least one additional buffer of different pH value. Measure the temperature
2IS:3025( Part II)- 1983
of the water and If temperature compensation is available in the instruments adjust it accordingly.
Rinse and gently wipe the electrodes with solution. If field measurements are being made, the
electrodes may be immersed directly in the sample stream to an adequate depth and moved in a
manner to ensure sufficient sample movement across the electrode sensing element as indicated
by drift free readings. ( < 0’1 pH unit ). If necessary, Immerse them into the sample beaker or
sample stream and stir at a constant rate to provide homogenity and suspension of solids. Rate of
stirring should minimize the air transfer rate at the air-water interface of the sample. Note and
record sample pH and temperature However, if there is a continuous drift, take a second reading
with the fresh aliquot of sample without stirring and report it as thepH value.
2.7 Calculation -Report pH to the nearest coefficient or 0’01 unit ( if instrument reads up to 2
decimal places ) and temperature to the nearest “C.
3. Calorimetric Method
3.1 Principle - A series of lndlcators and buffer solutlons are used for determination of pH value
by visual comparision.
3.2 Reagents
3.2.1 lndkators -Prepare universal indicator by dfsolving 0’05 g of methyl orange 0’15 g of
methyl red, 0’3 g of bromethymol blue and 0’35 g of phenolphthalein In one litre of alcohol
( 66 percent ). The colour changes are:
PH Co/our
up to3 Red
4 Orange red
5 Orange
6 Yellow
7 Yellowish green
8 Greenish blue
9 Blue
10 Violet
11 Reddish vollet
3.2.1.1 Prepare other indicators as given in Table 2.
TABLE 2 INDICATORS
81 No. Name of Indicator pH Rango Colour Change Mefhod of Frrparatlon
(1) (8 0) (4) (5)
(I) thymol blue (acid range) 1’2 to 2’8 Red to yellow Trlturate 0’10 g In 10’75 ml of N/SO
sodium hydroxide solution and dilute
wlth water to 250 ml
(II) Bromophrnolb lue 3’0to4’0 Y;z; to blue trlturate 0’10 g In 7’45 ml of N/SO
lo dium hydroxlde rolutlon and dlluto
wlth watrr to 250 ml
(Iii) Bromocro8ol grern S8 to 1’4 Yellow to blue Trlturatr 0’10 g In 7-1~ ml of N/W
rodlum hydroxide rolutlon and dllutr
wlth water to 250 ml
(Iv) Methyl rod 4’2 to 6-a Red to yrllow Trlturatr 0’10 g ln 18W ml of N/SO
rodlum hydroxldr aolutlon and dllute
with water to 250 ml
(v) Btomocrrrol purpb I’2 to 69 Y;zey to blue Trlturatr 0’10 g In g’25 ml of N/60
rodlum hydroxIdr rolutlon and dlluto
wlth water to 260 ml
(vi) Bromothymol blue wot o l-0 Yallow to blur Trlturatr 0.10 g In 8’00 ml of N/W
rodlum hydroxldr solutlon and dllutr
with water to 260 ml
(Vii) Phenol red 8’8 to 8’4 Yellow to red Trltutatr O-10 g In 14’20 ml Of N/W
sodium hydroxldr rolutlon and dilute
wlth water to 260 ml
( Conilnurd)
3IS : 3025 ( Part I I ) - 1983
TABLE 2 INDICATORS -Contd
SI No. Name of Indicator pH Range Colour Change Method of Preparation
(vlii) Cresoi red 7’2 to 8’8 Yellow to red Triturate O-10 g in 13’10 ml of N/50
sodium hydroxide solution and dilute
with water to 250 ml
(ix) Thymol blue (alkali range) 0’0 to 9.5 Yellow to blue Triturate 0’10 g in 10’75 ml of N/50
sodium hydroxide solution and dilute
with water to 250 ml
(x) Thymolphthalein 9’3 to 10’5 Colourless to blue Dissolve 0’10 g in 100 ml of rectified
spirit [see IS : 323-1959 Specification
for rectified spirit (revised) 1.
(xi) Thymol violet 9.0 to 13’0 Yello;l~epreen to Dissolve 0’10 Q of tropaeolln 0 In 100 ml
of water. Dissolve 0.04 Q of thymol-
phthalein in a mixture of 50 ml of
rectified spirit and 50 ml of water.
Mix one part of tropaeolln 0 solution
with 4 parts of thymolphthalein
solution
3.2.2 Buffer solutions 7 Prepare buffer solutions as given in IS : 32251965 ‘Metheds for prepara-
tion of buffer sdlutions ‘.
3.3 Procedure-Take 100 ml of the sample in a hard glass tube and determine the approximate pH
by using the universal indicators. Repeat using a solution of the indicator (about l/20 of the
volume of the liquid being tested ) which corresponds to the approximate pH found above.
Compare the colour produced with a series of buffer solutions of known pH each containing the
same proportion of the indicators.
3.4 Report - Report the pH of that buffer solution which matches with that of the sampli to the
nearest 0’1 unit.
EXPLANATORY NOTE
pH value is the logrithm of reciprocal of hydrogen ion activity in moles per iitre. In water
solution, variations in pH value from 7 are mainly due to hydrolysis of salts of strong bases and
weak acids or vice verse. Dissolved gases such as carbon dioxide, hydrogen sulphide and ammonia
also affect pH value of water. The overall pH value range of natural water is generally between 6
and 8. In case of alkaline thermal spring waters pH value may be more than 9 while for acidic
thermal spring waters the pH may be 4 or even less than 4. Industrial wastes may be strongly
acidic or basic and their effect on pH value of receiving water depends on the buffering capacity OY
water. The pH value obtained in the laboratory may not be the same as that of water at the time of
collection of samples due to loss-or absorption of gases, reactions with sediments, hydrolysis and
oxidation or reduction taking place within the sample bottle. pH value should preferably be
determined at the time of collection of sample.
The pH value may be determined either electrometrically or calorimetrically. The electro-
metric method is more accur&e but requires special apparatus. The calorimetric method is simple
and requires less expensive apparatus, and is sufficiently accurate for general work. It is, however,
subject to interference by colour, turbidity, high saline content, free chlorine and various oxidants
and reductants.
This method supersedes clause 9 of IS : 2488 ( Part I )-1966 ‘Methods of sampling and test
for industrial effluents, Part I’ and clause 8 of IS : 8025-1964 ‘Methods of sampling and test ( physical
and chemical ) for water used in industry’.
4
Pr(ntsda t New lndls Rhfin9 FVess,K hurjs. lndlp
.
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13218_3.pdf
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1s 13218 ( Part 3 ) : 1992
b
Indian Standwd
PROFORMAFORREPORTlNGPROGRESS
DURINGCONSTRUCTIONFOR
RIVBRVALLEYPROJBCTS
PART 3 FLOOD CONTROL
UDC 651.72 : 627.81 : 62751
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC)
NEW DELHI 110002
February 1992 Price Groop 6River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee, RVD 6
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee had been
approved by the River Valley Division Council.
The object of monitoring is to identify bottlenecks and to ensure expeditious completion of schemes.
Monitoring shall cover various stages of the project right from conception stage to data collection, investi-
gations planning, sanction, implementation and operation. The performance would ensure identification
of bottlenecks and monitoring of progress, relating to any preset programme.
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’1321Jl( Part 3 ) I lW2
Indian Standard
PROPORMAFORREPORTINGPROGRESS
DURINGCONSTRUCTION FOR
RLVERVALLEYPROSECTS
PART 3 FLOOD CONTROL
1 SCOPE this proforma may be furnished correspon-
ding to different items of work planned for
This Standard provides guidance regarding execution departmentally/by separate
presentation of proformae for reporting pro- contracts individually. The information in
grammelprogress of work related to flood control, respect of each major structure put to
drainage, bank protection and anti-sea erosion. tender separately in each reach, should be
2 PROFORMAE OF REPORTING reported separately. Under columns 8 to 12,
whenever actual progress is reported, the
2.1 The proformae have been prepared under the targets shall also be indicated in the nume-
following three groups, namely : rator. The information in this proforma
a> G eneral information pertaining to all on-going shall be accompanied by a plan
and newjood control, drainage, bank protection ( 1 : 50 000 ) of the project showing the
and anti-sea erosion projects details of the scheme and the extent of
protection envisaged/afforded. A pictorial
i) Financial planning ( Profoolma A )
chart showing construction programmel
This is an annual form covering all projects progress of various component schemes may
under the flood control sector. The report also be supplied.
shall cover financial progress also below
ii) Programme/targetso j work ( Proforma F )
the approved outlays. Information is to be
furnished for each basin separately showing In this proforma targets of works in 5
the location of the scheme and the area quarters, the quarter ending June, quarter
benefited on an index map ( 1 : 50 000 ). ending September, quarter ending
Information regarding spill-over schemes of December, quarter ending March and
plan shall also be furnished. quarter ending June of the next year, may
be mentioned alongwith work done up to
ii) Physical progress and bane@ ( Proforma B )
the previous financial year. The break up
This proforma is in continuation of above of the quantities may be shown separately
form. Benefits of all schemes both program- for execution by departmental and con-
med as well as actual shall be indicated. tractual agencies. The work under separate-
iii) Employment directly gene7ated agencies, contracts should be monitored
( Profoorma C ) separately, at least at the project and State
level. The date of start and stipulated date-
Employment information is to be filled in
only in respect of direct employment arising of completion may be mentioned under
out of planned schemes. remarks columns. The report shall be sub-.
mitted annually.
iv) Progress report of expenditure ( Profoorma D)
Cl Detailed Reporting af Individual Pyojects -
This is a quarterly report of expenditure
Quarterly
which may be used for reporting progress
For detailed reporting of all activities under
at the project/State level monitoring.
each project including land acquisition and
b) Proformae for Individual Projects
project engineering, on a quarterly basis,
For reporting programme and progress of the following proformae are specified:
each project, the following annual profor-
i) Progress report of inf7astructure devetojment
mite are specified:
( Profo7ma G ) ( For project man-power
i) Progyamme and progress till completion status )
( Proforma E ) This report shall be given for each scheme
This proforma shall be adopted for report- on a quarterly basis. The report shall also
ing programme and progress both at the contain details regarding approval of
project and at the state level monitoring schemes by the State and Flood Control
cells for each project irrespective of cost Board and Planning Commission and the
of schemes. The information in co1 2 of date(s) of administrative approval and
1L__-_.--_
IS 13218 ( Part3 j I 1992
expenditure sanction. The information shall * .also to be reported. This report shall be
be furnished within a month of the end of submitted quarterly within a month of the
the quarter under report. end of the quarter under report.
ii) Progress report of infrastructure facilities
( Proforrna H ) iv) Progress report of works ( Proforma K)
All the major items of infrastructure have This form is similar to the annual proforma
been listed against code numbers. Addi- for individual projects but the information
tional items as required may be included is to be submitted on quarterly basis within
under the additional code numbers left a month of the end of the quarter under
blank. In the first report for any project, report.
item as listed with code numbers 001, 002,
etc, may be covered. In subsequent reports
only items which are critical in nature and 3 GENERAL
where there is a bottleneck may be report-
ed as per code numbers only. This report
The anuual and quarterly reporting of indivi-
shall be submitted quarterly within a
dual projects should invariably be accompanied
month of the end of the quarter under
by a narrative report indicating/highlighting
report.
therein the bottlenecks/shortfalls, if any, in the’
iii) Progress of firoject engineering
construction of the project, and the measures
( Proforma J )
taken/proposed to be taken at the State level to
Under co1 2, apart from works, procure- overcome these and any specific assistance needed
ment of equipment ( where called for ) is from the Central Monitoring Cell.
2PROFORMA B
c
hod Control, Drainage, Bank Protection and Anti-Sea Erosion Projects z;
u
PHYSICAL PROGRESS AND ACHIEVEMENTS 5
h
Basin/Sub-Basin... . . . . . . . . . . . . . . ( Achievement and Benefits ) in continuation q
of Proforma A Due by 30th June
state _....... _._.. __ .... . . ...*... -. 5
Name Total Actual Achieve- ExPected DPring Target/Achievements Target/Achievements Target/Achievements Target/Achievements TargetlAchievementa =
of Erpe- ments Up to End of Current PItin for the Year . . for the Year ._ for the Year . . for the Year . . for the Year __
Dist cted Last Plan Period #-----A---_ ~~____-h____ ~~-___h___-~~_-_-*__--~ r--_h--__7
8
and Eene- r-------Jc----~ r--_--A-, New Im- New New Im- New New Im- New New Im- New New Im- New H
Taluk fits New Im- New New Im- New Leugth prove- Area Len- prove- Area Len- prove- Area Len- g:;;- yry Len- prove- Area
Bene- (Ha) Len- prove- Area Len- prove- APry km ment Pro- gth ment Pro- gth ment Pro- gth @h ment Pro-
fited @h ment Pro- gth ment - Target/ km tected km km tected km km tected km km tecte-d km km tected
km km tected km km tected Actual Target! ( Ha ) ?‘argetl Target] ( Ha ) Targel/ Target/ [Ha ) Target/ Target/ ( Ha ) Target/ Target/ ( Ha )
(Ha) C Ha ) Actual Target/ Actual Actual Target/ Actual Actual Target/ Actual Actual Target/ Actual Actual Target/
Actual Actual Actual Actual Actual
(2Oj (21) (22) (23) (24) (25) (26) (27) (28) (29) (30) (31) (32) (331 (34) (35) (36) (37) (38) (39) (G (41) (42)
P
.-PR~FoRMA C
Due by 30 June
hood Control, Drainage, Bank Protection and Anti-Sea Erosion Projects
EMPLOYMENT DIRECTLY GENERATED OR EXPECTED AND ACTUAL/ANTICIPATED EXPENDITURE
Basin/Sub-Basin.. ................
State ...............................
Sl Name Total Appro- Total Direct Exployment Generation
No. of Expen- ved Out- ~_______--___~-_---_--------_-_- h,-------------_--- _----_-----e-------~
Scheme ditate lay for Pre Plan Scheme Plan Scheme Year Year Year Year Year Next Plan
to End Current ( Actual ) ( Target ) ( Target ) ( Target ) ( Target ) ( Target ) ( Target ) ( Target )
of Last Plan r--’ h--_ ~ r--h--_T t_---h___ r_--h-_- ~ r ____ *-- -- r-_‘A -_-_ T r--_h-__ -.~ T__-J_____~
Plan Cons- Conti- Cons- Conti- Cons- Conti- Cons- Conti- Cons- Conti- Cons- Conti- Cons- Conti- Cons- Conti-
truc- nuing truc- nuing truc- nuing truc- nuing truc- nuing truc- nuing truc- nuing truc- nuing
tion (Person tion (Person tion (P erson tion (Person tion (Person tion (Person tion (Person tion (Person
(Person Days) (Person Days) (Person Days) (Person Years) (Person Years) (Person Years) (Person Years) (Person Years)
Days) Days) Days) Days) Days) Days) Days) Days)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
VI-
Pre-Plan/
Plan SchemesPROFORMA D
Due by End of Quarter
Flood Control, Drainage, Bank Protection and Anti-Sea Erosion Projects
QUARTERLY PROGRESS REPORT OF EXPENDITURE
Basin/Sub Basin .__.. . . . . . .._. . . .
State _._.._. _ -_ . _ .. . . - .. . .. . . --
Sl Name Estimated Expenditure Expenditure Year Total Reasons For Short
No. of cost Till End of c--- -_-_-__----__--h_ _--_-__-------_~ Expenditure Fall/Over Sum in
Scheme r---~ ---7 Year Budgeted Till Last During Cumulative Anticipated (5+S) Expenditure
Sanctio- Latest Quarter Current (7+S) During Year
ned Assessed Quarter
(1) (2) (3) (4) (5) (6) (7) 63) (3) (10) (11) (12)
-.-____--____
Pre Plan/
Plan Schemes
A.
1.
2.
3.
4.
B.
Q\ 1.
2.
3.
4.
C.
1.
2.
3.
4.
D.
1.
2.
3.
.4.
NOTE - Information
E. may be furnished in
respect of schemes
1.
spilling over from pre-
2. plan, current plan
separately in respect
3.
of cost of individual
4. schemes.PROFORMA E
Flood Control, Drainage, Bank Protection and Anti-Sea Erosion Projects
PROGRAMME AND PROGRESS TILL COMPLETION
1. Project. . . ._....._.- . . . .__ Programme for Current Plan Period
2. Basin/Sub-Basin . . . .. . . ._ Progress for the Year Ending .. .._..-
3. State . . __._._ _. . . . . .. . . ._ ( Due for submission by end of June )
Sl Main Item Unit Total Balance Quantity Programme/Progress Remarks
No. of Work Estimated Quantity As On 31/3 of the ,--------*--
Last Plan Year . . . Ye:ar z. . . .: . . :Y ear ._.._, Year... _. Year.....?
Target/ Target/ Target/
2%’ ;f Actual Actual Actual
(1) (2) (3) (4) (5) (6) (7) (8) (9) w (11)PROFORMA F
Flood Control, Drainage, Bank Protection and Anti-Sea Erosion Projects
TARGETS OF WORK
1. Project . . . . .. .. . . .. . .. . .. . .. . Programme for the Year Ending . . .
2. Basin/Sub-Basin ..-. . . Due by 30 June
3. State. . . .. . . . . . . . ._ . . . . . . . -.
Sl Main Items of Estimated Work Done Target Work to be Done in Five Quarters Up to 6/ Remarks
No. Work Procure- Quantity up to March ~___-_---_-~~----.-~
ment of I Qr. III Qr. IV Qr. V Qr.
Materials 41 to :; 3; lo/ _. to l/ to 4/... to
61... 91 . 121 . . 31 . . 6/ .
(8) (9) (10) (11) (12)
NOTES
1 The items listed may be
suitably supplemented if
necessary.
2 The break up of the
quantities be shown sepa-
rately for execution by
departmental and contra-
ctural agencies. The
quantities are to be shown
for major contracts sepa-
rately. The rest may be
grouped together. For
major contracts the date
of start and stipulated date
of completion may be
mentioned against
‘remarks’ column.Piood Control, Drainage, Bank Protection, Anti-Sea Erosion Projects
PROGRESS REPORT OF INFRASTRUCTURE DEVELOPMENT ( PROJECT MANPOWER STATUS )
Project . . . . . . . . . . . . . . . . . . Due within a Month of the End of Quarter Under Report
Basin/Sub-Basin . . .__. . .
State .__......._ . . ..-..- . . . .
Approved by State TAG and FCB/
Planning Commission No. and Date... .. . . . . . . .
Date of Admission, Approval and Expenditure Sanction . . . . .
PROGRESS FOR QUARTER ENDING... . . . . . . . .
SI Details Managerial and Supervisory Departmental Staff Contractor’s Staff Remarks
No. r----_------_-A -7 r---- -----h-------_l C---_----_.--A-_.-_.___-~
Chief Superin- Executive Astt. Junior Highly Skilled Semi- Un- Total Engi- Highly Skilled Semi- Un- Total
Engi- tending Engineer Engineer Engi- Skilled Workers Skilled skilled neer Skilled Workers skilled skilled
neer Engineer neer Workers Workers Workers Workers Workers Workers
_~_____
71, (2) (3) (4) (5) KJ) (7) (3) (3) (10) (Ill (12) (13) (14) (15) (16) (17) (18) (1%
\oPROFORMA H
Flood Control, Drainage, Bank Protection, Anti-Sea Erosion Projects
PROGRESS REPORT OF INFRASTRUCTURE FACILITIES
Due within a Month of the End
Project . .._.. . . . . . . . . . . . . . . . . .
of the Quarter Under Report
Basin/Sub-Basin . . . . . . . . . . .
Progress for Quarter Ending
State . . . . . . . . . . . _. . . . . . . . . . . . . . -. April/July/October/January w
_..- V
NCo od
.
e Items Unit EstT io mt aa tl
ed
- CQ omua pn leti tt ey
d I---- .__
-___--*C --u --r rent Year’s ( Quantity --)
-----7
Total Re fa os ro ns 5Y
N”
Quantity Scheme First Quarter Second Quarter Third Quarter Fourth Quarter
for the Scheme Achieve- Scheme Achieve- Scheme Achieve- Scheme Achieve-
Year ment ment ment ment
(1) (21 (3) (4) (5) (6) (7) (8) KJ) (10) . (11) (12) (13) (14) (15) (16)i’i’tOi+OilMA J
hood Control, Drainage, Bank Protection and Anti-Sea Erosion Projects
PROGRESS OF PROJECT ENGINEERING
Project... _. __.. . . .. . . . . Due within a Month of the End
of the Quarter Under Report
Basin/Sub-Basin . . . . .
Progress for Quarter Ending _....
State . . . . . . . . . .._ -. . . .._.
S1 Name of Surveys and FoPndation Finalising Designs Issuing Finalisation of Stipulated Critical Items and
No. Work Soil Investigations and SpeciGcations M.1.T Contract Date Shortfall
T..__A-_7 r_---A-_--~ TI--h -1\&- -h___1 r----.&-“17 y---L--__
Item of Scheme Actual Scheme Actual Scheme Actual Scheme Actual Start of Completion
Procure- Date Date Date Date Date Date Date Date Work of Work
ment
I 2 3 4 5 6 7 8 9 10 11 12 13
c
cPROFORMA K c
Flood Control, Drainage, Bank Protection and Anti-Sea Erosion Projects Y
E
-
PROGRESS REPORT OF WORKS
Project,.. . ..__ ._.__ . . . . Programme for the Year ............
Rasin/Sub-Basin . . . . . Progress for Quarter Ending ......
State . . . . . . . . .._.. _. . . . . . Due within one Month of the
Quarter Under Report
Lo -. __^._
Sl Main Item Latest Unit Date of Cumulative Progress During Cumulative Shortfall Date of Bottlenecks, Reasons for
No. of Work Estimated Start Progress up Current Quarter Progress to (S-10) Completion Shortfall, if any, and
Quantity to Previous ,---A-----, ~~----*__-~ T--*c--L7 Proposed Corrective
Quarter Target Actual Target Actual Original Revised Action
Ending Target Target
1 2 3 4 5 6 7 8 9 10 11 12 13 14
I !
I .Standard Mark
The use of the Standard Mark is governed by the provisions of the Br~eau Q/” Ztuliurl
Stmtlurtls Act, lY86 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by RIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
|
7834_7.pdf
|
UDC 621’643’413 [ 676’743’22 : 676’021’741 ~t626.1 ( First Reprint AUGUST ,1992) 1s : 7834 ( Part 7 ) . 1987
Indian Standard
SPECIFICATION FOR
INJECTION ,MOULDED PVC SOCKET FITTINGS WITH SOLVENT
CEMENT JOINTS FOR ‘WATER SUPPLIES
PART 7 SPECIFIC REQUIREMENTS FOR UNIONS
( First Revision )
\
1. Scope- This standard ( Part 7 ) laid down the requirements for manufacture, dimensions,
tolerances and marking for union made of injection moulded PVC for water supplies.
2. Requirem‘ents
2.1 Genera/-The general requir ments for material, manufacture, methods of test, sampling and
inspection shall conform to IS : 7“ 83 4 ( Part 1 )-1987 Specification for injection moulded PVC, socket
fittings with solvent cement joints for water supplies; Part 1 General requirement ( first revision.).
2.2 Manufacture
2.2.1 A typical illustration of union is shown m Fig. 1.
2.2.2 Laying /en th -The laying length 2 and the tolerance thereon shall comply with those given
‘n Table 1 read wit a Fig. 1.
FIG. 1 UNION
TABLE 1 DIMENSIONS FOR LAYING LENdTH OF UNION
Bize Union Laying Length
mm mm
16 13’5 f 1
20 lS’5 l 1
26 19’6 + 1’2
-1
32 13’6 + 1’6
-1
40 15 + 2
-1
50 11 + 2’6
-1
/ 69 21 + 3’2
-1
Adopted 7 December 1967 0 June 1988,BIS Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAK’ BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110902IS : 7834 ( Part 7 ) - 1987
2.2.8 The inside diameter of the socket and the length shall comply with those given in‘36 : 7834
( Part 1 )-1987.
3. Marking - Each union fitting shall be marked with the following information:
a) manufacturer’s name or indentification mark, and
b) size of the fitting and the -appropriate class (working pressure ) to which the pressure
rating of the fitting corresponds.
3.1 Standard Mark - Details available with the Bureau of Indian Standards.
EXP LANATORY NOTE
The requirements of injection moulded PVC socket fittings are covered in eight parts. The
other parts are as follows:
Part 1 General requirements
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
Part 8 Specific requirements for caps
This standard was first published in 1975. The present revision has been taken up to align the
standard with revision of Part 1 of the standard.
e
2
Primed at Dee Kay Printers. New Delhi. Ind;n
|
4410_F_3.pdf
|
IS : 4410 ( Part XV/Set 3 ) - 1977
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XV CANAL STRUCTURES
Section 3 Flumes
( First Reprint OCTOBER 1991)
UDC 001.4:627.81:626.861
@ Cojyright 1977
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
MEW DELHI 110002
Gr2 June 1’3771s : 4410 ( Part XV/Set 3 ) - 1977
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XV CANAL STRUCTURES
Section 3 Flumes
Terminology Relating to River Valley Projects Sectional
Committee, BDC 46
Choirman Representing
Srnu I. l? KAPILA Irrigation Department, Government of Punjab,
Chandigarh
Members
Sn~r 13. S. BHALLA Beas Design Organization ( Mjnistry of lrrigation
& Power ), Nangal Township
CBW,F ENGINEER Irrigation & Power Department, Govcrnmcnt of
Maharashtra, Bombay
SHRI V. S. GUPTE ( Alternate )
CHIEF ENGINEER (1)) Irrigation Department, Government of Punjab,
Chantligarh
Drn~:ro~ ( W. R ) (Allernate j
CIXIEU ENGINEER Public Works Department, Government of Andhra
Pradesh, Hyclerabad
SUPEKINTENUING E N GII N IXB n
( Ahnate )
CHIEB ENOINEER Public Works Department, Government of
Tamil Nadu, Madras
SUPERINTENDINQ E N c I N E E n
( rllternate )
SHRI S. M. DEB Irrigation and water Works Department,
Government of West BeEgal, Calcutta
DEPUTY SURVEYOZ GBNERAL I Survey of India, Debra Dun
DEPU& DIRECTOR (T & P)
( Alternate )
DIRECTOR ( CD0 ) Irrigation Department, Government of Madhya
Pradesh, Bhopal
DIRECTOR(~RRIOATION
RESEARCH ) ( Alternate )
( Continued on page 2 )
@ Copyright 1977 “> v-7
BUREAU OF INDIAN STANDARDS + ‘. - .
This publication is protected under the ~+WI Copyright Act (XIV of 1957) and
reproduction in whole or in part by tiny means except with written permission of‘ the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 4410 ( Part XV/Set 3 ) - 1977
( CmtinuedJmn page 1 )
Members
DIRIXTOR ( HYDHOLOQY ) Central Water Commission, New Delhi
SI~RI N. K. DwIVEnI Irrigation Department, Government of Uttar
Pradesh, Lucknow
DR R. C. HOON In_ ~ oersonal caoacitv ( M 18. New Delhi South
&tension, Pak II,’ .Niw Delhi 110049 )
JOINT CO#%XISSIONER( S. C ) Ministry of Agriculture and Irrigation, New Delhi
SHIlI G. PANT Geological Survey of India, Calcutta
Sartr R. P. SINGE ( Akvnate)
SHRI R. K. SAHU Irrigation & Power Department, Government of
Orissa, Bhubaneshwar
PROB S.IRANJIT SINQE Indian Institute of Technology, New Delhi
DR P. P. SEHGAL University of Roorkee, Roorkee
SHRI D. AJITRA SI~IEA, Director General, ISI ( Ex-o#cio Member)
Director ( Civ Engg )
Secretaries
SHRI G. RAMAN
Deputy Director ( Civ Engg) , ISI
SRRI V. KALYANABUNDABAM
Assistant Director ( Civ Engg ), ISI
Panel for Glossary of Terms Relating to Canal Structures, BDC 46 : Pl
Convener
SHRI V. K. JOSHI Central Water Commission, New Delhi
,Members
SHRI G. SET~UBAMAN ( Alternate to
Shri V. K. Joshi)
CHIEF ENGINEER ( IHRIQATION) Public Works Department, Government of Tamil
Nadu, Madras
SEHIOR DEPUTY CHIEF ENQINEEB
( IRRIQATION ) ( Alternate)
SH~I B. N. GUPTA Irrigation Department, Government of Punjab,
Chandigarb
2lsr4410(PutXV/sec3)- 1977
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XV CANAL STRUCTURES
Section 3 Flumes
0. FOREWORD
0.1 This Indian Standard ( Part XV/Set 3 ) was adopted by the Indian
Standards Institution on 31 March 1977, after the draft finalized by the
Terminology Relating to River Valley Projects Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have 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 Institution is bringing out IS : 4410
‘ Glossary of terms relating to river valley projects ’ which is being published
in parts. This part contains definitions of terms relating to flumes.
0.3 This part ( Part XV ) covers the important field of canal structures and
in view of the vastness of this subject, this is being covered in different
sections. Other sections in the series will be the following:
Section 1 General terms
Section 2 Transitions
Section 4 Regulating works
Section 5 Cross drainage works
Section 6 Other structures
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing in
different countries in addition to relating it to the practices in the field in
this country. This has been met by deriving assistance from the following
publications:
United Nations. Economic Commission for Asia and the Far East.
Glossary of hydrologic terms used in Asia and the Far East. 1956.
3IS : 4410 ( Part XV/Set 3) - 1977
India. International Commission on Irrigation and Drainage.
Multilingual technical dictionary on irrigation and drainage.
1967.
India. Central Board of Irrigation and Power. Glossary of irrigation
and hydro-electric terms and standard notations used in India.
1954. Manager of Publications. Delhi.
ASCE. American Society of Civil Engineers. Nomenclature for
hydraulics. 1962. New York.
0.4.1 All the definitions taken from ‘ Multilingual technical dictionary on
irrigation and drainage ’ are marked with asterisk ( * ) in the standard.
1. SUOPE
1.1 This standard ( Part XV/Set 3 ) covers the definitions of the terms
relating to flumes.
2. FLUMES
2.1 Bench - A step cut into a hillside to support bench flumes.
2.2 Bench Flume* - A flume supported on a shelf or a bench, cut in a
hillside or built around mountain slopes or set on ground.
2.3 Box Flume* - A flume of rectangular cross section,
2.4 Catenary Flume - A suspended flume with cross section conforming
to a hydrostatic catenary.
2.5 Control Flume or Critical Depth Flume - A flume containing a
constriction which causes the flow to change from sub-critical to super-critical
and in which the measurement of one water level, the upstream one,
facilitates calculation of the discharge ( see Fig. 1 ).
WATER LEVEL
FIG. 1 STANDING WAVE FLUME
4IS:4 410( P art XV/Set 3 ) - 1977
2.6 Control, Section - The section or -reach of a flume ( or open conduit
or stream channel ) at which the water level is a stable index of the
discharge.
2.7 Elevated Flume* -A flume built and supported above ground or
depressions on trestles, piers or piles.
2.8 Flume - A complete and independently supported, artificially constrict-
ed waterway used to carry water across depressions or over difficult terrain,
or when other reasons make the construction of a normal conveyance channel
or conduit impractical or uneconomical,
Flumes are sometimes constructed for measurement of flow.
2.9 Flumed Strracture*
a) A hydraulic structure built in a stream or a channel with contracted
waterway, for example, a flumed bridge, flumed fall, or flumed
aqueduct.
b) A hydraulic structure with contracted width or waterway for
measurement of discharge flowing in channels.
c) An artificial water charmel in a laboratory used for model tests.
2.10 Fluming- The purposeful reduction of waterway of a channel below
the normal either by a flume or a flumed structure.
2.11 Fluming Ratio* - The ratio of the clear waterway at the throat of a
flume or flumed structure to the normal channel width ( seeF ig. 2 ).
q--SLOPE 1:n SLOPE 1:n
-7
r!
nL
1
rl”
I-1
D 0
4
ii
i) Lined ii) Unlined
nt
fiumiug ratio = $TLGti fluming ratio = --
M+nD
FIG. 2 FL.UMINGR ATIO FOR LINED AND UNLINED CANALS
5IS : 4410( Part XV/&c 3 ) - 1917
2.12 Flumed Weir Offtake Regulator -A regulator having for its
control section a flumed weir.
2.13 H-Flume - A precalibrated flow measuring device, used for measur-
ing run-off from small water-sheds.
2.14 Hydrostatic Catenary, Lintearia or Elastica* - The curve
assumed by a non-extensible but flexible cord when subject to a normal load
at all points proportional to the distance below the horizontal line joining
its supports. The shape which a flume tends to assume when carrying
water.
2.15 Meter Flume or Measuring Flume - See 2.5.
2.i6 Modified Parshall Flume* - An’ improved type of Parshall flume,
which eliminates the short rise at the end of the dip below the throat and
provides a stilling pool for the hydraulic jump at the required place.
2.17 Parshall Measuring Flume- An improved venturi flume to
measure the flow of water in open conduits. It consists essentially of a
contracting length, a throat and an expanding length.
2.18 Rapid Flow Flume - A meter flume in which the rate of flow is
proportional to the square-root of the head in the upstream section. Venturi
flume under the super-critical ilow conditions is one of its types.
2.19 Rapid Flow Venturi Flume - See 2.18.
2.20 Rating Flume - See 2.5.
2.21 Standing Wave Flume - See 2.5.
2.22 Stave - Each of the narrow strips of wood or metal plates, placed
longitudinally edge to edge, to form the periphery of a flume.
of
2.23 Top Tie - A bar at the top a flume section and shaped near the
ends in order to hold the edges of the flume in position.
2.24 Tranquil Flow Flume - A meter flume in which the rate of flow is
proportional to the square-root of the difference between the upstream head
and throat depth. Venturi flume under the sub-critical flow conditions is
one of its types.
2.25 Tranquil Flow Venturi Flume - See 2.24.
2.26 Trestle Flume -A flume constructed on trestles,
61s I 4410 ( Part XV/&c 3 ) - 1977
2.27 Venturi Flume - A flume containing a constriction which, in sub-
critical flow, causes an increase in velocity and consequent fall in water level;
the measurement of the water levels at the constriction and upstream of it
facilitates calculation of the discharge ( see Fig. 3 ).
2.28 Yokes - Frames of rods and top-ties in a wooden stave flume, spaced
at suitable intervals to keep the flume section in position.
F1a.3 VENTURI FLUME
7BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Te,ephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 331 1375
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktoia, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
1 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380009
I 2 63 49
+,Peenya Industrial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183, Lewis Road, BHUBANESHWAR 751002 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 Rdad ), 23 1083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005
117/418 B Sarvodaya Nagar, KANPUR 208005
1i2 2; 1 :8; 2 ;9; 2
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. ‘14/l 421. Urliversity P.O.. Palayam l6 21 04
TRIVANDRUM 695035 ‘IS 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 Nagdr, 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
|
5134.pdf
|
IS : 5134 - 1977
( Reaffirmed 1985)
Indian Standard
SPECIFICATION FOR BITUMEN
IMPREGNATED PAPER
( First Revision )
-
First Reprint FEBRUARY 1990
UDC 676.266.7
@ Copyright 1978
BUREAU OF INDIkN STANDARDS
MANAK BHAVAN, 9 BXHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 January 1978
V.’IS : 5134 - 1977
Indian Standard
SPECIFICATION FOR BITUMEN
IMPREGNATED PAPER
( First Revision )
Pnpcr and Pulp Based Packaging Materials Scctirmal
Committee, CDC 45
Chairman Repesentiq
SHI~I S. K. KEBBAVA I. T. C. I.td, Calcutta
Members
SHIU P. DAYAL ( Alternate to
Shri S. K. Keshava )
S111tr A. R. A.TYER.4 Frclcration of Corrugated Box Manufact~trcrs
Association of India, Rombay
SJIIU B. K. JWJJI ( Altcrtrale j
SJlltI S. P. C;JiATTEllJEE India Foils Ltd, Calculta
Su a~ l’rr.4nrit D.~R ( Alttmnte )
Sj{iti RAJ K. C:lr.tvlmv Indian Confectionery ?v1anufacturcrs .\sYorial ion.
New Delhi
SJII~T S. K. C:JIOPRA Indian Paper Makers’ Association, f:alcutta
SllRl T. v. PRAXc’lS ‘rata Oil Mills 01 I.ttl, Ramhay
SltW v. SIVAXA3lAX ( ,‘,hVZ&?)
1)~ A. C,. GHosrr Ministry of I~rfmrc ( R & D )
S~rnrK . C. Cnosn i /Iltcrnn~c)
SUITI PRATAI~ Krr.4~~.4 J:rdcration of Biscuit h4anufactttrcrs of India.
Delhi
SlfltI R. D. KJ~RAWA1.I.A ( /tf/rrnrflc j
SHI:T MAN MOHAX SrNn II l:orest Research Institute. awl C~ollrgw, Dehrn
Dun
SJJRJ G. M. MATJIUR ( Altcrnafe )
SJIRI K. R. i’hAsI~r~i~s Thr Metal Ros (Zo of India l,ttl, (Calcutta
DR V. V. KAJLNX ( Altmnnlc )
SlIlrI 1’. v. xARAYAN.4N Indian Institute of Packaging, HomI)ay
SHRI A. K. SEN,CUPTA f .4lternatc )
Snnr M. R. PARAN.TUW Indian Pharmaceutical Association, Bombay
SHRI C. Y. RATET. Hindustan I,rver Ltd, Eombay; crnd Indian
Soap & Toiletrirr Makers ,\ssoriation,
Bombay
SHJ:J I’. K. hnE ( ./llfernntP j
( Continued on page 2 )
I@ Copvraght 1978
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 : 5134 - 1977
( Conhuedfrom pup 1)
Members Representing
DI< N. V. C. Rao Directorate General of Technical Drvclopment,
New Delhi
SHRI A. N. Rao ( Ahrnnlc )
SIlltr v. c. Soon Indian, Tea Association, Calcutla
Srrw G. 1). Gnnmv.~~, ( /Iltemnfs )
S1m1 G. G. SUT.\ONIC The Development Commissionert Small Scale
Industries, New Delhi
Smr C. V. N. RAO ( :lllcrrznfc )
1)~ K. K. TALWAI~ Paper Products Ltd, Bombay
SIIW S. N. KWNNA ( _4lkr~u7lr )
S111r1I) . v. VAICMA Ministry of Defencc ( DGI )
SRRI N~MAL SrNc~l ( .‘ihrmfe )
SHRI M. L. VARBl.4 Indian Papcbr Mills .4ssociation, Calcutta
SHRI L. M. Gvr,ra ( Jtcrnnk )
SHltr 1’. \‘Islel~al~.\.ll~ Crntral Food Technological Research Inslitntc
( CSIR ), Mysorr
SHI~I K. R. Kuv~a ( .4hrnnlc )
DH G. M. S.~XEN.*, Dirrctnr Gmrral. ISI ( E.x-oficio Mentbcr )
Director ( Chum )
~11111 SATIS ~II.\Nllk:lt
. Drputy Dircrtor ( Chrm 1, ISI
2IS:5134-1977
Indiun Standard
SPECIFICATION FOR BITUMEN
IMPREGNATED PAPER
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by _the Indian
Standards Institution on 2 September 1977, after the draft finalized by
the Paper and Pulp Based Packaging Materials Sectional Committee had
been approved by the Chemical Division Council.
0.2 In this revision the requirement for ash has been deleted while for
Cobb test has been added. On the basis of investigations done, the
requirement for burst factor has been upgraded. Grade S, which was
mainly meant for usage by the Ministry of Defence, has been deleted as
it was found that the Ministry no longer followed this standard in their
purchases. The requirements of the Defence.Ministry are under consi-
deration of the Sectional Committee and if considered possible would bc
included in the standard later on.
0.3 This standard contains clauses 3.3, .3.4, 3.5.1, 3.53 and 4.1 which
call for agreement between the purchaser and the supplier and which
permit the purchaser to use his option for. selection to suit his
requirements.
0.4 For the lx.~l~osc of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-1960*. The number of significant places retained in
the rounded off value should be the same ..as that of the specified value in
this standard.
1. SCOPE
i
1.1 This standard prescribes the requirements and the methods 01’
sampling and test for bitumen impregnated paper intended for use as a
packaging material.
*Ruics for rounding off numerical values ( miwf ).IS : 5134 - 1977
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in
IS : 4261-1967* shall apply.
3. REQUIREMENTS
3.1 General Requiremhts - The bitumen impregnated paper shall be
a paper impregnated throughout with bitumeil or pitch inc&porated at
the stock preparation stage in the form of an emulsion. The paper shall
be of uniform formation and the surface may be glazed, unglazed or
calendered as required by the purchaser. The paper shall !x free from
holes, lutips and other serious blemishes.
3.2 The bitumen impregnated paper shall dS(J comply with the rcquirc-
ments given in Table 1 when tested according to the relevant test
methods given in co1 4, 5 and,6 of the table.
TABLE 1 REQUIREMENTS FOR BITUMEN IMPREGNATED PAPER
SL REQVIREBXEXT METHOD OF TEST,
No. REF TO CL No. IN
c__-__-_A-_-_--_-~
IS : 1060 IS : 1060 IS : 1060
( ;%&I )- ( P;rt&I ) - ( PT;~$$I j -
iI1 (3, (4) (5) (6)+
i) 12.5 - -
12
6
ii) 10 9 _- -
iiiJ /jH 5.5 to 8.0 10 - -
iv) Thirty minut& Cobb 50 13.2.2 - -
test, g/m”, MUX
V) Ucnzcnc soluble mattrr, 12 - 21 -
percent by mass, A&
vi) kkudatilul test ‘I’(1 IJaSSt hC test - 10 -
viij JValw prnctratiun Lest l’o pass the test - - 10
*hlcthuds of sampling and Lest for paper and allied products, Part 1 ( ~eubedj .
~~~Mehxlso f sampling and test for paper and allied products, Part II.
TMethocls of sampling and test for paper and allied products, Part III.
f
“Glossary ot’trrms relating to paper and pulp-based packaging materials..
IS : 5134 - 19ll
3.3 The bitumen impregnated paper may -be rendered mould proof by
the method agreed to between the purchaser and the supplier.
3.4 Substance and Tolerance on Substance - The substance of
bitumen impregnated paper shall be as agreed to between the purchaser
and the supplier. A tolerance of f7.5 percent of the nominal substance
shall be permitted when tested according to 6 of IS : 1060 ( Part I )-1966*.
3.5 Size and Tolerance on Size
3.5.1 The finished paper shall be in the form of either rolls or sheets as
agreed to between the purchaser and the supplier. The sizes and
tolerance on sizes shall be in accordance with IS : 1064-1961t unless
otherwise agreed to b.etween the purchaser and the supplier. The paper
when in roll form shall be in continuous length of 100 metres.
3.5.2 The variation in size of paper in sheets or rolls shall not be more
than 0’5 percent above or below the ordered size; where 0.5 percent is
less than 3 mm, the tolerance shall be &3 mm and.where 0.5 percent
exceeds 5 mm, the tolerance shall be &5 mm.
3.5.3 Thickness and Tolerance on Thickness - The thickness of bitumen
impregnated paper shall be as agreed to between the purchaser and
the supplier. A tolerance of & 12’5 percent shall be allowed on specified
thickness.
4. PACKING AND MARKING
4.1 A ream of 500 sheets shall be the measure of quantity for bitumen
impregnated paper in sheets. Packages shall contain 250 or 100 sheets
according to t,he size and mass of the paper and packed as agreed to
between the purchaser and the supplier.
4.2 Bitumen impregnated paper in rolls shall be rolled on a COW of
70 mm inside diameter and in length corresponding to the width of the
paper, with a wooden plug at each end extending to a minimum of
75 mm into the core.
4.3 Each package and roll shall be marked with the following
information:
Package
a) Description and substance of the paper;
I)) Contents of the package ( number of sheets );
‘Methods of sampling and test for paper and allied products, Part I ( revised )
tSpccification for paper sizes ( revised ).
5IS: 5134- 1977
c) Mass in kg per ream including wrapping paper;
d) Size in millimetres;
e) Machine direction;
f) Lot number;
g) Date of manufacture; and
h) Trade-mark, if any.
a) Description and substance of the paper;
b) Length and width of the roll;
c) Mass in kg of the roll including the mass of the core and plug;
d) Lot number;
e) Date of manufacture; and
f) Trade-mark, if any.
4.3.1 The material may also be marked with the IS1 Certification
Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regula-
tions 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. Details of conditions under which a licence for the USC of the IS1
Certification Mark may be granted to manufacturers or +rocessors, may be obtained
from the Indian Standards Institution.
5. SAMPLING
5.1 Representative samples of packets or rolls of bitumen impregnated
paper shall be selected from each lot as prescribed in 3 of IS : 1060
( Part I )-1966”.
5.2 Number of Tests
5.2.1 From each of the packets or rolls selected from the lot ( see 5.1 j
one sheet shall be taken out at random. These sheets shall constitute the
sample. Each one of these sheets -shall first be examined for general :
requirements mentioned in 3.1 and one test piece shall be cut for burst i
*Methods of sampling and test for paper and allied ,products, Part I ( reuiscd ). k
z
6T
IS : 5134 - 1977
factor, exudation and water penetration test.. Tests for these character-
istics shall be conducted individually on each of the sample sheets. A
sheet not meeting the requirements for any one 01 more of these
characteristics shall be considered as defective.
5.2.2 For each of the remaining characteristics mentioned in 3, one
test shall be made by takin g the requisite number of sheets weighing
approximately 100 g at random from as many of the selected packets
( see 5.1 ) as possible.
5.3 Criteria for Conformity
5.3.1 A lot shall be considered as conforming to the requirements for
burst factor, exudation and water penetration test if the number of
defective sheets does not exceed the acceptance number. This acceptance
number shall depend upon the size of the sample ( see 5.1 ) and shall be
equal to 0 if the sample size is less than 13. It shall be equal to 1 if the
sample size is greater than or equal to 13.
5.3.2 For other characteristics which are assessed on one-test basis, the
lot shall be declared as conforming to the requirements of the specifica-
tion if the sheets selected for this purpose pass the test corresponding to
these characteristics.BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadut Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manakrsnstha
( Common to all Officer) i
Regional Offices: Telephone j
Central : Manak Bhavan, 9 Bahadur Shah tafar Marg, 331,Ol 31
NEW DELHI 110002 331 13 75 )
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99 j
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 31641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
1 41 2916
tWestern : Manakafaya, 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 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 I 38 49 56
Gangotri Complex. 5th Floor, Bhadbhada Road, T. T. Nagar, ’ 6 67 16
BHOPAL 462003
Plo;No. 82183. Lewis Road, BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
i 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
{ 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam YS 21 04
TRIVANDRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
-rlrr OffiCe in Calcutta ir at 6 Chowringhoe Approach, p. 0. Princep 27 66 00
Strort. Calcutta 700072
fssles Office in 8ombry is at Novelty Chambers, Grant Road, 69 6628
Bombay 400007
$Sater Office in Banealore is at Unity Building, Nerasimharajr Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
5283.pdf
|
IS : 5283 - 1969
Indian Standard
SPECIFICATION FOR
POULTRY WATERERS, PORTABLE
( First Reprint OCTOB~ER 1989 )
UDC 636.5.084.75
@ Copyright 1969
BUREAU OF INDI’AN STANDA-RDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 December 1969IS : 5283 - 1969
Indian Standard
SPECIFICATION FOR
POULTRY WATERERS, PORTABLE
Animal Housing and Equipment Sectional Committee, AFDC 17
Chairman R@rescnting
DR C. KRWHNAR AO Ministry of Food, Agriculture, Community Develop-
ment & Co-operation (Department of
Agriculture )
Members
JOIN? COMMI~%ONER( LIVESTOCK
PRODUCTION) TO THE GOVERN-
MENT OF INDIA ( Altwnatc to
Dr C. Krishna Rao )
DR N. R. BHASIN Directorate of Animal Husbandry, Government of
Rajasthan
DR C. SUKHANI ( Al&mate )
COL R. C. DATTA Directorate of Military Farms, Army Headquarters
SHRI SHAHID ALI ( Alternate )
DIRECTOR National DairyResearch Institute, Karnal
SHRI T. NARAYANASWAMY ( Alternate )
SHRI RATTAN SINOHD YAL Directorate of Animal Husbandry, Government of
Haryana
SHRI K. R. SURI ( Al&mate )
DR GIAN SINGH Indian Agricultural Research Institute, New Delhi
SWRI HABBHAJANS INOH Directorate of Animal Husbandry, Government of
Punjab
CAPT AJIT SIN~H ( Altcrnats )
SHRI V. N. KAK In personal capacity ( Vasundhara Farms, Ja$ur )
LT-COL KRI~HAN K~MAR Directorate of Remounts and Veterinary Services,
Q uartermaster General’s Branch, Army
Headau. arters
MAJ R. P. S. BHALLA ( Alternate)
SHRI S. N. MOHAN Ministry of Food, Agriculture, Community Develop-
ment & Co-operation ( Dep. artment of
Agriculture ) -
SHRI J. N. PANDA Ministry of Food,_Agiiculture, Community Develop-
ment & Co-operation ( Department of
Agriculture )
SHRXV . M. PUNDLIK Central Public Works Department, New Delhi
SHRI A. K. RAY CHAUDHURI Milk Commissioner, Government of West Bengal
SHRI SATWANT SINQH In personal capacity ( Nasirpur Farms, Pat&da )
DR C. M. SINOH Indian Veterinary Research Institute, Izatnagar
DR 0. B. TANDON (Alternate )
DR 0. N. SIN~H Central Sheep and Wool Research Institute, Malpura
DR HARI BHADWAN, Director General, IS1 ( Ex-oficio Member )
Deputy Director ( Agri & Food )
Secretary
SHRI SOHRAB
Assistant Director ( Agri & Food ), IS1
( Continued on paEc 2 1
BUREAU -OF INDFAN STANDARDS
: MANAK BHAVAN, 9 BAIIADUR SHAH %AFAR MARG
NEW DKI.HI 110002IS-r 52&I- 1969
( Caafintudf rom page1 )
Poultry Housing and Equipment Subcommittee, AFDC 17 : 3
Convener Rejmenting
SERIJ . N. PANDA Ministry of F;xl, Agriculture, Community Devclop-
ment Co-operatton ( Department of
Agriculture )
hfmbers
Smu HARRHAJAN S~NGH Directorate of Animal Husbandry, Government of
Punjab
Saar KABAL SINOH Dayal Poultry Appliances, New Delhi
,%Rl C.W.hihSAND Masand Industries, Jullundqr ( Punjab)
DR B. PANDA Indian Veterinary Research Institute, Izatmgar
SKRI P. BAPA REDDY Directorate of Animal Husbandry, Government of
Andbra Pradesh
DR A. P. SACHDEV Universal Poultry Farms, New Delhi
DB l-i. P. TANDON Directorate of Extension ( Ministry of Food, Agricul-
ture, Community Development 82 Co-operation )ls:5283-1969
Indian Standard
SPECIFICATION FOR
POULTRY WATERERS, PORTABLE
0. FORE-WORD
0.1 This Indian Standard was adepted by the Indian Standards Institution
on 22 September 1969, after the draft finalized by the Animal Housing and
Equipment Sectional Committee had been approved by the Agricultural
and Food Products Division Council.
0.2 The practice of keeping poultry inside a shed at all times on deep
litter, necessitates to keep the watering system in such a way that water
does not spill into the litter since the spillage of water may create serious
problems in maintaining the litter dry which is very important for the
health and comfort of poultry.
0.3 The aim while formulating this standard has been to avoid giving
dimensional or other requirements which would tend -to restrict variation
in design and instead to concentrate on good performance of the waterers.
0.4 While preparing this standard, assistance has been derived from
B.S. 3872 : 1965 ‘ Specification for poultry watering appliances ’ issued by
the British Standards Institution.
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 standard specifies the requirements and the methods of test for
poultry waterers which are self contained and portable for flock watering,
but does not deal with waterers for battery brooders and other similar
equipment.
1.2 This standard covers the waterers fed from storage cisterhs as well as
those from direct mains connection.
-
*Rules for rounding off numerical values ( revised ).
3IS : 5283 - 1969
2. MATERIALS
2.1 The materials of construction shall be l-60 mm galvanized iron sheet
for the frame and copper or ~brass for ball valves, if used. The stand may
be of angle iron. The use of thicker galvanized iron sheets or aluminium
of equal strength is not precluded.
2.2 The materials used shall be either in themselves resistant to corrosion
by potable water and other conditions of use, or shall be protected
against corrosion by some suitable means and shall pass the test prescribed
in 6.1.
3. REQmEMENTS
3.1 Leakage - The waterer shall not leak when filled with potable water
to the normal level for 10 minutes.
3.2 Construction
3.2.1 The waterers shall give free access to the poultry for drinking and
be so designed as to avoid spillage. This may be achieved by ~providing a
wire guard over the water trough.
3.2.2 The design of the waterer shall be such as to prevent, as far -as
possible, the birds from perching in such a position that the water may
become fouled. Compliance with this requirement may be achieved by
means such as spinners or similar devices or by the shaping of the top of
the waterer or wire guard.
3.2.3 The waterer shall be designed so that the birds may approach
either all round it or from two opposite sides according to whether the
waterer is cylindrical or long and narrow.
3.2.4 The waterer may be on feet to stand on the floor or arranged for
suspension. Suspension devices shall be easily adjustable for height to suit
the growth of the birds and shall be sufficiently robust to serve throughout
the life of the waterer. Troughs may Abe adjustable on the frame carrying
them.
3.2.5 The assembled waterer shall be rigid when in use but its
component parts shall be readily detachable for cleariing purposes.
Effective means shall be provided for cutting off the water supply during
cleaning of the waterer.
3.2.6 Hangersets in the form of troughs shall not sway at their ends and
shall be easily adjustable in situ to suit the growth of the birds.
3.3 Additional Requirements
3.3.1 Storage-Cistern-Fed Waterer
3.3.1.1 The waterer shall have a positive means of water shut-off,
suitable for operating with a water supply from a storage cistern. This
4IS : 5293 - 1969
may be a direct qperating ball valve, or any other not less effective device;
for example, a valve controlled by the water level in the trough or the
weight of water in the trough and operating by balance or another form of
control that prevents overfilling above a marked position, when properly
adjusted and maintained in accordance with the manufacturer’s
instructions.
3.3.1.2 An overflow shall not be fitted to this type of waterer.
3.3.1.3 The water level control shall be so arranged that it is
effectively protected from derangement by the poultry or by unauthorized
persons unless the latter deliberately damage the waterer in some manner.
3.3.1.4 A typical storage-cistern-fed waterer is shown in Fig. 1.
FIG. 1 TYPICAL STORAGE-CISTERN-FEDW ATERER
-3.3.2 Mains-Fed Waterer
3.3.2.1 The waterer shall be supplied with water through a ball Ivalve,
or other not less effective device, for controlling the inflow of water,
securely and rigidly fixed to the waterer.
3.3.2.2 The level of the point of discharge of the ball valve or other
device shall be not less than 2.5 cm above the top edge of the waterer ( the
‘ top edge’ shall mean the highest level to which water may rise in the
waterer ).
3.3.2.3 The ball valve or other device shall be effectively protected
against damage, contamination and unauthorized interference. The
fitting of a ball valve or other device within a compartment with a cover ,
provided with a lock and removable key or with a nut and bolt fastening
shall be accepted as complying with this requirement.
5lsr5!m-1969
3.3.2.4 A typical mains-fed waterer is shown in Fig. 2.
@
DETAIL AT X
I I I I I I I I I I I I l,_i I?3
’
9lli;
L-15-J
All dimensions in centimetrcs.
FIG. 2 TYPICAL MAINS-FED WATERER
4. FINISH
4.1 Frames and parts not directly in contact with the water, if of steel,
shall be galvanized or be not less suitably finished against corrosion.
Troughs and parts in direct contact with the water, if of steel, shall
be either hot-dip galvanized after manufacture or vitreous enamelled.
Angle iron or other steel parts of substantial section thickness forming the
feet and parts of the frame may be treated with stoved enamel as an
alternative to galvanizing. Any timber used in the construction shall be
treated with a suitable preservative. Other metals, for example,
aluminium, shall only be used in areas where they are unaffected by the
water supplied in those areas.
5. MARKING
5.1 Unless specified otherwise, each waterer shall be marked, clearly and
indelibly, with the following:
a) The name of manufacturer or trade-mark,
b) Storage-cistern-fed or mains-fed waterer, and
c) Any necessary instructions for installing and operating the number
of birds served.
5.2 The waterers may also be marked with the IS1 Certification Mark.
NOTB - The use of the ISI Certification hlark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act, and the Rules and Regulations
made thereunder. Presence of this mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the requirements
of that standard, under a well-defined system of inspection, testing and quality control
during production. This system, which is devised and supervised by ISI and operated by
6IS : 5283 - 1969
the producer, has the further safeguard that the products as actually marketed are
continuously checked by IS1 for conformity to the standard. Details of conditions, under
which a licence for the use of the IS1 Certification Mark may be granted to manufac-
turers or processon, may be obtained from the Indian Standards Institution.
6. TEST
6.1 Corrosion Resistance Test - The prototype waterer shall be
exposed in filled condition for 12 weeks in an intensive house which is in
normal use and situated at a~recognized testing centre.BUREAU OF INDIAN STANDARDS
Headquarters:
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T.C. No. 14/l 421. University P.O.. Palayam /6 21 04
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inspection Offices ( With Sale Point ):
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Reprography Unit, BIS, New Delhi, India
|
12892.pdf
|
IS 12892 : 1989
(Reaffirmed1999)
Edition1.1
(1991-08)
Indian Standard
SAFETY OF BARRAGE AND WEIR
STRUCTURES — GUIDELINES
(Incorporating Amendment No. 1)
UDC 627.82 + 627.43 : 614.8
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 4Barrages and Weirs Sectional Committee, RVD 20
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 22 December 1989, after
the draft finalized by the Barrages and Weirs Sectional Committee had been approved by the
River Valley Projects Division Council.
The safety of barrage and weir structures should be ensured right from the investigation stage and
continues up to the location, design, construction, operation and maintenance stages. There cannot
be any laxity on these aspects. A safe structure should not only be hydraulically and structurally
safe but it should also fulfil the functions for which it has been constructed. Fire fighting
equipment may be provided near the barrages.
This edition 1.1 incorporates Amendment No. 1 (August 1991). Side bar indicates modification of
the text as the result of incorporation of the amendment.IS 12892 : 1989
Indian Standard
SAFETY OF BARRAGE AND WEIR
STRUCTURES — GUIDELINES
1 SCOPE 4 SAFETY ASPECTS ON
INVESTIGATIONS
1.1This standard provides guidelines on
various aspects of safety of the barrage and 4.1The investigations should be carried out
weir structures, such as, investigations, without any laxity as the continued safety and
location, design, construction, operation and efficient functioning of barrage/weir structure
maintenance. and integrating it with the master plan of the
basin development depends on the data
2 REFERENCES
collected and analysed. The structure designed
2.1The following Indian Standards are based on inadequate data may suffer an
necessary adjuncts to this standard. unexpected serious structural damage.
4.2For details of preliminary and detailed
IS No. Title
investigations for barrages and weirs, IS 7720 :
6532 : 1972 Code of practice for design, 1975 may be referred.
installation, observation and
maintenance of uplift pressure 5 SAFETY ASPECTS ON LOCATION
pipes for hydraulic structures
5.1For a safe and efficient barrage/weir, the
on permeable foundations
location of the structure is very important.
6966 Guidelines for hydraulic Various considerations for locating the
(Part 1) : 1989 design of barrages and weirs: structure at the proper place shall include the
Part 1 Alluvial reaches (first course of the river, the nature of silt, condition
revision) of the banks, width of the river bed, foundation
conditions, confluence of tributaries, bends and
7349 : 1989 Guidelines for operation and
rapids in the river, etc. The following aspects
maintenance of barrages and
shall be thoroughly examined from safety
weirs (firstrevision)
considerations.
7720 : 1975 Criteria for investigation,
a) Course of the River
planning and layout of
barrages and weirs It shall be studied with survey maps/satellite
imageries that the course of the river has not
8408 : 1976 Criteria for river training
changed for many years at the prospective site
works for barrages and weirs
of the structure. In the case of shifting rivers,
in alluvium
proper measures shall be adopted to contain
11130 : 1984 Criteria for structural design the river in the desired course.
of barrages and weirs
b) Nature of Silt
11150 : 1984 Code of practice for
It shall be examined to determine whether the
construction of concrete
soil through which the canal alignment runs, is
barrages
able to withstand the velocity of flow which can
carry the silt down the canal. This factor will
3 TERMINOLOGY
influence the location of the head regulator and
3.1For various terms used in this standard, also the overall cost of the barrage as costly
reference may be made to the following Indian lining may be required otherwise for safe
Standards. operation.
a) IS 6966 : 1989 c) Condition of the Banks
b) IS 7349 : 1989 It shall be ensured that the banks at the
c) IS 7720 : 1975 proposed location are firm and not easily
erodible. The banks shall normally be high so
d) IS 8408 : 1976
that the country areas are not submerged
e) IS 11130 : 1984
during high floods. Otherwise, costly flood
f) IS 11150 : 1984 protective embankments would be necessary.
1IS 12892 : 1989
d) Width of the River Bed hazards are involved, a review of this criteria
based on site conditions may be necessary.
The width of the river at the proposed location
shall not be too wide which induces irregular b) Free Board
silt forming shoals on the upstream and The free board shall be carefully fixed so that
downstream and consequent irregular and the structure and abutments are safe for a
likely cross flows. A very narrow width of the higher flood with a frequency of 1 in 500 years.
river shall also be avoided as it would reduce The likely accretion of bed on the upstream
the waterway and induce high intensities of should also be taken into account while fixing
flow which would necessitate deeper cut offs the free board. The top levels of abutments and
and foundations and protective works to make piers shall also be fixed to accommodate the
the structure safe against surface flows. gates in the maximum lifted position such that
e) Foundation Conditions these are not damaged by floating trees, etc.
For the safety of the structure, the foundation c) Afflux
conditions, such as, weak and fissured rocks, The permissible afflux shall be carefully fixed
fault zones, clayey layer, silty layers prone to so that the waterways of the barrage can be
liquefaction, artisian and quicksand, etc, shall fixed accordingly without causing damage to
be thoroughly known so that proper foundation nearby important/populated towns, industries,
treatment could be effected. etc and risk of outflanking by breaches of
bunds, etc could be avoided. Occasionally,
f) Confluence of Tributaries
flooding of cultivated lands in the river bed
The location of the structure in the main river islands and the banks, under extreme case of
with a tributary flowing parallel and close to flood above 1 in 100 years frequency, may be
the main river shall be avoided as there would allowed. Otherwise, the water-way will be
be possibilities at a later date of the main river unnecessarily too wide which may cause
breaking into the tributary and outflanking the sluggish flow through the barrage, shoal
structure thereby rendering it unsafe and formation, cross flows, excessive cost of
infructuous. structure, etc.
g) Corrective Measures d) Waterway
It is always very difficult to select an ideal site The waterway of a barrage shall be very
for the location of a barrage and its head carefully fixed to avoid shoal formation and
regulators satisfying all the requirements excessive scour.
including the safety aspects. Hence, it often
e) Hydraulic Design
becomes necessary to select a site satisfying
The failures of barrages/weirs can be attributed
most of the requirements and for the rest, some
to the following main causes, acting alone or in
corrective measures shall be incorporated in
combination. These are (1) undermining
the layout and designs to ensure a safe
through piping, (2) eruption of floor caused by
structure. These include proper foundation
uplift exceeding gravity forces (not in the case
treatment, properly designed guide bunds,
of raft floor), (3) deep scour immediately
spurs, flood protective embankments, pilot
upstream and/or downstream of the solid floor,
channels, silt excluding devices, proper gate
(4) faulty construction, (5) faulty regulation of
regulation, etc.
gates, and (6) excessive retrogression.
6 SAFETY ASPECTS ON DESIGN After proper investigation of foundation
conditions of the proposed barrage and its
6.1Parameters, such as, design flood, pond
abutments, suitable foundation treatments are
level, free board, waterway gauge-discharge
to be proposed by the design organization for
curve, etc, shall be properly selected to ensure
improving bearing capacity, reducing the
safe design of the structure and guidelines for
settlement and avoiding liquefaction, etc.
the same are given in the following paras.
Proposals for preconsolidation, vibrofloatation,
Reference may also be made to IS 6966
compaction piles, grouting of loose rock, ground
(Part1): 1989.
anchors, etc, may be properly analysed and
a) Design Flood design intimated to the construction agency
The barrage/weir shall be designed to safely well in advance.
pass a flood with certain return period. The hydraulic design of the barrage/weir shall
Usually, in the case of barrages of minor and be carried out to be safe against exit gradient,
normal importance, the design flood for scour and uplift and settlement of foundation.
waterway shall be taken to have a frequency of For guidelines for their designs, reference may
1 in 50 years. In such cases where risks and be made to IS 6966 : 1989. In general, this
2IS 12892 : 1989
would involve safe design of upstream and on river training works should be placed before
downstream cutoffs/sheet piles, energy the designers for review and reconsideration
dissipation arrangements, thickness of floor, every year.
flexible protections, etc.
h) Design of Other Components
f) Structural Designs
A safe design of fish pass would necessitate
In so far as the structural design is concerned, proper provisions for the safe passage of fish
the various forces and moments including those from upstream to downstream and vice versa.
caused by the earthquake, differential heads, Effectiveness of the fish passes is to be
differential settlement etc, shall be taken into regularly observed both during the monsoon
account and the various factors, such as, and past-monsoon period. If it is not effective,
sliding, overturning, etc, shall be arrived at to proper modifications in the design and
be within the permissible limits. Allowable operation method have to be requested from the
stresses in materials, such as, concrete, design organizations. Similarly, the safe design
masonry, steel, etc, shall not be exceeded. For of navigation lock would necessitate proper
guidelines for structural design of barrage/weir, filling and emptying arrangements, berthing
reference may be made to IS 11130 : 1984. arrangements, desilting arrangements, etc.
Proper measures to protect the barrage crest Whenever ice formation takes place, provision
and floor against abrasion damage by rolling of de-icing arrangements for proper gate
boulders may be provided. Fenders may be operation should be ensured.
added where navigation is expected.
NOTE—For guidelines on the design of fish pass,
Gate designs navigation lock, trash racks or head regulator, etc,
reference may be made to the Publication No. 179
For the safety of the barrages, proper remote
VolII* of the Central Board of Irrigation and Power,
control and group control systems of the gate New Delhi.
operation must be provided. Sometimes, after
the erection of the gates, some gate leaves 7 SAFETY ASPECTS ON CONSTRUCTION
vibrate under certain lifted conditions. These
7.1A good coordination between designing and
should be immediately checked by
constructing agencies shall be established for
manufacturers and designers and necessary
bringing out a safe and economical structure.
rectifications carried out.
The field engineers shall be in the knowledge of
Occasionally, floating tree trunks hit the the implications of provisions in the design of
underside of the gate leaves which may various components. Any change required to be
seriously damage the gates. Whenever such made on account of site conditions or any other
possibility exists, sufficient margin must be reason whatsoever, shall not be attempted by
allowed above high flood level to allow large him on his own without evaluating the
size tree trunks to pass underneath the gates. implications due to such changes and the
designer shall invariably be consulted to find
Radial gates may be advantageous in barrages
out any other economical and safe alternative
where flashy flood is expected. These can be
thereof. Frequent checks on the construction
operated in a shorter time than vertical gates.
vis-a-vis design provisions and constant quality
g) River Training Works
control shall be ensured for providing a safe
Care shall be taken for the safe design of structure.
various river training works, such as, guide
7.2For carrying out the construction efficiently
bunds, spurs, etc, and other safety works,
and safely, the following points shall be
namely, afflux bund, marginal and approach
carefully planned and data on the same
embankments, etc. For guidelines for design of
regularly collected during the construction
river training works, reference may be made to
period:
IS 8408 : 1976. For major barrages,
performance of river training works should be a)Sequence of construction of various items
reviewed from time to time. If necessary, it may of the structure including river diversion
also be checked in models because the flow and de-watering arrangements.
conditions in upstream and downstream b)Various constraints on different activities
regions of the barrages get considerably of construction of the components.
changed after a few years due to shoal
c)Inter-dependence of various items so that
formation, bank scour, etc. If necessary, the
there is minimum interference in the
guide bunds are sometimes required to be
continuity of progress.
extended or its protection works to be
strengthened after the flood season. Detailed
*Manual on barrages and weirs on permeable
pictures of the flow conditions and their effect
foundation.
3IS 12892 : 1989
d)Obligatory precautions to be taken for the b) Cut-Off/Sheet Pile
protection of season’s works from the 1)Wherever sheetpiles are to be provided,
ensuring floods. they shall be driven at their correct
e)Special features, if any. alignment without any gaps between
them in the wall. Since it may not always
f)Proper lighting arrangements to be
be possible to drive them at exact plumb,
provided at the project site.
suitable tolerances may be allowed. If the
g)Right type and capacity of the equipment tolerances exceed the permissible limit,
required for de-watering well point and they shall be corrected by taper piles. If
pumping, excavation, machines, sheet there is any split in the interlock,
piling equipment, foundation treatment, additional piles in front shall be driven to
plants, such as, vibro-floatation, etc, cover it. Driving of welded sheet piles of
compaction equipment, concreting plant, more than 8 m length shall not be allowed
river crafts, floating cranes, etc to be as the weld may give way due to excessive
carefully planned and arranged before the driving stresses. Random checking of
construction is started. Wrong selection of sheet pile joints should be done for
equipment often causes serious leakage by die-injection technique or any
bottlenecks in construction and even other suitable technique. Wherever seals
causes accidents. The selection of the are to be jointed to the sheet piles, it shall
above may be got vetted in the design be carefully done by welding and bracing.
office including safety arrangements to be Since sheet pile are designed to have
provided for their operation. hinge action at the top, it shall be ensured
by the provision of the tar paper.
h)Safety crew including divers with full
Wherever two piles rows are provided side
diving kit must be provided at site.
by side, cork mastic filler on top shall be
j) First aid kit for accident or emergency provided to take care of uneven heights
should be provided wherever necessary. and hinge action.
7.3Right from the preparation of foundation Sheet pile caping beams should be cast
for the structure, each and every component of monalithic with the barrage raft.
the barrage/weir shall be constructed properly Otherwise clean cold joints may form at
for ensuring safety of the structure. For general the inter face, which may cause short
guidelines on the construction of barrages/ circuiting of the seepage flow and even
weirs, reference may be made to IS 11150 : piping along this joint.
1984.
Vibrosinkers should be recommended for
7.4Safety aspects on the construction of pile sinking to avoid mis-alignment,
following items shall be ensured by the damage of pile head, separation of
site-in-charge as detailed. clutches and to facilities quick driving.
2)Wherever concrete/masonry cut offs are
a) Foundation
provided, precautions shall be taken to
Foundation preparation is an important item avoid cracking as it may lead to short
since the whole structure is going to rest on the circuiting of seepage path and the exit
same. It shall be dressed up to the barrage/weir gradient may be exceeded endangering
profile and excavation shall be carried out the safety.
carefully without exceeding the tolerance
c) Solid Floor
limits. The foundation shall not contain loose
pockets or materials and they shall be watered The solid floor shall be constructed carefully
and compacted to the specified relative density. avoiding stratification of concrete which may
This is applicable to those portions of the lead to failure by blowing off against uplift
foundation also which may become loose during pressures. Cold joints shall be avoided. The
excavation and de-watering operations. Clay strength of cement concrete of the raft shall be
pockets shall be treated as specified by the maintained in accordance with the
designer including removal, refilling with sand specifications so that the stresses in both the
and compacting. It shall be ensured that proper concrete and steel reinforcement are not
drainage arrangements in the foundation in exceeded. The main and distribution
accordance with the design including inverted reinforcement of the raft shall be carefully laid
filter wherever indicated are provided before in accordance with the specifications and
concreting work is taken up. To avoid design requirements. The spacings shall be
honey-combing of concrete of the floor, proper arranged in such a way that proper placements
mudmat of lean concrete usually 50 to 150 mm of concrete and vibration are ensured.
thick shall be provided. Reinforcement around sill beam grooves shall
4IS 12892 : 1989
not be omitted. Proper dowels between first and around the same in accordance with the design
second stage concrete in the gate grooves, shall be provided. The change in the levels of
trestle foundation, etc, must not be forgotten. the bed in front of the sluice and spillway
The pier reinforcement shall be properly portion shall be gradually made up and abrupt
anchored to the raft. Wherever horizontal or changes avoided. The junction between the
vertical construction joints are necessary, divide wall and the bay concrete shall be done
proper steps to cut the joint and provision of with proper precautions.
seals when the joint is to be left open for more
Sometimes due to the cross-flow at the nose of
than 3 days, are to be provided.
the upstream divide wall, a differential scour
d) Piers and Gates may take place between the two faces of the
divide wall. This may even cause tilting of the
In the piers, correct alignment of the gate and
wall. Regular watch is necessary, by sounding,
stoplog grooves shall be ensured so that no
on the two sides of the upstream divide wall. If
difficulty is experienced in their operation,
necessary, boulders in crates may have to be
specially during floods. For inspection and
dumped near the nose if the scour is serious.
repairs of the gate wheels wherever
Jute bags or nylon nets filled with sand may be
contemplated, suitable galleries in the piers
dumped in deep scour holes and covered with
with easy access shall be provided.
crated boulders up to 1 m.
While concreting, the pressure relief pipes
installed in the piers and their outlets shall not g) Downstream Protection
be lost sight of and the open ends of the pipes As the downstream inverted filter below the
shall be covered so that the concrete does not cement concrete (c.c.) blocks is very important
fall into the pipes and chokes them. as a measure against piping, it shall be laid
In the case of gravity type of floor, the stepped with due care. The gaps between the c.c. blocks
pier footings shall be concreted up to the shall always be filled with small stones or bajri.
barrage floor level and further portion of the Wherever downstream bed level is higher than
pier above the bay level shall be concreted the level of downstream c.c. block protection,
simultaneously with the bay concrete. The reverse slopes, not steeper than 1 in 5 shall be
steps shall be so provided that there is no provided and it shall be ensured that some
vertical joint. In the raft type of floor, the bay loose stone protection is provided for a length of
concreting and pier concreting shall be done not less than 2 m in the higher bed portion
simultaneously. after the reverse slope.
e) Abutment Sometimes, due to error in gate operation and
also due to shoal formation near the barrage,
Anchorage of the abutment reinforcement to
high concentration of flow may generate
the base slab shall be ensured. The abutment
unsteady shooting flow over the down stream
well shall be raised simultaneously along with
protection works. To prevent any damage due
the backfill and in any case shall not be more
to such contingency, indigenous geofilters of
than about 1.5 m above the compacted backfill.
bamboo mattress, etc, can be provided below
Specified relative density of the backfull shall
the mineral filters, to avoid displacement of the
be ensured by proper compaction. Wherever
filter material from below the c.c. blocks
drainage is to be provided behind the abutment
resulting in the suction of bed materials
walls in accordance with the design, the same
underneath.
shall be done carefully so that the saturated
water level of the backfill is not allowed to h) Instrumentation
exceed the design values. Inverted filter and
The importance of instrumentation shall be
sealing arrangements at the junctions of
understood fully and care shall be taken in
different abutment blocks shall be properly
their installation so that wrong data are not
ensured.
observed leading to misleading and dangerous
High abutments sometimes undergo long term conclusions. For guidelines on the
settlements, in foundations susceptible to instrumentation in barrages/weirs, reference
settlement, at the toe side resulting in gradual may be made to IS 6532 : 1972.
tilting of the abutment face. As a result, the
It may be stressed that often the instruments
gate grooves may get jammed. It may be
are simply forgotten, once the construction is
desirable in such cases to provide extra depth
over. Even the locations of the instruments are
for the vertical grooves on the face of the
not remembered. It is desirable to prepare an
abutment to allow free movements of gates
exhaustive manual for instruments embedded
even if tilted.
in the barrage, with their locations, frequency
f) Divide Wall of observations, analysis to be done, importance
As the divide wall is the one coming under the of these observations, etc. This manual may be
direct attack of flood flow, proper protection kept both in the offices of the Assistant
5IS 12892 : 1989
Engineers and Executive Engineers in charge poured into it. At the surface, special concrete,
of the barrage, as also in the site control room. namely, haematite concrete, epoxy concrete,
etc, may be used, for a thickness of 150 mm or
The location of each of the instrument may also
so.
be painted on the face of the piers where the
end of the cable pairs emerge out. The actual When big boulders roll over the barrage, steel
tip location may also be indicated there by rails with welded anchors may be fixed on the
paints. surface, so that the boulders cannot damage the
concrete surface.
j) River Training Works
The materials used in the construction of n) Shearing Off of Pier Reinforcement
various river training works, such as, guide When the piers are under construction, the
bunds, afflux bunds, approach embankments projecting pier reinforcement shall be properly
groynes or spurs, etc, and that their protected from floods by bending them in the
construction itself shall be of required direction of flow, well before the floods and
standards so that their failures, impairing the later on straightening them when the
hydraulic performance and hence the safety of construction is resumed. As some damages
the diversion structure, do not occur, wherever could be caused due to oblique flow or any other
filters are indicated in the design, they shall be reason, the reinforcement shall be first checked
provided without fail since the stability of the up before starting the construction after floods
bunds would depend on it. It shall be ensured whether they are loosely sticking out or not.
that the afflux bunds are tied to high grounds After ensuring its proper bending with the
to prevent outflanking of the structure and lower portion, new reinforcement shall be
endangering the same wherever the deep welded on to the old ones. Proper bonding of
channel of the river hugs the guide bunds and new concrete with the old one shall also be
adequate apron shall be provided to avoid scour ensured. A few welded rods shall also be test
and consequent failures. checked for their strength.
k) Head Regulator
p)Provision of thrust forces, exerted by
Head regulator is also a structure similar to the ice-covers of the pond, with reference to the
main structure in so far as the general safety of the structure should be made. This
principles of design are concerned. Hence, provision is of importance in sub-Himalayan
whatever precautions are to be observed in the areas of the country.
construction of the main structure from safety
Provision for safety against uplift forces on the
point of view, they shall be followed for the
floor structure that are exerted by the water
head regulator also.
seeping down the mountain on hill slopes
Whenever there is a chance of floating debris, (Particularly, during rainy seasons) while the
such as, grass logs, tree trunks, etc, entering floor is under repairs and no counterweight is
the canal through the head regulator, available due to diversion of river waters.
log-booms or trash booms may have to be
q) Quality Control
provided at the upstream of the head regulator.
Safety of the barrages/weirs depends on the
If heavy silt deposition takes place at the entry
sound construction with strict quality control.
of the canal, thereby reducing the canal
Safety shall not be compromised for cost or
capacity, it may be necessary to have a small
speed of construction. To prevent possible
dredger operating in the canal (damage of
failures, the spots where faulty construction
lining in the canal should be provided) and
has occurred shall be identified by
clearing the silt deposited. The dredged
non-destructive tests and suitable measures
material can be dumped on either side of the
taken with strict quality control.
bank.
Alkali aggregate reaction sometimes causes
m) Damages due to Rolling Stones
expansion of concrete at a much later stage
Barrages/weirs located in the bouldery reaches
after construction. Sometimes, such expansion
face the problem of abrasion and damages due
in peirs and abutments james the gates. It is
to rolling stones thus endangering the safety of
essential that the cement and the aggregate
the structure. In order to ensure the safety,
proposed to be used in the construction of the
measures like provision of richer concrete in
barrage or the weirs should be tested in a
the top thickness of the floor, paving stones,
competent laboratory for alkali-aggregate
clading of pier nose with steel or stone, etc,
reactivity. Use of pozzolana material, for
shall be adopted.
example, fly ash, etc, to a considerable extent
While repairing the cavaties on the crest slope (up to 40 percent of the cement quantity) may
and cistern of the barrage and in the piers, reduce the alkali aggregate reactivity. All the
proper dowel bars and wire mesh may be cement and aggregates which are liable to such
embedded inside the cavities before concrete is reaction should be avoided in the construction.
6IS 12892 : 1989
r)Strict quality control during construction immediately before the flood and once
should be exercised so that the following immediately after the flood. The committee
construction defects do not occur and the safety shall review the condition of the river, both
of structure is ensured. upstream and downstream of the barrage
utilising the cross-sections taken of the river.
1)Stratification of concrete layers in the
Whenever serious scour is taking place, the
solid floor and the improper bond between
committee may advice repair work by crated
the layers of concrete.
boulders etc, where high shoals have been
2)Various construction and structural
formed near the barrage, both upstream and
design defects.
downstream, proper deshoaling measures
3)Cracks in the downstream glacis leading either by dredgers or by dozers during the
to short circuiting of seepage path. non-monsoon period are to be recommended.
4)Improper foundation treatment leading to Any bank scour near the barrage will also be
subsidence and consequent disturbance in carefully surveyed and remedial measures to
the alignment of gate track and jamming. be quickly designed. If quick decisions are
not taken, aggrevations may become beyond
5)Cracking of seals in the joints.
the control of the maintenance engineers.
6)Tearing of sheet piles and improper
Sometimes, the under sluice tunnels are
interlocking.
choked due to heavy silt deposition. This
7)Improper foundation treatment of
should be regularly checked after closing the
impervious layers leading to locked up
tunnel gates on the downstream. If
seepage pressure.
necessary, such chokages are to be cleaned
8)Inadequate cover for reinforcement bars. by compressed air or air water jets”.
9)Honeycombing of bottom layers of floor 8.3Safety of the barrages against scour
concrete due to omission of inadequate damages resulting from cross flows, shoal
mudmat. formation, vortex formation, etc, shall be
10)Improper concrete mix used resulting in ensured by proper operation of the gates and
structural failure, etc. dredging of shoals wherever necessary.
11)Necking failures of flexible concrete cut off 8.4The piezometric data shall be regularly
walls. checked, particularly during and after the
12)Rigid sheet piles instead of hinged ones floods and suitable action taken if unusual
due to non-provision of tar paper, cork behaviour different from the design values are
mastick, asphalt, etc. observed. Readings of tiltmeters installed over
abutments, piers and divide walls shall be
8 SAFETY ASPECTS ON MAINTENANCE regularly observed and safety of the structure
AND OPERATION ensured whenever adverse behaviour is
8.1Proper inspection, maintenance and observed. Similarly, the readings of soil meters
operation of the diversion structures are and stress meters, wherever provided, shall be
necessary adjuncts to safe and economical analysed and suitable action taken to ensure
designs. Any slackness in these aspects would safety of the structure.
lead to failures and extension of damages. For 8.5Safety of the trash racks provided
guidelines on this aspect, reference may be sometimes upstream of the gates of the head
made to IS 7349 : 1989. regulator feeding hydel channels shall be
8.2Safety against faulty gate regulation can be ensured by frequently cleaning the clogged
prevented only by imparting adequate openings, thus eliminating high differential
knowledge to the operating personnel about the pressures to develop.
significance of the proper regulation and proper 8.6Divide walls analysis of scour holes and
maintenance of the gates and other hoisting year to year maintenance required should be
arrangements. They shall also be imparted examined from hydraulic performance, gate
adequate training in this regard. These shall operations and flow phenomenon. If the scour
form part of the duties of the site-in-charge. holes are deepened to vortex formation leading
Operation and maintenance manual of gates to washing of fine due materials and sinking
should be updated. boulders, remedial measures should cover
“A group of engineers including the treatment of proper fibre filter.
designers, model research officers and
9 MISCELLANEOUS
maintenance engineers may form a
committee of gate regulation. This 9.1For each and every barrage/weir, a record of
committee may meet twice a year, once its construction features and behaviour, both
7IS 12892 : 1989
hydraulic and structural, shall be kept in the k)Data on settlement of piers, abutments,
office of the Divisional Engineer of the project. flank walls, etc, if any.
The record shall also contain the details of its m)Quantity and quality of bed materials and
failures/problems, if any, and remedial floating debris during the floods.
measures adopted from time to time. Necessary
n)Details of spurs upstream and
photographs shall also be available of the same.
downstream.
These would always help for future
modification if any, needed for the safety of the p)Data on traffic over the structure, if any,
structure. during the floods.
q)Details of construction materials used
Construction details, design calculations and
including quality of construction for
construction drawings of barrages/weirs, etc,
various components including the
should be documented and preserved for future
different bunds.
reference and use.
r)Instrumentation data available including
River plan forms in the vicinity of barrage
its analysis and findings.
should be monitored from ground survey as
well as from satellite imageries if possible. s)Details about stages of construction.
Model studies should be carried out before t) Details of any field investigation done for
design and construction of barrage/weir. detecting hollows if any and results
9.2Whenever there is any problem or failure of thereof.
the barrage/weir, a lot of data needs to be u)Previous history of any damages and
collected for study and analysis so that suitable remedial measures thereof.
remedial measures could be adopted and safety
v)Recommendations of any Technical
ensured. A list of such data is given below:
Advisory Committee from time to time
a)Detailed drawings of the barrage/weir, its and compliance thereof.
head regulators, guide bunds, afflux
w)Notes on hydraulic and structural designs
bunds, approach bunds, spurs, etc.
with assumptions made if any (full details
b)Detailed note on the damages noticed shall be available with the design office).
including the history and remedial
y)Any other data relevant to the case under
measures carried out, if any, so far.
investigation.
c)Development of the damages.
z)Analysis of discharge, silt charge
d)Photographs taken, if any. observations near the barrage and head
e)Discharge and water levels at various regulator should be carried out on year to
points along guide bunds, afflux bunds, year basis. Gauge discharge relationship
approach bunds, spurs, abutments, etc. and retrogression in the vicinity of
barrage, if any, should be taken into
f) Flow pattern observed, for example,
consideration for protection measures and
concentration of flow through some bays
river training measures.
or otherwise.
9.3Another important point leading to the
g)Sounding data both upstream and
safety of the barrage/weir structures being
downstream at the ends of the raft,
planned, designed, constructed and/or operated
cement concrete blocks, stone protection
and maintained is that of publishing the cases
around divide walls and for a distance of
of failures of barrages/weirs and remedial
60 m or so at 15 m interval.
measures adopted in the technical journals for
h)Gate operations followed during floods
the benefit of the designers and the project
and other times.
authorities. This shall be done wherever
j) Any seismicity experienced prior to or feasible subject to orders, if any, regarding
during the floods. publications on projects classified as secret.
8Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or 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 20 (4478)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 August 1991
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
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MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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1079.pdf
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IS 1079 : 1994
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Indian Standard
HOT ROLLEDCARBONSTEELSHEETS AND
STRIPS- SPECIFICATION
,
( Fifth Revision 1
First Reprint MAY 1995
@ BIS 1994
BUREAU OF’ INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3Wrought Steel Products Sectional Committee, MTD 4
FOREWORD
This Indian Standard ( Fifth Revision) was adopted by the Bureau of Indian Standards, after the
draft -finalized by the Wrought Steel Products Sectional Committee had been approved by the
Metallurgical Engineering Division Council.
This standard was first published in 1958 and subsequently revised in 1962, 1968, 1973 and 1988.
While reviewing this standard in the light of experience gained during these years, the Committee
decided to revise it to align with the present practices being followed by the Indian Industry.
In this revision, the following changes have been made:
i) Only Grades 0, D, DD and EDD of hot rolled carbon steel sheets and strips have beeD
retained. The other three grades, that is Gr,ades Fe 330, Fe 410 and Fe 590 have been deleted
which are now covered in IS 5986 : 1992 ‘Hot rolled steel plates, sheets, strips and flats for
flanging and forming operation’.
ii) Tensile properties have been modified.
For the purpose of deciding whether a particular requirement of this standardis 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 numbcr-
of significant places retained in the rounded off value should be the same as that of the specific&
value in this standard.IS 1079 : s994
_
Indian Standard
HOT ROLLED CARBON STEEL SHEETS AND
STRIPS - SPECIFICATION
( Fifth Revision )
.I SCOPE steel sheet and strip designated as follows:
a) G - Ordinary quality - intended for
This standard covers the requirements for hot general fabrication purposes
rolled carbon steel sheets including pack rolled where sheets or strips are used
sheets and strips intended for cold forming, in the flat or for bending, modu-
drawing and general engineering purposes. rate forming and welding
ouerations c
2 REFRRENCES
b) D - Drawing qualiiy 1 $,$$i$J~f
The following Indian Standards are necessary c) DD - Deep drawing 1 wh’ere draw-
adjuncts to this standard: quality - ing, severe
IS No. Title forming and
d) EDD - Extra deep
wel, ing arc
228 h4;;;Wey for chemical analysis drawing quality
ioyod Iv ed
1599 : 1985 Method for bend test ’ ( second S MANUFACTURE
revisioo )
5.1 Steel shall be manufactured by any process
1608 : 1972 Method for tensile testing of
of steel making at the discretion of the
steel products (jirst rev&ion )
manufacturer.
1663 : 1972 Method for tensile testing of
steel sheet and strip of thickness 5.2 Steel sheets and strips shall be supplied in
0’5 mm to 3 mm (first rcvlsion ) the rimmed semi-killed or killed condition as
agreed to between the purchaser and,the manu-
1730 : 1989 Dimensions for &eel plates, facturer. However, EDD grade shallbe supplied
sheets, strips and flats for in killed condition only.
general enginqeriug purposes
( secsnd revision ) 6 CHEMICAtiCOilPOSITIN
1852 : 1985 Rolling and cutting tolerances
for hot rolled steel products
8910 : 1978 General technical delivery Ladle analysis oPtbe ‘iiterial when carried out
requirements for steel and steel either by the method specified in the~relevant
products part of IS 228 or any other established instru-
mental/chemical method, shall be as given in
‘IO175 : 1982 Method for modified ericbsen
Table 1: In case of dispute, the procedure given
cupping test for metallic sheet
in the relevant part of IS 22g shall be the referee
and strip
method.
3 SUPPLY OF MATERIAL
6.2 3P rodact Aaolysio
3.1 General requirements relating to the supply
Permissible variations in case of product
of bot rolled carbon steel sheets and strips shall
analysis from the limits specified in Table 1
conformto IS 8910 : 1978.
shall be as given in Table 2.
3.2 Hot rolled carbon steel sheets and strips
7 TENSILE TEST
shall be ~supplied either with mill edges or
flattened and sheared edges. In case of strips
in coil form, width above 1 500 mm may be 7.1 Nambcr of Tensile Tests
supplied with mill edges only. Strips of width
below 1 500 mm may be supplied either with One tensile test shall be taken from each lot of
mill or sheared edges. 50 t of material or a part thereof from
each cast. However, in case of material supplied
-4 GRADES . after heat treatment, one tensile test shall be
conducted. for each heat treatment batch or a,
There shall be 4 grades of hot rolled carbon lot of 50 t whichever is less.
1Is 1079 : 1994 ’
Table 1 Chemical Composition 7.1.1 Where sheet :rnd strip of more than one.
thickness are rolled from the same cast, one
( Clause 6.1 )
additional tensile test shall be made for each
thickness of sheet and strip.
Grade Coostitueot Percent, lMux
r-------.--‘ h_-____----T 7.2 Tensile Test Pieces
Carbon Manganese Sulpbur Phosphorus )
(1) (21 (31 (4) (5) Tensile test pieces shall normally be cut
transverse to the direction of rolling. Longi-
0 0.15 0.60 0.055 0.055
tudinal test pieces ma:’ be cut in the case of
D 0.12 0.50 0.040 0.040 strips having width less than 150 mm.
DD o-10 0.40 0,035 0.035
EDD O-08 0.40 0.030 0.030 7.3 When tested in accordance with IS 1663 :
1972 or 1s 16C8 : 1972 as applicable, the tensile
NOTES
strength, yield stress and percentage elongation
1 Steels of these grades can be supplied with the shall be as given in Table 3.
addition of micro-alloying elements lrke boron,
titanium. niobium and vanadium. The micro
Table 3 Ten?. “*IP roperties
alloying elements shall not exceed 0.006 percent in
case of boron and 0.20 percent in caaer,of other
( C“iazr, -.3 )
elements.
2 The nitrogen content of the steel shall not be
Grade Tensile Yield Percent Elongation
more than O-007 percent. For aluminium killed
Strength, Strew. at thnge Length
or silicon-aluminium killed, the nitrogen content
MPa win 5 65 t/So, Min
shall not exceed Q”O12 percent. This has to be
ensured by the manufacturer by occasional check IIlPa
analysis. (1) {L? (3) (4 ‘r
3 Grade EDD shall be supplied in fully alurAnium 0 - - __
killed condition only.
D 24Q~400 - 2s
4 ,When the steel is aluminium killed, the total DD 260-.&O - 2:3
aluminium content shall nqt be less than 0.02
percent. When the steel is silicon killed, the silicon EDD 260-380 - ‘2
content shall not beJess than 0.1 percent. When
the &eel is al&inium silicon killed, the silicon
content shall not be less than 0.03 percent and 7.3.1 Should a test piece break outside the
total aiuminium content shall not be lens than 0.01 middle half of its gauge length and the
percent.
percentage elongation obtained is less than that
5 When copper bearing steel is required the copper specified, the test may bb* discarded at rhe
contknt shall be between 0.20 and 0.35 percent.
option of the manufacturer a,ai! anotti:r lest
In case of product analysis. the copper content
shall be between O-17 and 0.38 percent. made from the sample selected representing the
same cast and batch.
6 For pack rolled sheets of grade 0. the phosphorus
content can be relaxed up to 0.09 percent by
mutual agreement between the purchas(er and the 8 BEND T$ST
supplier.
7 Restricted chemistry for EDD grade may be 8.1 Nomber of Bend Tests
mutually agreed to betwceu the purchaser and the
supplier. 0ne bend test shall be taken irom each lot of
50 t of material or a part ahere0f each
fkJXtl
cast. However, in the case of material supplied
after heat-treatment, one bend test shall be
Table 2 Permissible Variations for Product conducted for each heat-treated batch or a lot of
Analysis 50 t, whichever is less.
( Cluusc 6.2 )
8.1.1 When material is supplied in coils, one
bend test shall be conducted from either en&
Cooatiteeot Pereeatage Limit of Variations of the coil.
Coastitoeot Over Specitled
Limf&r;ceot, 8.1.2 When sheet and strip of more than one.
thickness are rolled from the same cast, one-
(‘1 (2) (3) additional bend test shall be made for each.
Carbon Up to 0.23 0.02 thickness of sheet and strip.
Manganese up to 0.50 0.03
8.2 Bend test shall be carried out in accordance:
Above @50 0.04
with IS .I599 : 1985.
Sulphur 0’005
Phosphorus 0905 8.2.1 Bend test piece shall be cut so that the
axis of the bend is parallel to the direction of
NOTE - Product analysis shall not be applicable
to rimming steel. rolling, that is, the longer axis of the test piece
shall be at 90” to the direction of rolling.
2ks 1079 : 1994
8.2.2 The test piece shall bc bend cold through 10.4 The test piece shall be bent cold through
180”. The internal diametei of the bend for 90” over a radius equal to one and a half times
different: grades of material shall be as given in the thickness, about an axis at right angles to
Table 4. The test pieces shall be deemed to the length of the ‘test piece. The&the piece
have passed the test if the outer convex surface shall be heated at 100°C for 1 h ( or at 325 to
is free from cracks after complete bending. 350°C for 15 min ) and the sample cooled. The
test piece shall be flattened by hammer and the
piece shall not develop crack near the bend.
Tjble 4 Internal Diameter of Bend
( C:lause 8.2.2 > 11 RETEST
Grade Internel Diametero f Bead Should any one of the tests pieces, first s&c-
0 2t ted, fail to pass any of the tests specified in this-
D t standard, two further samples shall be selected
from the same lot for testing in respect of each
DD Close
failure. Should the test pieces from both these
EDD Closa
additional samples pass, the material represen-
Where t is the thickness of test piece. ted by the test sample shall be deemed to
comply with the requirement of that patticular
fesf. Should the test pieces from either of these
8.2.2.1 IL is sometimes difficult to ensure that additional samples fail, the material represented
the material is accurately following the radius. by the test sample shall be deerned as not
In case of dispute., the test piece may be pushed conforming to this standard.
into a block of lead by a former of appropriate
diameter.
112 FREEDOM FROM DEFECTS
9 CUPPING TEST
12.1 The finished material in cut lengths shall
be free from harmful defects which will affect
9‘1 Cupping test as specified in IS 10175 : 1982
the end use. When the material is supplied in
may be carried out only for sheets and strips of
the form of coils, the degree or amount of
D, DD and EDD grades having thickness from
surface defects are expected to be more than in
0’5 mm u:? to 2 mm, if agreed to between the
cut length sheets since the inspection of coils
purchase: and the supplier.
does not afford the same opportunity to reject
the portion containing defects as with cut
9.2 The cupping test values shall be agreed upon
length. However, an excessive number of
between :hc purchaser and the supplier.
defects may be a cause for rejection. The
standards for acceptance in such caqe can be
10 SIP’ItAIN AGEING TEST agreed to between the purchaser and the
supplier.
10.1 The best is to be carried out on grades
where steel is supplied with non-ageing
prilperties/8uarantre. This shall be agreed to 12.2 Steel sheets supplied shall be free from coil
between the purchaser and the supplier. breaks and waviness in accordance with the
purchaser’s requirements.
12.3 Edges may be mill edges or slit edges as.
The sanlgfle sbaU tte selected in such a way that agreed to between the supplier and purchaser.
the axis of bend ir parallel to the direction Of Wh en mill edges are specified, the depth of the
firlal rolling. Tn case of material too narrow to defects shall be within 5 mm from the edge of
kwrmit this, the axis of bend shall be of 90” to the coils on’ both sides.
the direction of rolling.
10.3 Size of test piece shall be as follows: 13 DIMENSIONS AND TOLERANCES
Tilickness size
13.1 Dimensions of steel sheet and strip shalC
Below 3 mm 75 mm long and 25 mm ;;;;prm to the dimension specified in IS 1730 :.
wide
3 mm and above 75 mm lon;.;end 40 mm
13.2 Tolerances on length, width, thickness a,nd
mass of the steel sheet and strip shall conform
For smaller sizes, the maximum obtainable to the limits specified in IS 1852 : 1985.
width shall be taken.
13.3 The edge camber that is, lateral departure
The edges of the test pieces shall be rounded of the edge of the material from a straight line
or smoothed longitudinally to an approximate forming a chord ( see Fig., 1.) of hot rolled steei
semicircle. shpts, including descaled sheets, in cut lengths
3QS 1079 : 1994
.and coil shall not exceed the tolerances given Table 6 Special Flatness Tolerances for Hot
below: Rolled Steel Sheet ( Including Descaled Sheet ),
Form Camber Tolerance ( Max ) ’ Rolled Levclled Standard Cot Lengths
Cut length 0’5 percent x length ’ ( Clause 13.4)
Coil 25 mm in any 5 000 mm length
All dimensions in millimetres.
NOTE -Camber is the greatest deviation of a$
~~-
side edge from a straight line. the measurement
being taken on the concave side with a straight Thickness Width Length Flatness
edge. Tolerance
up to 2 IJJ$o 1200 Upto 2500 9
rC AMBER SIDE EDGE Above 1 200 Above 2 5Go 15
KANC AVE SIDE )
r Above 2 up to 1 200 Upto 2500 8
Above 1 200 Above 2 500 13
Table 7 Special Flatness Tolerances for Ho4
Rolled Sheets ( Incloding Descaled Sheet ),
Stretcher Lerelled Standard Cat Length
( Clause 13.4 )
All dimensions in millimetres.
.
Tbieknesr Width Length Flatness
Tolerance
Fro. 1 EDae CAMBER Upto 2 Upto 5
Above 1 200 %o% 223 : 8
13.4 Flatness Tolerances
Above 2 Upto 1200 Upto 2500 .3
When the sheets are required to be cupplied in
Abova 1 200 Above 2 500 6
the flattened condition either by roller or
stretcher, levelling the permissible maximum NOTE - These tolerances are applicable for sheets
up to 5 metres in length. For sheets supplied in
flatness ( see Fig. 2 ) shall be as given in Tables 5
greater lengths, the tolerances: shall be as agreed
to 7. to between the purchaser and tb e manufacturer.
NOTE - Maximum deviation from a flat hori-
zontal surface with the sheet lying under its own
mass with the concave side uppermost on a flat
surface, the maximum distance between the lower 13.5 Oot-of-square Tolerances
surface of the sheet an the flat horIzoata1 surface
is the maximum ddeviation from flatness. The out-of-square tolerance fof, sheets ‘of all
gauges and all sizes shall be 1’0 percent of width
( see Fig. 3).
NOTE - Out-of-square is the greaiffst deviation
of an edge ~from a straight line drawn at a right
angle to the other edge of the sheet; touching one
.corner and extending the opposite edgy.
F=H
Fgo. 2 FLATNESS TOLERANCE
Table 5 Standard Flatness Tolerances for Hot
.Rolled Steel Sheet ~(I ncluding Descaled Sheet ) 4JO UT OF SOUARE=
Cot Lengths * x 100 .I.
( Clause 13.4 )
All dimensions in millimetres.
Thickness Width Flatness
Tolerance
Upto Upto 18
FIG. 3 MEASURl3M~NT OF OUT-OPdQUARENESS ,
Above 1 200 up to 1 500 25
Above l500 30
14 CALCULATION OF WEIGHT
Above 2 Upto 1200 15
Above 1 200 up to 1500 20
The mass of the material shall be calculated on
Above 1 500_ ._ 25 the basis that steel weighs 7’85 g/cma.
4IS 1079: 1994
15 DELIVERY strips either in bundles or coils. The mass of
the bundle or coil shall not exceed 12’5 tonnes.
15.1 The material may he supplied in any one Each, bundle or coil shall carry a metal tag
( or, in combinaticn ) of the following condi- bearing the cast number and the manufacturer’s
tions subject to mutual agreement between the name or trade-mark. Alterratively, the top
supplier and the purchaser: sheet or strips in each bundle shall be legibly
marked with the cast number, name of the
a) Hot rolled,
manufacturer or trade-mark.
b) Annealed,
16.2 Standard Marking
c) Normalized, and
d) Descaled. The material may also be marked with Standard
Mark.
15.2 Subject to prior agreement between the
16.2.1 The use of the Standard Mark is governed
manufacturer and the purchaser, a suitable
by the provisions of Bureau of Indian Standards
protective treatment may be given to the
Act 1986, and the Rules and Regulations made
material.
thereunder. The details of conditions under
which the licence for the use of Standard Mark
16 MARKING
may be granted to manufacturers or producers
may be obtained from the Bureau of Indian
16.1 Sheets shall be supplied in bundles, and Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stundur& Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of gcads
and attending to connected matters in the 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 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 possessiosi of the-latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. MTD 4 ( 3933 1
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
-._
BUREAU OF INDTAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 323 0131,323 83 75,323 94 02 (Common to all offices)
Regional OfCices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg { 332233 3786 4117
NEW DELHI 110002
Eastern : l/14 C. I.T. Scheme VII M, V. I. P. Road, Maniktola { 333377 5846 9296,,333377 S9152 601
CALCUTTA 700054
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 .( 6600 3280 2453
Southern : C. 1. T. Campus, IV Cross Road, MADRAS 600113
{ 92 3355 0125 1169,,223355 0243 4125
Wcsterrl : Manakalaya, E9 MIDC, Marol, Andheri (East)
MUMBAI 400093 1 883322 9728 9951,,883322 7788 5982
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARTDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
-
Printed at Pintograph, New Delhi (INDIA).AMENDMENT NO. 1 JUNE 1996
TO
IS 1079 : 1994 HOT ROLLED CARBON STEEL SHEETS
AND STRIPS - SPECIFICATION
(Fifrh Revision)
( Page 1, clause 2 ):
a) Substitute ‘1608 : 1995 Mechanical testing of metals-Tensile testing
( second revision )’ jar ‘1608 : 1972 Method for tensile testing of steel
products ( firsr revision ) ’ .
b) Delete ‘1663 : 1972 Method for tensile testing of steel sheet and strip of
thickness 0.5 mm to 3 mm (first revision )‘.
c) Substitute ‘10175 ( Part 1 ) : 1993 Mechanical testing of metals -
Modified erichsen cupping test - Sheet and strip: Part 1 Thickness up to 2
mm ( first revision )’ for ‘10175 : 1982 Method for modified erichsen
cupping test for metallic sheet and strip’.
(Page 2, clause 7.3, lines 1 and 2) - Substitute ‘IS 1608 : 1995’ for
‘IS 1663 : 1972 or IS 1608 : 1972 as applicable’.
( Page 3, clause 9.1, Iine 1) - Substitute ‘IS 10175 ( Part 1) : 1993’jor
‘IS 10175 : 1982’.
(Page 5, clause 16.1, line 3 ) - Delete the words ‘or coil’.
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 OmOBER 1997
TO
IS 1079 : 1994 HOT ROLLED CARBON STEEL SHEETS
AND STRIPS - SPECIFICATION
( FiJrhR evision)
( Page 3, clause 13.1, line 1 ) - Insert at the beginning ‘Unless agreed
Otkpwise,‘.
Printed at Printograph, New Delhi-5 (INDIA)AMENDMENT NO. 3 APRIL 2002
TO
IS 1079:1994 HOT ROLLED CARBON STEEL
SHEETS AND STRIPS — SPECIFICATION
(Fifih Reviswn )
(Page1,clause7.1)— Substitute thefollowing fortheexisting
‘7.1Number of Tensile Tests
Number ofsamples tobetested from acast/heat shallbeasfollows:
a)for castheat sizeupto 100tonnes —2samples,
b)forcast sizebetween 100-200 tonnes — 3samples, and
c)for cast sizeover 200tonnes —4samples.
However, in case of material supplied after heat treatrnen~ one tensile test shall
be conducted for each heat treatment batch or a lot of 50 tonnes, whichever is
less.’
(MTD4)
ReprographyUnit BIS,NewDelhi,IndiaAMENDMENT NO. 4 NOVEMBER 2002
TO
IS 1079:1994 HOT ROLLED CARBON STEEL SHEETS
AND STRIPS — SPECIFICATION
(F#th 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, India
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2541.pdf
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IS 2541 :199-i
srTT?h 'qT;r;i;
( ‘s;rfmT)
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Indian Standard
PREPARATIONANDUSEOFLIME
CONCRETE- CODEOFPRACTICE
( Second Revision )
UDC ‘666’972 : 006’76
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1991 Price Group 4Building Lime and Lime Products Sectional Committee, CED 4
FOREWORD
This Indian Standard ( Second Revision > was adopted by the Bureau of Indian Standards, after
the draft finalized by the Building Lime and Lime Products Sectional Committee had been approved
by the Civil Engineering Division Council.
Lime concrete, in spite of its low strength, may be used in several situations in construction, such
as in well foundations for moderately tall buildings, under floor finishes, for filling haunches over
masonry arch work and for roof terracing work. This standard is intended to provide guidance
with respect to preparation and use of lime concrete on the basis of existing knowledge and
experience.
Lime concrete is found to have many desirable properties and advantages for use in construction.
Properly prepared, compacted and laid, lime concrete is durable under normal exposures. Lime
concrete possesses considerable resistance to sulphate attack, and can be used in foundations and
areas in which soil contain considerable quantities of soluble sulphate or where sub-soil water
table is high. The effect of temperature fluctuations on the volume change is negligible in lime
concrete, compared to that of moisture variations. It also undergoes negligible volume change
after setting and initial shrinkage.
In view of a comprehensive Indian Standard being available on lime concrete for waterproofing
treatment [ see IS 3036 : 1980 ‘Code of practice for laying lime concrete for a waterproofed roof
finish (first revisions )’ I, this information has not been covered in this standard.
This standard was first published in 1965 and subsequently revised in 1974. Since publication of
the first revision of this standard, most of the referred standards have been revised and, as such
it was felt necessary to revise this standard so as to update all the references for the convenience
of the users. In this revision the general requirements regarding laying of concrete have also been
modified.
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 2541 : 1991
Indian Standard
PREPARATIONANDUSEOFLIME
CONCRETE- CODEOF PRACTICE
( Second Revision )
1 SCOPE 4.5.3 Fly ash shall conform to IS 3512 : 1981.
This standard covers the preparation and use 4.6 Water
of lime concrete and includes requirements for
Water used for, both mixing and curing lime
materials, method of preparation, laying and
concrete, shall be clean and free from injurious
finishing of concrete for different purposes.
amount of deleterious matter. Sea water shall
NOTE - Lime pozzolana mixture concrete have not be used. Portable water is generally
been excluded from the review of this standard as considered satisfactory for mixing and curing
it is covered in IS 5817 : 1970. lime concrete.
2 REFERENCES 5 DESIGN CONSIDERATIONS
The Indian Standards listed in Annex A are 5.1 General
necessary adjunct to this standard.
Lime concrete may be used generally for the
3 TERMINOLOGY following situations:
For the purpose of this standard, the definitions a) As a levelling course for foundations and
of the terms given in IS 6508 : 1988 shall apply. for plain concrete footings for masonry
walls and columns,
4 MATERIALS b) Ordinary base concrete under floors,
and
4.1 Lime
c) For filling haunches over masonry arch
Lime for use in lime concrete shall conform to work.
IS 712 : 1984.
5.2 For satisfactory use selection of proper
4.2 Cement lime concrete mix, the following information
will be necessary:
Cement shall conform to the requirements of 33
grade ordinary Portland cement specified in a) Lime Concrete in Foundations - Moisture
IS 269 : 1989. condition of the sub-grade, sub-soil
water level and foundation loads.
4.3 Pozzolaoic Materials
b) Lime Concrete Under Floor Finishes -
4.3.1 Burnt clay pozzolana shall conform to Moisture condition of the sub-grade, sub-
IS 1344 : 1981. soil water level, type of floor finish and
floor loads.
4.3.2 Fly ash shall conform to IS 3812 : 1981.
5.3 Mix Proportions
4.4 Coarse Aggregates
Guidance about mix proportions for different
Coarse aggregate for use in lime concrete shall purposes is given in Table 1.
be either natural stone aggregate conforming
to IS 383 : 1970 or broken brick ( burnt clay ) 5.4 Workability
aggregate conforming to IS 3068 : 1986 or
cinder aggregate conforming to IS 2686 : 1977 Because of very good water retention properties
depending upon the situation of use of lime mortar, workability of lime concrete
( see Table 1 ). will generally be found satisfactory with normal
methods of preparing concrete. Workability of
lime concrete may be improved further by
4.5 Fine Aggregate
increasing the proportion of lime mortar ( but
4.5.1 Sand for use in lime concrete shall conform this shall not be increased beyond the limit
to IS 383 : 1970. sp:cified in Table 1 > and by using well graded
aggregates. The proportions recommended
4.5.2 Brick aggregate shall conform to in Table 1 will normally be found to give
IS 3182 : 1986. satisfactory workable mixes. Lime concrete
1IS 2541 : 3991
Table 1 Recommended Mixes for Use in Lime Concrete
( Clauses 4.4, 5.3, 5.4, 5.6.2, 7.2.1 and 7.3.1 )
Sl Situations Type of Mortar Class of Lime* Type of Maximum Proportion of Remarks
No. ( AI1 Proportions as in IS 712 : Coarse Size of Mortar to
by Voiume ) 1984 Aggregate Coarse
Aggregate
Volume )
(2) (4) (5) (6) (7) (8)
‘i,’ In founda- 1 lime,(3: fi ne A Stone or 50 mm 1 40 to 50 parts Nxmally suit-
tions aggregates broken brick I of mortar to able for build-
1 lime, 1 pozzo- B, C, D, E -do- 50 mm i 100 parts of ings not
~;~ematerial, t aggregate de- more than
aggre- 1 pending upon three storeys
gate 1 the grading of high and in
3 lime, 1 cement, B, C, D, E -do 50 mm J aggregate places with
12 fine aggregate dry sub-grade
that is subsoil
water level
not w ithin
2 5 m of foun-
dation level
ii) Base con- 1 lime, 2 fine A Stone or 50 mm 1 40 to 50 parts Suitable for
Crete under aggregate broken brick of mortar to dry and tole-
floor finishes 1 lime, 1 pozzo- B, C, D, E -do- 50 mm ( 100 parts of rably wet
on ground lanic materials, aggregate de- sub-grades
1 fine aggregate pending
3 lime, 1 cement, B, C, D, E 50 mm upon the grad-
12 fine aggregate ing of aggregate
iii) Levelling 1 lime, 2 fine A Broken brick 20 to 25 40 to 50 parts -
course or aggregate or mm of mortar to
cushioning 1 lime, 1 pozzo- B, C, D, E cinder 100 parts of
layer under lanic material, aggregate
floor 1 fine aggregate
2 lime, 1 cement, B, C, D, E -
12 fine aggregate 1
iv) Filling over 1 ;;;e$ 1 pozzo- B, C, D, E Broken brick 25 mm 45 parts of -
haunces of material, mortar to
masonry 1 fine aggregate 100 parts of
arch work t 1 : 2 aggre-
J we
NOTE - For details of fine aggregate, see 4.5.
*When lime is used as putty, the proportioning shall take into account only the equivalent quantity of dry
slaked lime.
with 50 to 75 mm slump ( see Annex B ) will be 5.6 Strength Requirement
generally found suitable for uses indicated
in 5.1. 5.6.1 The strength of lime concrete will depend
on the class of lime type and size of coarse
5.5 Rate of Hardening and Setting Time aggregate, proportion and quality of pozzolanic
materials used in mortar for preparation of
5.5.1 The hardening df lime concrete will be concrete. The process of strength development
slower than that of cement concrete, but will be in lime concrete is slow and may extend through
satisfactory for most of the normal uses to years.
which it is put in building work, except where
early strength is required, such as in emergency 5.6.2 The minimum strength of lime concrete
works or in works under very wet conditions. of mix proportions specified in Table 1, when
In case of structural lime concrete subject to tested in accordance with procedure laid down
load, such as in foundations, further construc- in Annexes B and C shall be 1 N/mm2 of
tion shall not be started earlier than a period of compressive strength at 28 days and 0’2 N/m2 of
seven days after concrete has been laid and transverse strength at 90 days. The compressive
consolidated. strength at 90 days is expected to rise to
1’2 N/mm2.
5.5.2 Setting time of concrete will deperd upon
the class of lime used in the preparation of 6 PREPARATION OF LIME CONCRETE
mortar and will be variable. Though initial
set may occur in 2 to 3 h, where Class A lime is 6.1 Mortar for Concrete
used, the final set does not usually occur in
less than 10 to 12 h. Placing of concrete and 6.1.1 Plain lime mortar or lime pozzolana
compaction shall be completed before thp initial mortar or lime cement mortar of specified
set has started after which the concrete shall not proportions of different ingredients shall be
be disturbed. used. Lime shall be used in the form of dry
2
i-IS 2541 : 1991
hydrated lime or in the form of putty which shall NOTE - If cement has been used in the mix, the
concrete shall be laid in position within half-an
be prepared in accordance with IS1635 : 1975.
hour after water has been added to it and
The mortar shall be prepared according to the compacted within one hour.
recommendations laid down in IS 2250 : 1981.
7.2 Lime Concrete in Foundations and Under
6.2 Coarse Aggregate Floors
If coarse aggregate contains excessive dirt, it 7.2.1 The soil sub-grade on which concrete is to
shall bs wlshed and well drained b:fore use. be laid shall b$ properly wetted and rammed
Burnt clay, cinder and other porous coarse befor: concreting is started. Guidance about
aggregate shall be thoroughly soaked and used the mix proportions to b= used may b: obtained
in saturated dry conditions. from Table 1.
6.3 Mixing 7.2.2 The concrete shall b= laid carefully in
position ( not thrown from a height ) while
6.3.1 Lime concrete may be hand mixed or a fresh, in layers not exceeding 150 mm in
small hand operated mixer rnly be used. For thickness when consolidated. Care shall be
larger quantities the use of a mechanical mixer taken while placing the concrete so that
would be desirable. segregation of aggregate particles and mortar
does not take place. Each layer shall be
6.3.2 Hmd Mixing thoroughly rammed and consolidated before
succeeding layers is placed. During laying and
Mixing shall be done on a clean water tight consolidation, concrete shall be kept free from
platform of sufficient size to provide ample
contamination by leaves, straw, twigs, dirt and
mixing area. The platform shall have tight
other deleterious matters. Alternatively, duty
close joints so that there is no leakage of water
plate or surface vibrators may be used for
or mortar through them and the mixing tool
uniform and good compaction.
does not strike the joints while in operation.
7.2.3 Heavy rammers shall be used and ramming
6.3.2.1 The coarse aggregate shall first be shall be continued until a skin of mortar covers
stacked to an even surface on the platform. the surface and completely hides the aggregate
Lime mortar ( or lime-pozzolana mortar ) in the ( iron rammers weighiyg 4h to 5& kg and
specified proportion shall then be evenly spread ;i;nrore fhaa 300 cm in area are generally
over the aggregate and the whole thoroughly satisfactory ). Square rammers are
mixed. Water in just sufficient quantity shall helpful in consolidation of edges. No water
be applied with a sprinkler, to enable the mortar shall b: added during ramming. Where joints
to adhere to each piece of aggregate. The in the same layer are unavoidable, the end of
mixing shall be done by turning it over and over each layer shall be sloped at an angle of 30” and
several times, until all the particles of aggregate made rough to ensure proper bond with new
are covered with mortar and a concrete of concrete. The surface of each completed layer
uniform appearance and consistency is obtained. shall be watered, roughened and cleaned by
wire brushing or any other suitable means
6.3.3 Machine Mixing before the next layer is laid over it. Where
vertical joints occur in an upper and a lower
Clean, saturated surface dry coarse aggregate
layer, they shall be at least 600 mm apart
shall first be fed into the mixer. Lime mortar
horizontally.
( or lime-pozzolana mortar ) in the specified
proportion shall then be fed into the mixer and 7.2.4 The mixing and ramming shall go on
the contents mixed well. The required quantity continuously when once started; relief parties
of cement shall then be added, if necessary. being provided to avoid stoppage. This may be
Mixing shall be continued until there is a achieved by arranging workmen in one or more
uniform distribution of the materials. Final lines across the concrete, with a lateral clear
adjustment of water, to obtain concrete of space of not more than 500 mm between
required consistency, may be made by adding workmen Sufficient labour and materials shall
.clean water, if necessary, and turning the be employed to make up the concrete
ingredients in the mixer. foundation layer by layer, simultaneously
throughout the whole building. When this is
‘7 LAYING not practicable, unfinished layers of concrete
shall have break joints as described in 7.2.3.
.7.1 General
7.2.5 Curing
*Only that much quantity of concrete shall be
mixed which can be laid in position within two After the laying and compaction has been
hours after mixing. The concrete shall completed, concrete shall be cured for a further
-preferably be placed in position immediately period of not less than 10 days. For the first
after mixing has been completed. Laying and 48 h it shall be cured by covering it with wet
compaction of concrete shall be completed hessian or by spreading sand, gunny bags and
within four hours of adding water. watering frequently in moderate quantities.
3IS 2541 : 1991
7.2.5.1 In case of concrete in foundations no required thickness and levels in layers not
brickwork or masonry shall be laid on concrete exceeding 100 mm in thickness. Compaction
for a period of at least seven days after and ramming shall be continued till wet mortar
laying or till such period, the engineer-in- just appears at the top surface of the layer
charge feels it necessary. being consolidated.
7.3 Lime Concrete in Haunches of Arches 7.3.2 Curing
7.3.1 Concrete of suitable mix proportion as The surface shall be continuously cured for at
recommended in Table 1, shall be laid to the least 21 days as described in 7.2.5.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Titje
269 : 1989 33 Grade ordinary Portland 2686 : 1977 Cinder as fine aggregates for
cement (fourth revision ) use is lime concrete (first
383 : 1970 Coarse and fine aggregates revision )
from natural sources for 3068 : 1986 Broken brick ( burnt clay )
concrete ( second revision > coarse aggregates for use in
lime concrete (first revision )
712 : 1984 Building limes ( third
3182 : 1986 Broken brick ( burnt clay )
revision )
fine aggregates for use in
1344 : 1981 Calcined clay pozzolana lime mortar (first revision )
( second revision )
3812 : 1981 Fly ash for use as pozzolana
1635 : 1975 Code of practice for field and admixture (first revision )
slaking of building lime and 5817 : 1970 Code of practice for
preparation of putty (first preparation and use of lime-
revision ) pozzolana mixture concrete
2250 : 1981 Code of practice for in buildings and roads
preparation and use of 6508 : 1988 Glossary of terms relating
masonry mortars ( first to building lime ( first
revkion ) revision )
ANNEX B
( Clauses 5.4, 5.6.2a nd C-l.1 )
METHOD OF TEST FOR DETERMINATION OF COMPRESSIVE STRENGTH
B-l GENERAL aggregate shall then be removed from the water
and the excess water allowed to drain away by
This method applies to compression tests on keeping the aggregate for 2 to 3 h at room
lime concrete specimen made in a laboratory temperature.
where accurate control of materials and test
B-2.3 The quantities of lime putty, aggregate
conditions is possible.
and water for each batch shall be determined by
mass to an accuracy of 0’1 percent.
B-2 MATERIALS AND PROPORTIONING
B-2.1 The materials and the proportions used B-3 MIXING CONCRETE
in making the tests shall be similar in all
B-3.1 The concrete shall be mixed by hand or
respects to those to be employed in the work.
preferably in a laboratory batch mixer in such
The water content shall be as nearly as practi-
a manner as to avoid loss of water. The lime
cable, equal to that to be used in the work.
and fine aggregate shall first be mixed until
B-2.2 Materials shall be brought to room the mixture is uniform in colour. The coarse
temperature of 27” f 2°C before beginning the aggregate shall then be added and mixed with
test. The coarse aggregate shall be soaked in the lime and fine aggregate. Water shall then
water f\t room temperature for 24 h. The be added and the whole mixed thoroughly for
4IS 2541 : 1991
not less than two minutes until the resulting each layer being rammed with a steel round
bar 38 cm long and having a ramming face of
concrete is uniform in appearance.
2’5 cm2 and a weight of 2 kg. For mixes of
40 mm slump or less, 35 strokes shall be given
B-4 CONSISTENCY
for each layer; for mixes of wetter consistency
B-4.1 The consistency of each batch of concrete this number may be reduced to 25 strokes per
shall be measured as described in B-4.1.1 layer.
to B-4.1.4, immediately after mixing.
B-7 CURING
B-4.1.1 The test specimen shall be formed in a
mould of GI sheeting in the form of the frustum Ali test cubes shall be placed-in moist air of at
of a cone with internal dimensions as follows : least 90 percent relative humidity and at a
temperature of 27” f 2’C for 24 f 0 5 h
Bottom diameter 200 mm, top diameter 100 commencing immediately after moulding is
mm and height 300 mm. The bottom and completed. After 72 h the test cubes shall be
the top shall be open, parallel to each other, marked, removed from the moulds, and placed
and at right angles to the axis of the cone. in water at a temperature of 27” _t 2°C until
The mould shall be provided with suitable required for test.
foot pieces and handles. The internal surface
of the mould shall be smooth, thoroughly B-S APPARATUS
clean, dry and free from set cementitious
material before testing. B-8.1 Testing Machine
The testing mechine may be of any reliable
B-4.1.2 Care shall be taken to ensure that a
type of sufficient capacity for the tests and
representative sample is taken. capable of applying the load at the rate specified
in B-11.2. The permissible error shall be not
B-4.1.3 The mould shall be placed on a smooth,
greater than f 2 percent of the maximum load.
flat, no,n-absorbent surface and the operator
The testing machine shall be equipped with two
shall hold the mould firmly in place, wh‘lle it is
steel bearing platen with hardened faces. One
being filled, by standing on the foot pieces. The
of the platens (preferably the one that normally
mould shall be filled in four equal layers, each
will bear on the upper surface of the specimen )
being rammed with 2.5 strokes of a 16 mm
shall be fitted with a ball seating in the form of
diameter rod, 60 cm long, round nosed at the
a portion of a sphere, the centre of which
lower end. The strokes shall be applied with
coincides with the central point of the face of
such force that the rod just penetrates the
the platen. The other compression platen shall
full depth of the layer being compacted.
be plain, rigid bearing block. The bearing
When the mould is full, the top surface
faces of both platens, shall be at least as large
of the concrete shall be struck off level.
as, and preferably larger than the nominal size
The mould shall then be removed by raising
of the specimen to which the load is applied.
vertically immediately after filling. The moulded
The bearing surface of the platens, when new,
concrete shall be allowed to subside and the
shall not depart from a plane by more than 0’01
height of the specimen after coming to rest
mm at any point, and they shall be maintained
measured.
with a permissible variation limit of 0’02 mm.
The movable portion of the spherically seated
B-4.1.4 The consistency shall be recorded in
compresslon platen shall be held on the
terms of centimetre of subsidence of the
spherical seat, but the design shall be such that
specimen during the test which shall be known
the bearing face can be rotated freely and tilted
as the slump.
through small angles in any direction.
B-S SIZE OF TEST CUBES B-9 ,4GE AT TEST
Compression tests of concrete shall be made on
Tests shall be made at specified ages of the test
150-mm cubes. The moulds shall be of steel specimens, the most usual being 28 and 90 days.
or cast iron with the inner faces accurately
machined in order that opposite sides of the B-10 NUMBER OF SPECIMENS
specimens shall be plane and parallel. Each
mould shall be provided with a base plate At least three specimens shall be made from
having a plane surface and of such dimensions each batch for testing at each selected age.
as to support the mould during filling without
leakage and preferably attached by springs or B-11 PROCEDURE
screw to the mould. Before placing the concrete
in the mould both the base plate and the mould B-11.1 Specimens stored in water shall be tested
shall be oiled to prevent sticking of the concrete. immediately on removal from the water and
while they are still in the wet condition.
Surface water and grit shall be wiped off the
B-6 COMPACTING
specimens and any projecting fins removed.
Concrete test cubes shall be moulded by placing Specimens when received dry shall be kept in
the fresh concrete in the mould in three layers, water for 24 h before they are taken for testing.
5
iIS 2541 : 1991
The dimensions of the specimens to the nearest load shall be applied without shock and
0’2 mm and their mass shall be noted before increased continuously at a rate of approxi-
testing. mately 10’5 N/mma/min until the resistance of
the specimen to the increasing load breaks down
B-11.2 Placing the Specimen in the Testing and no greater load can be sustained. The
Machine maximum load applied to the specimen shall
The bearing surfaces of the testing machine shall then be recorded and the appearance of the
be wiped clean and any loose sand or other concrete and any unusual features in the type of
material removed from the surfaces of the failure shall be noted.
specimen which are to be in contact with the
compression platens. In the case of cubes, the B-12 CALCULATION
specimen shall be placed in the machine in such
a manner that the load shall be applied to The measured compressive strength of the
opposite vertical sides of the cubes as cast, that specimen shall be calculated by dividing thg
is, not to the top and bottom. The axis of the maximum load applied to the specimen, durine
specimen shall be carefully aligned with the the test by the cross-sectional area, calculated
centre of thrust of the spherically seated platen. from the mean dimensions of the section and
No packing shall be used between the faces of shall be expressed to the nearest 0.1 N/mm2.
the test specimen and the steel platen of the Average to three values shall be taken as the
testing machine. As the spherically seated repres&tative of the batch provided the
block is brought to bear on the sp:cimen, the individual variation is not more than f 15
movable portion shall be rotated gently by hand percent of the average. Otherwise repeat tests
so that uniform seating may be obtained. The shall be made.
ANNEX C
( Clause 5.6.2 )
METHOD OF TEST FOR DETERMINATION OF TRANSVERSE STRENGTH
C-l PREPARATION OF SPECIMENS C-4 PROCEDURE
Preparation of materials, proportions, weighing, C-4.1 Test specimens stored in water at a
mixing of concrete, preparation and curing of temperature of 27” f 2°C before testing, shall
specimen shall be done in the same way as in the be tested immediately on removal from the
case of compression test specimens given water whilst they are still in a wet condition.
in B-l to B-7. Specimens when received dry shall be kept in
water for 22 h before they are taken for testing.
C-2 SIZE OF SPECIMEN The dimensions of each specimen shall be noted
before testing. No preparation of the surfaces
The size of specimen shall be 150 mm X 150 mm is required.
X 700 mm.
C-4.2 Placing the Specimen in the Testiag
C-3 APPARATUS
Machine
The testing machine may be of any reliable type
of sufficient capacity for the tests and capable The bearing surfaces of supporting and loading
of applying the load at the rate specified rollers shall be wiped clean, and any loose sand
in C-4.2. The permissible errors shall be not or other material removed from the surfaces of
greater than -+ 2 percent of the applied load. the specimen where they are to make contact
The bed of the testing machine shall be provided with the rollers. The specimen shall then be
with two steel rollers, 38 mm in diameter, on placed in the machine in such a manner that the
which the specimen is to be supported, and these load shall be applied to the uppermost surface
rollers shall be so mounted that the distance as cast in the mould, along two lines spaced
from centre to centre is 600 mm for 150 mm 200 mm apart. The axis of the specimen shall
specimen. The load shall be applied through be carefully aligned with the axis of I:; B loading
two similar rollers mounted at the third point device. No packing shall be used _wee;l a.he
of the supporting span, that is spaced at the 200 bearing surfaces of the specimen rqd the rc’lers.
mm -entre to centre. The load shall be divided The load shall be applied without shock,
equally between the two loading rollers, and increasing continuously at a rate such that tbm
all rollers shall be mounted in such a manner extreme fibre stress increases at approximate’
that the load is applied axially and without 0’7 N/mm’/min, that is at 2 rate of loading o1
subjecting the specimen to any torsional stresses 4 000 N/min. The load shall be increased until
or restraints. One suitable arrangement which the specimen fails, and the maximum load
complies with these requirements is indicated in applied to the sp-cimen during the test shall be
Fig. 1. recorded. The appearance of the fractured
6IS 2541 : 1991
ATING BARS REMOVE0
LOADING IS COMMENC
SECTION XX SECTION YV
FIG. 1 ARRANGEMENTF OR DETERMINATIONO F TRANSVERSES TRENGTH
faces of concrete and any unusual features in the 3P X a
fb=
type of failure shall be noted. bxd2
When ‘u’ is less than the 200 mm but greater
C-5 CAI&ULATION
than 170 mm for 150 mm specimen
The flexural strength of the specimen shall be
where
expressed as the modulus of rupture fb which,
if ‘u’ equals the distance between the line of b = measured width, in mm, of the
specimen;
fracture and the nearer support, measured on
the centre line of the tensile side of the d = measured depth, in mm, of the
specimen, in mm, shall be calculated to the specimen at the point of failure;
nearest 0’05 N/mma as follows: I = length, in mm, of the span on which
PXl the specimen was supported; and
fb=
bxd2 P = maximum load in N applied to the
when ‘u’ is greater than 200 mm for 150 mm specimen.
specimen If ‘a’ is less than 170 mm for a 150 mm specimen,
or the results of the test shall be discarded.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 licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Irdian Standards.
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harmonious development of the activities of standardization, morklng and quality certification of
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Revision of Indian Standards
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are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Dot : No. CED 4 ( 4877 )
Amendments Issued Since Publication
7.
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
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Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional 05ces : Telephones
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Printed at Swatantra l3harat Press, Delhi, India
|
1950.pdf
|
IS : 1960 - 1992
Indian Standard
CODE OF PRACTICE FOR SOUND i
!
INSULATION OF NON-INDUSTRIAL
i
BUILDINGS
( Fourth Reprint NOVEMBER 1992 )
UDC 699.844
BUREAU OF INDIAN STANDARDS
,,_ M_bNAKB HAVAN, 9 BAHADUR SHAH ZAFAR MARC3
_ I I NEW DELHI 110002
.‘_F
olvw’5 ? :-1 : . August 1962Is:19so-l%a
Indian Standard
CODE OF PRACTICE FOR SOUND
INSULATION OF NON-INDUSTRIAL
BUILDINGS
Functional Requirements of Buildings Sectional Committee, BDC 12
Chairman Representing
J.m-Ga Ix. w- Csntr&B;tding R&suoh Institute ( CSIR ).
r
Members
COL Q. BXNUMIN r-in-Chief’s Brsach, Army Hssdqusrton
16lrruR. 8. -DoV ( &WttURt8nY iuso
’ Sau.J. K. Crxowmu~r Inetitute of Town Planners ( Indio ). New Delhi
Sarr WAurnP auonus ( Alternate )
SEBI DALIP Sx~ow Voltss Ltd., Bombay
SHXI K. T. Dxvco~ In psrsonol cepooity ( 24120. Dal01 Street, Bombay )
8ur E. 8. O~rnur The Indian Institute of Architects, Bombsy
San J. Id. B~NJAMS~ ( Alternate )
SEBI R. B. QUPTA Contrsl Publio Worhs Depsrtmont
Ds;K. H&ws In persons1 capacity ( 32, A&pore Road, Delhi )
SHEI M. V. Jou~lenra The Hindustan Construction Co Ltd , Bombay
SHRI V. 8. KAMAT ( Altermte )
SXIU c. P. MA+ Nutiousl Buildings Organisstion ( Ministry of
Works, Housing it Supply )
Smu SEBI KB~EIBA ( Aftemute )
Sarr N. 8. MAWXUKXR Minietry of L&our 6 Employmont
Snnr 8. R. Bum= ( Ahnate )
DR. K. N. bfATWJR N&ions1 Physics1 L&oratory ( CSIR ), Now Delhi
‘Snnr K. C. SBX~MTAVA ( Alternate )
SEIU K. K. NAMBUB The Concrete Associstion of Indie. Bombsy
Sour N. H. MOIUU ( Aftemte )
RC?ltESMTATIVE Bombay Munici 1 Corporstion
R--~vrvt Gammon India E”td ., Bombay
SHII J. D. 8mTRI Dirsotorsti Qensrsl of Hoslth Sorvioeo ( Minirtry
of Health )
8nr1 N. B. SH~WW Rsllwuy Board ( Ministry of Roilw~ys )
SEBI 11. P. SINHA Institution of Engineers ( Indis ), Cslcutts
SBRX K. F. ANTXA ( Alternate )
SHBI R. L. Sum Dire&or&o Uonortal of All Indie Rsdio ( Ministry
of Inform&ion k Broadossting )
Da H. C. VISVUJVA~AYA. Director, IS1 ( JZr-o~c~o Memkr )
hputy Dire&q ( Bldg ) ( Secretary )
I
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1100022Is: 19sO-l%z
Indian Standard
CODE OF PRACTICE FOR SOUND
INSULATION .OF NON-INDUSTRIAL
BUILDINGS
0. FOREWORD
0.1
This Indian Standard was adopted by the Indian Standards Insti-
tution on 29 May 1962, after the draft 6nalizcd .by the Functional
Requirements of Buildings Sectional Committee had been approved by
the Building Division Council.
0.2 This standard is one of a series of coda bcii prepared by the
Functional Requirements of Build’ Sectional Committee which has
under its purvim the preparation 7 codes to cover comprehensively
the functional aspects of build- in relation to their structural safety,
fire safety, heat and sound instrIation, ventilation, daylight and orienta-
tion. This code is intended as a simple and convenient guide to the
engineer and architect in the Seld in dealing with noise reduction and
sound insuhation problems.
0.3 Investigations on the e&t of noise on human comfort and
annoyance have revealed that high noise conditions not only result in
uncomfortable living conditions, fatigu% inefficiency and mental strain
but prolonged exposure to such conditions may cause temporary
deafhess or nervous b&owns. Considerable attention has, therc-
fDiDre,bccnpaldtoquictnessinwor’ -; lii~~~d.$~siu$ata
countries. This code is essentially
the experimental Hiork and 6cld studies carried out in certain countries
abroad such as Britain, Sweden, Holland and Denmark. Absence of
similar data on noise levels in relation to human comfort and field tests
to determine suitable types of construction to obtain comfort conditions
in India, makes it difficult to verify all the recommendations of-his code
under the conditions obtainin here. It may however be mentioned
that while the code was L ing iInaliacd, the National Physical
Laboratory, New Delhi was requested by the Sectional Committee to
undertake noise survey in some of the important cities of India. They
have rince conducted this survey in Delhi and Bombay and the data
thus obtained has been very usdul in arriving at the recommendations
made in this standard.
c The Sectional Committee responsible for the preparation of this
code, recommends strongly that a programme of noise survey, noise
comfort conditions, experimental research, and field tests should bc
undertaken by appropriate authorities in the country so that reliable
and factual information can be made available for the design and
3construction of buildings which would provide comfortable living
conditions in respect of noise and sound insulation.
0.5 It is difficult to reduce outdoor noises coming into a building. It is,
therefore, desirable that during the planning of the layout of a town or
a suburb, the location of ,thc residential areas, in particular, should be
so arranged that they are away from the traffic, industrial and other
noisy surroundings and arc set ,off from the various roads according
to the average noise level which may emanate from them at any time.
Residential buildings situated on roads carrying heavy traffic would
need similarly to be set off from the road adequately and suitably
oriented so as to attenuate the noise to the required degree.
Indoor noises may be either due to the tenants on the upper floor
moving their furniture or children dancing and playing or a “flushing
cistern ” worlting or other similar causes; such noises are particularly
annoying during the night. Adequate attention should be paid to the ar-
rangements of rooms in any singie apartment or house and to the design of
the party walls between two dwelling units. Similarly, the construction of
floors and c&ings of buildings having two or more storcys should provide
for the attenuation of impact noises to. the desired degree of quietness.
Some buildings are more vulnerable to noise than others. Broad-
casting and recording studios, audition rooms and certain types of scienti-
fic laboratories; can be put out of action by noise; parliament houses,
council chambers, law courts, schools and colleges, may be made almost
useicss because of noise. Thus specially is the case in hot climates wbcre.
open windows is the rule. Thus close and urgent attention to pro
zoning, particularly in the location of air-ports, factories and such o J- er
sources of noise, should be given before it bccomcs too late.
0.6 In the formulation of this standard, the Committee has considered
the recommendations and practicer in v UC in other countries with
regard to sound insulation of buildin . ‘;Bh ere considerations have led
the Committee to derive assistance r rom BS. CP 3 : Chapter III : 1948
Code of Functional Re uiremenu of Buildings : Sound Insulation
( Houses, Flats and Scboo f s ), issued by the British Standards Institution,
0.7 Wherever a reference to any Indian Standard appears in this code,
it shall be taken as a rcfercnce to the latest version of the standard.
0.8 For the purpose of dcci ’ whether a particular rquirement of
this standard is complied withd, ”Bt e final value, observed or calculated,
aprcssing the result of a test, shall be rounded off in accordance with
IS : 2-1960 Rules for Rounding Off Numerical Values ( Rev&d). The
number of significant places retained in the rounded off value should be
the same as that of the rpacified value in this standard.
8.9 This standard is intended chiefly to cover the technical provisions
relating to sound insulation of buildings, and it does not include a]1 the
necessary provisions of a contract.
4Is: l!m-1962
1. SCOPE
1.1 This code lays dotin acceptable noise levels and sound insulation
standards in non-industrial buildings such as, dwellings, schools, hos-
pitals and office buildings, and recommends methods of minimizing
transmission of air-borne and structure-borne noises. It does not
include standards for industrial buildings.
I
2. GENERALPRINCIPLlB
2.1 &iaa -Noise is defined as ‘ sound not desired by the recipient ‘,
that is, unwanted sound. This unwanted sound may be of single
frequency and of coustant or varying intauities or it may be a com-
bination of various frequencies of different intensities. The annoyance
eff’ect of noise depends not only on the frequency but alsoon the inten-
sity and wave-form of the noise. Thus, the noise may be due to either
of the fwrs, frequency and intensity, or both, high frequency sounds
are more annoying and harmful than low frequency sotmds.
2.2 Im&u rl m Nofau - Noises may be of outdoor or indoor
origin. Outdoor noises are caused by road. traBc, raitnhys, aeroplanes,
lifts, blaring loudqdm and various tw of moving machinery in
the neighbourhood or in adjacent buildings. As far as indoor noises
are concerned, conversation of the’ occupants, footsteps, banging of
doors, shifting of ‘the furniture, operation of the cistern and water-
closets, playing of radios, gramophones, etc, contribute most of the
noise emanating from an adjacent room or an adjacent building.
Noise conditions vary from time to time; a noise which may not be
objectionable during the day may assume annoying proportions in the
siknce of the night when quiet conditions are essential.
2.3Ma~tmmtdNoke
23.1 The range of variation of intensity .of noise is very large. The
loudest and almost painful noise is about 1Qs times the intensity of
sound which is just audible. On account of the wide range of noise
levels and the importance of the effect of increase in noise produced on
the human ear a ‘ logarithmic scale’ is used. Experiments have shown
,that the ear does not respond in proportion to the intensity of the
sound, and that its response is a proximately proportional to the
logarithm of the intensity of soun Cf. For example, sound intensities
varying in the proportion of 10 : 100 : 1000, cause aural effect in the ear
proportional to the logarithms of 10 : 100 : MO, that is,_ 1,2 and 3. The
unit for comparing two noise levels is a ‘ be1 ’ which is the logarithm
of the ratio of the two intensity levels. For example, if the two noise
levels are represented by 1, and Is, the ratio of the two levels expressed
inbelsis,
The ‘ be1 ’ is a large unit and therefore for ractical measurement,
a ‘ decibel ’ eoual to l/10 of a ‘ be1 ’ ia ased. 1 he ratio of the levels
expressed in d-tcibcls is. therefore
2.3.2 The scale of intensities of audible sound commonly met with
covers a range of 130 db. From the physiological point of view, this
scale is not satisfactory as the sensitivity with regard to loudness per-
ceived by the ear varies with both the fr uency and the intensity of
sound. Sounds of e ual intensities but “or .. different frequencies may
appear to the ear to ?Ia ve diGrent loudness, except in the middle fie-
quency range, where equal ccntage increase in intensities levels
produce equal increases in lou CE s. Taking into account the sensitivity
of the ear the more representative unit @p hon ’ is tried which represents
the level of equal loudness at’ all frequencies. Sound is measured in
phons by comparing it aurally with a standard pure-tone of a thousand
cycles per second adjustable in intensity. &rting &om zero decibel,
that is the threshold of audibility (reference sound pressure of 09M 2
dynes/cd ), the level of intensity of sound of thousand cycles tone is
adjusted so as to be equally loud to the ear as a given noise. The level
of the noise in phons rs equivalent numerically to the intensity level in
decibel of 1 000 cycles tone found to be equally loud to the ear. For
the sake of convenience in practice, however, all values are expressed in
decibels referred to threshold of audibility.
23.3 Some typical sound levels are given in Table I.
TA8LEI TYhCALSOtINDLEVEbS
solnm-
db
!lkun paaing, boiler faotory
Stemographia room, very noby
nrfeurnnt. automobile puiog
Average eonverution et om m&e
EXf leaves
Threshold of audibility
62.4 Twriwkr of Nobe- Any noise whether of outdoor or of
indoor -origin, ia transmitted through walls, frames, ceiling or floor of
an enclosure and/or through air ( w Fig. 1): Such transmitted noise
is of two types, namely air-borne noise and impact noise.
Structurc-
borne noise ia -caused by impact and is transmitted as air-borne noise.
SECTIONAL ELEVATIONIs:l!Bo-1962
2.41 Air-Borne Noise -. Air-borne noise may be transmitted into an
enclosure by:
a) Air vibration through doors, windows, ventilators, and venti-
lating ducts, and other openings, holes and cracks; and
b) Vibration of the structure as a whole, which allows trans-
mission of sound from one portion of the building to another.
It is found that room structure or large portions of the
structure such as walls, floors and the ceiling vibrate like
diaphragms resulting in the creation of sound waves on the
other side.
2.4.2 Impact Noise - Impact noise is generated in solid structures and
is transmitted as air-borne noise. Noise of footsteps, slamming of
doors, etc, cause vibrations in solid materials and are conveyed over
comparatively long distances. Denser the solid material, more readily
does the sound travel through it.
2.5 Transmission Loss - During transmission of air-borne noise through
a structure a reduction in sound intensity takes place. This is termed
‘ Transmission Loss ’ ( TL) and is numerically equivalent to the loss in
intensity of sound expressed in decibels. The efficiency of sound
insulation of a partition is expressed : A terms of the transmission loss
of air-borne sound that occurs while sound is being transmitted through
it. Thus if 80 db and 40 db are the sound Ievels measured on either
side of a wall, the transmission loss or sound insulation of that wall
is 80-40 = 40 db. Sound insulation offered by a structure depends on
the materials used and the method of construction employed. fiis
value, however, varies with frequency and is high for the high
frequencies and low for the medium and low frequencies. Adequate
idea of the performance of a partition as a sound insulator cannot,
therefore, be obtained from the transmission loss’at one frequency. In
practice the average of a number of such values in the range of about
200 to 2 000 cycles per second gives an adequate idea of noise reduction.
3. OUTSIDE NOISE LEVELS
3.1 Traflic Noise - Most prevalent and important source of noise in the
residential as well as in the industrial areas is due to traffic either in
close vicinity or at a distance. The main types of traffic noises encoun-
tered are:
a) Noise due to heavy trajk conditions, such as those existing
1) in commercial and industrial areas,
2) on main or arterial roads and routes which carry heavy
and high speed traffic during the day and night, and
8IS:1950-I962
3) road corners wh,ere automotive vehicles take a turn and
accelerate speed.
b) Noise due to medium trajic conditions- due to conditions
similar to the above but less in severity, and
c) Noise due to light trafic conditions-due to relatively less
traffic and plying of heavy vehicles at low speeds.
The traffic noise levels due to average conditions of the above
three categories are given in Table II.
TABLE II TRAFFIC NOISE LEVELS ( AVERAGE CONDITIONS )
( Clause 3.1 )
SL TRAFFICI NOISE OVERALLN OISE REMARKS
No. LEVEL IN db
9 Light treffio 60 to 70
70 80 +Rsured at about 3 m
ii) Medium traffic ,,
80 90 from the vehicles
iii) H08Vy tC8fflC ,)
3.2 Industrial Area Noise - These are due to industries in the area and
related traffic. Generally two distinct conditions of noise are obtained
in the industrial area, namely where a particular industrial noise may
be above that of the background traffic noise, and where the back-’
ground noise, usually due to traffic, may be above the industrial noise.
The overall noise levels range from about 60 to 80 db. At night, these
hoise levels are likely to be lower by about 10 to 15 db because of the
reduced traffic. In winter and in cold regions, a similar noise reduction,
attributable to windows of the factories being kept closed, is obtained.
3.3 Residential Area Noise -These are usually due to (a) distant
industrial or traffic noises, (b) local traffic noise, (c) children at play,
and (d) other local noises from trade hawkers, dogs, etc. Typical
residential area noise levels are indicated in Table III.
TABLE III RESIDENTIAL AREA NOISE LEVELS
SL SITUATION NOISE LEVELS IN db
No.
i) ReeidentLl areas with background
Of industrial noise or an average
noise from heavy traffic 65 to 80
ii) Other 8r~aa 60 to 70
9f.S:1%0-1%2
4. MAXIMUM ACCEPTABLE NOISE LEVELS
4.1 The maximum acceptable noise levels inside buildings from the
point of view of comfort, eqonomy and practical considerations under
the conditions prevailing in this, country may be taken as in Table IV.
~ ~
TABLE IV MAXIMUM ACCEPTABLE NOISE LEVELS
BL TYPE OFBUILDINQ NOISE LEVELS IN db
No.
i) oflkx%3 50 to 60
ii) Dwellings ( houses end fleta ) 45 ,, 65
iii) Schools ( class room8 or lecture room6 ) 45 ,) 60
iv) Hospitals 40 ,) 50
5. RECOMMENDED SOUND INSULATION STANDARDS
5.1 The desirable sound insulation required to be provided for various
types of buildings are given in Table V.
TABLE V SOUND INSULATION FOR VARIOUS BUILDINGS
TYPE OF INSIJXATIO;~~S; AI&BOBNE INHALATION xcm
k. BUXLDINU IMPACT NOISE
I A -7 ( FLQO+EILINO
Noisy QOiet CONSTE~~LJTIO) N
90 db Level 70 db Level
i) Hoepitsla 60 30 60 to I30*
ii) Schools 46 25 46 ,) 60+
iii) Dwellings 45 26 45 1, 65.
iv) Ofike 40 20 40 ,, 60.
*The higher vsluss correspond to ooncrste, atone or rimilu Bolid Aoor/oeiling
conrtruction.
5.2 When windows of a building, particularly those of bedrooms in
apartments or flats, wards in hospitals and teaching rooms in schools,
face roads carrying heavy traffic or’ other noises of the order of 80
to 90 db ( measured at a distance of about 3 m ), the building should
be located at a minimum distance of about 30 m from the road; but a
distance of 45 m or more, where possible, should be aimed at for
greater relief from noise. When the windows are at right angles to
10Is:1950-1%2
the direction of the above type of noise, this distance should be
arranged to be about 15 to 25 m. In case another building, boundary
wall or trees and plantations intervene between the road traffic and the
house/flat or school, certain further noise reduction is achieved and in
such cases the above distances may be reduced suitably.
5.3 Sound insulation for air-borne noise or overall sound insulation
required between individual rooms or apartments of a building ur&t
shall be as given in Table VI. These values may, however, be
suitably increased where required.
TABLE VI BOUND INSULATION BETWEEN INDIVIDUAL ROOMS
SL SITUATION INSULATION IN db
NO.
i) Between the living room in one house or flet and
the living room snd bedrooms in snother 50
ii) Elsewhere between houses or flats 40
iii) Between one room and another in the same house
Or flat a0
iv) Between teaching rooms in 8 school 40
v) Between one room and snother room in an office 30
vi) Between one ward and another in 8 hospital:
Norm81 40
Extra quiet 45
NOTE 1 -Where communicating doors are provided, all doors nhould be LIO
designed as to provide recommended insulation between the rooms.
NATE 2 -There are canea when 8 set of houses or flats have to be built for the
people who work 8t night 8nd sleep during the day. It is desirable to conRider tho
design of at least one such room in each of the houees or flats which will provide an
inrulation of shout 45 db in thst room.
5.4 Sound Insulation of Impact Noise - The floor of a room immediately
above the bedroom or living room shall have impact insulation as
indicated in 5.4.1 and 5.4.2.
5.4.1 Concrete Floors- In the case of houses and flats, these floors
shall be insulated so as to reduce the a\veragc loudness of impact
sound by about 15 db above that provided by a bare concrete floor of
normal thickness. In the case of schools the floor of the room imme-
diately above the teaching room shall have an insulation of’ about 10 dh
above the normal floor insulation.
5.4.2 Timber Floors - In the case of houses and flats, these floors
shall be insulated so as to reduce the average loudness of impact
11Is:l!m-1962
soundb y about 20 db as compared with the normal floor construction
of a wooden board joist floor with lath and plaster ceiling. In the
case of schools, the floor of the room immediately above the teaching
room shall have an insulation of about 15 db above the insulation
of normal floor construction indicated above.
5.5 Sound Insulation for Noise Emanating from Mechanical Equipment -
Mechanical equipment which emanate sound such as water-closets,
pumps, motors, lifts, etc, shall be adequately insulated.
6. MEANS OF ACHIEVING NOISE REDUCTION AND SOUND
INSULATION
6.1 Noise Reduction
6.1.1 By Suitable Location, Orientation in Luyout and Plan - The most
obvious method is to locate the residential buildings in a quiet area
away from the noisy surroundings like the industrial area!, railway
tracks, tramway lines, aerodromes, roads carrying heavy traffic, etc.
They shall be adequately set-off from the road and oriented in such
a way that doors and windows do not face the source of ,noise. In
case this is found not possible, double doors and windows shall be
provided to prevent leakage of sound. Where possible, the windows
and ventilators may be eliminated by providing artificial illumination
and mechanical ventilation.
6.1.2 By Suitable Arrangement of Rooms within Residential Buildings -
The bed-rooms which are required to be quieter than the rest of the
rooms are best located in the portion farthest from the noise source.
Noise reduction is further attained by separating the bed-rooms from
other rooms where noisy conditions can be permitted or tolerated.
Mechanical equipment required for various services shall not be located
above or close to the bedrooms or other rooms required to provide
quiet condition.
6.1.3 By Suppressing Noise at the Source Itself- Certain types of noise,
for example, the operation of mechanical equipment in the building,
shall be suitably isolated or enclosed in sound-insulated enclosures
so that noise emanating from it is reduced to the minimum.
6.1.4 By Suppressing or Reducing Noise after its Entry into the Room -
The noises, where required could be further suppressed on entry into a
room if some sound absorbent material is installed therein. Provision of
special material may not be warranted in the case of residential
buildings; however, the existence of furnishing material in living and
bed rooms help to reduce noise.
6.1.5 By Reducing the Noise Transmitted Through the Structure-
Reduction of air-borne noise through opening, the most common
12IS:1950-I%2
and major cause of penetration of noise into a room. requires that the
structure should.be made air-tight. The smallest crack or opening would
vitiate the effect of insulation provided otherwise. Ventilating ducts,
where installed, should be specially designed to minimize transmission of
noise. In order to prevent the transmission of noise through vibration
of structure as a whole, designs utilizing materials which transmit
sound less easily than others may be used; the construction of the
wall itself is important in obtaining the desired degree of sound
insulation. Discontinuous or non-homogeneous structures may also be
used to reduce the transmission of noise. The transmission of air-borne
noise may be most effectively prevented by employing rigid and massive
walls which do not have any openings for ventilation ducts, pipes, etc.
Reduction of ‘ impact noise requires the use of discontinuous
or non-homogeneous materials in the construction of the structure.
6.2 Sound Insulation
6.2.1 Sound Insulation Values of Non-porous Rigid Partitions - The sound
insulation of non-porous, homogeneous rigid constructions, such as well
plastered solid brick masonry walls, varies as the logarithm of the
weight per unit area and would thus increase with the thickness
of wall. There is, however, a limit beyond which it requires an
excessive increase in thickness to produce only a small increase in
sound insulation (see Table VII ). The relation between the weight
of a rigid partition and its sound insulation is approximately such
that every time the weight is doubled, there is an increase in sound
insulation of about 4 to 5 db. Sound insulation. valuer in relation
to weight per square metre of wall are given in Table VII.
TABLE VII SOUND INSULATION VALUES ACCORDING TO WEIGHT
OF MATERIAL PER sQUARE METRE
WEX~IITPE~ RQ~~~RMETBP: TBAN~YBSIONLOBB IN db
OF WALLABEA (SOUND~NBUUT~ON VALUE
kg Awm~am FOX126 AND2048+)
5 22'8
25 33'2
37.6
1:: 42'0
150 44'7
200 46-4
250 47.9
49-I
E w0
400 50.9
450 51.6
500 52.3
650 52'9
600 53.6
13IS:1950-1 962
6.2.S2o und Insulation of Porous Materials
6.2.2.1 Porous rigid materials - The relation between weight per
square metre and the sound insulation value given in Table VII
does not apply in the case of porous rigid materials, such as porous
concrete masonry, cinder concrete, etc, because of their sound
absorptive properties which provide about 10 percent higher insulation
than the non-porous varrety of the same weight. In order to secure
the best insulation from such porous materials, it is recommended
that the porous partition should be plastered at least on one side
and if possible on both the sides.
6.2.2.2 Non-rigid or flexible porous materials - These are materials
such as felt, mineral wool, quilt, etc, and they by themselves provide
low sound insulation as compared to rigid materials and therefore
they are not generally used for the purpose of noise reduction and
isolation. However, a composite construction employing a combination
of rigid materials and porous absorbers may be adopted where weight
is an important factor. Such a construction produces better insulation
per unit weight of the partition.
6.2.3 Hollow and Composite Wall Construction
6.2.3.1 Heavy weight construction - Neither the non-porous rigid
materials nor the porous materials alone provide the desired insulation
in a reasonable thickness. For example, about 100 cm thick wall
( 1 950 kg/m2 ) or about 85 cm thick rock wool ( 80 kg/m3 density )
would be required to secure an insulation of about 60 db. A double
wall construction with an intervening air space of 10 cm is however,
more effective than a single partrtron of the same weight*. The
use of porous rigid materials like cinder blocks also results in less
pronounced vibrations than with the use of non-porous rigid materials
in addition to the advantage of sound absorption provided by the
hollow space.
6.2.3.2 Light weight construction -- For light weight construction a
variety of materials such as metal lath and plaster, fibreboards,
plywood, plasterboards, etc, fixed on studs may be employed. For
equal weight these provide greater insulation than solid masonry.
Tests conducted on such partttions have shown that sound is mainly
transmitted through the studs and very little through air space.
Structural cross-connections or ties between the two partitions should
.- 14
.&_ .IS : 1950- 1962
therefore be avoided, but where they cannot be avoided only the
minimum number required should be used. These ties where provided
should be made of wire or, even more preferably, of a suitable
flexible material. Construction with staggered studs ( see Fig. 2 )
which makes the two partitions independent, is recommended.
FIBREBOARDSy \r,OODEN STUDS
STAGGERED
Fm. 2 TYPICAL SECTIONAL PLAN OF A SOUND PROOF PARTITION
6.2.3.3 Filling of hollow spaces in partition-The Ming of hollow
space with acoustic materials like rock wool or glass-wool which
absorbs sound more effectively than air, does not always produce
satisfactory results as the filler may form a bridge across the two
partitions and thereby considerably reduce the insulation. Air space
is generally better than a filling material unless the acoustic material
is in the form of a quilt or an insulation board, suspended or fixed
to one side only of a staggered stud partition with no rigid or even
semi-rigid connection to the other side. This arrangement effects
considerable increase in the insulation value. In the case of hollow
light weight partitions, which may not be structurally separated, the
acoustic filler helps to increase the insulation only slightly and therefore
may not be worth the additional expenditure involved on the filler.
6.2.3.4 Composite wall - Composite walls of laminated construction
may be designed to obtain any sound insulation desired; the maximum
value is obtained when all the layers of alternate porous and rigid mate-
rials are separated by an air space in which case the value approaches
approximately the sum of the values of individual units. Such a
construction, however, occupies .more space and needs great care in
installation in order to obtain the anticipated efficiency. Use of such
composite walls may be required in special cases where high sound
insulation is necessary.
6.2.4 Extent of Insulation Required- As a general rule in practrce
reduction of noise requires to be carried to a level of about 10 to 15 db
below the prevailing inherent noise level in the surroundings. For
example, if ambient noise level in a certain room is, say, 60 db it is
satisfactory if adequate sound insulation is provided so that no outside
noise reaches inside the room above 45 to 50 db.
15ts:l!m-1962
6.2.4.1 The desired sound insulation may be achieved in any one
or more of the following three ways:
a) By adopting a continuous construction by using homogeneous
materials where the extent of sound insulation is controlled by
the weight per square metre. Where the requirements are
not relatively stringent and are of the order of 50 db, solid cons-
truction of 20 cm to 30 cm bricks is considered suitable.
b) By adopting semi-discontinuous construction where air cavities
are employed with cross-connections between the two partitions,
the cross-connections being kept as few as possible and made
preferably of a flexible material. For example, two 10 cm
thick brick wall will provide 90 db, provided adequate
discontinuity is maintained between the floor and the wall and
the ceiling.
c) By adopting a fully discontinuous construction where complete
discontinuity in the structure is introduced by means of an
air cavity or an elastic acoustic material. This method would
meet the requirements of the highest insulation required within
reasonable weight per square metre.
6.2.S Overall Insulation - In providing sound insulation in any room
the question of overall sound insulation should be considered.
Some areas, like sound-proof doors, windows, etc, may provide insulation
lower than that of the other surfaces and thus would adversely effect
the overall insulation. All the areas should, therefore, be designed
and constructed to provide sound insulation approximating to the
desired overall value.
6.2.6 Classification of Partitions - The result of tests made on the
transmission of speech through partitions of known insulation value
together with. the rating of their relative efficiency is indicated in
Table VIII. In each case conditions with ambient noise level of 30 db
have been assumed on the listening side.
6.2.7 Examples of Sound Reduction Values - Values of sound reduction,
for typical types of (a) continuous construction, (b) semi-discontinuous
constructions, and ‘(c) discontinuous construction are given in A-l.
Sound reduction values obtainable with various types of windows are
given in A-2.
6.2.8 Insulation or Isolation of Impact Sounds-The transmission of
such sounds as in the case of air-borne sounds may be effectively stopped
or minimized by interposing a resilient material for obtaining discontinu-
ity along the path of the vibrations. Both the semi-discontinuous
and the fully discontinuous methods are applicable for isolation of
such sounds.
16Is : 1950- 1962
TABLE VIII CLASSIFICATION OF SOUND INSULATING PROPERTIES OF
PARTITIONS ACCORDING TO THEIR AVERAGE TRANSMISSION LOSS
( Chuse 6.2.6 )
SL TRANSMISSION HEARINCI CONDITION RATING
SO. LOSS OF WALL
db
9 30 or less NFh;alasl;eech can be heard through Poor
ii) 40 Loud speech can be understood fairly Fair
well but normal speech cannot be
understood
iii) 45 Loud speech can be heard but is not Good
easily intelligible. Normal speech
can be heard only faintly, if at all
iv) 50 Loud speech can be faintly heard but Very good
is not understood. Normal speech ( recommended for
is inaudible dividing walls or
pnrtitions )
60 and above Very loud sounds, such as loud Excellent
singing and brass musical instru- ( recommended for
mrut or a radio nt full volume ran band rooms,
be heard faintly m u s i c practice
rooms, radio and
sound studios )
6.2.9 Sound Insulation of -Floors and Ceilings - Both air-borne and
structure-borne sounds may be transmitted through floors and ceilings.
In most of the cases where the ceilings and floor construction is of solid
type like cement concrete these have sufficient weight and rigidity to pro-
vide adequate insulation fo; air-borne sounds, but offer poor insulation
for structure-borne or impact sounds. Insulation against impact sounds
may be done in the following three ways:
a) By using a resilient surface material on floors - This helps to
damp the impact noises, but has no appreciable effect on air-
borne sounds. Linoleum, insulation board, cork, asphalt
mastic and carpet are some of the materials usualIy employed;
the softer the material used, greater is the insulation effected.
An insulation of 5 to 10 db over a bare concrete floor is obtained
with such material.
b) By providing a floating floor construction
1) Concretefloors -This is an additional floor constructed and
isolated or floated from the existing concrete floor by means
of a resilient material, and therefore, does not let the
impacts and consequent vibration to be transmitted to the
room below. It also provides useful improvement in the
17xs:1950-1962
insulation of air-borne sounds. A typical construction is
shown in Fig. 3. The cement concrete used may be of about
5 cm thickness which is poured over a resilient material
like ouilted mineral or glass-wool. It is important that a
wateiproof paper be u&d in between, and both the quilt
and paper lapped so as to prevent concrete from getting
through.
7 PLASTER
SKIRTING
r- FLOOR COVERING
CONCRETE
WATERPROOF
PAPER
L &lINERAL OR GLASS-
WOOL QUILT
FIG. 3 CONCRETEF LOOR FLOATINGC ONSTRWTION
2) Wooden floors -.In the case of floors constructed of wooden
joists the problem of sound insulation becomes more
difficult particularly in the presence of heavy mechanical
impact sounds. Sketches in Fig. 4 show methods of
insulating such floors employing mineral or glass-wool quilt
for isolation purposes. Resilient mountings may be used to
obtain even more satisfactory results.
A further improvement in the insulation of such floors is
achieved by employing a ’ pugging ’ or a ‘ deadening ’
material in the air space between the wooden joists (see
Fig. 4 and 5 ). Either sound absorbent type materials like
mmeral wool or other materials like sand or ashes, may be
used; the latter are more effective because of the fact that
the efficiency of the ‘ pugging ’ depends ‘on the weight of
the material used. In order to obtain useful improvement,
at least 100 kg/m2 of sand ‘ pugging ’ is usually employed.
Mineral wool pugging (at least 15 kg/m2) is used mainly
in conjunction with thin walls of 10 cm thickness or less.
Cl By using a suspended ceiling with air space- This helps to
improve the insulation of both air-borne and structure-borne
sounds by attenuating and isolating them from the room
below. Typical constructions for wooden floors are shown in
( Continued on page 20 )
1818:1!Bo-1962
FLOOR COVERING FLOOR BOARD
MINERAL OR
ASS-WOOL DUILT
EXISTING SUB -
FLOOR OF WOOD
PLASTER6OARD
WOODEN JOIST 4A
r; FLOOR COVERING FLOOR BOARD7
ERAL OR
-WOOL QUILT
4
EXISTING SUB-
FLOOR OF WOOD
PLASTERBOARD
WOODEN JOISTS 48
T FLOOR COVERING FLOOR BOARD7
ASS-WOOL QUILT
WOODEN JOIST PLASTER SAND PUGGING
4c
FIO. 4 EXISTING TIM~ERFLOORS,FI.C)ATINO CONSTRUCTION
19IS : 1950- 1962
Fig. 6A, 6B, and 6C, which provides increasing degree of
insulation. For solid floors, metal hangers or acoustic clips
may be used to support the ceiling below, as shown in Fig. 6D.
The extent of improvement effected depends on the weight of
the ceiling as well as on the structural rigidity with which it
is connected to the solid or wooden floor. Thus the highest
insulation could be achieved by using a heavy ceiling which is
arranged to be independent of the floor by supporting it on
resilient mountings.
In cases of very heavy impacts which are difficult to eliminate
altogether, both the methods (b) and (c) may be adopted.
Sound insulation values of typical floors and ceilings covered
above are given in A-3 nncl A-4.
FLOOR COVERING7 rFLOOR BOARD
PANDED METAL
\-WOODEN JOIST
54 When supporting wails are IO cm thick or less
FLOOR COVERING-] I-FLOOR BOARD
MINERAL WOOL
PLASTERBOARD
I \
LWOODEN JOIST LPLASTER
58 When supporting walls are 20 cm thick or more
Fro. 3 NEXTIMBER FLOORS,FI.OATINOCONSTRUCTION WITII PUGOINO
6.2.10 Skirting - The type of skirting fixed will affect the insulation
;of the floor a great deal. The larger the contact area it provides
between floor and the walls, the lower would be the insulation. A
20IS:1950-I962
/-FLOOR COVERING ,-FLOOR BOARD
PLASTERBOARD
EXPANDED METAL
PLASTER J 6A WOODEN JOIST
t- FLOOR COVERING I-FLOOR BOARD
12mm FIBRE-
BOARD
PLASTERBOARD
EXPANDED METAL
I 68
PLASTER WOODEN JOIST
r FLOOR COVERING r FLOOR BOARD
12 mm FIBRE-
BOARD
PLASTERBOARO
R EXPANDED METAL
.
.:..:.;,:,.;....:.:.:... .;:.: ,....._.. .: .:;.,<: ,...,. ..,,,,...,:,,.,,i. ~, : ,;.. .:,;,
PLASTER 6C WOODEN JOIST
&CC ROOF
THE SUSPENDER WILL BE
PLACED ON EITHER SIDE
OF THE JOISTS ALTERNATELY7
EN1
ER
L FALSE CEILING =X 6D DETAIL AT X
FIO. 0 TIMBERF LOORS,F LOATIN~CONSTRUCTION, WITH SUSPENDED CEILING
typical method of fixing skirtings is shown in Fig. 3. These use air gap
or a resilient material between the skirting and the floor or the lower
edge is chamfered to reduce the contact area. Again, most of the inner
portion of the skirting is scooped out to mmlmize contact with the
walls.
21IS: MO-l%2
APPENDIX A
( Clauses 6.2.7 and 6.2.9 )
A-l. EXAMPLES OF SOUND REDUCTION VALUES
SL MATERIAL OR TYPE OF CONSTRUCTION AVERAGE SOUND
No. REDUCTION
db
Continuous Constructions
1 12.5mm fibreboard 20
2 7.5 kg/m’ sheet glass 25
3 IO-mm plasterboard 25
4 6*5-mm plate glass 30
5 20-mm plasterboard, plastered 16 mm each side 35
6 7*5-cm clinker concrete block, plastered 40
7 lo-cm brickwork or concrete, plastered 45
8 20-cm brickwork, plastered 50
9 40-cm brickwork, plastered 55
Semi-Discontinuous Constructions
Boarding on timber joists, with plasterboard ceiling
with skim-coat plaster 30-35
Boarding on timber joists, with meta lath and
plaster ceiling 35-40
As 1, plus pugging on trays at 50 kg/m2, the pugging
to be air-tight ( e.g. sand, mortar ) 40-45
As 2, plus floating floor boarding on battens on
resilient quilt $5
As 3, but with floor replaced by boarding on cross
battens on resilient quilt laid over joists 55
Timber stud partition with metal lath and plaster
both sides 35
Double partition of 7.5 cm hollow clay blocks, plas-
tered externally, 5-cm cavity, with strip metal ties 40-45
As 7, but with wire ties 50-55
Cupboards used as partitions 25-35
22Is: l!Mo-1962
SL MATERIAL OR TYPE OF CON~TRVCTION AVERME !SOVND
No. REDUCTION
db
Discontinuous Constructions
1 Two leaves of 6-cm clinker concrete, plastered
and separated by a 5-cm air space associated with
suspended ceiling and floating floors:
measured across the walls 50 to 60
measured through the floor 65 to 75
2 As 1, but with a third leaf or 5-cm clinker
concrete between the two discontinuous shells;
each air-space 5 cm, measured across the walls or
through the floor 65 to 75
3 As l,.but with walls of IO-cm brick, plastered:
measured across the walls 60 to 70
measured through the floor 65 to 75
The values given for these three items are for wahs
without wall ties. Wire ties effect a slight reduction
(about 5 db ) and strip metal ties a considerable
reduction in these values.
NOTE-V~&rhtions in sound insulstion due to the me of different pleatem do
not eppear to be significant.
A-2. SOUND INSULATION VALUES OF TYPICAL WINDOWS
DESCRIPTIONO F WINDOW AVERAGE SOUND
REDUCTION
db
Open, in average furnished domestic room or in
class rooms occupied by pupils 5
Open, but with openings reduced to about O-46 m* 10
Closed, single 7.5 kg/m2 glass 25
Closed, double 7-5 kg/m2 glass, 25 mm apart 35
Closed, double 7.5 kg/m2 glass, 15 cm apart 45
Closed, single 6*5-mm plate glass 30
Double, with bathed ventilation openings 30 to 35
Closed, double 6.5-mm plate giass, 15 cm apart 55
Closed, double 6*5-mm plate glass, 15 cm apart
and reveals lined with absorbent material 60 to 65
231s :M O - 1962
A-3.S OUND INSULATION OF TYPICAL FLOORS OTHER THAN
TIMBER FLOORS.
SL TREATMENT IMPROVEMENTO VERBARE
No. CONCRETE FLOORS
db
Resilient Surface Material on Concrete
Bare concrete 0
Linoleum 5
Wood blocks or thin carpet or rubber 5 to 10
Carpet or underfelt .lO
Floating Floor
a) J-cm Dense Concrete Screed on:
Clinkers 5 cm 5 to 10
Granulated cork 2.5 cm 10 to 15
Slag wool quilt, 2.5 cm nominal thickness
( density 190 kg/m3 ) 15 to 20
Glass silk quilt, 2.5 cm nominal thickness
( density 80 kg/m3) 20
Glass silk quilt, two nominal 2.5 cm layers 25
b) Boarding on Battens on:
10 Clips, unlined 5 to 10
11 Asbestos or felt pads, 12.5 mm 5 to 10
12 Fibreboard pads, 12.5 mm 10
13 Felt pads, 2.5 c n or rubber pads, 12.5 mm 10 to 15
14 Slag wool quilt, 2.5 cm nominal thickness 10 to 20
15 Glass silk quilt, 2.5 cm nominal thickness or
rubber pads, 2.5 cm 15to20
Suspended Ceilings (subject to notes
under A-4 )
16 lo-mm (single coat) or 12*5-mm (two
coats) plaster on 12*5-mm fibreboard
on 50 x 50 mm battens in clips 5 to 10
17 5-mm ( single coat ) or 12*5-mm ( two coats )
plaster on IO-mm plasterboard, on bat-
tens in felt-lined clips 10 to 15
24IS : 1950 - 1962
A-4. SOUND INSULATION OF TIMBER FLOORS
SL TREATMENT IMPROVELLENT OVER FLOOR
NO. DESCRIBED IN ITEM 1
BELOW
db
1 Boarding on joists with ceiling of lath and
plaster, or plaster on plaster board 0
2 Ips 1, plus carpet or underfelt 5 to 10
3 As 1, plus floating floor of boarding on bat-
tens on fibreboard 5
4 As 1, plus floating floor of boarding on bat-
tens on resilient quilt 10 to 15
5 As 1, plus pugging of sand or ashes 50
kg/m* or glass silk or slag wool 10 kg/m2 5 to 10
5 As 1, plus pugging of sand or ashes 100 kg/ma 10
7 As 1, but with Roor replaced by boarding on
cross battens on resilient quilt ( not nailed ) 5 to 10
8 As ‘7, plus pugging of sand 50 kg/ma 20
9 Boarding on joists with separate joists for
ceiling 5
10 Carpet on underieit with boarding on joists
for ceiling as above 10 to 15
11 Boarding on joists, pugging of sand or ashes
10 kg/me with ceilings as above 15
12 Floating floor, boarding on battens on resi-
lient quilt on sub-boarding, with joists
and ceiling as above 15 to 20
Susymnded ceiling alone ~111n ot bo ef&tive or give the value shown
NOTE 1 --
unlti.~~ prcr,nutions are alno t&en to provoot treniirr,lrsGon of impact noise hy
ludimct paths, for erzxruplr. by the me c,f a floating floor or b.y Insu!oting the
structure! floor from thu ~011s of the NOID bcloxv, OP by using fully discontiuuoua
eun8tructinn.
NoTI 2 - Tha valuea of t,he trestmontr, gl\‘~~i in A-3 snd A4 may m appropriate
CB*J~b%o added; for eran~ple, the value of pugcmg mey Lw added to the velue of
a floating floor, givrng R tot81 noi~o ruductlc;rs of 20 db.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 ! 331 13 75
l Eastern : l/14 C.I.T. Scheme VII M. 37 86 62
V.I.P. Road, Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East). 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 380001 2 63 48
t Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road. 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 21
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality IMarking Centre, N.H. IV, N.I.T., FARIDABAD 121001 -
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, 3 31 77
GUWAHATI 781003
58-56C L. N. Gupta Marg, ( Nampally Station Road ) 23 10 83
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme. JAIPUR 302005 6 34 71
117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63. Sindhu Nagar, Kanpur Road, 5 5507
LUCKNOW 226005
Patliputra lndustria Estate, PATNA 800013 6 23 05
District Industries Centre Complex, Bagh-e-Ali Maidan
SRINAGAR 190011
T. C. No. 14/1421, University P. 0.. Palayam. 6 21 04
THIRUVANANTHAPURAM 695034
fnspaction Offices (With Sale Point) :
Pushpanjali, First Floor, 205-A West High Court Road. 52 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Burlding, 1332 Shivaji Nagar. 5 24 35
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach. 27 68 00
P. 0. Princep Street, CALCUTTA
t Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28
$ Sales Office is at Unity Building, Narasimharaja Square. 22 39 71
BANGALORE
Printed at Dee Kay Prmters. New Delhi. IndiaAMENDMENT NO. 1 DECEMBER 1978
TO
IS : 1950-1962 CODE OF PRACTICE FOR
SOUND INSULATION OF NON-INDUSTRIAL
BUILDINGS
( Page 18, Fig. 3 ) - Substitute the following for the existing figure:
FLOOR COVERING
FLOAIING CONCRETE
SCREED
/ L WATERPROOF PAPER
RCC FLOOR SLAB
y/l
MINERAL OR GLASSWOOL OUILT
FIG.3 CONCRETE FLOATINGF LOOR CCNTWUCTION
(Pagu 21, Fig. 6D ) - Substitute the figure on page 2 of this
amendment for the existing figure.ISOLATOR
HANGER HOUSING-
/HANGER ROD
,- RCC ROOF
ESILIENT PAD
RUBBER OR
METAL
SPRING
L HEAVY SOUND BARRIER RESILIENT PA0
FALSE CEILING
DETAIL AT *X’
6D
FIG. 6 TMBER AND SOLID FLOORS,F LOATINGC ONSTRUCTION,
NITH SUSPENDED CEILWO
Printed at Dee KayP rir~tNeerws De,lh i. India
|
6441_2.pdf
|
IS : 6441( Part XI) - 1972
Indian Standard
METHODS OF TEST FOR AUTOCLA~VED
CELLULAR CONCRETE PRODUCTS
PART II DETERMINATION OF DRYING SHRINKAGE
( Second Reprint APRIL 1989 )
UDC 666.973.6:6-20.192.52
.. . .
.-\
I
., :
‘m/
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MtVRG
NEW DELHI 110002
Gr 2IS:6441(P art II)- 1972
Indian Standard
METHODS OF TEST FOR AUTOCLAWED
CELLULAR CONCRETE PRODUCTS
PART II DETERMINATION OF DRYING SHRINKAGE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVAllAY.4 Cement Research Institute of India, New Delhi
Members
DR A. S. BHADURI National Test House, Calcutta
SHR~E . K. RAMA(:HANDR~N(A lternate j
Saxx A. K. CHATTERJI CenpolrkBzilding Research Institute ( CSIR ),
DR S. S. REHSI ( Alternate )
DIRECTOK Central Road Research Institute ( CSIR ),
New Delhi
Da R. K. GHOSK( Alternate)
DIRE(~TOR( C SMRS ) Central Water & Power Commiaqion,N ew Delhi
DEPUTYD IRECTOR( CSMRS ) ( Altcrnatr )
SHRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BISWAS( Alternate)
DR R. K. GHOSH Indian Roads Congress, New Delhi
DR R. R. HATTIAX~ADI Associated Cement Companies Ltd, Bombay
SHRI P. J. JANUS( Alternate)
JOINT DIRE~YOR, STANDARDSR esearch, Designs & Standards Organization
(B&S) Lucknow
DEPUTY DIREOTOR,
STANDARDS( B & S ) ( Alternate )
SHRI S. B. JOSHI S. B. Joshi & Co Ltd. nomoay
SHRI M. T. KANSE Directorate Genemlof Supplies & Disposals
SHRI KARTIKP RASAD Roads Wing, Ministry of Transport & Shipping
SRRI S. L. KATHUJXI(A A lternote )
SHRI S. R. KULRA~NI M. N. Dastur & Co ( Private ) Ltd, Calcutta
SHRI M. A. MEHTA Concrete Association of India, Bombay
SHRI 0. MUTHACEEN Central Public Works Department
SUPERINTENDIX~E NOINEEB,
ENDC IRCLE( Alterno&)
SHXI ERACIXA . NA~IXSXA~ Institution of Engineers ( India ), Calcutta
SHRI K. K. NA~IBI~K In personal capacity ( ‘ Kamanalaya ’ 11, First Crescent
Park Road, Gandhinagar, Adyar, Madras )
( Continuedcw page 2 )
- --
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG .
NEW DELHI 110002IS : 6441( Part II ) - 1972
( Continuedfrom page 1 )
Members Representing
Bs~o NABESH PRASAD Engineer-in-Chief’s Branch, Army Headquarters
COL J. M. TOLANI ( AI¬e )
Paos G. S. RAMASWAYY Structural -Engineering Research Centre ( CSIR ),
Roorkee
DR N. S. BHAL ( Afternatc )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHBI RAVINDER LAL ( Alternate )
SHBI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAN Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI R. P. Saa~zl~ra Irrigation & Power Research Institute, Amritsar
SHRI MOHINDEK SINGE ( Alternate )
&RI G. B. SINQH Hindustan Housing Factory Ltd, New Delhi
SHRI c. L. KASLIWAL ( Alterndte )
SHRI J. S. SINGH~TA Beas Designs Organization, Nangal Township
SIXRI A. M. SIN~AL (Alternate )
SHRI K. A. SUBRA~~ANIA~~ India Cements Ltd, Madras
SHRI T. S. RAMACEANDRAN (Alternate )
SliRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate)
SIIRI D. AJITHA SIMHA, Director General, IS1 ( Ex-ofJicio Member )
Director ( Civ Engg )
Secretary
SHSI Y. R. TANEJA
Deputy Director ( Civ Engg ), ISI
Precast Concrete Products Subcommittee, BDC 2 : 9
Conwncr
Concrete Association of India, Bombay
SHRI E. ‘I . .‘I.STIA ( Altcrnalc tu
Shri M. A. Mehta )
SHXI V. A. ART~LANOO~ Neyveli Lignite Corporation Ltd, Neyveli
SI~RI T. RAX.ICKANURAN ( Alfcrnate-) _
: HXI H. 13. CIIAT~ERJX~ Hiudustan Block Manufacturing Co Ltd, Calcutta
SHgI S. K. CIIATTEILJEB Hindustan Housing Factory Ltd, New Delhi
DEPUTY DIIUCTOR, STANDARDS Research, Designs & Standards Organization,
(B&S) Lucknow
ASSISTANT DIRXGTOR, STAND-
ARDS ( M/C ) ( Alternate )
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DXPUT-Y DIRECTOX ( CSMRS ) ( Altcmate )
( Continuedo npage 7 )
2IS:6441& u-t II)-1972
Indian Standard
METHODS OF TEST FOR AUTOCLAVED
CELLULAR CONCRETE PRODUCTS
PART II DETERMINATION OF DRYING SHRINKAGE
0. FOREWORD
0.1T his Indian Standard ( Part II ) was adopted by the Indian Standards
Institution on 21 February 1972, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Autoclaved cellular concrete is a class of material, which has been
developed commercially abroad and is in the process of development in
this country also. A series & Indian Standards on cellular concrete is
being formulated so as to provide guidance in obtaining reliable products
in autoclaved cellular concrete. The Sectional Committee has considered
it desirable to issue a standard for the methods of test for autoclaved
cellular concrete products for the guidance of manufacturers and users.
0.3 In the tormulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.4 For convenience of reference, ‘Indian Standard methods of test for
autoclaved cellular concrete products’ has been grouped into the following
nine parts:
Part I Determination of unit weight or bulk density -and
moisture content
Part II Determination of drying shrinkage
Part III Determination of thermal conductivity
Part IV Corrosion protection of, steel reinforcement in autoclaved
cellular concrete
Part V Determination of compressive strength
Part VI Strength, deformation and cracking of flexural members
subject to bending-short duration loading test
3IS : 6441 ( Part II) - 1972
Part VII Strength, deformation and cracking of flexural members
subject to bending-sustained loading test
Part VIII Loading tests for flexural members in diagonal tension
Part IX Jointing of autoclaved cellular concrete elements
0.5 In reporting the result of a test 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 for determination of dry-
ing shrinkage of autoclaved cellular concrete elements, -measured as the
length change during drying of prismatic specimens of autoclaved cellular
concrete.
2. TEST SPECIMENS
2.1 Shape and ?3ize of SpeciFens - The drying shrinkage shall be
determined on prisms ( without reinforcement ) of 40 x 40 mm cross-
section and a length to suit the length of the measuring apparatus, but
in any case not less than 150 mm.
2.2 Location of Specimens -From each sample for which the dr)
shrinkage is to be determined, three test specimens shall be taken and
these shall form the test series.
2.3 Preparation of Specimens- The specimens shall be cut from the
large sample piece of autoclaved cellular concrete by rotating carbo-
rundum blades or similar device. All surfaces shall be clean cut and plane.
The largest surface shall not deviate from the planeness by more than
0.1 mm if measured diagonally with a plane edge. The length axis of
the prism specimens shall be:
a) perpendicular to the direction of rise, if the height of the sample
from which specimens are prepared is less than 24 cm; and
b) parallel to the direction of rise, if the height of the sample ( from
which specimens are prepared ) is 24 cm or more.
2.3.1ZA lo-mm deep hole shall be drilled centrally in each end surface
of the p;ism. The diameter of the holes shall be large enough to permit
the introduction of spherically shaped gauge plugs which fit the concave
contact points in the measuring apparatus ( see 3 ). The gauge plugs
shall be firmly attached to the specimens by means of cement mortar,
plaster of Paris, epoxy resin or other equally suitable materials.
-p ~-~~
4IS : 6441( Part II) - 1972
3. APPARATUS
3.1 Measuring Instrtiments - Any suitable measuring apparatus may
be used for measurement of the length of the specimens provided the
following requirements are met:
a) Measurements shall be performed with an accuracy of 0.003
percent of the length of the specimens,
b) The instrument shall have sufficient range to allow for small
variations in gauge length,
c) Positive contact shall be established with the gauge plugs attached
to the specimens in order to ensure reproducible measurements
of length, and
d) Means shall be provided for checking the measuring device at
regular intervals against a standard of reference.-
3.2 Gauge Plugs- Gauge plugs shall be made of corrosion resistant
metal and shall be shaped in such a way that positive contact is ensured
with the measuring device used. The projected part of the fixed gauge
plugs shall be lubricated before putting into water. Other devices such
as plates may be used provided the conditions described in 3.1 are met.
3.3 Immersion Tank -A suitable container shall be provided for
complete immersion of the specimens in water. The water temperature
shall be held at 27 f 2°C.
3.4 Storage Room or Humidity Chamber - A suitable room or
container shall be provided in which the specimens can be dried at a
temperature of 27 f 2°C and a relative humidity corresponding with
equilibrium conditions over a saturated solution of potassium carbonate
in water.
3.411 If potassium carbonate solutions are used for the establishment
of the relative humidity the trays containing the saturated solution shall
contain sufficient solid salt so that a saturated solution is maintained.
The solution shall be stirred thoroughly at least every seven days in order
to prevent formation of lumps or a crust.
4. PROCEDURE
4.1 Water Saturation of the Specimens - The ,prismatic specimens
with gauge plugs at both ends shall be immersed in water ( in immersion
tank ) till it attains constant weight, but in any case for not less than 72 h.
Initially, the prisms will rise to the surface if their bulk density is below
1 g/cm’ and absorb water through capillary suction. After two hours the
specimens are weighed down for complete immersion for the remaining
70 h or more, if necessary.
518:6441(hrtII)-1972
4.2 Temting
4.2.1 The first length measurement shall be made as soon as possible
but not later than half an hour after removing the samples from the water.
Prior to placement of the specimens in the measuring device surplus
moisture shall be removed from the surface of the prisms, and the gauge
plugs wiped carefully in order to avoid the presence of a moisture film on
theu surface which can lead to faulty readings.
4.2.2 The measurements shall be carried out at a temperature of 27
& 2°C. The specimens shall always be placed in the measuring unit in
the same position. After the first reading a second reading shall be taken
with the specimen turned 90” around its length axis. If the results of
the two measurements differ the average of the two readings shall be
used.
4.2.3 Repeated measurements of length shall then be taken until the
prisms have obtained constant length. This is considered to be achieved
when two consecutive readings carried out a tseven days interval are
within 0.007 percent of the length of the specimen.
5. CALCULATIONS
5.1 The drying shrinkage &’o f aerated concrete shall be calculated as the
difference in length between the first reading 11 and the final reading 1s
after constant length has been obtained. s shall be expressed as percentage
of the length L of the specimen:
SJk-+ x 100
The shrinkage of each prism shall be stated to three decimal places, the
average of the three prisms to two decimal places.
6. REPORT
6.1 The report shall include the following:
a> Code designation;
b) Identification of product;
c> Date of manufacture;
d) Place, method and time of sampling;
e> Size and age of specimens at start of shrinkage test; and
f ) Linear shrinkage of the individual prisms and mean value.
6IS:6441 (PartII)-1972
( Continued from page 2 )
Members Representing
.
SFIRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHIU A. K. BISWAS ( Alternate)
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI B. D. JAYARAYAN State Housing Board, Madras
SHRI B. K. JINDAL Central Building Research Institute ( CSIR ),
-Roorkee
DR S. S. REHSI ( Alternate )
SHRI L. c. LA1 In personal capacity (‘B/17’ West End,
.New Delhi 23 )
SHRI G. C. MATHIJR .N _at i,o. nal Bu\ ildings Organization, New Delhi
A~SISTAXT DIRECTOR ( DEEIQNS 1 (Alternate )
SHELJS . NAHAROY Engineering Construction Corporation Ltd, Madras
SHRI A. RAXAERISHNA ( Alternate)
SHRI K. K. NAXBIAR In personal capacity ( 6 Ramanalaya’ II, First
Crescent Park Rbad, Gandhinagar, Adyar, Madras )
SHRI RADHEY SHIAX Engineer-in-Chief’s Branch, Army Headquarters
SHRI B. G. SHIRKE B. G. Shirke & Co, Poona
SHRX R. A. DESH~IUKH ( Alternate )
SHRI C. N. SRINIVASAY C. R. Narayana Rao, Madras
~HRI C. N. RA~HAVENDRAN ( Altet nate )
SURVEYOR OF WORKS ( I ) Central Public Works Department
DR H. C. VISVESYARAYA Cement Research Institute of India, New Delhi
c
7
_ ____~ --
C,I~BUREAU 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/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C { 21843
CHANDIGARH 160036 31641
Southern : C. I. T. Campus, MADRAS 600113 I 41 24 42
41 25 19
141 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, { 2 63 48
AHMADABAD 380001 2 63 49
‘F’ Block, Unity Bldg. Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar. 6 27 16
BHOPAL 462003
Plot No 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29, R. G. Barua Road, -
5th Byelane, GUWAHATI 781003
5-8-56C L N. Gupta Marg, (Nampally Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005
{ 66 3948 7312
1171418B Sarvodaya Nagar. KANPUR 208005
‘2: ::97:
Patliputra Industrial Estate. PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 696001
lnspecfion Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambers. Grant Road, 89 65 28
Bombay 400007
@ales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Pdncrp 27 68 00
Stttit, Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
398_5.pdf
|
IS 398 ( Part 5 ) : 1992
lndian Standard
ALUMINIUMCONDUCTORFOROVERHEAD
TRANSMISSIONPURPOSES-SPECIFICATION
PART 5 ALUMINIUM CONDUCTORS - GALVANIZED STEEL - REINFORCED
FOR EXTRA HIGH VOLTAGE ( qO0 kV AND ABOVE )
First Revision )
(
First Reprint JUNE 1994
UDC 621.31555 [ 669.71-427 ] : 621.315.145
Q BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MAR0
NaW DELHI 110002
May 1992 Price Group 4Conductors and Accessories for Overhead Lines Sectional Committee, ET 37
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Conductors and Accessories for Overhead Lines Sectional Committee
had been approved by the Electrotechnical Division Council.
This standard has been prepared to cover the requirements of ACSR conductors for use on extra
high voltage lines ( 400 kV and above ). At such high voltages corona and radio interference
attain great importance and special attention has to be paid to the finish of the conductor.
Tests to ascertain conformity in,this regard have also been stipulated in the standard:
This standard ( Part 5 ) was first published in 1982. At that time the development of EHV
network was envisaged at 400 kV ac only. For this system after detailed techno-economic
studies by_CEA, 54/3. 53 mm Al+ 7/3-53 mm steel conductor in the form of horizontal twin
conductor bundle with a subconductor spacing of 450 mm was identified as the most suitable
conductor. However, with the expansion of 400 kV network and with the development of
f 500 kv dc and 800 kV ac systems, use of additional types of ACSR conductors is envisaged
in the country. This revision, therefore; covers three types of conductors instead of only one
covered in t-he earlier version of the standard. It is, however, not intended to restrict the
standard to the parameters of these conductors only and requirements for other conductors for
EHV purpose will be added later as and when the need arises.
In the standard value adopted for resistivity of EC grade aluminium is O-0282 64 ohm. mm*/m
at 20°C which is the value adopted in the IEC Standard also.
This part deals with aluminium conductors galvanized steel reinforced for high voltages ( 400 kV
and above ) and it forms Part 5 of the series. The other parts in the series are given below:
Part 1 : Aluminium stranded conductors
Part 2 : Aluminium conductors galvanized steel reinforced
Part 3 : Aluminium conductors, aluminium steel reinforced
Part 4 : Aluminium alloy stranded conductor
IS 398 ( Part 2 ) : 1976 to which reference has been made in this standard is a necessary
adjunct to this standard. Should, however, any deviation exist between IS 398 ( Part 2 ) 1976
and those of this standard, the provision of the latter shall apply,
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 ofi numerical valves. ( revised ).’ The
number of significant places retained in the rounded off value should be the same that of the
specified value in this standard.IS 398 ( Part 5 ) : 1992
Indian Standard
ALUMINIUM CONDUCTORFOROVERHEAD
TRANSMISSION PURPOSES-SPECIFICATION
PART 5 ALUMINIUM CONDUCTORS-GALVANIZED STEEL-REINFORCED
FOR EXTRA HIGH VOLTAGE ( 400 kV AND ABOVE )
( First Revision )
1 SCOPE 4 PHYSICAL CONSTANTS FOR HARD-
DRAWN ALUMINIUM
This standard ( Part 5 ) covers the requirements
and tests for aluminium conductors, galvanized 4.1 Resistivity
steel-reinforced used for extra high voltage
The resistivity of aluminium depends upon its
overhead power lines ( 400 kV and above ).
purity and its physical condition. For the
purpose of this standard, the maximum value
2 REFERENCES permitted is O-028 264 ohm. mm?/m at 20°C
and this value has been used for calculation of
The Indian Standards listed in Annex A are
the maximum permissible value of resistance.
necessary adjuncts to this standard.
NOTE - It is not intended to check the resistivity
3 TERMINOLOGY from the measured values of resistance.
For the purpose of this standard, the following 4.2 Density
definitions in addition to those given in
IS 398 ( Part 2 ) : 1976 shall apply. At a tempera’ture of 2O”C, the density of hard-
drawn aluminium has been taken as 2.703
kg/dm>.
3.1 Type Tests
Tests intended to prove that the quality and 4.3 Constant-Mass Temperature Coefftcient of
design of a given type of article are in accor- Resistance
dance with the specifications.
At a temperature of 20” C the constant-mass
temperature coefficient of resistance of hard-
3.2 Acceptance Tests
drawn aluminium measured between two
potential points rigidly fixed to the wire, the
Tests carried out on samples drawn from a lot
metal being allowed to expand freely, has been
for the purpose of acceptance of the lot.
taken as O-004 per degree Celsius.
3.3 Routine Tests
4.4 Coefficient of Linear Expansion
Tests carried out by the manufacturer/supplier The coefficient of linear expansion of hard-
on all the coils to check the requirements drawn aluminium at 0’ C has been taken as
which are likely to vary during manufacture. 23.0 x 1O-6 per degree Celsius. This value
holds good for all practical purposes over the
3.4 Conductor Rundle range of temperature from 0°C to the highest
safe operatmg temperature.
The combination of more than one conductors
perphase in parallel suitably spaced from each 5 PHYSICAL CONSTANTS FOR
other used in overhead transmission lines. GALVANIZED STEEL WIRES
5.1 Density
3.5 Subconductor
At a temperature of 2O”C, the density of
The individual conductor in a bundle defined galvanized steel wire is to be taken as 7-80
in 3.4. kg/dmY.
1IS 398 ( Part 5 ) : 1992
5.2 Coefficient of Linear Expansion NOTE - Lithium soap grease corresponding to
Grade II of IS 7623 : 198.5 is suitable for such
In order to obtain uniformity in calculations a application.
value of 11.5x 1O-6/” C may be taken as the
value for the coefficient of liner expansion of 7 FREEDOM FROM DEFECTS
galvanized steel wires used for the cores of
7.1 The wires shall be smooth and free from all
steel-reinforced aluminium conductors.
imperfections such as spills, splits, slag
inclusion, die marks, scratches, fittings, blow-
6 MATERIAL holes, projections, looseness, overlapping of
stands, chipping of aluminium layers, etc and
6.1 The conductors shall be constructed from
all such other defects as may hamper the
EC grade aluminium rods suitably hard-drawn
mechanical and electrical properties of the
an wire drawing machine ( IS 1841 :. 1978
conductor. Special care should be taken to
and IS 5484 : 1978 can be referred for the
keep away dirt, grit, etc during stranding.
aluminium rod specifications). The mechani-
cal and electrical properties of aluminium wire
8 STANDARD SIZES
shall comply with the requirements given in
Table 1.
8.1 Wires
6.1.1 Galvanized steel wire should be drawn 8.1.1 Nominal Sizes
from high carbon steel rods produced by either
acid or basic open heart process, electric The aluminium and galvanized steel wires for
ftirnace process or basic oxygen process. The the standard conductor covered by this. stan-
mechanical and electrical properties of wire dard shall have diameters specifie’d in Tables 1
shall comply with the requirements given in and 2. The diameter of the steel wires shall
Table 2. The chemical composition of high be measured over the zinc coating.
carbon steel wire is given in Annex B for the
purpose of guidance. 8.1.2 Tolerances on Nominal Sizes
8.1.2.1 Aluminium wires
6.2 The zinc used for galvanizing shall be elec-
trolytic high grade zinc not less than 99.95 A tolerance of f0.5 percent shall be permitted
percent purity. It shall conform to and satisfy on the nominal diameter specified in Table 1.
all the requirements of JS 209 : 1979. Galvamz-
ing may be done either by hot process or 8.1.2.2 Galvanized steel wire
electrolytic process.- When specified by the pur-
chaser, neutral grease may be applied between A tolerance of f 2 percent shall be permitted
the layers of wires. on the normal diameter specified in TabIe 2.
Table 1 Aluminium Wires Used in the Construction of Aluminium Conductors,
Galvanized Steel Reinforced for Extra High Voltages
(Cluuses6.1, 8.1.1,8.1.2.1, 13.5.2.1 and 13.10)
Diameter Cross Sectional Mass Resistance Breaking Load
_---- Area of Nominal at 20°C (----_I--___
c-
Nom Min ---- Max Diameter Max Before After
Wires Stranding Stranding
(1) (2) (3) (4) (5) (6) (7) (8)
mti mm mm mm* kg/km n/km kV kN
3.53 3.51 3.55 9*187 26.45 2.921 1.57 1.49
4.13 4.11 4.15 13.3% 36*20 2.130 2.15 2.04
4.57 4.55 4.59 16403 44.34 1.738 2.64 2.51
NOTES
1 The resistance has been calculated from the cross-sectional area based on ntinimum diameter and a
resistivity of 0.028264 ohm. mm*/m.
2 me resistar.ce of individual wires shall be such that the completed stranded conductor meets the require_
ments of the maximum resistance specified in COI 8 of Table 3.
2IS 398 ( Part 5 ) : 1992
Table 2 Steel Wires Used in the Construction of Aluminium Conductors,
Galvanized Steel-Reinforced for Extra High Voltages
(C/uuses6.1.1, 8.1.1 and8.1.2.2)
Diameter Cross Sectional Mass Breaking Load
T---_~-_-- Area of Nominal Min
Nom Min Diameter /--_----T
Wires Before After
Stranding Stranding
(1) (2) (3) (4) (5) (6) (7)
mm mm mm mm ! kg/km kN kN
3.53 3.46 3.60 9.787 76.34 12.86 12-22
2.30 2.25 2.35 4.155 32.41 5.63 5.35
2.54 2.49 2.59 5.067 39.52 6-87 6.53
NOTE - In order to maintain the circularity of the NOTE - Joints have not been permitted in the steel
wires the tolerances allowed in 8.1.2.1 and 8.1.2.2 wires after final drawing in order to avoid reduc-
shall apply to both the measurements at right angles tion in the breaking strength of the conductors that
taken at the same cross-section as per 2.2 of IS 398 may occur as a result of failure of the joints.
( Part 2 ) : 1976.
8.2 Aluminium Conductors, Galvanized Steel- 10 STRANDING
Reinforced
10.1 The wires used in the construction of a
8.2.1 The size and properties of ACSR conduc- galvanized steel-inforced aluminium conductor
tors shall be given in Table 3.
shall, before stranding, satisfy all the relevant
requirements of this standard.
8.2.2 The resistance of stranded conudctor
shall be in accordance with Table 3. The mass
10.2 The lay ratio of the different layers shall
( excluding the mass of grease, if applied ) is
be within the ‘limits given in Table 4
given in Table 3 for information.
10.3 The ratio of the nominal diameter of the
9 JOINTS IN WIRES aluminium wires to the nominal diameter of the
galvanized steel wires of ACSR conductor, shall
9.1 Aluminium Wires
conform to the values given in Table 4.
No joint shall be permitted in the aluminium
wires in the outermost layer of the ACSR cond- 10.4 In all constructions, the successive layers
uctor. Joints in the individual aluminium shall have opposite directions of lay, the
wires in the layers are permitted in addition to outermost layer being right-handed. The
those made in the base rod or wire before final wires in each layer shall be evenly and closely
drawing, but no two such joints shall be less stranded.
than 15 m apart in the complete stranded
conductor. Such joints shall be made by the 10.5 In conductors having multiple layers of
cold pressure butt-welding. They are not aluminium wires, the lay ratio of any alumin-
required to fulfil the mechanical requirements ium layer shall not be greater than the lay
for the unjoined wires. ratio of the aluminium layer immediately
beneath it.
NOTE -Joints are not permitted in the outermost
layer of the conductor in order to ensure a smooth
conductor finish and reduce radio interference
11 LENGTHS AND VARIATIONS IN
levels and corona losses in the extra high voltage
LENGTHS
lines.
9.2 Galvanized Steel Wires 11.1 Standard Length
There shall be no joints except those in the Unless otherwise agreed to between the pur-
base rod or wire before final drawing, in steel chaser and the manufacturer, galvanized steel-
wires forming the core of the steel-reinforced reinforced aluminium conductors shall be
aluminium conductor. supplied in the lengths from l-2 to 1.5 km.
3IS39S(Part5):1992
Table 3 Aiuminium Condktors, Galvanized Steel-Reinforced for
Extra High Voltages
( Clause 8.2.2 )
Stranding and Sectional Total Approx Approx Calculated Appr?x
Wire Diameter Area of Sectional O*e41 Mass Resistance at
--‘h--__, Aluminium Area Diameter 20°C Bf,‘“Bska
Gumi- Steel Max Min
nium
(I) (2) (3) (4) (5) (6) (7) (8) (9)
mm mm mm mm nlm* mm kg/km Q/km kN
520 541353 713.53 528.5 597.0 31.77 2004 0.055 52 I61 +20
560 4214.13 712.13 562.7 59i .7 31.68 1 787 0.051 99 120.16
690 4214.57 712.54 688.9 72+4 35.04 2 187 0.042 42 146.87
NOTES
1 Mass of the conductoi mentioned in col 7 is different from the mass of the corresponding conductor in
other parts of this stindard due to the difference in mean lay ratio specified in this part of the standard.
2 Resistar.c-_ of the conductor mentioned in Cal 8 is different from the values specified for the corresponding
conductors in other parts of this standard due to the following factors:
a) Lower values of resistivity;
b) Difference in mean lay ratio; and
c) Differer.c:: in tolerance on ihe no!?ln.iI diameter of aluminium wire.
l’abie 4 Lay Ratio of Aluminium Conductors Galvanized Steel-Reinforced
( Clauses 10.3 and 13.4 )
Nominal Number of Ratio Alumi- Lay Ratios Lay Ratios for Aluminium Wire
Aluminium Wires nium Wires for Steel c-_-_--__- -------\
Area r-_C._ Diameter to Core Outside Layer Imme- Innermost Layer
Alumi- Steel Steel Wire ( 6 Wire Layer ) Layer diately Beneath of Conductor with
nium Diameter A- ,----- Outside Layer 3 Aluminium
G-- Max Mitt Max Wire Layer
z--7 Xax C--_-h--,
Min Max
(1) (21 (3) (4) (5) (6) (7) (8) (9) (10) (‘1) (12)
520 54 7 I.00 I6 18 10 I2 I1 I3 I2 I4
560 42 7 I .79 16 18 10 I2 II I3 12 I4
690 ,42 7 I.79 I6 24 IO 14 IO I6 10 I6
NOTE -For the purpose of calculation, the mean lav ratio shall be taken as the airthmatic mean of the
relevant minimum and maximum values given in this Table.
11.2 Random Length 12 PACKING AND- MARKING
UrJess otherwise agreed to between the pur- 12.1 The conductor shall be wound on non-
chaser and the supplier it shall be permissible returnable drums conforming to IS 1778 : 1980
to supply not more than 5 percent of the length strong enough and provided with lagging of ’
on any one order in random lengths; none of adequate strength, constructed to protect the
them shall be shorter than one half of the conductor against all damages and displace-
nominal length. ments during transit, storage and subsequent.
4IS 398 ( Part 5 ) : 1992
handling and straining operations in the field. 13.1.2 Acceptance Tests
Only one conductor length shall be packed on
The following shall constitute the acceptance
each drum.
tests:
12.2 Each drum shall have the following in- a) Visual examination ( see 13.2 );
formation marked on it along with other b) Measurement of. diameters of individual
essential data: aluminium and steel wires ( see 13.3 );
c) Measurement of lay rat!, ( see 13.4 );
a ) Contract/specification number;
d) Breaking load test on indivi-dual wires
b ) Name and address of the consignee; ( see 13.5.2 ) ;
cl Indicating the s’?urce of manufacture; e) Ductility test ( see 13 6 I;
f) Wrapping test ( see 13.‘; );
d) Drum number;
g) Resistance test ( see 13.8 ); and
e) Size of the conductor;
h) Galvanizing test ( see 13.9 ).
f) Length of the conductor;
13.1.3 Routine Tests
g) Gross weight of the drum with protec-
tive lagging including conductor; The routine tests shall be same as acceptance
tests and shall be carried out on each coil.
h) Weight of empty drum wiih protective
lagging; 13.1.4 Selections of Test Samples for Type Tests
j> Net weight of the conductor; For the purpose of type tests samples shall be
taken from a continuous length of conductor
k ) Arrow marking for unwinding; and
and subjected to all the tests specified in
m j Position of the conductor end. 13.1.1.
12.2.1 The conductors may also be marked 13.1.5 Selection of Test SawpIes for Acceptance
with the Standard Mark. Tests
13.1.5.1 For ;he purpose of acceptance tests
13 TESTS samples of individual wires shall normally be
taken by the manufacturer before stranding,
13.1 Classification of Tests from the outer ends of not less than 10 percent
of wire coils and subjected to the tests speci-
13.1.1 Type Tests fied in 13.1.2
The following shall constitute the type tests: 13.1.5.2 Alternately, if desired by the purcha-
ser at the time of placing an order that the
a) Visual examination ( see 13.2 ); tests be made in the presence of this represent-
ative, samples shall than .be obtained by cut-
b) Measurement.of diameters of individual
ting 1.2 metres from the outer end of the
aluminium and steel wires ( see 13.3 );
finished conductor from not more than 10
c>M easurement of lay ratio of each layer percent of the finished reels or drums. If
( see 13.4 ); there is more than one length on any reel or
drum, the sample shall be taken from the outer
d) Breaking load test ( see 13.5 ); length.
0 Ductility test ( see 13.6 );
13.1.5.3 Coils oflered for inspection Fhall be
f) Wrapping test ( see 13.7 );. divided into equal lots, the number of lots
being equal to the number of samples lo be
g) Resistance test ( see 13.8 ); selected a fraction of a lot being coupted as a
complete lot. One saniple coil shall be selected
h) Galvanizing test ( see 13.9 );
at random from each lot.
j> Surface condition test ( see 13.10 );
13.2 Visual Examination
k ) Corona test ( see 13.11 ); and
The conductor shall be examined visually for
m ) Radio interference voltage test ( see good workmanship and general surface finish
13.12 ) of the conductor.
5IS 398 ( Part 5 ) : 1992
13.3 Measurement of Diameters of Individual 13.6.1 Torsion Test
Aluminium Steel wires
One specimen cut from each of the samples
taken under 13.1.5.1 and 13.1.5.2 shall be
The diameter of individual aluminium and
gripped at its ends in two vices, one of which
steel wire shall be checked as per the require-
shall be free to move longitudinally during the
ments specified in 8.1.
test. A small tensile load not exceeding 2
percent of the breaking load of the wire, shall
13.4 Measurement of Lay Ratio
be applied to the sample during testing. The
specimen shall be twisted by causing one of
The lay ratios of each layer of the conductor
the vices to revolve until fracture occurs and
shall be measured and checked as per the
the number of twists shall be indicated by a
requirements specified in Table 4.
counter or other suitable device. The rate of
twisting shall not exceed 60 rev/min.
13.5 Breaking Load Test
When tested before stranding, the number of
13.5.1 Breaking Load Test on Complete
complete twists before fracture occurs shall
Conductor
be not less than 18 on a length equal to 100
This test shall be carried out for the purpose times the diameter of the wire. The primary
of type tests only. A sample of complete fracture shall show a smooth surface at right
conductor having a minimum length of 5 angles to the axis of the wire. Any secondary
metres with compression type dead-end clamps fracture shall be ignored.
compressed at both ends SO as to permit the
When tested after stranding, the number of com-
sample to take its normal straight line shape,
plete twists before fracture occurs shall be not
shall be fixed to a suitable tensile testing
less than 16 on a length equal to 100 times the
machine.
diameter of the wire. The fracttire shall show
a smooth surface at right angles to the axis of
13.5.1.1 An axial load shall be applied gradually
the wire.
and held for about 10 seconds at a load of
5000 kg. less than the specified breaking
13.6.2 Elongation Test
load. The load shall then be raised in steps
of 500 kg. and held for about 10 seconds at The elongation of one specimen out fram each
each step until fracture occurs. The fracture of the samples taken under 13.1.5.1 or 13.1.5.2
shall not be below the breaking load specified shall be determined. The specimen shall be
in Table 3. straightened by hand and an original gauge
length of 200 mm shall be marked on the wire.
13.5.2 Breaking Load Test on Individual Wires A tensile load shall be applied as described in
12.5.2.1 and the elongation shall be measured
For the purpose of acceptance tests this test after the fractured ends have been fitted to-
shall be made on both aluminium aiid galvani- gether. If the fracture occurs outside the
zed steeI wires. gauge marks, or within 25 mm of either mark
and the required elongation,is not obtained,
13.5.2.1 The breaking load of one specimen the test shall be disregarded and another test
out from each of the sample taken under 13.5.1 made. When tested before stranding the
and 13.1.5.2 shall be determined by means of elongation shall be not less than 4 percent.
of a suitable tensile testing machine. The When tested after stranding, the elongation
load shall be applied gradually and the rate shall be not less than 3.5 percent.
of separation of the jaw of the testing machine
shall be not less than 25 mm/min and not 13.7 Wrapping Test
greater than 100 mm/min.
This test shall be made on both aluminium and
galvanized steel wires.
The ultimate breaking load of the specimens
shall be not less than the appropriate value
13.7.1 Aluminium Wires
specified in Tables 1 and 2.
One specimen cut from each of the samples of
13.6 Ductility Test aluminium wire taken under 13.1.5.1 or 13.1.5.2
shall be wrapped round a wire of its own dia-
For the purpose of ductility test both torsion meter to form a close helix of 8 turns. Six
test and elongation test shall be carried out turns shall then be unwrapped and again closely
on galvanized steel wires only by the proce- wrapped in the same direction as before. The
dures given in 13.6.1 and 13.6.2. wire shall not break or show any crack.
6IS 398 ( Part 5 ) : 1992
NOTE - Slight surface cracks shall not constitute to get out of place or disturb the longitudinal
cause for rejection. smoothness of the conductor. The measured
diameter at any place shall be not less than the
13.7.2 Galvanized Steel Wires
sum of the minimum specified diameters of the
One specimen cut from each of the samples of individual aluminium and steel stl:ands as given
galvanized steel wire taken under 13.1.5.1 or in Tables 1 and 2.
13.1.5.2 shall be wrapped round a mandral of
13.11 Corona Test
diameter equal to 4 times the wire diameter to
form a close helix of 8 turns. Six turns shall For 400 kV
then be unwrapped and again closely wrapped Two samples of conductor of 5 m length shall be
in the same direction as before. The wire shall strung with a spacing of 450 mm between them,
not break. shall be subject to 50 Hz phase to earth voltage.
The stringing height of the bundle for the
13.8 Resistance Test
purpose of this test shall be such that the
This test shall be made on aluminium wires minimum clearance’ to ground is not more than
only. The electrical resistance of one speci- S-84 m. The corona control rings shall be so
men of aluminium wire cut from each of the selected that they shield the insulators strings
samples taken under 13.1.5.1 or 13.1.5.2 shall be and hardware fittings only and do not provide
measured at ambient temperature. The mea- shielding for the conductor bundle.
sured resistance shall be corrected to the value
For & 500 kV DC
at 20’ C by means of the formula:
Quadbundle conductors of maximum 5 m
I
length shall be strung with a spacing of 457 mm
R,o = RT 7 + tL ( T _ 3) )
between them, sample shall be subjected to
where dc voltage. The stringing height of the cond-
R,,, = resistance corrected at 20°C; uctors for the purpose of this test shall be such
that minimum clearance from ground is not
Rr = resistance measured at TOC;
more than 7 m ( surface gradient 22 kV/cm )
u = constant-mass temperature co- under dry condition. The corona control rings
eflicient of resistance 0.004; shall be so selected that they shield insulator
T = ambient temperature during strings and hardware fittings only and do not
measurement. provide shielding for the conductor bundles.
The resistance corrected at 20°C shall be not For 800 kV
more than the maximum value specified in Quadbundle conductors of minimum 5 m shall
Table 1. be strung with a spacing of 457 mm between
them, shall be subjected to 50 Hz voltage. The
13.9 Galvanizing Test
stringing height of conductor for the purpose
This test shall be made on galvanized steel wires of this test shall be such that the minimum
clearance from ground is not more than 12.5 m.
only.
The corona control rings shall be so selected
13.9.1T his test shall be made on one specimen that they shield the insulator strings and hard-
cut from each of the samples of galvanized ware fittings only and do not provide shielding
steel wires taken under 13.1.5.1 or 13.1.5.2. for the conductor bundles.
13.9.2 The uniformity of galvanizing and the 13.11.1 The specimen shall have a corona
weight of coating shall be in accordance with extinction voltage with or without corona rings
IS 4826 : 1979. of not less than the following values:
Line Corona No. of Bundle Height
13.10 Surface Condition Test
Voltage Extinction Sub- Spacing Above
A sample of the finished conductor fo’r use in Voltage Condu- Ground
400 kV system and above having a minimum ctor in
recommended length of 5 metres with compre- ( rms ) Bundle
ssion type dead end clamps compressed on
400 kV ac 320 kV( rms ) 214 45 cm 8.8 m
both ends in such manner as to permit the con-
f500 kV 550 kV (line 4 45.7 cm 9.7 m
ductor to take its normal straight line shape,
dc to ground )
shall be subjected to a tension of 50 percent of
( surface grad-
the UTS of the conductor. The surface shall
ient 22 kV/cm )
not depart from its cylindrical shape nor shall
the strands move relative to each other so as 800 kVac 610 kV ( rms ) 4 45.7 cm 12.5 m
71!5398(Part5):1992
13.11.1.1 There shall be no evidence of corona shall have a radio interference levels below
at any point of the sample. The correspond- 1 000 micro volts at 1.0 MHz.
ing corona inception voltage shall also be
NOTE - During the test corona control rings shall
measured.
be used at both ends of the conductor. The dist-
ance betv.een the two corona control rings shall not
13.12 Radio Interference Voltage Test be fess than 5 metres and the tip of the rings shall
not project beyond 75 mm from the crimped position
of the conductor.
Under the conditions specified in the corona
test, the conductor shall be subjected to the 14 REJECTION AND RETESTS
following voltages ( line to ground ) under dry
condition: 14.1 Should any one of the test pieces first
selected fail to pass the tests, three further
System RIV Test Radio Interference
samples from the same batch shall be selected,
Voltage Voltage. Values Across 300
one of which shall be from the length from
R Resistor at 1
which the original test sample was taken unless
MHz
that length has been withdrawn by the supplier.
400 kV ac 305 kV ( rms ) Max 1 000 PV
14.2 Should all the three test pieces from these
f500 kV dc 550 kV (surface
additional samples satisfy the requirements of
gradient Max 1000 ,V
the test, the batch represented by these sam-
22 kV/cm )
ples shall be deemed to comply with the
800 kV ac 510 kV Max 500 PV standard. Should the test pieces from any of
the three additional samples fail, the batch
The test shall be carried out as per the proce- represented shall be deemed not to comply with
dure given in IS 8263 : 1976. The conductor the standard.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN. STANDARDS
IS No. Title IS No. Title
209 : 1979 Zinc ( third revision ) 4826 : 1979 Hot-dipped galvanized coat-
ings on round steel wires (first
398 Aluminium conductors for
revision )
( Part 2 ) : 1976 overhead transmission pur-
poses : Part 2 Aluminium
conductors galvanized steel 5484 : 1978 Autoclaved cellular concrete
reinforced ( second revision ) blocks
1841 : 1978 EC grade aluminium rod
produced by rolling ( second 7623 : 1985 Lithium base grease for indus-
revision ) trial purposes (first revision )
ANNEX B
( Clause 6.1.1 )
CHEMICAL COMPOSITION OF HIGH CARBON- STEEL
R-l The chemical composition of high carbon steel used in the manufacture of steel wire of
ACSR conductor is given below for guidance:
Element Percentage Composition
Carbon 0.50 to 0.85
Manganese 0.50 to 1.10
Phosphorus Max 0.035
Sulphur Max 0.045
Silicon 0.10 to 0.35Bureat~ of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious
development of the activities of standardization,‘marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publication), BIS
Revision of Indian Standards
Amendments are issued to standards as the need arises on the basis df 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 IndianStandards
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
Dot : No ETD 37 ( 3159 )
Amendments Issued Since Publication
a_
Amend No Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 33101 31,331 13 75 Telegrams : Manaksanstha
Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI 110002 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 G 7 86 26, 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
1 53 23 84
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 35 02 16, 235 04 42
(22 35 15 19, 235 23 15
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BOMBAY 400093 1 6327891, 6327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA.
THIRUVANANTHAPURAM.
Printed at Dee Kay Printers; New Q&i-l 1bOlS. India—————— ...... .......-——...—
AMENDMENT NO. 1 SEPTEMBER 2000
TO
IS 398( PART 5 ) : 1992 ALUMINIWI CONDUCTOR
FOR OVERHEAD TRANSMISSION PURPOSES —
SPECIFICATION
PART 5 ALUMINIUM CONDUCTORS — GALVANIZED STEEL —
REINFORCED FOR EXTRA HIGHVOLTAGE (400kVAND ABOVE)
(First Revikwn )
(Page 3,clmse10.5)— Add the following new clause
‘10.6 For the purpose of calculation of breaking load and resistance, stranding _——-— ....... .... . . ---.- .. . __
constants given in Table 5 are to be used.’
Table5 StrandingConstant
(Clause 10.6)
No.OfwkeS !Mrandillg Collstaill
inConductor
Maaa Electrical Resistance
Aluminium steel Aluminium Steel ‘, ,
(1) (2) (3) (4) (9
42 7 43.6 7.032 0.02515
54 7 55.458 7.035 0.0263S
(Page 4, Table3,CO13 ) – Substitute ‘~~.so’ for ‘71MY.
(ETD 37 )
ReprographyUni4BIS,NewDelhi,India
|
6524.pdf
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IS : 6524 - 1972
( Reaffirmed 1991)
Indian Standard
CODE OF PRACTICE FOR
INSTALLATION AND OBSERVATION OF
INSTRUMENTS FOR TEMPERATURE
MEASUREMENTS INSIDE DAMS : RESISTANCE
TYPE THERMOMETERS
(Third Reprint JULY 1998 )
UDC 536.531 : 627.8
0 Copyright 1973
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 February 1973Indian Standard
CODE OF PRACTICE FOR
INSTALLATION AND OBSERVATION OF
INSTRUMENTS FOR TEMPERATURE
MEASUREMENTS INSIDE DAMS : RESISTANCE
TYPE THER MO-METERS
Instrumentation Sectional Committee, BDC 60
Members Representing
DR B. K. AQARWALA National Physical Laboratory ( CSIR ), New Delhi
SHRI B. S. BWALLA Beas Designs Organization, Nangal Township
DR G. P. MALHOTRA ( Alterna!e )
SHRI N. M. CHAERABORTY Damodar Valley Corporation, Dhanbad
CHIEF ENGINEER ( IRR~ATI~N) -Publi;ay;rks Department, Government of Tamil
SHRI P. KUMARA~WAMY ( A&mate )
SHRI P. P. DWIVEDI Central Scientific Instruments Organization ( CSIR ),
Chandigarh
SHRI P. GOSWAMI Philips India Limited. Bombav
SRRI K. BASU ( Alternote )
SHRI I. P. KAPILA Central Board of Irrigation and Power, New Delhi
SHRI R. RAJARAMAN ( Alternate )
SHRI B. S. KAPRE Maharashtra Engineering Research Institute, Nasik
RESEARCH OFFICER ( Altematc )
SHRI 2. M. KARACEIWALA Vasi Shums & Co Pvt Ltd, Bombay
) KUMARI A. MANI Meteorological Department, Government of India,
New Delhi
SHRI V. N. NA~ARAJA Ministry of Irrigation & Power, New Delhi
SRRI R. G. PATEL Public Works Department, Government of Gujarat
SHRIJ . RAMALINQAM Central Water & Power Commission, New Delhi
SHRI K. S. RAO Electronics Corporation of India Limited, Hyderabad
SERI H. C. VERMA Associated Instruments Manufacturers ( India ) Pvt
Ltd, New Delhi
SERI K. G. PURAN~ ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-ojkio Member )
Director ( Civ Engg )
Secretary
SHRI G. RAMAN
Deputy Director ( Civ Engg ), IS1
BUREAU OF INDIAN STANDARDS
MANAR BHAVAN, 9 BAHADUR SHAH ZAFAR hfARG
NEW DELHI 110002IS : 6524- 1972
Indian Standard
CODE OF PRACTICE FOR
INSTALLATION AND OBSERVATION OF
INSTRUMENTS FOR TEMPERATURE
MEASUREMENTS INSIDE DAMS : RESISTANCE
TYPE THERMOMETERS
0. FOREWORD
&I This Indian Standard was adopted by the Indian Standards
Institution on 25 February 1972, after the draft finalized by the
Instrumentation Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Volume change and stress occur in concrete dams due to temperature
changes also. The temperature changes arise from both external and
internal causes. The temperature effect may be of two general types
in mass concrete, namely:
a) The effect due to the chemical reaction of cement combining with
water, and
b) The effect due to climatic conditions.
0.3 The temperatures of the faces of a dam are affected by radiant heating,
evaporation of water on the face of the dam, reservoir water, etc. The
surface temperature is important because generally cracking begins at
a surface.
0.4 The surface temperature is important to study the effect of ambient
temperature on the surface of the structures and the temperature gradient
through the dam. ‘1 he external heating and cooling is as important
as the heating from within caused by the chemical reaction of the cement
combining with water. Most of the internal heating occurs during
the first few weeks after casting, but it continues for many years after the
dam is completed. Thus, in order to determine the effect of temperature
on the stress and volume change in a dam, temperature should be
measured at a number of points within the dam, as well as at the
boundaries. However, it is not necessary to determine the detailed
temperature history of every portion of dam.
2ISr6524-1972
0.5 This standard contains clauses which require the user to specify
certain technical requirements at the time of placing orders for
thermometers. The relevant clauses are 4.2.1 and 4.2.2.
0.6 In the formulation of this standard due weightage has been given
to international co-ordination among the standards and practices prevail-
ing in different countries in addition to relating it to the practices in
the field in this country.
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-l 960*. 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 details of installation and observation of
resistance type thermometers of the embedded type for measuring the
temperature in the interior of a concrete dam and such other structures.
2. TEMPERATURE MEASURING INSTRUMENT
2.1 Resistance Thermometers
2.1.1 The operating principle is based on the variations of resistance as
a function of temperature. Resistance thermometers are designed and
constructed for embedment in mass concrete for measurement of internal
temperatures. A typical resistance thermometer which is designed to be
embedded permanently and directly in the mass concrete is shown in
Fig. 1.
c
2.1.2 The coils of resistance thermometers are wound with suitable
platinum-or enamelled copper wire wound non-inductively on an insulat-
ing core so as to have a definite resistance at predetermined temperature.
The thermometers shall have a fixed resistance change over the tem-
perature change of 0 to 100°C. The entire resistance element shall
be encased in a soldered brass case to prevent entrance of moisture and
the element shall be further protected by filling the inside of the case with
joint sealing compound to ensure thermal contact between the coil and the
casing.
*Rules for rounding off numerical values ( raised ).
3IS:6524-1972
ROUND BOTTOM
COPPER WIRE COIL
SEAL
TIBRE SOLDER CABLE
WASHER CABLE LEADS TO SHELL
IL TERMINALS
SOLDER END SEAL
WOO0 SCREWS)
14mm THREE-CONDUCTOR
BOND PAPER INSULATOR
RUBBER-INSULATED RUBBER-
WICARTA INSU SHEATHED ELECTRICALC ABLE
FIG. 1 EMBEDDED TYPE RESISTANCE THERMOMETER
2.2 Measuring Circuits-The measuring circuits shall be in accordance
with IS : 2806-1964* or any suitable instruments.
3. NUMBER AND LOCATION
3.1 Apart from the externally imposed load and deformation conditions
the greatest single factor in causing stresses in massive concrete structures
is temparature change. Thus, it is imperative jhat temperature be
measured accurately at many points in the structures.
3.2 It is often sufficient to select those portions of the dam for measure-
ment which are typical, on the one hand, and those which are most
severe on the other hand and to concentrate the measurements in such
locations.
3.3 Since strain meters and stress meters installed in dams for strain and
stress measurements provide an accurate measurement of temperature
together with their other indications, there is no need of duplicate instru- L
ments for this information at these main points of measurement. However,
sufficient resistance thermometers should be embedded at intermediate
points to give a complete picture of the temperature in the body of the
structure.
3.4 A typical scheme would be to place a thermometer in 15 x 15 m grid
horizontally and vertically in a minimum of one block in the spillway
portion, a minimum of one block in the non-overflow portion of the
dam and in other portions depending upon the data required for detailed
study of the structural behaviour of the dam.
*Methods of temperature measurement by electrical resistance thermometers.
43.5 A ~few thermometers should be placed near and in the downstream
face to evaluate the rapid daily fluctuations in temperature. Thermo-
meters placed in the upstream face as a continuation of the main thermo-
meter grid will serve to evaluate lake temperatures close to the dam.
3.6 In order to better define the steep thermal gradients which may be
more prominent near the upstream and the downstream faces of the dam,
it is desirable to place thermometers at 15 cm, 1 m, 2 m and 3 m from both
the downstream faces of the dam in addition to those in the grid.
3.7 For measurement of foundation temperature, thermometers should be
placed near the base of the dam and also in holes drilled into the
foundation at desired locations.
3.8 In order to study the effect of operating penstocks and river outlets, on
the temperature of surrounding concrete mass, one line of thermometers
should be installed, spacing of thermometers from the outside of penstock
or outlet pipe being 15 cm, -1 m, 2 m and further as required.
4. INSTALLATION
4.1 In the embedment of a resistance thermometer orientation is not
critical and the meter is very rugged. Prior to embedment of resistance
thermometers in newly placed concrete, each instrument should be
thoroughly checked for meter resistance and lead resistance to assure that
all units are in proper operation condition. Immediately after embedment
of the thermometer, the location may be covered either with a wooden
plank or any temporary protecting device, to protect the thermometer
from any damage that is likely to occur during further concreting
operations. Identification tags should also be attached to each thermo-
meter and careful record maintained about the location where each
instrument is laid.
4.2 Some preparation is necessary prior to embedment. This varies with
the type of embedment.
4.2.1 For embedment in the middle of a lift, it has been found helpful to
give each thermometer a quick dip in sealing compound as specified by
the user, and tape with one layer of friction type tape for additional shock
resistance and additional water-proofing insurance during embedment.
4.2.2 Where resistance thermometers are to be embedded at the up-
stream fact to measure water temperatures, additional water-proofing,
against hydrostatic pressure is furnished by encasing the thermometer in a
suitable length of grout tubing which is then completely filled with sealing
compound as specified by the user.
4.2.2.1 For fixing the thermometer at the upstream or downstream
face the method shown in Fig. 2 is recommended. As an alternative the
thermometer may be held by hand against the form while concrete is back
fiIled around it. It is perhaps better, however, to tie the thermometer
5IS : 6524 - 1972
to the form with light wires and provide anchors onto the meter case and
back into the concrete so that the thermometer will not be pulled out
of the weak concrete, when the form is stripped. Trenches are formed in
the fresh concrete for routing the cables from the thermometer to the
terminal board location, or if the latter is located in a gallery of the
dam below the thermometer location, the cables are routed to a conduit
leading from the gallery. Frequently the cable trench is made by
vibrating a length of 20 x 20 cm timber into the fresh concrete after
the individual thermometers have been arranged. The timber is then
removed from the trench, the lead cables placed in the depression and the
depression backfilled with concrete by hand to cover the cables.
4.2.3 For embedment at the base of a lift, it is best to tie down
some wires to the concrete of the previous lift or between two cooling
pipes. The thermometer may then be wired or taped securely, to hold
down the thermometer so that the pressure of the mass concrete will
not dislodge it.
4.2.4 For an installation at the top of a lift, a small hole may be
dug and the thermometer inserted and covered immediately, using the
foot, or a vibrator, to puddle the concrete around the instrument. For
accurate spacing at various heights in a lift, the thermometers have
sometimes been taped to a wood pole carefully maintained in vertical
position.
4.3 Cables and Conduits
4.3.1 Rubber-insulated, rubber-covered stranded copper cables have
proved tough and resilient enough to give good service during the shocks
of embedment, and during its long exposure to the alkaline solutions
of the hydrating concrete. In general, cables run from the instrument to
the nearest gallery for their terminal locations; horizontally directly in the
concrete without conduit, and in downward and upward directions in
conduit. The conduit may be of almost any material which will not
collapse in the fresh concrete. The size of the conduit may easily be
chosen by drawing circles of the diameter of the cable. In order to allow
for ~pulling friction and cable crosses, provide for one and half times
the number of cables where the conduit run is short, up to twice the
number of circles as there are cables where the runs are long or there are
many bends. Circumscribe these circles with a larger one to find the
inside diameter of the conduit.
4.3.2 If the cable leads are to cross expansion or contraction joints
in the structure a slack cable recess should be provided at the crossing
point. This may consist of a wooden box block out, forming a recess into
which the cable is run. During placement of concrete in the adjacent
block a 30 cm loop of slack cable is left in the unfilled block o!rt and
the remaining length of cable laid in the usual manner.
6CABLE JOINT COMPOUND (ANY
SUITABLE SEALING COMPOUN
25mm (b THIN WALL TUBING PAINTED
OUTSIDE WITII‘COALTAR PAINT
SECTION XX
. *
HOLD DlD WN CLIP :
All dimensions in millimetres.
FIG. 2 TYPICAL LAYOUT OF SURFACE THERMOMETERS
7IS:6!324-1972
4.3.3 Cables should be threaded individually into the conduit, SO
that each cable will be required to support only iLs otin weight. At the
entrance of the cables into the conduit suitable protection, such as
padding with burlap, should be provided around each cable and in the
interstices between the cables to prevent sharp bends and to prevent
the entrance of concrete and grout into conduit.
4.3.4 Where a group of many cables is to be run horizontally in a
lift, they may be taped together at intervals and laid on the top of
the next to last layer of concrete in the lift, dovered with pads of
fresh concrete at several points along their length, and placement of
the final concrete lift layer allowed to proceed in the normal manner.
Single or pairs of cables leads may be ‘walked into’ the concrete.
4.3.5 The layout should be planned so that meters and terminal
boards are in the same block.
4.3.6 In the general case where a number of cables from widely
separated points are collected at one central point and run downward in
conduit, a very successful plan is to run the cable in two steps. A
collecting box or concrete form is erected around the grouped conduits
so that the lift is left about 45 cm low at the conduits. During the
placement of the concrete in which the meters are embedded, the cables
are brought horizontally to the collection point and there coiled and hung
out of the fresh concrete. As Soon as the concrete has set sufficiently to
bear traffic, the cable coils are taken down the conduit to the terminal
boards. The advantages are that it is much easier to sort and run cables
when they are not muddied with fresh concrete.
4.4 Terminal Boards - The cables should be terminated in a suitable
terminal board.
5. OBSERVATIONS
5.1 The observations of the instruments should begin as soon as the
instruments are covered and continue at gradually increased time
intervals. As the concrete -hydrates, the resulting heat induces volume
changes and consequent stress change which vary rapidly during the early
days of the concrete and more slowly later. Hence enough observations
shall be available to give the complete picture of these changing
conditions of temperature. The following sliding schedule that has proved
effective is recommended:
a) An observation as soon as the meters are covered ( embedded )
and two more that day;
b) TWO observations on the second day;
c) One reading per day for ten days or until maximum temperature
is reached;
8IS : 6524 - 1972
d) Reading every other day for ten more days;
e) Thereafter, twice weekly for a month; and
f) Thereafter, weekly until the construction is completed. Usually
available help falls off sharply at the end of the construction
period and observations should be continued on a twice a month
basis, if help can be spared but not less than monthly, if the help
situation is critical.
5.2 A recommended pro forma for the record of observations in the field
and for transfer of observations to a permanent record in the office is
given in Appendix A. Suitable data sheets should be printed in advance
upon which the observations can be noted as they are taken and for
preparation of permanent records.
5.3 Resistance thermometers are based OK the fact that the ohmic
resistance of a metal wire varies at a practically linear rate with the
temperature. The thermometer readings are taken by a test set operating
on the Wheatstone Bridge principle,
5.3.1 With the calibration provided for the thermometers (resistance
at 0°C and the change of resistance per “C), resistance readings can be
converted directly to temperature.
6. SOURCES OF ERROR
6.1 The following are the sources of error in measurement of temperature
by resistance thermometers and should be checked frequently:
4 Low voltage of test set batteries,
b) Loose connection of cable terminals on terminal panels,
4 Loose connections in the test set circuit, and
4 High voltage may cause heating of the wire and thus affect
-accuracy of the reading.IS : 6524 - 1972
APPENDIX A
( Clause !i 7 1
THERMOMETER DATA SHEET
Field Record Sheet
Project: Sheet. . . . . . . . . . . . . .of.. . . . . . . . . . . . . . . . . . .
Ambient temperature “C Date:
Reservoir level: Observer:
THERMOMETER TIME OF METER RESISTANCE REMARKS
NO. OBSERVATIO~U _---h-_-~
Previous Present
Reading Meter
with Date Reading
Temperature Data Permanent Record
Project: Sheet . . . . . . . . . . . . . . . of... . . . . . _ . . . ._
Thermometer No. . . . . . . . . . . . . . . . . .
Location: Block.. . . . . . . . . . .Chainage.. . . . . . . *Station. . . . . . . . . . . .Elevation.. . . . . . .
4.
Meter resistance at “C... . . . . . . . . . . . . . . . . . . . . .
Change in temperature per ohm change in resistance . . . . . . . . . . . _..“C
DATE TIME METER RESIZANCE TEMPERATURE OBSERVER REMARKS
Q “C
NOTE- Record any observations like overflow of water, etc, which are likely to
influence the reading of any thermometer which may deviate from the normal,BUREAU OF JNDIAN STANDARDS
Heedquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 1 lOQO2
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 11 3234062, 91 113239399, 91 113239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 2019, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 6-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
‘Eastern : l/l4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9 Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAl 400093 \
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
*Peenya Industrial Area, 1s t Stage, Bangalore - Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar. BHOPAL 462003 55 40 21
Plct No. 62-63. Unit VI. Ganga Nagar. BHUBANESHWAR 751001 40 36 27
Kalaikathir Buttdings. 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, GUWAHATl 781003 54 11 37
5-8-58C. L. N Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B. Sarvodaya Nagar. KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05 i
T. C. No. 14/1421, University P. 0. Palayam, 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
‘Sales Office IS at 5 Chowringhee Approach, P 0. Princep Street,
CALCUTTA 700072 27 10 85
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed al New India Printing Press, Khurja. lndla
|
5891.pdf
|
ISt5891*1970
Indian Standard
SPECIFICATION FOR
HAND-OPERATED-CONCRETE MIXERS
Construction Plant and Machinery Sectional Committee, BDC 28
fzllaim RcpntaJing
Directorate Gene&, Border Roads, New Delhi
MA&GltX J. s. BAWi
Manbns
SHE1 w. BA3ItBTO. Trstor l?&xera Ltd, Bombay
SHR~S . R: SUBBAYAXIAX( A&m& )
S_a. m M. V. BASDEW Raiiway Board ( Ministry OPR&VWS) . .
SHEI M. G. NAIE ( Alfmate )
SKRI s. P. CliuaEI Central Water & Power Commission
SHRI M. 0. DA=- Khandelwal Udyog Ltd, Bombay
SXKRJZ. DATT The Concrete Association of India, Bombay
Sasx Y. K. MEETA ( Alkmate )
DIBECTOB( PD ) Beas Project, Talwara Township
DEPUTYD ~EICCZO(B A CcrnuftI
SHEIN. S. GILL . ’ The Punjab Agro-Industries Corporation Ltd,
Chandigarh
.%IEI B. KAE=ABK= Hindustan Construction Co Ltd, Bombay
SHEIJ. P. KAUSE~E Central Building Research Institute (CSIR),
Roorkee
SHRIJ . S. SXABH~ ( Afiqztc )
SHRIS . Y. KliAPr Killick, Nixon & Co Ltd, Bombay
SHRIJ . S. h-D ( Altermtr )
SERI S. KBISEX.UX Directorate Geurra1 of Supplies & Disposals
SHSI N. KUMAB He&y and Gresbam Ltd, Calcutta
SBSI V. GULATI.( Af&me& )
SARI M. R. MALYA Burmah-Shell Oil Storage & Distributing Co of India
Ltd, Bombay
DE B. S. Barer ( Afternate )
MAJ-GEN 0. M. MANI Bharat Earth Maven Ltd, Bangalore
COL G. K. GOKEALE ( Alternut C)
Ssuxr 6. C. MATWR hational Buildings Organisation, New Delhi
AB~~~TANT DIBXOTOB
( MEOH) ( AI&n& )
BBIOM . N. PATBL . MinlstrydDdence(R&D)
COL N. C. GUFTA I Altmatr 1
SHEI Y. G. PATBL ’ ’ Builden Aseo&tloa of India, Bombay
SHRIH . J. S-8 (A&x&)
SKRID . M. PItASAD William Jacks % Co Ltd, Calcutta
SEBI G. K. S~EI ( Altme )
SNDXAN STANDARDS INSTITUTION
MAN,AKB HAVAN, 9 BAHADUR SHAH ZAFAR MARC
3.
NEW DELHI 110002?
IS: 589kl970
( confinuedfrom pugeI ,’ )
Mrmbrrr Rep&!i*g
SERI B.M. SEN Central Mechaniad Engineering Reeearch Institute
( CSIR ), Durgepur
Sam H. A. SXDDIQI ( A~uwJu!c)~.
SFIRI A. K. SEN‘ Diitorate Gem&I of TecImicsl DeveIopment
SIJPERINTENDIN~ EHQIIEEB, ccntfalPuMicWorkrDepartmmt
DELHI CENTRAL ELWXWCAL
GIHCLEN O. III
EXECUTIVEE NQIXEER( ELEC+.
TRICAL) , MECHUTCAL Elr
WORXBEOPD rwsxon ( Altmmic )
PROF C.G. SWAMINATIIAN Central Road Re$esrch Institute ( CSIR ), New Delhi
RHIQT .*HLoCH~N SIxaH Engineer-in-Chief’s Brsnch, Army Headquartera
SHKI W. S. SATHYANARAYANA( Alkrnate)
SHRI N. k. ‘fAYLOR Recando Privste Ltd, Bombay
SHRI T. H. PESILORI( Akrnaie)
SHRI P. K. THAKUIC Roads Wing ( Ministry of Transport & Aviation )
SHRI G. VJSWANATEAN (Affematu)
SARI N. s. VISWANATIiAN Marshall Sona & Co Mfg Ltd, Madras
SHRI D. AJITEA SIMHA, Director General, IS1 ( Err-e&IciMo et&r )
Director ( Civ Engg )
sccrelaly
SHSI Y. R. TAN~JA
Deputy Director ( Civ Engg ), IS1
Panel for Concrete Batching and Mixing Plants, BDC 28 : P5
Conuenn
SHRI C. L. N. IYENQAR The Cancrete Aakrcistion of Indis, Bombay
Members
SHRI CBAN~RA MORAN Centrsl Me&sr~icel Engineering Resesrch Institute
( CSIR ), Durgapur
SHRI A.K. c.kATTER.U Road Machines ( India ) Private Ltd, Cakutte
SHRIS.P.CEc- Cen trai Water PCP ower Commission
DIRECTOR (PD) Bess Project, Talwara Township
DEPUTY DIRECTOU( Alkmuts)
DR R. K. GHOSH Central Rosd Research Institute ( CSIR ), New D&ri
SHRI V. CULATI HeatIy & Gresham Ltd, New Delhi
SHRI J. P. KAW~HISH Cku~4lgriiding Research Inrtitute ( C!XR ),
SERI S. S. WADIIWA (Altersate)
s&u Y. H. RAO Garlic & Co Private -Ltd, Madrss
SHRI J. F. ROBERTM om ( Akmnztr)
SHRI G. K. SETH1 William Jacks & Co Ltd, New Delhi
SHHI N. S. VI~~~ANATZ~AH Ivisrshsll Sonr 8r Co Mfg Ltd, Msdru I
SERI B. V. K. Acrid~ ( Aitumde)
BE.41 TIRLOCHANS wari Bhai.Sunda Dus & Sons Co Pvt Ltd. New Delhi
w,
2fS:5a91-1970
Indian Standard
SPECIFICATION FOR
HAND-OPERATED- CONCRETE MIXERS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 26 October 1970, after the draft finalized by the Construction Piant and
Machinery Sectional Committee had been approved by the Civil Engineer-
ing Division Council.
0.2 Proper and eflicient mixing of concrete is an important factor affecting
the quality of concrete and the progress of concrete operations. Thorough
mixing of the concrete ingredients would depend to a large extent on the
efficiency of mixer. Batch type concrete mixer which b one of the most
common type of mixers has been covered by IS : 1791-1968* and IS :4-634
1968t. Hand-operated concrete mixer may be used with advantage as an
efficient substitute for platform n$xing on small building works and on
construction jobs where small quantity of concrete is required at a place,
such as pedestal foundations for pipe lines and minor repairs in concrete.
This equipment has considerably improved performance compare,d to hand
mixing on platform.
0.2.1 This standard covering hand-operated concrete mixers has been
prepared mainly with the following objectives:
a) To guide the purchasers in obtaining machine with some minimum
guaranteed performance,
. b) To help the manufacturers and purchasers by laying down working
limits for Capacity and other features of machine, and
c) To aid in production by limiting the number of standard sizes.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : Z-1960$. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard,
1. SCOPE
1-P This standard lays down requirements regarding materials, construc-
tion, capacity and performance of fiee-fU barrow tipping type hand-
operated concrete mixers.
*Spe-cilication for batch type concrete ruixers (Jfti rwicion ).
*Method for testing pcrfommnce of batch-type concrete mixer,
$Ruk for rounding off numerical values ( rmj& ).
3 .’IS:5891-1979
2. TERMINOLOGY
2.0 For the purposeo f this standard, the following definitionss hall apply.
2.1 Body-The mixer drum and its components.
2.2 chassis -The structural frame supportingt he body, along Smith
driving handle and its components excepting the wheels and axles.
2.3 Datum Ground Level-The level on which wheels stand.
2.4 Free-Fall M&r (Dnk Type )-A free-fall mixer having a drum
with series of blades fitted ixiternally, which rotates about a horizontal
or inclined axis. The mixing action is achieved by causing each part of the
mix to be lifted in turn as the drum rotates and at a certain point in
each revolution allowing it to be dropped or directed towards the bottom of
the drum where it combines with other parts of the mix in continuously
changing sequence to form a homogeneous mix. The revolution of
mixing drum is achieved by rotating the handle which in turn rotates the
mixing drum by a s&able gear arrangement.
2.4.1 Free-Fall Barrow Ti@ing Mixer- The free-fall mixer in which the
drum rotates about an inclined axis-s The drum is mounted on a wheel
barrow which can be tilted forward to discharge the mixed concrete From
the drum.
2.5 Discharge Point-In a tilting mixer, the lowest point of drum
opening, when the drum is tilted to the highest position at w&h it will
effectively discharge its batch.
2.6 Loadhg Point -The loading point is used to establish the loading
height above the datum ground level and is that point to which the
material shall be raised in order to commence charging the mixer.
2.7 Nominal Batch Capacity-The volume in cubic metre of mixed
concrete which can be held and mixed satisfkctoriiyi n one hatch.
2.8 TrmportabiBty
2.81 Stationary Mixer-A mixer not provided with wheels and usually
built into a mixing plant.
2.8.2 Partable Mixer- A mixer fitted with a simple form of wheels.
2.8.3 Trailer Mixct - A mixer fitted with road wheels so that it can
travel or be towed efficiently and safely at maximum statutory speed.
3. DESIGNATION OF SIZE AND TYPE
3.1 The size of hand operated concrete mixer shall be designated by the
number representing its nominal batch capacity in litres together with
the letter BTT to indicate the barkow tipping type. Thus a mixer having
a nominal batch capacityo f 100 litres will have the designation 100 Bm.i9r!i691-1970
4. SIZIES
4J Concrete mixers shall be of the following two sizes:
a) 50 BTT, and
b) 1OOB’IT.
4.1.1 Margin of Ca@cit~- Mixer, when operating on level, shall be
capable of holding and mixing an actual mixing batch IO percent in excess
of the nominal mixed batch capacity laid down in Cl.
42 Sizes other than those specified in Cl may be supplied by mmual
agreement between the purchaser and the supplier.
5. CONSTRUCTION
5.1 The mixer shall be free-fall, barrow tipping type, and ‘shall consist of
chassis on which is mounted a hand-operated drum. The entire mixer
shall be mounted on wheels.
5.2 Chassis -The chassis shall be fabricated either from a single length
mild steel tube of 25 mm nominal bore conforming to suitable grade of
IS: 1161-1968* or mild steel sections of adequate strength conforming
to IS: 1977-1969t or IS:226-1969:. The tube shall be suitably bent or
mild steel sections shall be suitably welded to shape to support the wheels
and body. Chassis shall be suitably provided with legs fabricated to form
a part of the &a&. Suitable guard shall be provided, so that while
tipping the mixer, the edge of the drum shall not touch the ground or the
emptying surface.
5.3 Drum-The quality of material used in construction of mixing drum
and minimum thickness of various portions of drum shall be as follows:
Portion if Mixer Minimum Thickness af Shell and
Drum Quoli& of Material
a> Upper conical 3.15 mm thick steel sheet conforming to grade
portion of drum St-34-1079 of IS : 1079-19688 or equivalent
b) Middle belt 4 mm thick steel sheet conforming to grade
St&-1079 of IS: 1079-19688 or equivalent
c) Lower conical 4 mm thick steel sheet .conforming to grade
portion of drum St-34-1079 of IS:1079_1968~or equivalent’
d) bottom plate 5 mm thick steel sheet conforming to grade
St-3410790fIS : 1079-19685 or equivalent
*Specificationfo r steel tuber for structural purposes ( mnd r&&a ).
t+ecitication for rtructural steel ( ordinary quality ).
ZSpecjfication for 5trtmural steel ( standard quality) (faatn ratifi ).
$SpecAcationf or hot rolled carbon steel sheet and strip ( glMtd rmsm ),ls:5891-1970
5.&l The joints shall be secured by riveting, welding or bolting.
The top edge of the mixing drum shall be reinforced by closely welding a
mild steel band not less than 123 x 6 mm in cross-section.
5.4 Blades-Mixer drum shall be fitted with replaceable _b lades or
29 x 6 mm steel flats conforming to St-34-1079 of IS : 10741968* and shall
be so designed as to ensure thorough and quick mixing of the aggregates.
5.5 Handle-The handle (or handles) for the mixing drum shall be
~_ suitable for firm, comfortab1.e and non-slipping grip. The height of
the handle (or handles > from the datum ground level shall not be less than
500 mm and. not more than 600 mm.
5.6 Wheels--The wheels shall be of mild steel or cast iron. The wheels
shall be so designed as to ensure adequate strength and easy movement.
The minimum diameter and width of the wheels shall be 300 mm and
50 mm respectively.
5.7 Axle- The axle for the wheels shall be of. suitable grade of wrought
steel such as C40 of IS : 1570-1961f and shall be fixed to the chassis frame.
The bearings shall be located inside the wheels hubs which shall revolve
over the axle. The axle shall not be less than 25 mm in diameter and
the bearings shall not be less than 25 mm in length for each wheel.
6. DRUM SPEED
6.1 Drum shall be rotated at a minimum speed of 15 rev/min. To achieve
optimum results in terms of mixing of concrete, the drum shall be given a
minimum of 30 revolutions.
7. SAFETY GUARDS
7.1 Safety guards shall be provided for moving parts in accordance with
relevant safety regulations.
8. TOWING BARS
8.1 The mixer shall be provided with towing bar having circular eyes and
suitable for motorized towing.
9. LIFTING ARRANGEMENTS
9.1 Each mixer shall be fitted with eyes, shackles or other suitable means
for lifting by a slinging chain or ~haim.
lo. TaOLS AND OPERATING INSTRUCTIONS
1O.I A strong tool box, with lock and key, containing the necessary tools
*Specificationf or hot rolled carbon steel rbeet and strip (secondrk im).
tSchedules for wroughtr tceh for general engineering purposes
6IS : 5891- 1970
for normal running adjustments and lubrication together with an inventory
of the tools, shall be provided with-each machine. Operating and mainte-
nance instructions and a spare parts list shall also be provided.
11. MARKING
11.1 Each mixer &all have a rating plate firmly attached to some part
not easily removable. The rating plate shall have clearly marked on it the
following information:
a) Manufacturer’s name,
b) Machine reference number,
c) Size of mixer in litres,
d) Total weight in kilograms, and
e) Year of manufacture.
11.1.1 The mixer may also be marked with the IS1 Certification Mark.
Nors - The use of the IS1 Certification Mark is governed by the provisionso f the
Indian St&arda Institution( CertificationMarks)A ct andthe Rules and Regulations
made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have beep produced to comply with the requirements
of that standard under a well-defined system of inspection, testing and quality control
which is devised and ~upcrvised by ISI and operated by the prodiicer. IS1 marked
products are also continuously checked by ISI for conformity to that standard as a
further safeguard. Details of conditions under which a liccnce for the use of the IS1
Certification Mark may be granted to manufacturers or processors, may be obtained
from the Indian Standards Institution.
12. MIXWG EFFICIENCY
lb.1 The mixer shall be tested under normal working conditions in
accordance with the method specified in IS :4634196@ with a view to
checking its ability to mix the ingredients to obtain a concrete having
uniformity within the prescribed limits. The uniformity of mixed concrete
shall be evaluated by finding the percentage variation in quantity (weight
in water ) of cement, fine aggregate and coarse aggregate in a freshly mixed
batch of concrete.
12.1.1 The percentage variation between. the quantities of cement, fine
aggregates and coarse aggregates (as found by weighing in water) in the
two halves of a batch and the average of the two halves of the batch shall
not be more than the following limits:
Cement 8 percent
Fine aggregates 9,
Coarse aggregates
*Methad for testingp erfortaaneeo f b&$-type concrete rnkz.D:58!ll-lo70
12.2 Where a prototype of .a particular model of mixer has been tested in
accordance with Ig:4634-1968* and has complied with the requirements
of 12.1o,t her mixers of same basic design as the prototype and of the same
dimensions within reasonable manufacturing tolerances shall be deemed to
comply with the requirements of_ 12.1. ‘Changes in the design which
cannot influence the mixing performance, shah not be considered as
changes in the basic design for the purpose of this clause. Where required
by the purchaser, the manufacturer shall provide a certificate of compliance
with the requirements of l2.1..
.
*Method for testing performamx ofbatch-type ofitcmtb
8AMENDMENT NO. 1 FEBRUARY 1980
TO
IS : 5891-1970 SPECIFICAll[rON .FOR HAND-
OPERATED CONCRETE MIXERS
k
Altersltionm
( Page 5, tdnaw 5& LitU4 ) -Substitute ‘ IS : 1977-1975t or IS : 226-
1975$ ’ for‘ IS : 1977-E&9? or IS : 2261969+, ‘.
[ Puge 5, ckw !%3 (a), (b), (c) and (d) ] - Substitute ‘ IS : 1079-
19738 ’ for ‘ JS : 1079-1968$ ’ at all the places.
( Page 5, foot-note with ‘t’ ‘$’ an8 ‘$’ ma&) - Substitute the following
for the existing foot-notes:
6 tSpecification for structural steel ( ordinary quality ) ( smond rcuizion) .
~Spccification for structural 9t ee1 standard quality ( jif,h rtwizion) .
~Spccification for hot rolled carbon steel sheet and strip ( thirdm &ion ). ’
( Pa~ge6 , clause 5.4, line 2 ) 2 Substitute ‘ IS : 1079-1973* f07
l
‘ IS : 1079-1968+ ‘.
( Page 6, foot-nofe wifh ‘*’ mark ) - Substitute the following for the
existing foot-note:
6 *Specification for hot rolled carbon steel sheet and strip ( thirdr mizion ). *
(= 28)
Reproduced by Reproomphy Unit, ISI, New Delhi
|
1725.pdf
|
IS : 1725- 1982
Indian Standard
SPECIFICATION FOR
SOIL BASED BLOCKS USED IN
GENERAL BUILDING CONSTRUCTION
( First RetiEon )
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DR JAGDISHN ARAIN University of Roorkee, Roorkee
Members
ADDITIONALD IRECTOR RESEARCH Ministry of Railways
( F. E.), RDSO
DEPUTY DIRECTOR RESEARCH
( SOIL MECH ) ( Alternate )
SHRI P. D. AGARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( Alternate )
PROF ALAM SINGH University of Jodhpur, Jodhpur
COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL V. K. KANITKAR ( Alternate )
CHIEF ENGINEER( D & R ) Irrigation Department, Government of Punjab
SHRI M. C. DANDAVATE The Concrete Association of India, Bombay
SHRI N. C. DUGGAL ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Street, 12/I,
Hungerford Court, Calcutta 700 017 )
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR,I RI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI Asia Foundations and Constructions ( P ) Ltd,
Bombay
SHRI A. N. JANGLE ( Alternate )
DR GOPAL RAJAN Institution of Engineers ( India ), Calcutta; and
University of Roorkee, Roorkee
SHRI S. GUPTA Cemindia Co Ltd, Bombay
SHRI N. V. DE-SOUSA ( Alternate )
( Continued on page 2 )
Q Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1725- 1982
( Confinued from page 1 )
Members Representing
SHRI G. S. JAIN G. S. Jain & Associates, Roorkee
SHRI VIJAY K. JAIN ( Alternate )
SHRI A. B. JOSHI Central Soil and Material Research Station,
New Delhi
DEPUTY DIRECTOR( CSMRS) ( Alternate )
COL M. V. KAYERKAR Ministry of Defence ( R & D )
SHRI V. B. GHORPADE ( Alternate )
SHRI 0. P. MALHOTI~A Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHRI D. R. NARAHARI Cent;~or;~~lding Research Institute ( CSIR ),
SHRI B. G. RAO ( Alternate )
SHRI T. K. NATRAJAN Central Road Research Institute (CSIR), New Delhi
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEARCHO FFICER ( B&RRL ) Public Works Department, Government of Punjab
SHRI K. R. SAXENA Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DY SECRETARY( Alternate )
SHRI N. SIVAGURU Roads Wing ( Ministry of Shipping and Transport )
SHRI D. V. SIKKA ( Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate
SHRI N. SUBRAMANYAM- Karnataka Engineering Research Station, Krishna-
rajasagar
SUPERINTENDING E N G I N E E R Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVE ENGINEER
( SMRD ) ( Alternate )
SHRI G. RAMAN, Director General, IS1 ! Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), ISI
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Convener
DR ALAM SINGH University of Jodhpur, Jodhpur
Members
SHRI AMAR SINGH Cent;AorkBeu,ildrng Research Institute ( CSIR ),
SHRI M. R. SONEJA ( Alternate )
( Continued on page 7 )
2IS:1725-1982
Indian Standard
SPECIFICATION FOR
SOIL BASED BLOCKS USED IN
GENERAL BUILDING CONSTRUCTION
( First RetCon )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 14 April 1982, after the draft finalized by the Soil
Engineering and Rock Mechanics Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Development during the last two decades in the use of soil based blocks
in different parts of the world and the experience which has been gained
for nearly a decade in the field of construction in India hold out a great
promise for the use of soil based blocks in general building construction,
particularly in low-cost structures. Experience shows that most soils can
be satisfactorily stabilized with cement-lime. It is, however, necessary to
conduct comprehensive tests on soils in a laboratory in order to determine
the optimum requirements to give the specified properties. While in general
building construction soil based blocks may be used as a substitute for
bricks, their use should be avoided in the case of isolated load bearing
columns, piers and such other heavily loaded structures.
0.2.1 This standard was first published in 1960. Based on further studies
conducted, this revision has been prepared. The principal modification is
in respect of weathering test, which has been prescribed as per studies
conducted at Indian Institute of Science, Bangalore. The revision now
covers all types of soil based blocks.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
*Rules for rounding off numerical values ( revised ).
3IS : 1725- 1982
1. SCOPE
1.1 This standard covers the requirements and test for soil based blocks for
use in general building construction.
2. GENERAL
2.1 Soil based blocks shall be manufactured from a mixture of suitable
soil and ordinarily portland cement or lime pozzolana mixture thoroughly
mixed together, preferably in a mechanical mixer. The mixture is moulded
and cast into blocks.
3. CLASSIFICATION
3.1 The blocks shall be of two classes, Class 20 and Class 35 (see 5.1 ).
4. SIZES
4.1 There shall be three sizes of soil-cement blocks, the dimensions of
which shall be as follows:
Length Breadth Height
cm cm cm
19 9 9
19 9 4
29 19 9
4.2 The dimensions shall be tested in accordance with the procedure given
in 4.2.1 and shall be within following limits per twenty blocks.
Block Size Length Breadth Height
cm cm cm cm
19x 9x9 312 to 388 174 to 186 174 to 186
19x 9x4 372 to 388 174 to 186 74 to 86
29x19~9 570 to 590 372 to 388 174 to 186
4.2.1 Twenty ( more according to the size of stack) whole blocks shall
be selected at random from the sample selected under 6. All blisters, loose
particles of clay and small projections shall be removed. They shall then
be arranged upon a level surface successively in contact with each other
and in a straight line. The overall length of the assembled blocks shall be
measured with a steel tape or other suitable inextensible measures
sufficiently long to measure the whole row at one stretch. Measurement by
repeated application of short rule or measure shall not be permitted. If,
for any reason, it is found impracticable to measure blocks in one row, the
4IS : 1725- 1982
sample may be divided into rows of 10 blocks each, which shall be
measured separately to the nearest millimetre. All these dimensions shall
be added together.
4.3 Each block shall also have a frog one centimetre deep and 10 x 4 cm
on one of its flat sides.
5. PHYSICAL REQUIREMENTS
5.1 Compressive Strength - The blocks when tested in accordance with
the procedure laid down in IS: 3495 ( Part I )-1976* shall have a minimum
average compressive strength of not less than 20 kgf/cmZ for Class 20
and 30 kgf/cm2 for Class 30.
5.1.1 The compressive strength of any individual block shall not fall
below the minimum average compressive strength by more than 20 percent.
5.2 Water Absorption - The block when tested in accordance with the
procedure laid down in IS: 3495 ( Part II )-19767, after immersion in cold
water for 24 hours, an average water absorption shall not be more
than 15 percent by weight.
5.3 Weathering - When tested in accordance with Appendix A, the
maximum loss of weight shall not exceed 5 percent.
6. SAMPLING AND CRITERIA FOR CONFORMITY
6.1 Sampling and criteria for conformity of the blocks shall be done in
accordance with the procedure laid down in IS: 5454-1978:.
7. MARKING
7.1 Each block shall be marked in the frog with the manufacturer’s
identification mark or initials.
7.1.1 The manufacturers may also use the IS1 Certification Mark.
NOTE-The use of the ISI Certification Mark is governed by the provisions
of the Indian Standards Institution ( Certification Marks ) Act and the Rules
and Regulations made thereunder. The IS1 Mark on products covered by an
Indian Standard conveys the assurance that they have been produced to comply
with the requirements of that standard under a well-defined system of inspection,
testing and quality control which is devised and supervised by IS1 and operated
by the producer. IS1 marked products are also continuously checked by IS1 for
conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the IS1 Certification Mark may be granted to
manufacturers or processors, may be obtained from the Indian Standards Institution.
*Methods of test for burnt clay building bricks: Part I Determination and compressive
strength ( second revision ).
tMethods of test for burnt clay building bricks: Part II Determination of water
absorption ( second revision ).
$Methods for sampling of clay building bricks ( first revision ).IS : 1725 - 1982
APPENDIX A
( Clause 5.3 )
WEATHERING TEST
A-l. PRINCIPLE The parameters that need be simulated in the weathering
test are the ( i ) rain drop diameter at impact (range in 2 mm for medium
intensity and 4 mm for high intensity ) ( ii ) maximum terminal velocity
of 6’5 m/set at impact, and ( iii) maximum intensity of rainfall, 15-30
mm/hr.
A-2. TEST SPECIMENS
A-2.1 Three whole blocks shall be selected from the sample of blocks
produced afrer carrying out the test for dimensional conformity. These
blocks shall be designated as specimen A, B and C respectively.
A-3. SPRAY TEST
A-3.1 A set of spray non-rustable showers that can produce a hard spray
all over the block should be used. The diameter of each shower is 10 cm
with 36 holes of 2 mm diameter. A facility for providing a device pump
to create a constant pressure of l-5 f 0.2 kgf/cm2 should be available for
this test.
A-4. PROCEDURE
A-4.1T he block to be tested is to be mounted on a test rig, such that only
one face is exposed to shower and discharged water should find an exit
without wetting the other faces or getting collected such that blocks get
immersed. These showers are placed at a distance of 18 cm from the block
and are arranged by the side, such that the complete face gets exposed.
The period of exposure is limited to 2 hours and then the exposed surfaces
are examined for possible pitting. The tests are carried out on at least 3
blocks. The limiting diameter of the pit formed is to be within 1 cm for
passing this weathering test.
6IS : 1725- 1982
( Continued from page 2 )
Members Representing
COL AVTAR SINGH Ministry of Defence
LT COL V. K. KANITKAR ( Ahernate )
DIRECTOR ( CSMRS ) Central Soil and Material Research Station,
New Delhi
DEPUTY DIRECTOR
( CSMRS ) ( Alternate )
DIRECTOR ( PWDRI ) Public Works Department, Government of UP,
Lucknow
DR B. L. DHAWAN ( AIfernate )
DEPUTY DIRECTOR RESEARCH Ministry of Railways
( FE-II ), RDSO
DEPUTY DIRECTOR RESEARCH
( SM )-III, RDSO ( Alrernate )
PROF GOPAL RANJAN cniversity of Roorkee, Roorkee
DR S. C. HANDA ( Alternate )
SHRI H. K. GUHA Geologists Syndicate Pvt Ltd, Calcutta
SHRI N. N. BHATTACHARAYA
( Alternate )
DR SUSHIL K. GULHATI Indian Institute of Technology, New Delhi
SHRI P. JAGANATHAR AO Central Road Research Institute (CSRI),New Delhi
SHRI M. D. NAIR Associated Instruments Mfrs ( I ) Pvt Ltd,
New Delhi
PROF T. S. NAGARAJ ( Alternate )
SHRI N. M. PATEL Delhi College of Engineering, Delhi
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of PunjabINTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QuC7ntit.V 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
QUCJfllifY Unit Symbol Definition
Force newton N 1 N= lkg. m/s2
Energy joule 1 J=l N.m
Power watt W 1 W=l J/s
Flux weber Wb 1 Wb=l V.s
Flux density tesla T 1 T=l Wb/m’
Frequency hertz HZ 1 Hz=1 c/s (s-l)
Electric conductance siemens S 1 S=l A/V
Electromotive force volt V 1 V=l W/A
Pressure. stress Pa 1 Pa=1 N/m”
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10386_2.pdf
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IS : 10386 ( Part II ) - 1982
Indian Standard
SAFETY IN CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RIVER VALLEY PROJECTS
PART II AMENITIES, PROTECTIVE CLOTHING AND
EQUIPMENT
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 Roa$ wW$e;h(iMinistry of Shipping and Transport ),
e
SHRI S. P. CHAXR.\VARTY ( Alternate )
SHRI D. T. BUCH Irrigation Project, Public Works Department,
Government of Gujarat, Ahmadabad
CHIEF DESIGN ENCIINEER Beas Project, Talwara
CHIEF ENGINEER Salal Hydro Electric Project, Government of
Jammu & Kashmir, Jyotipuram
CHIEF ENCUNEER ( IRRIGATION ) Public Works Department, Government of
Tamil Xadu, Madras
SENIOR DEPUTY CHIEF
ENQINEER ( IRRIGATION ) ( &ternate )
CHIEF ENGINEER. ( MEDIUM Irrigation & Power Department, Government of
IaRIG~4TION & DESIGN ) Andhra Pradesh, Hyderabad
SUPERINTENDING ENGINEER
( CD0 ) ( Alternate )
CHIEF ENGINEER ( PROJECT ) Irrigation Works, Government of Punjab,
Chandigarh
SUPERINTENDING ENGINEER ( Alternate )
CHIEF ENGINEER ( PROJECTS ) Water and Power Department, Government of
Kerala, Trivandrum
DEPUTY CHIEF ENGINEER
( IRRIGATION ) ( Alternate)
CHIEF ENGINEER ( WRDO ) Public Works and Electricity Department,
Government of Karnataka, Bangalore
SVPERINTENDING ENGINEER
( CAUVERY PLANNING ) ( Alternate )
( Continued on page 2 )
@ Copyright 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyfig?tt 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 : 10386 (Part II ) - 1982 .
( Continued .frGrn pqe 1 )
Members Represcdng
CHIEF TECHNICAL EXAMINER Irrigation Department, Government of Madhya
Pradesh, Bhopal
SFt(n:?;A;z:H Continental Construction Pvt Ltd, New Delhi
Dn&od ( CC ) Central Water Commission, New Delhi
DIRECTOR ( HTD-I ) Central Electricity Authority, New Delhi
DEPUTY DIRXCTOR ( HTD-I ) ( Allerna& )
DIRECTOR ( R & C ) Central Water Commission, New Delhi
SHRI V. R. NATARAJAN Tamil Nadu Electricity Board, Madras
SHRI G. M. Asoon RAHAMAN ( Alternate )
SHRI S. RAMAOHANU~AN National Projects Construction Corporation,
New Delhi
SHR~ T. S. MURTHY ( Alternate )
SHRI D. M. SAVUR Hindustan Constructicn Co Ltd, Bombay
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SECRETARY Farraka Barrage Central Board ( Ministry of
Agriculture & Irrigation ), New Delhi
SHRI D. C. SHARMA Jaiprakash Associates Pvt Ltd, New Delhi
SHRI G. H. SHIYASHANKAR Karnataka Power Corporation, Bangalore
PROJECT ENGINEER ( DESIGNS ) ( Altsrnate )
SUPERINTENDING E N a I N E E R Irrigation & Power Department. Government of
( BH~TSA PROJECT CIRCLE ) Maharashtra, Bombay
SUPERINTENDING E N o I N E E R Irrigation Department, Government of Uttar
( TONE’S CIVIL CONSTRUCTION Pradesh, Lucknow
DIVIYION II )
SUPERINTENDING E N G I N E E R Bhakra Beas Management Board, Nangal Township
(NMC)
EXECUTIVE EN~INBER ( BED ) ( Alternate )
SRRI R. S. VERB~A Geological Survey of India, Calcuttta
DR S. GANQOPADHYAY ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-oficio h4embcr )
Director ( Civ Engg )
Secretary
SHRI HEM_~NTK UMAR
Assistant Director ( Civ Engg ). ISIIS I 10386 ( Part II ) - 1982
Indian Standard
SAFETY IN CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RIVER VALLEY PROJECTS
PART II AMENITIES, PROTECTIVE CLOTHING AND
EQUIPMENT
0. FOREWORD
0.1 This Indian Standard ( Part II ) was adopted by the Indian
Standards Institution on 26 November 1982, after the draft finalized by
the Safety in Construction, Operation and Maintenance of River Valley
Projects Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 With large scale increase in construction activity, there has also been
an increase in the occurrence of accidents on construction jobs. It shall
be the overall responsibility of the employer to provide for a safe work-
ing environment, as well as to provide safety and health protection to the
persons engaged on any construction job.
0.3 It shall be the responsibility of the employer to initiate and maintain
programmes and provide amenities and safety requirements on each con-
struction job in order to reduce or to eliminate hazards of construction
activities and also to provide necessary first aid facilities as well as ambu-
lance van for prompt transportation of the injured persons to a physician
or hospital. The project authorities shall ensure the availability of
medical personnel for advice and consultation on matters of occupational
health and shall make necessary arrangements for prompt medical
attention in case of serious injury on such account.
0.4 Each employee shall comply with the different safety provisions and
regulations in force on the project and shall remain alert at all times to
eliminate hazards to himself or to others.
0.5 This standard requires reference to the following standards:
IS : 1989 ( Part I )-1978 Leather safety boots and shoes: Part I For
miners ( third revision )
IS : 2925-1975 Industrial safety helmets (Jirst revision )
IS : 4756-1978 Safety code for tunneling work (first revision )
3LS : 10386 ( Part II ) - 1982
IS : 4770-1968 Rubber gloves for eIectrica1 purposes
IS : 6994 ( Part I )-1973 Industrial safety gloves: Part I Leather and
cotton gloves
IS : 8519-1977 Guide for selection of industrial safety equipment
for body protection
IS : 8520-1977 Guide for selection of industrial safety equipment
for eye, face and ear protection
IS : 8521 ( Part I )-1977 Industrial safety face shields: Part I With
plastics visor
IS : 8523-1977 Respirators, canister type ( gas masks )
IS : 8807-1978 Guide for selection of industrial safety equipment
for protection of arms and hands
1. SCOPE
1.1 This standard ( Part II ) lays down the requirements covering first
aid and medical facilities, occupational health, environmental controls,
ventilation, lighting, water supply, drainage, sanitation and personal
protective equipment.
2. FIRST AID AND MEDICAL FACILITIES
2.1 In spite of taking all precautions, accidents may occur during the
course of construction. The employer shall, therefore, ensure the availa-
bility of suitable arrangements at every work-site for rendering prompt
and efficient first aid to injured persons. Proper equipment for prompt
transportation of the injured persons to a physician or a hospital shall
also be provided. The telephone numbers of the physican, hospital or
ambulance shall be conspicously pasted at each work-site. First aid kits
shall be provided at accessible points in the ratio of at least one kit for
25 employees. In the absence of clinic, hospital or physician, reasonably
accessible, in terms of time and distance, to the work-site, at least one
person who has a valid certificate in first aid training shall be available
at each work-site to render first aid. For this purpose, standard first
aid kits approved by the medical officer incharge of project shall be avai-
lable at the work site. To readily locate the first aid station, adequate
identification and directional marks shall be provided. An emergency
aiarm shall also be provided for all first aid stations. Under no
circumstances shall a rescuer enter the site, to remove a victim of over
exposure due to the presence of dangerous gaseslvapours, without proper
respiratory protection.
4IS : 10386 ( Part II ) - 1982
2.2 The safety organization of the project, under the advice of the
medical officer incharge of the project, shall be responsible for issuing
instructions/training on the first aid practices to be followed.
2.3 In case of special jobs, such as, working in pneumatic lock or other
similar conditions whre the workmen are subjected to higher pressures,
either in pneumatic sinking of wells or in the working of tunnel shields
under pneumatic pressure, detailed special specifications for de-
compression chambers and other special devices shall be made in the
safety requirements under the contract. At least one person trained by
the medical officer incharge shall be available in each shift at each work-
ing point, having special training with respect to medical aid in dangers
arising out of working under pressures.
3. OCCUPATIONAL HEALTH AND ENVIRONMENTAL
CONTROLS
3.1 The employer shall ensure that regulations and environmental con-
trols, applicable to any work environment, intended for controlling and
eliminating harzards to a worker’s health and safety are followed at all
times.
3.2 When hazardous substances such as dust, fumes, mists, vapours or
gases exist, or are produced in the course of construction, such as, site
clearing or demolition, handling of corrosive materials, grinding, spray-
ing, etc, their concentration shall not be allowed to exceed the specified
limits and all reasonably practical measures shall be taken to prevent in-
-halation, ingestion or skin absorption of these hazardous substances. To
achieve this, engineering controls shall be implemented whenever feasible
and appropriate respiratory protective devices shall be provided to the
workers and shall be used where necessary. Adequate washing facilities
for employees engaged in the application of paint, coating, herbicide
or insecticide, or in other operations where contaminants may be con-
sidered harmful, shall be provided at the work-site to enable employees
to remove such harmful substances from their hands and body before
leaving the work-site.
3.3 Dust Elimination
3.3.1 In case of haul and access roads, the road surfaces shall be kept
moist.
3.3.2 In case of concrete batching and mixing plant and in places where
the handling of cement is done manually, masks shall be provided to the
workers.
3.3.3 For tunnels, exhaust fans shall be provided.
3.4 Protection against the effects of noise exposure shall be provided when
the sound levels exceed the prescribed limits. When employees are
5IS : 10386 ( Part II ) - 1982
subjected to sound levels exceeding the prescribed limits, feasible en-
gineeing controls shall be utilized and, if necessary, personal protective
equipment shall also be provided and to minimize the effect of
excessive sound levels.
3.5 In construction and related activities, involving the use of sources of
ionizing radiations, the pertinent provisions of the Atomic Energy
Commission shall be strictly followed.
3.6 Drinking of alcoholic beverages shall be prohibited. Employees
under the influence of any intoxicating beverages, even to the slightest
degree, shall not be permitted to remain at work.
4. VENTILATION AND LIGHTING
4.1 Workmen shall be provided with ample supply of fresh air to main-
tain their health and safety at all times. The ventilation system shall be
adequate to maintain supply of pure air and if natural circulation is not
adequate artificial ventilation shall be provided. Ventilation shaI1 be
sufficient to cary away harmful accumulation of dust and fumes. Oxygen
content of the atmosphere in the working area/space shall be determined
by pre-entry and subsequent tests made with approved instruments such
as fyrite gas anaIysers. No one shall enter or remain in a working
area/space when tests indicate presence of oxygen less than 19’5 percent
by volume in its atmosphere unless he wears approved respiratory
protective equipment, such as, fresh air hose mask or self contained
breathing apparatus. In case, presence of dangerous gases is indicated, the
working area shall be examined for dangerous gases within 2 hours before
the work is begun and after every 2 hours during the working shift.
Whenever, there is a rockfall in the undeground works, the safety measures
shall be adopted, even if proportions of dangerous gases are within per-
missible limits. Air shall be considered unfit for workmen to breath if
it contains any of the following:
a) Less than 19.5 percent by volume of oxygen,
b) More than 0.5 percent by volume of carbon dioxide,
c) More than O-005 percent by volume of carbon monoxide,
d) More than OS001 percent by volume of hydrogen sulphide,
e) More than 0.002 percent by volume of oxides of hydrogen,
f) More than 0.5 percent by volume of methane,
g) More than 1.50 percent by volume of flammable gases, and
h) Any other poisonous gas in harmful amounts.
4.2 Construction areas, aisles, stairs, ramps, runways, corridors, o&es
and shops where work is in progress, shall be adequately lighted with either
natural or artificial illumination. Inadequate lighting of working areas
6IS: 10386 (.Part II ) - 1982
is by itself a source of dang.er, particularly where work is undertaken at
night. The minimum illummation intensities as given in Table 1, shall
be provided while any work is in progress:
TABLE 1 MINIMUM ILLUMINATION INTENSITIES
IN LUX ( 1X ) AREA OF OPER_~TION
54 General construction areas; concrete placement, excavation and
waste areas; accessways; active storage areas; loading
platforms; refueling and field maintenance areas.
54 Indoors; warehouses, corridors, hallway-s and exitways.
54 Tunnels, shaft and general underground work areas; ( Except
that minimum of 108 lux is required at tunnel and shaft heading
during drilling, mucking and scaling ),
108 General construction plant and shops ( for example, batch plants,
screening plants, mechanical and electrical equipment rooms,
carpenter shops, rigging lofts, active store rooms, barracks or
living quarters, locker or dressing rooms, mess halls, and indoor
workrooms ).
315 First aid stations, infirnaries and offices.
5. WATER SUPPLY, DRAINAGE AND SANITATION
S.ldAdequate supply of potable water shall be provided in all places of
employment. The potable drinking water shall be provided from sources
meeting central, state or local health requirements. Outlets for non-
potable water, such as water used for construction, industrial or fire
fighting purposes, shall be identified by signs to indicate clearly that the
water IS unsafe and is not to be used for drinking, washing or cooking pur-
poses. There shall be no cross-connection, open or potential, between a
system furnishing potable and a system furnishing non-potable water.
5.2 Disposal of waste material or debris shall comply with local regula-
tions. All waste material and rubbish shall be removed from the
work areas as the work progresses. Adequate scavenging arrangements
shall be provided to maintain clean surroundings at all times. Refuse
containers shall be placed at convenient points.
5.3 Adequate number of toilets and washing facilities shall be provided
for employees working at different construction sites to comply with
local regulations. Similarly, adequate number of wash basins and drink-
ing water taps with proper drainage arrangements, shall be provided for
each job-site. For workers employed in the construction of tunnels or
shafts, dry closets or water closets or closet cars shall be provided in the
tunnel at the scale of one unit for each 40 men in the shift. Closets shall
be effectively and regularly cleaned and disinfected.
7IS : IO386 ( Part II ) - 1982
5.4 Provision for water supply, drainage and sanitation for residential
and other type of buildings at a projects shall follow the standards for
temporary structures at project sites.
6. PERSONAL PROTECTIVE EQUIPMENT
6.1 All employees, including equipment operators and mechanics, en-
tering hard hat-areas; which shall include all locations where construc-
tion work of any nature is in progress, and shall encompass the entire job
site with exception of interior of shops, offices and parking areas, shall
wear hard hats or helmets. Hard-toed boots or shoes shall be used where
protection of feet is required. The helmets and hard-toed shoes shall meet
the specification laid down in the various Indian Standards for such head
and feet protection equipment. Similarly, the employees shall be pro-
vided with safety devices for protection of eyes, ears, face and neck from
physical, chemical, radiation and othar hazards during welding and
similar operations. The employer shall be responsible for enforcing the
wearing of proper personal protective equipment in all operations where
there is exposure to hazardous conditions. Regulations governing the use,
selection and maintenance of such personal protective equipment shall be
followed. Immediately before starting the work, the protective
equipment shall be thoroughly examined to see whether the same is in
sound condition. Under no circumstances shall a person work with
unsound personal protective equipment.
6.2 Apart from wearing of hard hats or helmets and hard-toed shoes in
the hard hat areas ( see 6.1 ), which is obligatory, it shall be the res-
ponsibility of the employer to enforce wearing of‘ other personal protective
equipment like safety belts, safety goggles, respirators, gloves, ear
protection, etc, during different operations needing any of the above
protective equipment for safety of the workers. The use of standard
personal protective equipment as occasioned by the type of work shall
be made obligatory. The protective equipment required will no doubt
vary with the size, nature and location of the operation, however, its
selection shall follow the standards and specifications laid down in
different Indian Standards for different kinds of job. It shall be light for
convenience in use and strong to withstand rough service. Similarly,
all tools shall have the required in built safety measures needed for use
at various Jobs. All motor vehicles and other construction equipment
shall be provided with safety measures like seat belts, anchorages, guard
rails, tee boards, etc. A driver’s seat shalI be of such design, construc-
tion and dimensions as shall permit safe operation of the machinery
without undue fatigue and discomfort to the driver.
6.3 For workers engaged on cement handling, wearing of full length
clothes, tight eye goggles and respirators shall be made obligatory.
Hand cream or petroleum jelly shall also be provided for the their use,
as protection against cement dermatitis. Employees working with steel
8Is : 1&386 ( ewt II ) -*I988
reinforcement shall be provided with: a Jeather or heavy denim apron and
heavy hand gloves or hand pads, in ad&&n RI pa&v b&s and s&t&&
head gear. During concreting, the workers shall USC #hard hats .and
rubber boots. Spray gun operators shall be required to wear gloves,
goggles and respirators. Workers handhng paint and creosoted mater-
ials shall apply protective creams on the exposed skin before exposing
themselves to paint and creosote.
6.4 Gloves of a suitable type shall be worn by all empbyees when
required to handle wire ropes, steel cables or other rough and sharp edged
materials, leather or asbestos gloves shall be preferred for welding opera-
tions. Goggles shall be worn when grinding, chipping, scrapping,
caulking, cutting and heating rivets. Employees, when worlcing in areas
in which a potential exposure to direct or reflected-laser light exists, :
shall be provided with antilaser eye protection devices. Areas in which
lasers are used, shall be posted with standard laser warning playcards.
6.5 Safety shoes shall be worn by workers engaged in for structural steel
erection work. Safety shoes shall also be worn when working in shops or
other places where materials are likely to fall on the feet. ‘The tunnel
workers shah be provided with hard-toed shoes. For very heavy work,
fire resistant laggings and high boots shall be used.
6.6 When working near or over an opening where there is danger of
falling, a safety belt shall be worn by workers. Safety life belts and life
lines shall also be provided when lvorking on scaffolds, in hoppers or on
high piles of loose material.
6.7 The sand blast operators shall wear an approved sand blaster’s hood
as well as goggles and other protective clothings. All workmen working
in the vicinity, of sand blasting, grinding, etc, shall also be provided with
goggles and respirators.
6.8 Persons before entering a magazine shall put on magazine shoes
without nails, which shall be kept at all times in the magazine.
6.9 Employees, when working around moving machinery, shall not wear
loose garments. They shall also cover any loose hair that might be
caught by moving parts. No loose garments or ragged clothing shall
be worn by the persons engaged in the tunneling operations. During
welding operations, the sleeves and collars shall be kept buttoned up and
pockets eliminated from the front of overalls and aprons. Trousers or
overalls shall not be turned up on the outside. The clothing shall be free
from grease, gasoline, oil and other flammable materials. Loose cloth-
ing with free ends shall not be worn by operators of portable electrical
drills, reamers, etc. Smooth overalls shall be worn by them with jumper
tucked in. Employees exposed to vehicular traffic shall be provided and
shall be instructed to wear warning vests marked with or made of
reflectorised or high visibility material.
9IS : 10386 ( Part II ) - 1982
6.10 Employees working over or near water, where the danger of falling
with risk of drowning exists, shall wear approved life jackets or buoyant
work vests. These shall be fully inspected for any defects prior to and
after each use. The defective units shall not be used. Suitable rescue
equipment shall also be provided and maintained in an efficient state.
Walkways and structures extending over or immediately adjacent to
water shall be provided with ring buoys of required buoyancy placed at
intervals of not more than 50 m. At least one life saving skiff shall be
available at locations where employees are working over or adjacent to
water. Safety nets shall be provided when the work places are more
than 10 m above water surface where the use of ladders, scaffolds,
catch platforms, temporary floors of safety lines is impracticable. Such
nets shall be of 10 cm mesh and shall be made of Manilla rope at
least 1.25 cm diameter, with an outside or border rope of 2 cm
diameter. The borders shall be provided with loops so that the nets can
be attached to the structure, or to each other.
10
|
2524_2.pdf
|
.ISt2524{Partti)-1968
Indian Standard
CODE OF PRACTICE FOR
PAINTING OF NON-FERROUS METALS
IN BUILDINGS
PART II PAINTING
Paint& Vafnishing and Allied Finishes Sectional
Committee, BDC 34
clrofrrrrmr RrpnJafing
Smu B. &UUZI .&le Paints & Contracts Private Ltd, Bombay
MUltlkS
&ax N. S. BHIIIUTU Blundell &mite Paints Ltd, Bombay
sa81:S.K. &SE National Test House, Calcutta
S=E. K. RAUMZANDMN(Aftsrnotc)
SERX P. K. CHAKRAvAaTY Directorate General of Supplies & Disposals
SHRIG . S. S~vura (Al&mate )
&RI K. P. @iMTOPADEYAYA Pu~I~~~As Department, Government of West
cHE14cAIs ), Ministry of Elailways
-&2=Oa DKU( ONS AND
s*L On-ATIoN
JhRRCE9R hdia~~ LRC Research Institute ( CSIR ), Ranchi
Smtl Y. s ANIURAHARAYANAN
(dlbncafc)
DBvbM.Dosuus I~ti~~ondEngineas(Xr;dia),Calcuna
SroUN. C. JNN Foreat Research Institute & Colleges, Debra Dun
‘,DRJ oraea GRORGR Cent;~orkilding Resckh Institute ( CSIR ),
.DllS..M. SWOE (dltemair)
w 0. P. KWAR En~mWs Branch, &my Headquart~
SanrHARiUUL~WAR Centnrl’Bttilda~ ASSOC%OII, New Delhi
Sau K. P. hhCEERJ= National Metallurgical Laboratory ( CSIR’),
Jamsbedpur
Sl?ltiH.N.RAMAcHAIL Goodk+Nerolac Paints Private Ltd, Bombay .,
Sziat M. N. RAO The rndii Paints Association, Calcutta
Smtx T. K. S. h&N: ( hmatu )
(Confindonpag~?)
4
. INgIAN- STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHIMembel~ Represea*
SFtUtC.tb!SXAQtALAM Chtzcn i?zC c, Madras
Sttttt P. B. SHAH Asian Paints (I) Private Ltd, &z&ay
DttR.K.Svo Nagrath Paima Private ttd, Kanpur
“tSsR~mtt#Q &‘tGtf&ER, 2rdD t&~trd Public h’orks Dqwtrnent, ;
SmtvEYORa OF wow I TO
SSW III (&cm+)
SFtm Y. s. SWAMY Imperieri~3mical &dust& ( Iqdia )‘ private Ltd
.:
Smu R. NAGABAJ~, Dir&or General, ISi ( &&i& Mmbcr)
Di-tm. ( Civ Engg )
.sancw
Deputy Director ( Civ Engg )? ISIXS:2524(PartII)-1968
Indian Standard
CODE OF PRACTICE FOR
PAINTING OF NON-FERROUS METALS
IN BUILDINGS
PART II PAINTING
F.OREWORD
0.
0.1 ThisI ndian Standard was adopted by the Indian Standards Institution
on 16 October 1968, after the draft finalized by the Painting, Varnishing and
Allied Finishes Sectional Committee had been approved by the ‘Civil
Engineering Division Council.
OS This standard is the second part of the Indian Standard code of practice
for painting of non-ferrous metals in buildings, and deals with the painting
schedule. The first part of this standard covers the pretreatment. Both
the parts together are intended to provide guidance with regard to the
painting of non-ferrous metals in buildings.
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 BSCP 231 : 1966 ‘ Paint-
ing of buildings’ published by the British Standards Institution.
0.4 This standard is one of a series of Indian Standards on painting in
buildiigs. Other standards published so far in the series are given in
Appendix A.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis~ shall be rounded off in accordance with
IS: 2-1960*. The number of ngnificant places retained in the rounded
off value should be the same as that of the specified value in this standard.,
I. SCOPE
I.1T hiss tandard ( Part II ) lays down schedules for painting of non-ferrous
metals used in buildings.
lR uksfor roundbg o@nu4nc?imlv ahcs +#d).
3IS:2524(PartlI)-1968
.2. TERMINOLOGY
2.1 For the purpose of this standard the definition of terms relating to paint-
ing shall be as given in IS : 1303-I963*.
\
3. NECESSARY INFORMATION
3.1 Required information for the efficient painting of non-ferrous metals
as given in 3 of IS : 2524 ( Part I )-1968t shall be taken into account.
4. MATERIALS
4.1 General - It is the feature of certain non-ferrous metals, for example,
aluminium, zinc, cadmium, copper, lead and tin, that under rural atmos-
pheric conditions, they are capable of resisting corrosion without painting.
Anodized aluminium may be especiaily resisting. Metal-to-metal joints _
need careful treatment, especially if they are likely to be exposed to damp
conditions and the metals are dissimilar. A jointing compound ( see 4.1.1 )
or a preformed bandage or strip, should be used to insulate magnesium and
aluminium from one another, but bitumen paints or rubber-based com-
pounds may be used for joints involving other metals. In all cases the joint
should be made while the jointing compound is still wet, the metal having
been previously prepared and primed.
4.1.1 Jointing Cornfound - These are usually paste-like materials used
for coating surfaces which are to be brought together and which will be
inaccessible. Sometimes several coats of the paint used elsewhere on the
structure are used for jointing, when it is usual to bring the surfaces together
before the last applied coat is dry. .Where dissimilar metals are used in
conjunction in a structure, an isolating jointing compound is essential, and
those containing chromates are preferred where aluminium or magnesium
is one of the metals. A typical compound for this purpose consists of equal
parts by weight of barium chromate and kaolin in an oil varnish medium,
the content being between 50 and 60 percent by weight and free from water
soluble sulpha .es and chlorides. Bitumen or bituminous pastes and rubber-
based jointinr, compounds are used for other metals.
4.1.2 The surface should be prepared as specified in 6 of IS: 2524
( Part I )-1968t. Even where this includes using an etch primer it is still
necessary to apply a priming paint appropriate to the individual metal
except in the case of lead and terne coating. Some etch primers are softened ;
by water. For situations where exposure of the etch-primed surface to mois-
ture may be expected special types of water-resistant etch primer should be
used, or they should be quickly overcoated with primer. Where the metals
concerned come into contact with alkaline materials, for example, concrete,
*Glossary of terms relating to paints (K&&).
iCOtk Of pntctiCC fbr painthg Of OOPfCm* metal8 in buildings: Part f &ctre,&acnt.
-4.xs:2524(Partn)xl68
,
lime mortar and brickwork, they should be given one or two coats of
bituminous paint and, where the conditions are persistently damp, even
thicker 6hns are desirable. Ahnninium, lead, terne plate and tin must be
treated fully in this way> zinc, cadmium, tin and magnesium need only. be
treated in this way if conditions are adverse, while copper is unlikely to
need protection. Where non-ferrous metals are brought into permanent
contact with hard-woods, such as oak and chest-nut, for example, when
used for flashings for oak frames and sills, two coatso f bituminous paint.
should be applied to both contact surfaces.
46 AIumisiissm -Whether the preparation has included pretreatment
with an etch primer or not a zinc chrome or a modified zinc chrome paint
should be used. For subsequent coats, normal types of oil, cleoresinous or
synthetic resinous paints may be used provided that they are compatible
with the priming paint. l3ituminous paints are also permissible.
4.5 Zinc and Zinc-Goated Metals -As many items constructed from
zinc and zinc-coated metal, such as ducting, cladding and ‘casing units
arrive on site untreated, particular care should lx taken for pretreatment
and preparation of zinc surfaces: For subsequent coatings, normal types
of paint, as described in 4.2, may be used provided that they are compatible
with the priming paint and will adhere well to it.
4.4 CopPer Lead 7 The first coating or primer may be an unpigmentcd
resin varnish or an etching primer. If a light-coloured finish is required,
a coat of aluminium paint over the resin varnish will need to be applied; its
leafing properties help to prevent the discoloration of superimposed coats
of paint by green compounds should they be formed by inter-action between
the copper and the medium. The fmishing coats may be those indicated
for zinc.
4.5 Magnesium - The medium throughout the paint system to be applied
to magnesium and its alloys should be highly resistant to water and alkali,
for example, a stoving or air-drying medium, such as that based on tung
oil/phenolic resin varnish. The primer should not contain graphite, lead
pigments or metallic lead, bronze or aluminium; it should, however, contain
zinc chromate in a proportion appropriate to the severity of the conditions
ofexposure. For normal exposure, the zinc chromate should constitute about
20 percent by weight of the dry paint film.
5. SCHEDULE FOR PAINTING
5.1 General-The surface shall be prepared and pretreated as specified in 6
of IS : 2524 ( Part I )-1968*. After treatment the surface of the metals shall
be handled as little as possible before painting and shall be primed without
delay.
*Code of practiti for painting of non-femow metals in buildings: Part I Prctrcatqent. .
E5.1.1 The painting system may comprise primer, primer surE3cer or Wer,
putty and 6nish coats in &ll or in suitable combination, such as primer/
fkish or smfkr/Snish as may be found necessary depending on tbe condition
of substrate and its end use. Fix&b coats alone may be applied where ade-
quate. Dry, mineral oil or water -ding using suitable grades of abrasive
paper may, be carried out at appropriate stages to obtain a smooth finish.
Each successive coat may be applied only when the preceding coat is thorough-
ly dry. After applying the top coat further proccssin~, such as to produce
any decorative design for pleasing appearance, varnishmg or polishing with
suitable polishing compounds may be followed.
5.1.2 The types of primer, Ijrimer su&acer, etc, may be of any type com-
patible to each other and suitable for application over the substrate.
5.13 Application may be by any satisfactory method and air drying,
force drying or stoving may be carried out.
5.2 Factory Painting - A variety of paint systems applied by or&nary
or sophisticated methods of application like roller coat, electrostatic spraying,
etc, and air drying, force drying or stoving all or part of the components
in the painting system are possible.
5.3 On-Site Painiing - Surfaces untreated or protected with a temporary
protective shall be pretreated as specified in 6 of IS : 2524 ( Part I j-1968*
and then painted in a suitable system as mentioned in 5.1.
53.1 Surfaces already factor): pretreated and primed or finished shall be
cleaned of foreign matter like 011, grease, dust, etc; damaged areas, if any,
shall be appropriately feather-edged and touched up with suitable primer and
brought forward as necessary with primer, primer surfacer, putty, finish
coats, etc. The entire surface may then be flatted, if necessary, before ap-
plying finish coats. Generally only an air-drying system may be_ possible
for on-site painting and applications may be linked to brushing and spraying.
6. MAX&DSANCE
6.1 Gemeratl -Since the prime object of painting is to protect the metal
from corrosion, the paint film should ,not be aIlowed to deteriorate to a
serious extent More recoating. If the paint film is allowed to crack or peel
Corn the surf&x, corrosion may. start and spread under the paint completely
in order to prepaxe the surf?ce properly for repainting.
6.2 Removal of&c old Paint - In removing the old paint, care should be
ti to avoid, as fiu as possible, damaging any anodized or other chemical
~nv&on coating which may. have betn applied to protect the metal.
For this reason, an organic solvent-type paint remover should be employed,
so that only a minimum of scraping and .mechanical abrasion will be needed.
6ISr2524(PartII)-1968
6.3 Where flaking of the paint has occurred on a limited area and the
adhesion of the rest appears to be sound, it may be sufficient to remove
loose paint and the corrosion products.
Ch~P&niug - After the removal of the loose paints and corrosion products
priming on patches or on the overall surface, as the case may be, shall be
carried out at once.
6.5 Finishing - Subsequent process for finishing should be followed as
described in 5.
APPENDIX A
( Clause 0.4 )
LIST OF STANDARDS ON PAINTING
IS : 1477 ( Part I )-1959 Code of practice for finishing of ferrous metals
in buildings : Painting and allied finishes : Part I Operations and
workmanship
IS : 1477 ( Part II )-1963 Code of practice for finishing of ferrous metals
in buildings : Painting and allied finishes : Part II Schedules and
equipment
IS : 1650-1960 Colours for building and decorative finishes
IS : 2338 ( Part I )-1967 Code of practice for finishing of wood and wood
based materials : Part I Operations and workmanship
IS : 2338 -( Part II )-1967 Code of practice for finishing of wood and wood
based materials : Part II Schedules
. IS : 2395 ( Part I )-I966 Code of practice for painting concrete, masonry
and plaster surfaces : Part I Operations and workmanship
IS : 2395 ( Part II )-1967 Code of practice for painting concrete, masonry
and plaster stir&es : Part II Schedules.
IS : 3140-1965 Code of practice for pain.ting asbestos cement building
products
IS.: 4597-1968 Code of practice for finishing of wood and wood based
‘materials with nitrocellulose and cold catalysed materials
.
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1080.pdf
|
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
SHALLOW FOUNDATIONS IN SOILS (OTHER
THAN RAFT, RING AND SHELL )
( Second Revision)
First Reprint DECEMBER 1988
UDC 624.151.5.04:006.76
0 Copyright 1986
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 July 1986LS:1080-1985
lndian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
SHALLOW FOUNDATIONS IN SOILS (OTHER
THAN RAFT, RING AND SHELL )
( Second Revision)
Foundation Engineering Sectional Committee, BDC 43
Chairman Rspescnting
MAJ-GUN O~srn SINCW Ministry of Defence
Members
COL K. P. ANAND ( Alternate to
Maj-Gen Ombir Singh )
ADDITIONAL DIRECTOR ( GE ) Ministry of Railways ( RDSO )
ADDITIONAL DIRIXT~R (8) ( Alternate )
SHI~I K. K. AoaAnwar. Posts & Telegraphs Department, New Delhi
SHRI B. ANJIAH A. P. Engineering Research Laboratories, Hyderabad
SHRI ARJUN RIJEISINCHANI Cement Corporation of India, New Del hi
SHHI 0. S. SRIVASTAVA ( Alternate )
DR R. K. BHaNDARI Central Building Research Institute ( CSIR ),
Roorkee
SHRI CHAN~RA PRARASI~ ( Alternate )
SRRI MAHABI~ BIDASARIA Ferro-Concrete Consultants Pvt Ltd, Indore
SHRI ASHOK BIDASARIA ( Alfernalc )
SHRI A. K. CRATTERJEE Gammon India Ltd, Bombay
SHRI A. C. ROY ( Alternafc )
CHIRF ENGINEER Calcutta Port Trust, Calcutta
SHRI S. GUHA ( Alternate )
S~IRI R. K. D.49 GIJPTI Simplex Concrete Piles (I) Pvt Ltd, Calcutta
SHRI H. Gu~a BISWAS ( Alternafc)
SHRI A. G. D.W~IDAR In personal capacity ( 5 Hungerford Courf 121, Hungar-
ford Street, Calcutta )
SIIRI V. C. DESHP~NDE Pressure Piling Co (I) Pvt Ltd, Bombay
DIRRCTOR ( CSMRS ) Central Soil & hlatcrials Research Station, New
Delhi
CHIEF l~~se.4~0~ OFFI~ BK
( CSMRS ) ( Alternate )
( Continued on pap 2 )
@ Copyright 1986
I BUREAU OF INDIAN STANDARDS
This publication is protected under the &rn &Wright 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 :1080-1985
( Continuedf rom pagr 1 )
MCinbW Representing
SERI A. H. DIVANJI Asia Foundations and Construction Private Limited,
Bombay
SERI A. N. JANQLE ( Altematc )
SHRI A. GACJSHAL Stun Consultants Limited. Bombay
DR GOPAL RANJAN University of Roorkee. Roorkee .
SHRI N. JAQANNATE Steel Authority of India Ltd, Durgapur
SMRI A. K. MITRA ( Altsrnats )
SHRI ASHOK K. J AIN G. S. Jain & Associates, New Delhi
SHRI VIJAY KUMAR JAIN ( Altmurtr )
JOINT DIRECTOR ( D~sroN ) . National Buildings Organization, New Delhi
!&RI &NIL BERY ( AItsraolc )
DR R. K. KATTZ Indian Institute of Technology, Bombay
Sam S. R. KVLKARNI M. N. Daatur & Company Pvt Ltd, Calcutta
SRRI S. ROY ( Altrmata )
SRRI A. P. h’fATH& Central Warehousing Corporation, New Delhi
SHRI V. B. MATHUR Mckenaies Ltd, Bombay
SHRI S. MUPHERJE~ In personal capacity ( E-104 A, Sitala HOUSI, NIpMn
Sea Road, Bombay )
SARI T. K. D. MUNSI Engineers India Limited, New Delhi
SNRI M. ~YEI’WAR ( Al&mat# )
SERI A. V. S. R. MURTY Indian Geotechnical Society, New Delhi
SERI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SERI V. M. M~DQE ( Altsmatr )
SERI M. R. PU~JA Cemindia Company Ltd, Bombay
SHRI 0. J. KETKAR ( Ahnale )
Ds V. V. S. RAO Nagadi Consultants Private Limited, New Delhi
Da A. SARGUNAN College of Engineering, Madras
SHRI S. BOXXR~ATEAN ( Ahnate )
SERI N. SIVA~URU Ministry of Shipping and Transport ( Roads Wing )
SEFZ~M . K. MVKHERJEE ( Aftwnatc )
SUPERINT~EWDINEO N o I N E E R Central Public Works Department, New Delhi
( DESIGNS )
EXECVT~VE ENQINEER
DR ~D;;;r;-0;~/‘r-~ )
Indian Institute of Technology, New Delhi
DR R. KANIRAJ ( Ahnate )
SHRI G. RAMAN. Director General, BIS ( Ex-officio Mrmbrt )
Director ( Civ-Engg )
SERI K. M. MAPRUR
Joint Director ( Civ Engg ), BIS
( Continued on faga 7 )IS : 1080- 1985
lndian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
SHALLOW FOUNDATIONS IN SOILS (OTHER
THAN RAFT, RING AND SHELL )
( Second Revision)
0. FOkEWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 30 November 1985, after the draft finalized by
the Foundation Engineering Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 A series of Indian Standards on various types of foundations have
been formulated covering specific requirements as well as one dealing
with the general structural requirements. This Indian Standard covers
the specific requirements of shallow type foundations other than raft, ring
and shell foundation which have been covered separately [ see IS : 2950
( Part 1 )-1981*, IS : 11089-1984t and IS : 9456-1980: respectively 1.
0.2.1 The design of shallow foundations were earlier governed by
emperical formulae and thumb rules worked out in the course of long
experience which used to further vary from department to department.
Moreover based on the thumb rules it was not possible to design such
foundation in soils having special problems. It was, therefore, necessary
that a uniform approach based on technical considerations be formulated
for designing such type of foundation and so as to cover these aspects,
this Indian Standard was formulated in 1962 and revised in 1980.
This standard is now being further revised so as to include only the
specific requirements -applicable to the shallow foundation ( other than
raft, ring and shell foundation ) based on the latest technology. The
principal modifications are: (a) transfering the general requirements to
IS : 1904-19855, (b) deleting the provisions relating to width which should
*Code of practice for design and construction of raft foundations: Part 1 Design
( second revision ).
Wade of practice for design and construction of ring foundation.
$Code of practice for design and construction of conical and hyperbolic paraboloidal
types of shell foundations.
#Code ofpractic’e for design and construction of foundations: General requirements
( third revision ).
3IS : 1080 - 1983
be based on actual determinations, and (c) limiting the provisions t.o
shallow foundations only in view of the formulations of separate Indian
Standards on each type of foundations.
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, shah 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 specific requirements applicable to the
design and construction of shallow foundations in soils ( other than raft,
ring and shell ).
NOTE- The general requirement applicable to all types of foundation including
shallow foundations are covered in IS : 1904- 1985t.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definition of terms given in
IS : 2809-1972: shall apply.
3. GENERAL
3.1 The shallow foundations cover such type of foundation in which
the load transference is primarily through sheer resistance of the bearing
strata ( the fractional resistance of soil above bearing strata is not taken
into consideration ) and are laid normally up to depth of 3 m.
3.1.1 These foundations are of following types in addition to those
mentioned in 0.2.
a) Pad or Spread - In such type of foundation, which is constructed
of masonry and/or concrete ( plain or reinforced ) and is isolated,
the loads of a structure is transferred to the ground in such a
manner that the safe bearing pressure is not exceeded.
b) Stt-zYp-- Such type of foundation provides continuous and longi-
tudinal bearing for loads carried by vertical elements, such as
continuous wall foundation beams or the like.
4. DESlGN CONSIDERATION
4.1 In such type of foundations wherever the resultant of the load
deviates from the centre line by more than lj6 of its least dimension at the
base of footing, it should be suitably reinforced.
*Rules for rounding off numerical values ( rsuisad ).
tCode of practice for design and construction of foundations: General requirements
( third renision ).
#Glossary of terms and symbols relating to soil engineering ( JFrst revision ).
4IS : 1080 - 1985
4.2 For continuous wall foundations ( plain or reinforced ) adequate re-
inforcement should be provided particularly at places where there is
abrupt change in magnitude of load or variation in ground support.
4.3 On slopeing sites the foundation should have a horizontal bearing
and stepped and lapped at changes of levels for a distance at least equal
to the thickness of foundation or twice the height of step whichever is
greater. The steps should not be of greater height than thickness of the
foundations.
4.4 Ground Beams - The foundation can also have the ground beam
for transmitting the load. The ground beam carrying a load bearing
wall should be designed to act with the wall forming a composite beam,
when both are of reinforced concrete and structurally connected by rein-
forcement. The ground beam of reinforced concrete structurally
connected to reinforced brick work can also be used.
4.5 Dimensions of Foundation
4.5.1 The dimensions of the foundation in plan should be such as to
support loads as given in IS : 1904-1985*. The width of the footings
shall be such that maximum stress in the concrete or masonry is within
the permissible limits. The width of wall foundation shall not be less
than that given by:
B = W + 30 cm
where
B = width at base in cm, and
W = width of supported wall in cm.
4.6 In the base of foundations for masonry foundation it is preferable to
have the steps in multiples of thickness of masonry unit.
4.7 The plan dimensions af excavation for foundations should be wide
enough to ensure safe and efficient working ( see IS : .7764-1966t ).
4.8 Unreinforced foundation may be of concrete or masonry ( stone or
brick ) provided that angular spread of load from the pier or bed plate
to the outer edge of the ground bearing is not more than 1 vertical to a
horizontal to masonry or 1 vertical to I horizontal for cement concrete
and 1 vertical to 213 horizontal for lime concrete. The minimum thickness
of the foundation of the edge should not be less than 150 mm. In case
the depth to transfer the load to the ground bearing is less than the per-
missible angle of spread, the foundations should be reinforced.
*Code of practice for design and construction of foundations: General requirements
( l&d rer,ision ) .
tsafety code for excavation work.
54.9 If the bottom of a pier is to be belled so as to increase its load carry-
ing capacity such bell should be at least 30 cm thick at its edge. The
sides should be sloped at an angle of not less than 45” with the horizontal.
The least dimension should be 60 cm ( circular, square or rectangular ).
The design should allow for the vertical tilt of the pier by 1 percent of
its height.
4.10 If the allowable bearing capacity is available only at a greater
depth, the foundation can be rested at a higher level for economic con-
siderations and the difference in level between the base of foundation and
the depth at which the allowable bearing capacity occurs can be filled up
with either: (a) concrete of allowable compressive strength not less than
the allowable bearing pressure, or (b) in compressible fill material, for
example, sand, gravel, etc, in which case the width of the fill should be
more than the width of the foundation by an extent of dispersion of
load from the base of the foundation on either side at the rate of
2 vertical to 1 horizontal.
4.11 The cement concrete foundation ( plain or reinforced ) should be
designed in accordance with IS : 456-1978’ and masonry foundation in
accordance with IS : 1905-19807.
5. CONSTRUCTION
5.1 The cement concreting ( plain and reinforced ) in the foundation
should be done in accordance with the provision given in IS : 456-1978*.
5.2 The stone masonry construction should conform to IS : 1597 ( Parts 1
and 2 )-1967: and brick masonry construction should conform to
IS : 2212-19629.
5.3 The lime concrete should be done in accordance with the provisions
given in IS : 2541-197711 or IS : 5817-19701.
5.4 Masonry should be constructed over the base concrete after curing
the base of concrete for at least 3 days. Before laying concrete, the bed
of the foundation pit/trench should be thoroughly compacted by manual
ramming.
*Code of practice for plain and reinforced concrete ( Gird revision ) .
tCode of practice for structural safety of buildings: Masonry walls ( second revision ).
@YZode of practice for construction of stone: Part 1 Rubber stone machinery and
Part 2 Ashlar masonry.
$Code of practice for brickwork.
IlCode of practice for preparation and use of lime concrete (/irsr revision ).
TCode of practice for preparation and use of lime pozzolana mixture concrete in
buildings and roads.
6IS : 1080 - 1985
( cmoriffued from pagr 2 j
Miscellaneous Foundation Subcommittee, BDC 43 : 6
Convener Rcprcsmting
SHBI S. GUHA Calcutta Port Trust, Calcutta
Members
SERI K. K. AQARWAL Posts & Telegraphs Department, New Delhi
LT-COL C. L. ASSIJDANI Engineer-in-Chief’s Branch, Army Headquarters
( Ministry of Defence ), New Delhi
MAJ T. K. GHOSH ( Alternate )
I)~;;;o~~~~~~~~ ( BRIDQES ) Indian Roads Congress, New Delhi
Highways and Rural Works Department, Madras
DIVISIONA; E~;N;R ( SOILS ) ( AItcrnate )
EXECUTIVE N Central Public Works Department, New Delhi
( DESIQN ) V
EXECUTIVE ENOI~EER
SHRI 1 F;zF ) VII ( Alternate )
Cent;laforkzlding Research Institute ( CSIR ),
SHRI M. R. SONEJA ( Alternate)
SIKRI G. R. HARIDAS Gammon India Ltd, Bombay
SH~I A. B. GHOSAL ( Alternate )
SHRI M. IYENQAR Engineers India Ltd, New Delhi
DR R. K. M. BHANDARI ( Alternate)
JOINT DIRECTOR ( GE ) Ministry of Railways
DEPUTY DIRECTOR ( GE III ) ( Alternate )
SHBI D. J. KETKAR Cemindia Co Ltd, Bombay
SRRI R. L. TELAN~ (Alternate )
SHRI S. MU~HZ~RJ~E In personal capacity ( E-104 Simla How, Neban
Sea Road, Bombay )
Smt~ P. G. RAMAKRISHNAN Engineering Construction Corporation Ltd, Madras
SHRI A. G. DATAR ( Altcrnafc )
SHRI 0. S. SRIVASTAVA Cement Corporation of India, New Delhi
Sam SWAMI SARAN University of Roorkee, Roorkee
Adhoc Panel for Revision of IS : 1904 and IS : 1080, BDC 43 : 6/Pl
Conwnrr
Sa~r S. GUHA Calcutta Port Trust, Calcutta
Members
SHRI K. K. A~ARWAL Posts & Telegraphs Department, New Delhi
SHRI S. C. BOSE Pile Foundation Construction Co (I) Pvt Ltd,
Calcutta
7BUREAU 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 )
Regioml 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
CHANDIGARH 160036 { 3 1641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
I 41 25 19
141 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
4HMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg, Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar. 6 27 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29, R. G. Barua Road, -
5th Byelane. GUWAHATI 781003
5-8-56C L N. Gupta Marg. (Nampally Station Road), 22 10 83
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 l6 34 71
16 98 32
117/418B Sarvodaya Nagar. KANPUR 208005 21 68 76
{ 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23.05
Hantex Bldg ( 2nd Floor ). Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambere, Grant Road. a9 65 28
Bombay 400007
tSales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 60 00
Street. Calcutta 700072
Reprography Unit, MS, New Deihi, India
|
5816.pdf
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IS 5816 : 1999
Indian Standard
SPLITTING TENSILE STRENGTH OF CONCRETE -
METHOD OF TEST
(First Revision )
ICS9 1.100.30 '
OBIS 1999
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN,9BAHADURSHAHZAFARMARG
NEWDELHI 110002
.Ju(1v9 99 Price Group 4Cement and Concrete Sectional Committee, CED 2
FORE WORD
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.
Tensile strength is one of the basic and important properties of concrete. A knowledge of its value is required for
the design of concrete structural elements subject to transverse shear, torsion, shrinkage and temperature effects.
Its value is also used in the design of prestressed concrete structures, liquid retaining structures, roadways.and
runway slabs. Direct tensile strength ofconcrete is difficult to determine; recourse is often taken to the determination
of flexural strength or the splitting tensile strength and computing the direct tensile. The usefulness ofthe splitting
cube test for assessing the tensile strength of concrete in the laboratory is widely accepted and the usefulness of
the above test for control purposes in the field is under investigation. The standard has been prepared with a view
to unifying the testing procedure for this type of test for tensile strength of concrete.
This standard was first published in 1970. In this first revision test on cube specimen has also been incorporated
as it was felt that cube specimens, being used for compression testing, would be convenient to use.
In this revision assistance has been derived from BS I88 1 (Part 117) : 1983 ‘Method for determination of tensile
splitting strength’. Assistance has also been rendered by conducting test and supplying valuable data by the
following:
National Council for Cemenl and Building Material, Ballabgarh and Ciujrat Ambuja Cement, Ahmedabad.
In reporting the result of a test made in accordance with this standard, ifthe final value, observed or calculated, is
to be rounded off, it shall be done in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values
(/Zvi.scd)’ .
The composition of the technical committee responsible for the formulation of this standard is given at Annex A.IS 5816 : 1999
Indian Standard
SPLITTING TENSILE STRENGTH OF CONCRETE-
METHOD OF TEST
( First Revision )
I SCOPE preparation of materials, proportioning, weighing,
mixing, workability, moulds, compacting and curing
This standard covers the procedure for determining the shall comply in all respects with the requirements given
splitting tensile strength of moulded concrete cubes and in IS 516.
cylinders.
4 APPARATUS
2 NORMATIVE REFERENCES
4.1 Testing Machine
The Indian Standards listed below contain provisions,
which through reference in this standard, constitute Any compression machine of reliable type, of sufficient
provision of this standard. At the time of publication capacity for the tests and capable of applying the load
the editions indicated were valid. All standards are at the rate specified in 7.5 shah be used. It shall comply
subject to revision and parties to agreement based on with the requirements given in IS 516 as far as
this standard are encouraged to investigate the applicable except that the bearing faces of both platens
possibility of applying the most recent editions of the shall provide a minimum loading area of 12 mm x the
standards indicated below: length of the cylinder or cube, as the case may be so
that the load is applied over the entire length of the
IS No. Title specimen. If necessary, a supplementary bearing bar
or plate of machined steel may be used.
516 : 1959 Method of test for strength of concrete
1500: 1983 Method for Brine11h ardness test for
4.2 Jigs
metallic materials (second revision)
1658 : 1977 Fibre hardboards (second revision)
Either jig shown in Fig. 1 for splitting cylindrical and
cubic specimen or alternatively jig shown in Fig. 2 for
3 TEST SPECIMENS
cubic specimen shall be used.
3.1 Cube 4.2.1 Components of Jigs shown in Fig. 1
Cube specimen shall be of size not less than four times
4.2.1.1 Two packing strips of tempered hardboard of
the maximum size of the course aggregate and not
nominal thickness 4 mm conforming to IS 1658 having
less than 150 mm.
following dimensions of the test specimen shall be used
only once:
3.2 Cylinder
Width 15*2mm
The cylindrical specimen shall have diameter not less Nominal thickness 4mm
than four times the maximum size of the coarse Length Greater than the length of the
aggregate and not less than 150 mm. The length of the line of content of the test
specimens shall not be less than the diameter and not specimen
more than twice the diameter. For routine testing and
4.2. I .2 Steel loading strips
comparison of results, unless otherwise specified the
specimens shall be cylinder 150 mm in diameter and A steel loading plate having minimum hardness value,
300 mm long. when tested in accordance with IS 1500 shall be used
. between the platen of the machine and the hardboard
3.3 Making and Curing Test Specimen packing strips. The piece shall not be shorter than the
specimen. For cylindrical specimens it shall be of
The procedure of making and curing tension test rectangular cross section. For cubic specimens, it shall
specimen in respect of sampling of materials, be a section of a cylinder, with a,radius of 75 mm, so
1IS 5816 : 1999
that the load is applied along a line on the surface of 550 when tested in accordance with IS 1500, shall be
the specimen (see Fig. 1A and 1B). This loading piece auxiliary platens incorporating steel strips with the
can be incorporated within the jig. following dimensions:
4.2.2 Components of Jigs shown in Fig. 2 Width 6* 1 mmfor 150mmsize
Thickness 4*1mm
4.2.2.1 Steel loading pieces Length Not less than the length of the line
of content with the test specimen
Steel loading pieces having a minimum hardness of
HARDBOARD
PACKING STRIP DETAIL AT A
LOADING PIECE
FIG. IA APPARATUS FOR SPLITTING CYLINDERS
FIG. 1 B APPARATUS FOR SPLITTING CYLINDER AND CUBE
FIG. 2 ALTERNATE APPARATUS FOR SPLITTING CUBESIS 5816 : 1999
4.3 Tolerances in the plane of the pre-marked lines, shall be measured
near the ends and the middle of the specimen and the
The steel loading pieces specified in 4.2.1.2 and 4.2.2.2 average taken to the nearest 0.2 mm. The length of the
shall have flatness, squareness parallelism and surface specimen shall be taken to the nearest 0.2 mm by
requirements along the length of the strips within the averaging the two lengths measured in the plane
tolerances given below: containing the pre-marked lines.
a> Flatness - 0.03 mm for each contact face. 7.4 Placing of the Specimen in the Testing Machine
b) Squareness - for each edge of the piece with
respect to the adjacent edge as datum shall be The bearing surfaces of the testing machine and of the
0.06 mm. loading strips shall be wiped clean.
c) Parallelism - one contact face with respect
to the other face as datum shall be 0.06 mm. 7.4.1 Positioning
d) Ra value for the surface texture of the contact
faces - 0.04 m and 3.2 m. The test specimen shall be placed in the centring jig
with packing strip and/or loading pieces carefully
The steel loading pieces shall be replaced when the positioning along the top and bottom of the plane of
dimensions are out of tolerance or they are seriously loading of the specimen. The jig shall then be placed
damaged or pitted along the content face. in the machine so that the specimen is located centrally.
In the case ofcubic specimens, the load shall be applied
5 AGE AT TEST on the moulded faces in such a way that the fracture
plane will cross the trowelled surface.
Tests shall be made at the recognized ages of the test
specimens, the most usual being 7 and 28 days. Tests For cylindrical specimen it shall be ensured that the
at any other age at which the tensile strength is desired upper platen is parallel with the lower platen.
may be made, if so required. The ages shall be
calculated from the time of the addition ofwater to the 7.5 Rate of Loading
dry ingredients. The age at test shall be reported along
with the results. The load shall be applied without shock and increased
continuously at a nominal rate within the range 1.2 N/
6 NUMBER OF SPECIMENS (mm*/min) to 2.4 N/ (mmVmin). Maintain the rate, once
adjusted, until failure. On manually controlled
At least three specimens shall be tested for each age of machines as failure is approached the loading rate will
tests. decrease; at this stage the controls shall be operated to
maintain as far as possible the specified loading rate.
7 PROCEDURE The maximum load applied shall then be recorded. The
appearance of concrete and any unusual features in the
7.1 Specimens when received dry shall be kept in type of failure shall also be noted.
water for 24 h before they are taken for testing. Unless
other conditions are required for specific laboratory The rate of increase of load may be calculated from
investigation specimen shall be tested immediately on the formula:
removal from the water whilst they are still wet. Surface
water and grit shall be wiped off the specimens and (1.2 to 2.4) x 7r/2 x I x d N/min
any projecting fins removed from the surfaces which
are to be in contact with the packing strips. 8 CALCULATION
7.2 Marking 8.1 The measured splitting tensile strengthfc, of the
specimen shall be calculated to the nearest 0.05 N/mm2
Central lines shall be drawn on the two opposite faces using the following formula :
of the cube using any suitable procedure and device
that will ensure that they are in the same axial plane.
L=+$
7.3 Measurement where
The mass and dimensions of the specimen shall be P = maximum load in Newtons applied to the . . ..
noted before testing. The sides of the specimen, lying specimen,
3IS 5816 : 1999
I = length of the specimen as shown in Fig. 3 c) Age of specimen at date of test when known,
(in mm), and
d) Curing history,
d = cross sectional dimension of the specimen
as shown in Fig. 3 (in mm). e) Weight of specimen in Newtons,
9 REPORT 0 Type of fracture and the appearance of
concrete on the fractured face if these are
9.1 The following information shall be included in unusual,
the report on each specimen:
8) Splitting tensile strength to the nearest 0.05
a) Date of test, N/mm’ on the lower side, and
b) Identification mark, shape and size of the h) Estimate of the proportion of coarse aggregate
specimen in mm, fractured during test.
FIG. 3 .PLANEO F LOADINGIS 5816: 1999
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman
DR H.C. VKVESVARAYA
Chandrika, 63-64, East Park Road,
Malleswaram, Bangalore 560003
Members Representing
SHRI H. BHAITAOIARYA Orissa Cement Limited, New Delhi
SHRI G. R. BHARTIKAR B.G. Shrike &Co, Pune
DR A. K. CHATXR~EE The Associated Cement Companies Ltd, Mumbai
SHRI S. H. SUBRAMANIAN( Alrernale)
CHIEF ENGINEER (DESIGN) Central Public Works Department, New Delhi
SIJPERINTENDINGE NGINEER (S&S) (llbernafe)
CHIEF ENGINEER, NAVAGAM DAM Sardar Sarovar Nirman Nigam Ltd, Gandhinagar
SUPERINTENDIN(;E NGINEER. QCC (Alternate)
CHIEF ENGINEER (RESEARCH-CUM-DIRECTOR) Irrigation and Power Research Institute, Amritsar
RESEARCHO FFICER (CONCRETET ECHNOLOGY) (Alternate)
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JT DIRECTOR (Alfernate)
DIRWTOR (C’MDD) (N&W) Central Water Commission, New Delhi
DY DIRECTOR (CMDD) (NW&S) (Ahernate)
SHRI K. H. GANGWAL Hyderabad’ Industries Ltd, Hyderabad
SHRI V. PA~ABHI (Alternate)
SHRI V. K. GHANEKAR Structural Engineering Research Centre (CSIR), Ghaziabad
SHRI S. GOPINATH The India Cements Ltd, Chennai
SHRI R. TAMILAKARAN (Alternate)
SHRI S. K. GUHA THAKURTA Gannon Dunkerley & Co Ltd, Mumbai
SHRI S. P. SANKARANARAYANAN( Alternate)
SHRI N. S. BHAL Central Building Research Institute (CSIR), Roorkee
DR IRSHAD MASOOD (Alternate)
DR IRWAD MASSED Cement Corporation of India, New Delhi
SHRI N. C. JAIN (Alfernote)
JOINT DIRECTOR STANOARDS( B&S) (CB-I) Research, Designs & Standards Organization (Ministry of Railways),
Lucknow
JOINT DIRECTOK STANDARDS( B&S)
(CB- 1 I) (Alternate)
SHIR N. G. JOSHI Indian Hume Pipes Co Ltd, Mumbai
SHiR P. D. KELKAR (Alternate)
SHRI D. I(. KANIJNGO National Test House, Calcutta
SHRI B. R. MEENA (ACemate)
SHRI P. KRIsHNA~~~RI~~~ Larsen and Toubro Limited, Mumbai
SHRI S. CHAKRAVARTHY (Alfernate)
(Conrinued on page 6)
5IS 5816: 1999
(Continued,from page 5)
Members Representing
DR A. G. MADHAVA RAO Structural Engineering Research Centre (CSIR), Chennai
SHRI K. MANI (Alternate)
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
SHRI J. SARUP (Alternate)
SHRI PRAFULLAK UMAR Ministry of Transport, Department of Surface Transport, Roads Wing,
SHR~ P. P. NA~R (Alternate) New Delhi
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR (CIVIL) (Afremafe)
SHRI S. K. NAITHANI, SO I Engineer-in-Chiefs Branch, Army Headquarters, New Delhi
DR A. S. GOEL, EE (Alternate)
SHRI Y. R. PHLILL Central Road Research Institute (CSIR), New Delhi
SHRI S. S. SEEHRA (Allernole)
SHKI Y. R. PHULL Indian Roads Congress, New Delhi
SHR~ A. K. SHARMA (Aliernate)
,
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR K. MOHAN (Alternate)
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRI R. C. SHARMA (Alternate)
SHRI S. A. REDDI Gammon India Ltd, Mumbai
SHRI J. S. SANGANERIA Geological Survey of India, Calcutta
SHRI L. N. AGARWAL (Alternate)
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SIIRI N. CHANDRASEKARAN (Alternate)
S~J~ERINTENDINGE NGINEER( DESIGN) Public Works Department, Government of Tamil Nadu, Chennai
EXECUTIVE ENGINEER. S.M.R. DIVISION (A/fern&e)
SHRI A. K. CHADHA Hindustan Prefab Ltd, New Delhi
SHRI J.. R. SIL (Alrernate)
DR H. C. VISVESVARAYA The Institution of Engineers (India), Calcutta
SHRI D. C. CHATURVEDI (Alternate)
SHRI VINOD KUMAR, Director General, BIS (Er-oflcio Member)
Director (Civ Engg)
Member-Secretary
SHRI J. K. PRASAD
Additional Director (Civ Engg), BIS
Concrete Subcommittee, CED 2 : 2
Convener
DR A. K. MULLICK National Council for Cement & Building Materials, New Delhi
Members
SHRI C. R. ALIMCHANDANI Stup Consultants Ltd, Mumbai
SHRI S. RANGARAJAN( Alternate)
DR P. C. CHOWDHARY Torsteel Research Foundation in India, Calcutta
DK C. S. VISHWANATH (Alternan)
(Continued on page 7)
6IS 5816 : 1999
(( ‘onlimred, from page 6)
Members Representing
SHKI J. P. DESAI Gujarat Ambuja Cement Ltd, Ahmedabad
SHRI 13. K. JAC~ETIA(A lrernate)
DIKECTOR Central Soil Materials Research Station. New Delhi
SI~RI N. CHANDRA~EKARAN( Allernate)
JT DIRECTOR STANDARDS( B&S)/CB-I 1 Research, Designs & Standards Organization, Lucknow
JT DIRECTOR STDS (B&S)/CB-,l (Alternafe)
SUPERINTENDINGE NGINEER (DESIGNS) Central Public Works Deptt, New Delhi
EXECUTIVE ENGG. (DESIGNS) (Alternate)
SIIR~ V. K. GHANAKAR Structural Engineering Research Centre, Cihaziabad
SHRI D. S. PRAKASH RAO (Alternate)
SCIRIS . K. GUHA THAKLJRTA Gannon Dunkerlay & Co Ltd. Mumbai
SHRI S. P. SANKARANARAYANAN( Aiternafe)
SHRI J. S. HINGORANI Associated Consulting Services, Mumbai
SHRI A. P. REMEDIOS (Alfernate) ’
SHRI LALIT KIJMAR JAIN In personal capacity (Consulting Structural Engineer, 36, Old Sneh
Nagar, Wardha Road, Nagpur 440015)
SHRI M. P. JAISINGH Central Building Research Institute, CSIR, Roorkee
SHRI B. KAMESWARA RAO (Alternafe)
C’HIEF ENGINEER & JOINT SECRETARY Public Works Department, Mumbai
SWERINTENDING ENGINEER (A/fern&e)
PROF. S. KRISHNAMOORTHY Indian Institute ofTechnology, New Delhi
SI~RI K. K. NAYAR (Alternate)
DR S. C. MAI I I National Council for Cement & Building Materials, New Delhi
MANAGING DIRECTOR Hindustan Prefeb Ltd. New Delhi
SHRI M. KUNDU (Ahernate)
SIIRI M. K. MWERJEE Ministry of Transport (Road Wing). New Delhi
SHRI N. K. SINHA (Al/et&e)
StttuB . V. B. PAI The Associated Cement Co Ltd. Mumbai
SHRI M. G. DANDAVATE (Alternate)
SHRI A. B. PHADKE The Hindustan Construction Co Ltd. Mumbai
SHRI 0. M. SAVUR (Al/ernafe)
SHRI Y. R. PIWLL Central Road Research Institute, New Delhi
SW S. S. SEEHRA (Alternate I)
SHRI SAT~NDER KUMAR (Alternate II)
SHRI A. S. PRASAD RAO Structural Engineering Research Centre (CSIR), Chennai
SHRI K. MANI (Alternate)
SHRI K. L. PRVTHI National Building and Construction Corporation Ltd, New Delhi
SHRI J. R. GABRIEL (Al&ware)
SHRI B. D. RAHALKER Nuclear Power Corporation, Mumbai
Sari II. S. P. VERMA (Alternate)
SHRI HANUMENTHA RAO A. P. Engineering Research Laboratories, Hyderabad
SiiRI G. RAMAKRISHNEN( Alternate)
SHRI S. A. REDDI Gammon India Ltd, Mumbai
DR N. V. NAYAK (Alternate)
(Continued on page 8)
7IS 5816 : 1999
(Con/inued,from page 7)
Members Representing
SHRIS . C. SAWHNE~ Engineers India Ltd, New Delhi
SHRI R. P. MEHROTRA(A l#ernale)
SHRIJ . II. SHARMA Army Headquarters, Engineekin-ChiePs Branch, New Delhi
SHRIS VRINDERM OHAN( Alternate)
PROFM . S. SHEITY Indian Concrete Institute, Chennai
SHRI B. 1‘. UNWALLA In personal capacity (1519, Rustam Baug, Victoria Road, Mumbai-27)
DIRECTOR(C BMDD) Central Water Commission, New Delhi
DY DIRECTOR(C &MDD) (Alternate)Bureau sf Indian Standards
BIS is a statutory institution established under the Bureau of Itrdiart Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 2 (4850).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 { 337 86 26,337 9120
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
{ 60 20 25
Southern : C.I.T. Campus, IV Cross Road, C!IENNAI 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 { 832 78 91,832 78 92
Branches : AHMADABAD. BANGALGRE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
fited at Simcop rintingP ressD, elhii India
|
12727.pdf
|
IS 12727t 1999
Indian Standard
NO-FINES CAST1NSZTUCEMENT
CONCRETE-CODEOFPRACTICE
,-- .
9 t ._ ,’
UDC 666’972’123 : 006’76
.I_.
i
.”
/-\
\’ :
._’ @l BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1990 Price Group 4Building Construction Practices Sectional Committee, BDC 13
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 20 July 1989, after the
draft finalized by the Building Construction Practices Sectional Committee had been approved
by the Civil Engineering Division Council.
No-fines cement concrete has highly permeable mass with large air spaces. It is an agglomeration
of coarse aggregate particles each surrounded by a coating of cement paste, up to about 1’25 mm
thick. As the aggregates to be used is almost -single sized which results in formation of enough
voids and thus preserve its most important properties of light weight and eliminating rise of
dampness. No-fines cement concrete can be used in foundation as well as in floors in place of
lime concrete where elimination of rise of salt and moisture is desirable.
No-fines cement concrete has great potentiality as a substitute for brick masonry where good
bricks are not available (specially in black cotton soil or hill zone). Further, the thermal
conductivity of a wall made of no-fines concrete with conventional aggregates and a wall of solid
brickwork of the same thickness is about the same. It may also be used in wall foundation
concrete, concrete under floors and in damp proof course.
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 12727 : 1989
Indian Standard
NO-FINES CASTrNS1TUCEMENT
CONCRETE-CODEOFPRACTICE
1 SCOPE should not be used more than 5 percent and
10 percent respectively.
1.1 This code covers the preparation and laying
of no-fines cast in situ cement concrete used for NOTE - 10 mm aggregates may be used but it requires
walls, foundations and eliminating rise of more quantity of cement.
dampness.
4.2.3 Brick Ballast
2 REFERENCES
No under burnt bricks or JHAMA bricks shall
2.1 The Indian standards listed in Annex A are be used under any circumstances. The brick
ballast should be broken preferably at site of
necessary adjuncts to this standard.
work. After immersion in cold water for
3 TERMINOLOGY 24 hours, absorption shall not exceed twelve
percent.
3.1 For the purpose of this standard, the
4.2.4 Stone Ballast
definitions given in IS 4845 : 1968 and IS 6461
(Parts 1, 2, 5 to 10) shall generally apply in
It should be hard strong, dense, curable, clean
addition to the following.
and of proper size and free from weather
3.2 Aggregate Cement Ratio effects. Any skin and coating are likely to
prevent proper adhesion of cement. Soft thin
flaky alongated or laminated pieces shall be
The ratio weight of coarse aggregate to weight
avoided. The flakiness index should not exceed
of cement is called the aggregate cement ratio.
15 percent. Stone shall have no deleterious
reaction.
3.3 No-Fines Concrete
4.3 Water
No-fines concrete is composed of coarse
aggregate cement and water only.
The water to be used for mixing and curing
shall conform to 4.3 of IS 456 : 1978.
4 MATERIALS
5. PRODUCTIbN AND CONTROL OF
4.1 Cement
CONCRETE
The cement used shall conform to IS 269 : 1976,
5.1 Soaking
IS 1489 : 1976 or IS 455 : 1976 and
IS 8041 : 1978.
The brick ballast shall be well soaked in clean
water for a period of at least six hours before
4.2 Aggregate
cement is mixed. The brick ballast should be
skin dry at the time of mixing. For stone
4.2.1 Getural
ballast no soaking is necessary.
The aggregate consists of crushed stone
aggregate, natural single or brick ballast from 5.2 Quantity of Water
slightly over burnt bricks or brick bats. It
should be homogeneous in texture and roughly For a given aggregate cement ratio there is only
cubical in shape. The aggregate to be used in one water cement ratio which gives the
the concrete should be uniformly of the same maximum strength of concrete. This is called
size. The aggregates should conform to optimum water cement ratio. ()ptimum water
IS 383 : 1970. cement ratio for various mixes arc given in
Table 1. The proportions of cement to
4.2.2 Size of Aggregate aggregate and water should be selected so that
the aggregate particles in the fresh concrete are
The aggregate would bc nominally graded coated with cement and water paste; and the
from 40 mm or 20 mm. Whichever size is used, paste should adhere to the aggregate and the
the proportions of oversized and undersized coated coarse aggregate particle should make
material must be kept as low as possible, point to point contact to ensure bonding of the
generally oversize and undersize material particles to meet the compressive strength
1IS 12727: 1989
TabIe 1 Strength of Various Mixes ( Using Portland Cement )
( Clauses 5.2 and 5.4 )
Sl M8dmUm Cement Con- Optimum Expected Com-
No. size of crtte Rfir W/C Ratio pressive Strength
Stone Ballast by Volume After 28 Days
mm N/mm’
1 20 1:8 0’40 5.5
2 20 1:9 0.42 4’9
3 20 1 : 10 0’45 3’5
4 20 1: 12 0.48 3.5
5 40 1 : 10 0’48 3.5
6 40 1 : 12 0’50 2’6
NOTE - The values given in tbii table are only for guidance and shall be checked in situ with actual mix.
nequiremeats without the interstices between 6 FORM WORK
the aggregate ,particles being blocked with
cement paste. 6.1 No-fines concrete practically do not impart
hydrostatic pressure on side shutters and, there-
5.2.1 The most appropriate proportions should fore, shuttering required is lighter and
be determined partly on the basis of experience economical as compared to common concrete.
and partly on the compressive strength. Unlike Formwork shookl be designed and should be
normal mncrete the no-fines concrete is very either of wooden planking with or without
sensitive with respect to water content and steel sheet lining or of steel plates stiffened by
therefwe the correct water content must be steel angles. The formwork Aould be properly
determined by trial mixes. The brick ballast fixed and stiffened to avoid any chances of
being water absorbent, the effective water bulging. Farmwork should have smooth and
cement ratio is thus variable and not easy to even surface and joints. It should not require
determine. This may lead to excessively wet or cutting, fitting and nailing of timbers on the
dry mixes being used. For brick aggregate site, but should consist of wandard and inter-
normally 33 percent water by weight of cement changeable units assembled by bolts or metal
may be added to the saturated skin dry clips or other fixings which can be handled
sgregate. quickly by unskilled labour ad reused many
times without deterioration. The main purpose
5.2.2 It is important to maintain water cement of these requirements is to obtain the speed of
ratiomn6taat 04 its cormt value. Ts ttil end building, economy in form work, costs and ease
determination of moisture contents shall be of erection and removal by unskilled labour
made as frequently as possible. when concrete is poured in-situ. The completed
Sorm work shall be inspected and approved by
5.3 Mixing engineer-in-charge before the work is started.
The surfaces of timber shuttering that would
wg shall be done in mechanical mixers only. come in contact with concrete shall be well
The mixer shall comply w&h IS 179.1 : 1968. set and coated with soap solution applied
before concreting is done. Form work may
With drum mixer it is advisable to pour some normally be removed after three days.
water into the drum before the dry material is
added. Thereafter the measured quantity of 7 TRANSPORTJNG, PLACING, COMPACT-
aggregates ( thoroughly soa’ked but skin dry in ING, CURING, WORKMANSHIP
case of brick ballast only ) and cement shall be
poured in the drum of mixer while it is 7.1 Transperting
revolving. The remaining water shall be added
Concrete shall be transported from the mixer to
slowly up to the required quantity and wet
site of work by methods which will prevent
mixing of the batch shall be continued for at
suggregation 0r loss of any of the ingredients
least one minute till a uniform mix is obtained.
and maintaining the required workability. lt
NOTE - Handmixing may bc pcrmittrd for small must not be allowed to set aud then Le used
quantities. with the additivn of further water to give
workability.
5.4 Strength
7.1.1 During hot or cold weather concrete shall
5.4.1 The strength of various mixes using port- be transported in deep containers. Other suit-
land cement are given in Table 1. able methods to reduce the loss of water by
2, IS 12727 : 1989
evanoration in hot weather and heat loss in concrete. For this reason the following precau-
cold weather may also be adopted. tions may be taken in case of joints in walls.
7.2 Placing 7.5.1.1 Vertical joints
7.2.1 The concrete should be poured in hori- Vertical or raking construction joints should not
zontal layers proceeding continuously around be permitted in this material except where
the building. Concrete should not be allowed expansion joints are to be formed. If vertical
to pile up at a slope in the form work while construction joints are permitted near an
awaiting further deliveries since this practice external angle of the building these will
results in a diagonal line of weakness. seriously weaken the surface structure.
While laying care should be taken that cement 7.5.1.2 Horizontal joints
slurry does not separate out and all ballast is
uniformly coated with a cement layer. The There should be as few horizontal construction
concrete should be placed as soon as possible joints as possible, and in consequence lifts should
after mixing. be of full storey height.
NOTES
In forming horizontal joints, the exposed face
1 The minimum thickness of a structural load bearing of the site concrete should be cleaned thoroughly,
wall of no-fines concrete shall be 230 mm. that is with a wire brush and treated with a
2 Thickness of placing concrete in a wall should not neat cement slurry applied by means of a brush.
exceed 500 mm. The new concrete should be poured imme-
diately. Care should be taken to ensure that
7.3 Compaction voids are filled at the foot of lift particularly
where joint ends.
7.3.1 Vibrators shall not be used for compaction
of no-fines concrete. 7.5.2 Expansion Joints in Walls
7.3.2 No-fines concrete is compacted by rod or Cracks due to shrinkage and setting can be
gentle ramming. eliminated by applying expansion joints at 35 m
interval.
7.3.3 No water shall be added during ramming.
Ramming should be done by one or more lines 7.5.3 Wall Ties
of men arranged across the width of the conc-
rete with a lateral space of not more than 0’5 Interaction between floors and walls is main-
meter. Square rammers shall be used for tained by mild steel wall ties applied throughout
corners. the building.
7.4 Curing Minimum dimensions for wall ties are given in
Table 2.
If curing is inadequate no fines cement concrete
will loose its water contents resulting in incom- Table 2 Wall Tie Sizes for
plete hydration of cement which will cause No-Fines Concrete Walls
disintegration of concrete.
Fresh concrete is extremely sensitive to intense Length of Minimum Sizes
Building of Two Rein-
sunshine and wind and must be protected by
forcing Bars
damp sheet covers and by spraying with ample m mm
water; spraying should not be started too early
since it may wash off the cement from the IO 10
surface. Spraying must be maintained for 18 12
at least seven days. 35 14
7.5 Workmanship
Wall ties are spread throughout the elevation
7.5.0 The no-fines concrete should be used and the cross and partition walls. Wall ties
under the supervision of a qualified person. must not be interrupted by windows (such as
However precautions as given in 7.5.1 to 7.5.3 stair case windows) extending over more than
should be kept in view while using no-fines one floor level. The over-lapping of hook and
spliced ties is 500 mm. Wall ties can bc fixed
concrete.
to the reinforcement of adjacent floor or to
7.5.1 Construction &hts irl Walls lintel.
The bond between new and existing work in Cracks at opening can be eliminated by placing
no-fines concrete is weaker than in normal two 10 mm diameter mild steel bars under
3I8 12727 : 1989
window sills (see Fig. 1 ) so as to overlap both of forming a bassier to the penetration of rain
sides of window rebate by 500 mm. Concrete as also of decoration. The internal surface
cover is kept as 50 mm minimum and in order requires plastering for presenting a smooth and
to prevent corrosion and improve bond charac- even appearance. Both internal and external
teristics, the reinforcement must be treated with walls may be plastered. The internal walls and
a thin layer of ( about 3 mm thick) of cement inside of walls may be plastered. The plastering
slurry or paste. Wall ties with adequate is 10 to 12 mm thick and is done in two layers.
stirrups are placed in curbs of suitable size The layer thickness and sand grading recom-
whenever walls are of high strength no-fines mendations for plastering are given in Table 3.
concrete.
Table 3 Thickness and Sand Grading
8 FIXINGS AND PROVISION FOR of Plastering Mortar
SERVICES
8.1 Fixings
.Layer Thickness Sand Grading
mm mm
It is impracticable to nail into no-fines concrete,
and fixing blocks, lugs or metal anchor plates. 1 Pricked 2 to 3 0 to 3
Lighter fittings, pipes, shelves, etc, can be 2 Floating 5 to a 0 to 1 or
screwed or nailed to embedded wooden blocks 0 to 2
having been fastened to shuttering before
pouring into the concrete. The heavier fittings
for example wash basins, etc, are usually bolted 9.2 The composition of plastering mortor is
to embedded metal anchor plates and wooden given in Table 4.
blocks.
Table 4 Composition of Plastering
8.2 Provision for Services
Mortar ( by Loose Volume )
Services should be planned in advance. All
holes, chases, ducts and cavities for services
Layer Composition
should be formed by inserting suitable cores in ~_---___~_~_ ------~
the shuttering before casting the concrete. Cement Lime Sand
Cutting finished no-fines concrete for services
should be avoided since it is likely to lead to First 1 1’5 a to 10
extensive damage. Second 0 1 3
9 FINISHING
10 PRECAUTIONS
9.1 Plastering
No-fines concrete requires the a plication exter- 10.0 The precautions as given in 10.1 to 10.3
nally of a treatment to fulfil t Ke dual purposes especially for walling work should be observed.
WfNDOW OPENINGS
/Y
‘- WALL THICKNESS
All dimensions in millimetres.
FIO. 1 TYPICAL DETAILS OF KEIN~~ORCEMENATT WINDOWO PENING
4
.IS 12727 : 1989
10.1 Provision of Weep Holes bearing plate. It shall consist of metal angles
welded together to form a 150 mm square frame
Due to its very nature water does not penetrate and shall be secured to the top of the mould
no-fines concrete by capillary action. There is by two screws threaded through lugs welded to
however, the danger of water entering the wall two opposite sides of the frame. The riser of
due to faulty detailing of windows and door the mould shall then be removed and the sur-
opening or through cracks in rendering on face of the concrete be trowelled to obtain a
account of use of cement rich mix for rendering. reasonably true face.
However water entering the wall through either
of these faults will drain towards the foot of the The cubes are cured at 90 percent relative
wall where it flows away through deep holes. humidity and at a temperature of 27 f 2°C for
These must be provided above the damp proof 24 hours in the mould. Cubes shall be demoul-
course and kept clear of obstruction. Where ded if sufficiently strong, otherwise kept in the
lintels intervenes, these must be inclined over mould for a further period of 24 hours. After
part of their surface downwards towards the demoulding, the cubes shall be marked for
out side face of the wall and the normal identification. They shall be immersed in water
precautions of inserting a damp proof source for just sufficient time to ensure that they are
must be taken, otherwise draining water is thoroughly wetted. After draining they shall be
likely to be diverted to the inside of the wall. placed in a polythene bag which shall be sealed
The damp and course should not be wholly to prevent loss of moisture. They shall be
sloped towards the outer face and at least two stored at a temperature of 27 & 2°C until time
thirds of the area should from a level bearing. of testing. The cubes shall be tested as per
IS 516 : 1959. Iffy is 28 day cube strength of
10.2 Provision of Reinforcement no-fines concrete, the 7 days and 90 days
strength shall be around 0’55 fc and 1’15 fr?
The drying shrinkage of no-fines concrete is respectively. A deviation of f 10 percent is
about one half that of ordinary concrete con- permissible in these values.
taining similar coarse aggregate. Therefore
the placing of these two concrete together 11.2 Frequency of Sampling
should be avoided in order to check the cracking
through differential shrinkage movements. It shall be in accordance with 14.2.1 and 14.2.2
of IS 456 : 1978 as applicable in case of plain
Since there is a concentration of stresses at the and reinforced concrete.
corners of the windows and door openings,
these spots in no-fines concrete walls are after a 11.3 Test Specimen
source of weakness. Reinforcement may there-
fore be placed at wall openings. It may even It shall conform to 14.3 of IS 456 : 1978 as
be desirable to provide ordinary reinforced applicable to plain and reinforced concrete.
lintels over such openings. Wherever reinfor-
cement is used, it should be coated with a thin 11.4 Test Strength of Sample
layer of cement slurry to improve the bond
strength and also to serve as means of protection The test strength shall be average of the strength
against corrosion. of three specimens.
10.3 Concreting Under Special Conditions 11.5 Other Strength
Work in extreme weather conditions during hot The other strengths of the no-fines concrete
or cold weather the concreting should be done depends upon its 28 days cube strength. These
as per the procedure set out in IS 7861 ( Part 1 ) : are approximately as f0lloWs:
1971 or IS 7861 (Part 2) : 1981.
Tensile strength 0’12 fc
11 SAMPLING AND STRENGTH TEST OF
CONCRETE Flexural strength 0’23 fe
.
11.1 General Cylinder strength 0’61 fc
Sample from the fresh concrete shall be taken Bond strength 0’19 fc
as per IS 1199 : 1959, which is placed and com-
pacted in two equal layers. Each layer is Where fc is 28 days cube strength. A variation
tamped by ten blows of standard tamper of -+ 10 u. ercent is permissible in these values.
A
(see Fig. 2 ). The mould shall be provided with No-fines concrete wall fails in compression at
a riser of 25 mm height to guide the tamper about half the cube strength of the concrete.IS 12727I 1989
SETSCREW
f
4 AIR VENT HOLES
96
MASS OF RAMMER-7.5 kg
TOTAL MASS OF TAMPER
(i.e. RAMMER, GUlOE TUBE 6
BEARING PLATE) 4.8 kg
LENGTH OF
. TRAVEL OF
HAMMER 303
UBBER GASKET 1*6 mm T HICK
AIR VENT HOLE + 6
EXTENSION PIECES
LOCATING
SCREW
150 CUBE MOUlO
----BASE PLATE
All dimensions in millirnctres.
~~~~ 2 TYPKAL APPARATUS FOR NO-FINES CONCRETE TEST CUBES
ANNEX A
( Cluuse 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS .No. Title IS No. Title
269 : 1976 Specification for ordinary and 10~ 456 : 1978 Codg of practice for plain ant1
heat portland cement ( third rainforced concrete ( thirdr evision )
revision )
516 : 1959 Methods of test for strenglh of
concrete
383 : 1970 Sp ecification for coarse and fine
aggregates from natural sources 1199 : 1959 Methods uf sampling and analysis
for concrete ( second revision ) of concrete
455 : 1976 Specification for portland slag 14,89: 1976 Specification for portland pozzo-
cement ( third revision ) lana cement ( second reuisio)n
6IS 12727 : 1989
IS No. Title IS .ivo. Title
1791 : 1985 General requirements for batch (Part 7 ) : 1972 Mixing, laying, compact-
type concrete mixers ( second ion, curing and other construction
revision ) aspects
( Part 8) : 1973 Properties of concrete
4845 : 1968 Definitions and terminology rela-
ting to hydraulic cement (Part 9 ) : 1972 Structural aspects
6461 Glossary of terms relating to ( Part 10) : 1973 Tests and testing apparatus
cement concrete
7861 Code of practice for extreme
weather concreting
(Part 1 ) : 1972 Concrete aggregates
( Part 1 ) : 1971 Recomemnded practice for
( Part 2 ) : -1972 Materials ( other than
hot weather concreting
cement and aggregates )
( Part 2) : 1981 Recommended practice for
( Part 5 ) : 1972 Formwork for concrete cold weather concreting
( Part 6 ) : 1972 Equipment, tools and 8041 : 1978 Rapid hardening portland cement
plant (first m&ion )---.- ~~ ____.._~
Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards
Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products
covered by an Indian Standard conveys the assurance that they have been produced to comply with
the requirements of that standard under a well defined system of inspection, testing and quality
control which is devised and supervised by BIS and operated by the producer. Standard marked
products are also continuously checked by BIS for conformity to that standard as a further safe-
guard. Details of conditions under which a licence for the use of Standard Mark may be granted
to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification
of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ),
BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference:
Dot : No. CED 13 ( 4415 )
Amendments Issued Since Publication
Amend No. Date of Issue Text AAected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31,331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 1843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. PATNA. TRIVANDRUM.
Printed at Ames Prerr, New Delhi, India
|
4031_1.pdf
|
IS4031(Part1):1996
Indian Standard
METHOD OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 1 DETERMINATION OF FINENESS BY DRY SIEVING
(Second Revision )
KS 91.100.10
.-
8BIS 1996
BUREAU OF INDIAN STANDARDS
MANAKB HAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Mgy 1996 Price Group 2
‘Cement 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 Cement and Concrete Sectional Committee had been approved by Civil Engineering Division
Council.
Standard methods of testing cement are essential adjunct to the cement specifications. This standard in
different parts lays down the procedure for the tests to evaluate physical properties of different types.
of hydraulic cements. The procedure for conducting chemical tests of hydraulic cement is covered in
IS 4032 : 1985 ‘Methods of chemical analysis of hydraulic cement ( first revision )‘. Originally all the
tests to evaluate the physical properties of hydraulic cement were covered in one standard but for facilitating
the use of this standard and future revisions, the revised standard was brought out in different parts, each
part covering different tests. This part covers determination of fineness of cement by dry sieving.
The second revision of this standard has been prepared with a view to align this test method with European
S!andard EN 196 (Part 6) Method of testing cements: Determination of fineness.
The composition of the Committee responsible for the formulation of this standard is given at Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied, 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 4031 (Part 1) : 1996
Indian Standard
METHOD OF PHYSICAL TESTS F<OR
HYDRAULIC CEMENT
PART 1 DETERMINATION OF FINENESS BY DRY SIEVING
Second Revision )
(
1 SCOPE cylindrical frame of 150 mm to 200 mm nominal
diameter and 40 mm to 100 mm depth, fitted with 90
1.1 This standard (Part 1) covers the procedure for pm mesh sieve cloth of woven stainless steel, or other
determining the fineness of cement by dry sieving as
abrasion-resisting and non-corrodible metal wire.
represented by the mass of residue left on a standard
90 w IS Sieve. The sieve cloth shall comply with the requirements
of IS 460 ( Part 1) : 1985 and IS 460 ( Part 3 ) : 1985
2 REFERENCES
and shall be free of visible irregularities in mesh size
when inspected optically by the methods of IS 460
2.1 The following Indian Standards are necessary
adjuncts to this standard: ( Part 3 ) : 1985. A tray fitting beneath the sieve frame
and a lid fitting above it shall be provided to avoid
IS No. Title loss of material during sieving.
460 Specification for test sieves: 4.2.2 Balance
( Part 1 ) : 1985 Wire cloth test sieves (third Capable of weighing up to 10 g to the nearest 10 mg.
revision)
4.2.3 Brush
( Part 3 ) : 1985 Methods of examination of
A nylone or pure bristle brush, preferably with 25 to
apertures of test sieves (third
40 mm bristle, for cleaning the sieve.
revision)
3535 : 1986 Methods of sampling hydraulic 4.3 Material for Checking the Sieve
cements (f?rst revision) A Standard reference material of known sieve residue
shall be used for checking the sieve.
5165 : 1969 Interchangeable conical ground
- glass joints
The material shall be stored in sealed, airtight
containers to avoid changes in its characteristics due
3 SAMPLING AND SELECTION OF TEST
SPECIMENS to absorption or deposition from the atmosphere. The
containers shall be marked with the sieve residue of
3.1 The samples of the cement shall be taken according the reference material.
to the requirements of IS 3535:1986 (see 2.1) and
4.4 Procedure
the relevant standard specification for the type of
cement being tested. The representative sample of
4.4.1 Determination of the Cement Residue
the cement selected as above shall be thoroughly mixed
before testing. Agitate the sample of cement to be tested by shaking
for 2 min in a stoppered jar to disperse agglomerates.
4 SIEVING METHOD
Wait 2 min. Stir the resulting powder gently using a
clean dry rod in order to distribute the fines throughout
4.1 Principle
the cement.
The fineness of cement is measured by sieving it on
standard sieve. The proportion of cement of which Fit the tray under the sieve, weigh approximately 10 g
of cement to the nearest 0.01 g and place it on the
the grain sizes are larger than the specified mesh size
sieve, being careful to avoid loss. Disperse any
is thus determined.
agglomerates. Fit the lid over the sieve. Agitate the
A reference sample having a known proportion of sieve by swirling, planetary and linear movement until
material coarser than the specified mesh size is used no more fine material passes through it. Remove and
for checking the specified sieve. weigh the residue. Express its mass as a percentage,
R,, of the quantity first placed in the sieve to the nearest
4.2 Apparatus 0.1 percent. Gently brush all the fine material off the
base of the sieve into the tray.
4.2.1 Test Sieve
It comprises a firm, durable, non-corrodible, Repeat the whole procedure using a fresh 10 g sample
i
1IS 4031 (Part 1) : 1996
to obtain 5. Then calculate the residue of the cement repeat determination of residue to yield two values p,
R as the mean of R, and R, as a percentage, expressed and P, expressed to the nearest 0.1 percent.
to the nearest 0.1 percent.
The two values of P, and P, for a satisfactory sieve
When the results differ by more than 1 percent should differ by not more than 0.3 percent. Their mean
absolute, carry out a third sieving and calculate the P characterizes the state of the sieve.
mean of the three values.
Given the known residue on the 90 m mesh of the
The sieving process is carried out manually by a skilled reference material, R, calculate R/P as the sieve
and experienced operator. factor, F, expressed to the nearest 0.0 1. The residue,
R, determined as in 4.4.1 shall be corrected by
NOTE - Alternatively a sieving machine may be multiplying by F, which may have a value of 1.00 +
used provided that it can be shown to give the same 0.20
results as the manual operation.
Check the sieve after every 100 sievings.
4.4.2 Checking the Sieve
NOTE - Any other checking procedure, such as the optical
methods described in IS 460 ( Part 3 ) : 1985 may be used. All
Agitate the sample of cemem LOb e tested by shaking
sieves will wear slowly and consequently their sieve factor, F,
for 2 min in a stoppered jar to disperse agglomerates.
will slowly change.
Wait 2 min. Stir the resulting powder gently using a
clean dry rod in order to distribute the fines throughout 5 EXPRESSION OF RESULTS
the cement.
eport the value of R, to the nearest 0. Ipercent, as
Fit the tray under the sieve. Weigh approximately 10 %t e residue on the 90 pm sieve for the cement tested.
g of the reference material to the nearest 0.01 g and
place it in the sieve, being careful to avoid loss. Carry The standard deviation of the repeatability is about 0.2
out the sieving procedure as in 4.4.1 including the percent and of the reproducibility is about 0.3 percent.
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman Represenfing
DR H.C. VISVESVARVA In personal capacity ( University of Roorkee# Roorkee 247 667 )
Members
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
SHRI G. R. BHARTIKAR B.G. Shirke & Co, Pune
DR A. K. CHAITERJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAMANIAN( Alternaie )
CHIEF ENGINEER( DESIGN ) Central Public Works Department, New Delhi
SUPERI~JTENDMEGN GINEER(, S&S ) ( Alternate )
CHIEFE NGINEERN, AVAGAM DALU( Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPER~NTENDMEGN GINEERQ, CC (Alternate )
CHIEF ENGINEER, RESEARCH-CUM-DIRECTOR Irrigation and Power Research Institute, Amritsar
RESEARCHO FFICER, CONCRETET ECHNOLOGY
( Alternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JOINTD IRECTOR( AItemate )
DIRECTOR(C MDD) ( N&W ) Central Water Commission, New Delhi
DEPUTYD IRECTOR( CMDD ) ( NW&S )
( Alternate )
SHRI K. H. GANGWAL Hyderabad Industries Ltd, Hyderabad
SHRI V. P~ABHI ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre (CSIR), Ghaziabad
( Continued on page 3 )
2IS 4031 (Part 1) : 1996
( Continued from page 2 )
Members Repnzsenting
The India Cements Ltd, Madras
SHRI s. &PlNATH
SHRI R. TAMILAKARAN( Alternate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerley & Co Ltd, Bombay
SHR~ S. P. SANKARANARAYANA( NA lternate )
SHRIN . S. BHAL Central Building Research Institute ( CSIR ), Roorkee
DR IRSHADM ASOOD( Alternate )
DR IRSHAD MASOOD Cement Corporation of India, New Delhi
SHRIN . C. J~JN( Alternate)
JOINTD rsscro~ STANDARDS( B&S )( CB-I ) Research, Designs & Standards Organization ( Ministry of Railway ).
Lucknow
JOINT,,DIRECTORS TANDARDS( B&S )( CB-II )
( Alternate )
SHRI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P. D. KELKAR ( Alternate )
SHR, D. K. KANUNGO National Test House, Calcutta
SHRI B. R. MEENA ( Alternate )
SHRI P. KRISHNAMURTHY Larsen and Toubro Limited, Bombay
SHRI S. CHAKRAVARTH(Y Alternate )
DR A. G. MADHAVAR AO Structural Engineering Research Centre ( CSIR ), Madras
SHRI K. MANI (Alternate )
SHRI G. K. MAJIJMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
SHRI J. SARIJP( Alternate )
SHRIP UFULLA KUMAR Ministry of Transport, Department of Surface Transport Roads Wing,
SHRI P. P NAIR ( Alternate ) New Delhi
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR( CIVIL ) ( Alternate )
SHRI S. K. NATHANI, SO I Engineer-in-Chiefs Branch, Army Headquarters, New Delhi
DR A. S. GOEL, EE (Alternate )
SHRIy . R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA( Alternate )
ShRl Y.R. PHULL Indian Roads Congress, New Delhi
SHRIA .K. SHARMA ( Alternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLWALIA ( Alternate )
SHRI G. hMDAS Directorate General of Supplies and Disposals, New Delhi
SHRIR . C. &ARM (Alternate )
SHRIS . A. REDDI Gammon India Ltd, Bombay
REPRESENTATIVE Builder’s Association of India, Bombay
SHRI J. S. SANGANEW Geological Survey of India, Calcutta
SHRIL . N. AGARWAL( Alternate )
SHRI S. B. SURl Central Soil and Materials, Research Station, New Delhi
SHRI N. CHANDRASEKARAN( Alternate )
SUPERINTENDINEGN GINEER( DESIGN) Public Works Department, Government of Tamil Nadu, Madras
EXECUTIVEE NGINEER(S . M. R. DMSION )
(Alternate)
SHRIA . K. CHADHA Hindustan Prefab Ltd, New Delhi
SHRI J. R. SIL (Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATURVED( IA lternate )
SHRIV INODK UMAR Director General, BIS ( Ex-officio Member )
Director ( Civ Engg )
MemberSecretary
SHRLJ .K. PRASAD
Joint Director (Civil Engg), BIS
( Continued on page 4 )
3IS 4031 (Part 1) : 1996
( Continued from page 3 )
Composition of Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
Convener Representing
DR H. C. VISVESVARAYA In personal capacity ( University ofRoorkee, Roorkee 247 667 )
Members
SHRI. B. R. MEENA National Test House, Calcutta
SHFL B. K. &NDAL ( AJtemate )
SHRI N. G. BASAK Directorate General of Technical Development, New Delhi
SHIU T. MADNESHEAR (Alternate )
SHRI SOMN~H BANERIEE Cement Manufacturer’s Association,Bombay
CHIEF ENGINEER( RESEARCH-CUM-DIRECTOR) Irrigation Department,Government of Punjab
RESEARCHO FFICER (CONCRETET ECHNOLOGY)
(Alternate)
DIRECTOR Gujarat Engineering Research Institute, Baroda
SHRI J. K. PANEL( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCHO FFICER ( Alternate )
DIRECTOR( CLMDD II) Central Water Commission, New Delhi
,DEPUT~ DIRECTOR( CLMDD II ) ( Alternate )
SHRI R. K. G.XITANI Shree Digvijay Cement Co Ltd, Bombay
DR R. K. &ID ( AJtemate )
DR A. K. CH~UTERJEE The Associated Cement Company Ltd, Bombay
SHRI C. H. PAGE ( AJtemate )
DEPUTYD IRECTOR( B&F ) Research, Designs and Standards Organization, Lucknow
ASSISTANTD ESIGN ENGINEER( Alternate )
SHR~V K. MEHTA The Hindustan Construction Co Ltd, Bombay
SHRI U. B. DANGI ( Alternate )
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
DR IRSHAD MASSED Central Building Research Institute (CSIR), Roorkee
SHRI S. K. GARG ( Alternate )
SHRI R. KUNJITHAP~~ Vishnu Cement Ltd, Hyderabad
EXEC~I-I~E ENGINEER Central Warehousing Corporation, New Delhi
SHRI K. NARANAPPA Central Electricity Authority, New Delhi
SHR~ D. P. KEWALRAGMANI( Alternate )
DR S. C. AHLUWALIA National Council for Cement and Building Materials, New Delhi
SHRI K. H. BABU ( AJtemate )
SHRI M. K. MUKHERJEE Road Wing, Department of Surface Transport, New Delhi
SHRI N. K. S~HA ( AJtemate )
SHRI J .D. DESAI Gujarat Ambuja Cement, Ahmedabad
SHIU B. K. JAG- ( AJtemate )
SHRI y. R. PHULL Central Road Research Institute, New Delhi
SHRI S. S. SEEHRA( Alternate )
DR K. C. NARANG Dalmia Cement (Bharat) Ltd, New Delhi
SHRIC . S. SHARMA( Alternate )
SHlu PuRAM MAL Engineer-in-Chiefs Branch, Army Headquarters, New Delhi
SHRI K. M. NAMB~AR( AJtemate )
SHRI S. A. REDDI Gammon India Ltd, Bombay
PROJECT DIRECTOR Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINGH Federation of Mini Cement Plants, New Delhi
SUPERRJTENDMEGN GINEER( D ) Public Works Department, Government of Tamil Nadu
SENIOR DEPIJIY CHIEF ENGINEER( GENERAL )
(Alternate )
SHRl S. B. SURI Central Soil L Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN( AJtemate )
SHRI L. SWA~XIP Orissa Cement Ltd. New Delhi
SHRI H. BHATTACHARY(E A lternate )
SHRI D. P. CHAKRAWAKtl Bhilai Steel Plant. Bhilai
SHRI RAJAN C. M~~~HAw( AJtemate )
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian StandardsAct. 1986to 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
Amendmehts are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition.
This Indian Standard has been developed from Dot No. CED 2 ( 5168 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31,323 94 02, 323 83 75 ( Common to
all offices )
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Pnnted at New India Printing Press, Khur~a, India
|
3025_51.pdf
|
IS 3025 (Part 51) :2001
Indian Standard
METHODS OF SAMPLING AND TESTS
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTE WATER
PART 51 CARBONATE AND BICARBONATE
(First Revision )
ICS 13.060.50; 13.060.60
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAEIADUR SHAH ZAFAR MARG
NEW IDELHI 110002
Price Group 3Water Environment Protection Sectional Committee, CHD 12
FOREWORD
This Indian standard (Part 51) (First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by Water Environment Protection Sectional Committee had been approved by the Chemical Division
Council.
Alkalinity of water isits acid neutralizing capacity. It isthe sum of all the titratable bases. Alkalinity is significant
in many uses and treatments of natural water and wastewater. The alkalinity of many surface water is primarily
a function of carbonate, bicarbonate and hydroxide content. It is taken as an indicator of the concentration of
these constituents. Alkalinity measurements are used in the interpretation and control of water and wastewater
treatment processes.
The technical committee responsible for formulation of IS 3025:1964 ‘Methods of sampling and test (physical
and chemical) for water used in industry’ had decided to revise the standard and publish it in separate parts.
This standard supersedes 44 of IS 3025:1964 and is one among the different parts being published under
IS 3025 series of standards.
Considerable assistance has been derived from the following documents:
— Standard methods for the examination of water and waste water, 17th edition. American Public Health
Association; American Water Works Association; and Water Pollution Control Federation, U.S.A.
— 1S0 3196:1975 Sodium hydroxide for industrial use — Determination of carbonates content —
Titrimetric method.
— ASTM D 513-88.
The composition of the committee responsible for the preparation of this standard is given in Annex A,
In reporting the result of a test or analysis made in accordance with this standard if the final value, observed or
calculated, isto be rounded off, it shall be done in accordance with IS 2: 1960 ‘Rules for rounding off numerical
values (revised)’.IS 3025 (Part 51) :2001
Indian Standard
METHODS OF SAMPLING AND TESTS
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTE WATER
PART 51 CARBONATE AND BICARBONATE
(First Revision )
1 SCOPE be subjected to microbial action and to loss or gain of
carbon dioxide or other gases when exposed to air,
This standard prescribes two methods for the
analyse samples without delay, preferably within one
determination of carbonate and bicarbonate in water
day. If biological activity is suspected, analyse within
and wastcwater:
six hours. Avoid sample agitation and prolonged
a) Titrimetric method, and exposure to air.
b) Calculation method.
6 INTERFERENCES
2 REFERENCES Soaps, oily matter, suspended solids, or precipitates
may coat the glass electrode and cause a sluggish
The following Indian Standards contain provisions
response. Allow additional time between titrant
which through reference in this text, constitute
additions to let electrode come to equilibrium or clean
provision of thik standard. At the time of publication,
the electrodes occasionally. Do not filter, dilute,
the editions indicated were valid. All standards are
concentrate, or alter sample.
subject to revision, and parties to agreements based
on this standard are encouraged to investigate the
7 TITRIMETRIC METHOD
possibility of applying the most recent editions of the
standards indicated below: 7.1 Principle
IS No. Title The titration may be performed potentiometrically or
7022 Glossary of terms relating to water, with phenolphthalein indicator. The total OH- ,c@
(Part 1) :1973 sewage and industrial effluents, and HCO~ content isfirst determined by titration with
Part 1 standard acid using methyl orange/bromocresol green
7022 Glossary of terms relating to water, indicator. Another equal portion of the sample is
(Part 2) :1979 sewage and industrial effluents, titrated against the same acid using phenolphthalein/
Part 2 metacresol purple indicator.
3 TERMINOLOGY
7.2 Apparatus
For the purpose of this standard, the definitions given
7.2.1 Electrometric Titrator
in IS 7022 (Part 1) and 7022 (Part 2) shall apply.
Use any commercialpH meter or electrically operated
4 GENERAL titrator that uses a glass electrode and maybe read to
0.05 pH unit. Standardize and calibrate according to
Carbonate, bicarbonate and hydroxide contribute to
manufacturer’s instructions. Pay special attention to
the alkalinity of water. When the total alkalinity of a
temperature compensation and electrode care, if
water isdue almost entirely to hydroxides, carbonates
automatic temperature compensation is not provided,
or bicarbonates, and the total dissolved solids is not
titrate at 25 + 5°C.
greater than 500 mgll, the carbonate and bicarbonate
concentrations as CaC03 may be calculated from the 7.2.2 Titration Vessel
sample pH and total alkalinity.
For conventional sized electrodes, use a 200 ml, tall-
5 SAMPLING AND STORAGE form Berzelius beaker without aspout. Fit beaker with
astopper having three holes, to accommodate the two
Collect samples in polyethylene or borosilicate glass
electrodes and the burette.
bottles and store at a low temperature. Fill bottles
completely and cap tightly. Because waste samples may 7.2.3 Magnetic Stirrer
1IS 3025 (Part 51) :2001
7.2.4 Pipettes, Volumetric stirring. Filter, if precipitate forms, then add 0.02 N
NaOH drop-wise until a faint purple colour appears.
7.2.5 Flasks, Volumetric
7.3.7 Sodium Thiosulphate — 0.1 M
7.2.6 Barettes, Borosilicate Glass
Dissolve 25 g sodium thiosulphate (NazS,0j.5HzO)
7.2.7 Polyolejin Bottles
in water and dilute to 1000 ml with distilled water.
7.3 Reagents
8 PROCEDURE
7.3.1 Sodium Carbonate Solution — Approximately
8.1 Sample Size
0.05 h’
The range of carbonate and bicarbonate concentrations
Dry 5gprimary standard sodium carbonate, at 250°C
found in wastewater is so large that a single sample
for 4 hours and cool in a desicator. Weigh 2.5f 0.2 g,
size and normality of titrant can not be specified. For
transfer to 1Iitre volumetric flask, dissolve in distilled
alkalinities less than 1000 mg as CaCOJl, take 20
water and make up the volume. Do not store for longer
mlof sample and titrate with 0.02 N hydrochloric acid;
than one week.
while for alkalinities more than 1000 mg, as CaCOJl,
7.3.2 Standard Hydrochloric Mid — O.IN take 5 ml of the sample and titrate with 0.1 N
hydrochloric acid.
Prepare acid solution of approximate normality by
diluting 8.3 ml of concentrated hydrochloric acid to 8.2 The end point may be determined by any of the
1Iitre. Standardize against 40 ml of 0.05N sodium following:
carbonate solution, with about 60 ml of water, in a
a) By colour change, and
beaker, by titrating potentiometrically to pH 5. Lift
b) Potentiometrically.
out electrodes, rinse into the same beaker and boil
gently for 3 to 5 minutes under a water glass cover. 8.2.1 Colour Change
Cool to room temperature, rinse cover glass into
Colour indicators maybe used for routine and control
beaker, and finish titrating to pH inflection point.
titrations in the absence of interfering colour and
Calculate normality as follows:
turbidity and for preliminary titrations to select sample
size and strength of titrant. Take sample size and
AxB
Normality, N= —xc normality of titrant according to 8.1. If free residual
53
chlorine is present, add 0.05 ml (1 drop) of 0.1 M
sodiumthiosulphate solution, or destroy with
where
ultraviolet radiation. Add 5 drops of phenolphthalein
A= Sodium carbonate ingweighed in 11flask; indicator solution and titrate over a white surface to
B= Sodium carbonate solution, in ml, for persistent colour change, characteristic of the
titration; and equivalence of indicator used with sample to abuffer
c= Acid, in ml, used. solution at the designated pH. Repeat the titration
using bromocresol green indicator solution. The two
7.3.3 Standard Hydrochloric Acid — 0.02 N
titrations represent the phenolphthalein and the total
Dilute 200 ml of 0.1000 N standard acid to 1000 ml alkalinity respectively.
with distilled or deionised water. Standardize by
8.2.2 Potentiometric Titration
potentiornetric titration against 15 ml 0.05N sodium
carbonate as per procedure in 7.3.2. 8.2.2.1 Potentiometric titration curve
7.3.4 Methyl Orange/ Boromocresol Green Indicator Rinse electrodes and titration vessel with distilled
Solution water and drain. Select sample size and normality of
titrant according to criteria of 8.1.
Dissolve 100 mg of methyl orange/bromocresol green,
in 100 ml distilled water. Measure sample pH. Add standard hydrochloric acid
in increments of 0.5 ml or less, such that a change of
7.3.5 Metacresol Purple Indicator Solution
less than 0.2 pH units occur per increment. After each
Dissolve 100mg of metacresol purple in 100 ml water addition mix thoroughly but gently with a magnetic
(pH 8.3 indicator). stirrer. Avoid splashing. Record pH when a constant
reading is obtained. Continue adding titrant and
7.3.6 Phenolphthalein Solution
measure pH. Titrate to pH 8.3 and record the
Dissolve 1g ofphenophthalein in 100 ml of ethanol cumulative milliliters of titrant added. Continue
and add 100 ml of distilled water with constant titrating to pH 4.5 and again record the total volume
2IS 3025 (Part 51) :2001
of titrant used. As the end point is approached make of the total alkalinity;
smaller additions of alkali and be sure that pH c) Bicarbonate (HCO~ ) alkalinity is present if
equilibrium is reached, before making the next phenolphthalein alkalinity is less than half
addition. of the total alkalinity. These relationships
may be calculated by the following scheme,
9CALCULATION
where P is, phenolphthalein alkalinity and T
9.1 Calculate phenolphthalein alkalinity by using the is total alkalinity.
volume of acid used for phenolphthalein end point or
9.3 Select the smaller value of P or (T–P). Then ,
titrate potcntiometrically topH 8.3. Calculate the total
carbonate alkalinity equals twice the smaller value.
alkalinity by using the volume of acid used for
When the smaller value is P, the balance (T–2P) is
bromocrcsol green end point or titrate potentio-
bicarbonate. When the smaller value is (T–P) the
mctrically to pH 4.5.
balance (2P–T,I ishydroxide. All results are expressed
as CaCOJ. The mathematical conversion of the results
AX NX50
is shown in Table 1 (A modification of Table 1 is
Alkalinity (CaC03 mg/1) =
ml of sample” desirable when P is greater than T).
where Table 1 Alkalinity Relationships
A= ml of standard acid used, and
Result of Hydroxide Carbonate Bicarbonate
N = Normality of acid. Titration Alkalinity .Mkalinity Concentration
asCaC03 asCaC03 asCaC03
9.2 The results obtained from the phenolphthalein and (1) (2) (3) (4)
total alkalinity determinations offer a means for the P=o o 0 T
calculation of carbonate and bicarbonate, concen- P<l/2T o 2P T-2P
trations as CaCO1. The method ascribes the entire P= I12T o 2P o
alkalinity to bicarbonate, carbonate and hydroxide and P>l/2T 2P-T 2(T-P) o
it assumes the absence of other (weak) inorganic or P=T T o 0
organic acids, such as silicic, phosphoric and boric where
acids. It further presupposes the incompatibility of P = Phenolphthalein alkalinity, and
hydroxide and bicarbonate alkalinities. Because the T = Totalalkalinity.
calculations are made on a stoichiometric basis, ion
10 PRECISION AND BIAS
concentrations inthe strictest sense are not represented
in the results, which may differ significantly from 10.1 No general statement may be made about
actual concentrations especially atpH greater than 10. precision because of the great variation in sample
.4ccording to this scheme, characteristics. The precision of the titration is likely
to be much greater than the uncertainty involved in
a) Carbonate (Co~- )alkalinity ispresent when
sampling and sample handling before the analysis.
phenolphthalein alkalinity is not zero but is
Icss than total alkalinity; 10.2 In the range of 10to 500 mg/1 when the alkalinity
isdue entirely to carbonates orbicarbonates, astandard
b) Hydroxide (OH-) alkalinity is present if
deviation of 1mg/1 (as CaCOJ may be achieved.
phenolphthalein alkalinity is more than halfIS 3025 (Part 51) :2001
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Water Environment Protection Sectional Committee, CHD 12
Chairman Representing
SF{R[D.K.BISWAS Central Pollution Control Board, Delhi
Members
DRP.K.MATHUR Bhabha Atomic Research Centre, Mumbai
DRT.N.MAHADAVE~(Alternate)
SHRIlMRAhtIRRAHMA?X Central Mechnical Engineering Research Institute, Durgapur
SHIUB.RUJ(Alternate)
SHRIA.K,GUPTA Bharat Heavy Electrical Ltd, Handwar
SHIUN.G.SRIVASTAVA(Alternate)
DRP.S.RAMA~ATH.4~ Gharda Chemicals Ltd,Maharash&
DRS.R.JAKALI(Nfemate)
SHRIR.A.RAMANIJAM Central Leather Research Institute, Chennai
SuroN.SAMWELU(Akernute)
SHRIS.K,JAIN Department ofIndustrial Development, Ministry ofIndustry, GovtofIndia, NewDelhi
SHRIANLJAIN Engineers IndiaLtd,Gurgaon
D~(Ms) B.SWAMI~ATKO’ TheFertiliserx Association ofIndia, New Delhi
DnS.NAN’D(Ahernate)
DRS.D.MACHUAh’I Central Pollution Control Board, Delhi
DRR,C.TRNEDI(Altenzafe)
StisuSAmwmcKUMARMEHRA ABB Alstom Power IndiaLtd,West Bengal
SHRISUBRATOKOMARBASU(A/femate)
SHRIBAKULB.DAVE Hindustan LeverLtd, Mumbai
SHRIU.P.SIXGH(Alternate)
DRANILBHASKER ICMA, Mumbai
SHRIB.B.NARNLA(Alternate)
DRK.R.P.SIXGH Industrial Toxicology Research Centre, Lucknow
DRKRIStINAGOPAL(~kemute)
SHRIM.N.VYAS Indian PetroChemicals Corpn Ltd,Vadodra, Gujarat
DRJ.D. DESAI(,4/~emafe)
DRV.K.VIW.MA Shnram Institute forIndustrial Research, Delhi
SHRIM.S.DHIA’GRA(Alternate)
DRM.P.SmGH Indian OilCorporation Ltd, Faridabad
DRA.S.MATHUR(Alternate)
DRP.S.MINHAS Central soilSalinity Research Institute, Kamal
SHRIP.M.KHAiXDERJA Tata Chemicals Ltd, Gujarat
SHRIJ.M. KHAN(A/terrrate)
SHRISUINLSACHDEVA Tbermax Limited, Pune
SHRIS.S.BASARGEKAR(Alternate)
SHRIA.K.JmDAL Thermax Fuji Electric Ltd, Pane
DRS.K.GHOSH National Institute ofOccupational Health, Ahmedabad
StnuS.B,SAHAY National Thermal Power Corpn Ltd, West Bengal
SHRIR.L.SRNASTAVA(Alternate) ...
SHRIS.M.SHINGOTE National Uirncil forCement andBuilding Materials, New Delhi
SHRIV.P.CHA?TERJE(EAkemufe)
DRG.K.GURE.IA Thermax Limited (CII), Pane
SHRIS,K.CHOPRA(Alternate)
DRS.K.KAPCJOR DRDO, New Delhi
DR(SHRIMATIK)SHIPRAMLSHRA(Alternate)
SIiRIM.R.RAJPUT Regional Labour Institute, Kanpur
DRS.N,BATWRJLZ(,=t/tema[e)
St{ruD.K.DUA Punjab Pollution Control Board, Punjab
DR(SHRIMATIH).K.PARWANA(Alternate)
REPRESEXTAI?VE TheDharamsi Morarji Chemical CoLtd, Mumbai
RWIWSEhTAIIVE Indian Meteorological Department, Safdacjung Airport, New Delhi
DRDIPAKCHAKRABORTY West Bengal Polhrtion Control Board, Calcutta
DRUJJALMUKHEIUE(EAlternate)
REIIREYATATWE Maharashtra State Pollution Central Board, Mumbai
(Continuedonpage5)
4IS 3025 (Part 51) :2001
(Con(inuedj-om page 4)
Members Representing
SHRIS.BLLAKRISHNAN Tamil Nadu Pollution Control Board, Chennai
StmrA.K.SAXIZNA National Productivity Council, New Delhi
SHWM.A,PATTL(Alternate)
REPREWhTATNE Department ofRural Development, New Delhi
RIIVWSEhTATIVE Panchayat RajDepartment, Hyderabad
DRC.M.A~RAWAL Directorate General ofHealth Services, New Delhi
SHNASHOKBHAnA MinofEnvironment &Forests, New Delhi
DRS.P.PA~DE Water Technology Engineering Div,Nagpur
REPIWSENTATIVE RDSO, Ministry ofRailway, Lucknow
SHRtA.K.DEY Central FuelResearch Institute, Dhanbad
SHRIM.M.MALHOTRA, Director General, BIS(Ex-ojlcio Member)
Director (Chem)
Merrrber-Secretary
DRR.K.SINGH
Addl Director (Chem), BIS
5Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to 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
Amcndlments 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
‘B]S Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. CHD 12 (304).
..
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
licadquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375, 3239402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 { 3378626,3379120
!’Jorlhcrn : 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, Andhcri (East) 8329295,8327858
MUMBAI 400093 ,{ 8327891,8327892
Branches : AHMADABAD. BANGALORE. BIIOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHAT1. HYDERABAD. JAIPUR. KANPUR.
LUCKNTOW. NAGPUR. PATNA . PUNE. RAJKOT, TEHRUVANANTH.APURAM
—-— —.... — ——
hinfd at hintograph. New D;tii, ~nJ: 5726847
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14182.pdf
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Indian Standard
SOLVENT CEMENT FOR USE WITH
UNPLASTICIZED POLYVINYL CHLORIDE
PLASTIC PIPE AND FITTINGS~--
SPECIFICATION
UDC 621.643-42 [ 678.743-22-042 ]
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
December 1994 Price Group 4Adhesives Sectional Committee, PCD 15
FOREWORD
This Indian Standard has been adopted by the Bureau of Indian Standards, after the draft
finalized by the Adhesives Sectional Committee, had been approved by the Petroleum, Coal and
Related Products Division Council.
Solvent cements consist of essentially a solution of vinylchloride homo-polymer or co-polymer
dissolved in organic solvent. These solvent cements can be used for joining unplasticized
PVC pressure pipe-s complying with the requirements of IS 4985 : 1988 ‘Specification for
unplasticized PVC pipes for potable water supplies ( second revision )‘. A recommended procedure
for joining PVC pipes and fittings is given in IS 7634 ( Part 3 ) : 1975 ‘Code of practice for plastic
pipe work for potable water supplies : Part 3 Laying and jointing of UPVC pipes’.
Information regarding the selection of solvent cement of right quality is given in Annex D of
this standard for guidance only.
Solvent cement for plastic pipes is made from flammable liquids. It is the responsibility of the
manufacturer of the product to give detailed information regarding the use of this product to
the users who in turn should establish appropriate safety and health practices and determine the
applicability of regulatory limitations prior to use.
While preparing this standard, considerable assistance has been derived from ASTM D
2564 : 1988 Standard specification for solvent cements for polyvinyl chloride PVC plastic pipe
and fittings and BS 4346 Part 3 : 1982 Joints and fittings for use with unplasticized PVC pressure
pipes : Part 3 Specification for solvent cement issued by the American Society for Testing and
Materials ( USA ) and British Standards Institution ( UK ) respectively.
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 cRules 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 14182 : 1994
Indian Standard
SOLVENT CEMENT FOR USE WITH
UNPLASTICIZED POLYVINYL CHLORIDE
PLASTIC PIPE AND FITTINGS-
SPECIFICATION
1 SCOPE IS No. Title
This standard prescribes requirements and 1015! : 1982 Polyvinyl chloride PVC and
methods of sampling and test for solvent its copolymers for its safe
cements to be used in joining unplasticized use in contact with food-
polyvinyl chloride pipe and fittings iutendcd stuffs, pharmaceuticals and
for use in carrying potable water. The gipes drinking water
may be pressure or non-pressure type.
10500 : 1991 Drinking water
2 REFERENCES
The above-mentioned standards contain
The following Indian Standards are necessary provisions which, through reference in this text,
adjuncts to this standard: co:Witute provisions of this standard. At the
time of publication, the edition, indicated were
IS No. Title valid. All standards are subject to revision, and
parties to agreements based on this standard
1070 : 1992 Reagent grade, water ( third are encouraged to investigate the possibility of
revision )
applying the most recent editions of the
standards indicated above.
2267 : 1972 Polystyrene moulding mate-
rials ( jirst revision ) 3 TERMINOLOGY
2828 : 1964 Glossary of terms used in The definitions given in this standard are in
plastic industry
accordance with IS 2828 : 1964.
5210 : 1969 High impact polystrene sheet 4 REQUIREMENTS
6746 : 1972 Unsaturated polyester resin 4.1 The solvent cement shall be a solution of
system for low pressure fibre unplasticized polyvinyl chloride moulding or
reinforced plastics extrusion compound or PVC resin. The require-
ments for rigid PVC compound are given in
8543 ( Part 4/ Methods of testing plastics:
Table 1 for information only.
Set 1) : 1984 Part 4 Short term mechanical
properties, Section 1 Deter- NOTE - Either virgin plastic material or clean
mination of tensile properties rework material generated from solvent cement
manufacturer’s own product compatible with virgin
9845 : 1986 Methods of analysis for the material shall be used.
determination of specific
4.2 The solvent cement shall be thixotropic
and/or overall migration
and consist substantially of solvents that will
of constituents of plastics
swell plasticized PVC polymers and stabilizers.
materials and articles
Fillers may be incorporated provided the
intended to come into
resulting cement meets all the requirements
contact with foodstuffs (first
( see 4.3 to 4.12 ) of specification.
revision )
10148: 1982 Positive list of constituent-s 4.3 The solvent cement shall be capable of
of polyvinyl chloride and its application by brush and shall contain no lumps
copolymers for safe use in or foreign matter or macroscopic undissolved
contact with foodstuffs, particles that will adversely affect the ultimate
pharmaceuticals and drinking joint strength or chemical resistance of the
water material.
1IS 14182 : 1994
4.4 The cement shall show no gelation. It shall 4.10 Lap Shear Strength
show no evidence of stratification or separation
The minimum average lap shear strength, when
that cannot be removed by stirring.
tested in accordance with Annex C shall be
4.5 When used under the conditions for which 1.7 MPa after 2 h curing time, 3.4 MPa after
they are designed, non-metallic materials in 10 h curing time and 6.2 MPa after 72 h curing
contact with or likely to come in contact with time.
potable water shall not constitute a toxic hazard,
4.11 Hydrostatic Burst Strength
shall not support microbial growth and shall not
give rise to unpleasant taste or odour, cloudi-
The minimum average hydrostatic burst
ness or discoloration of the water.
strength test, when tested as per C-l.2 shall be
NOTES 2.8 MPa after 2 h curing time.
1 Though no specific tests have been prescribed in
this standard for measuring the above-mentioned 4.12 Shelf Life
~requiremcnts, measurements of relevant organo-
leptic/physical parameters of drinking water coming The manufacturer shall declare the shelf life of
in contact with solvent cement shall conform the product on the container.
JO IS 10500 : 1991 sDrinking water’.
5 SAMPLING
2 Concentrations of chemical substances, leached
out from materials in contact with potable water
may be determined as per IS 9815 : 1986 Methods of 5.1 Owing to the possibility of stratification
analysis for the determination of specific and/or within the resin in the container it is essential
overall migration of constituents of plastics mate- that the contents of any container selected for
rials and articles intended to come into contact sampli!~g f,)r test purpose shall be mixed
with foodstuffs (first revision ). Since toxicity of
thoroughly before the sample is taken.
lcaches from materials in W-I;;;; with water cannot
zet%zFsrm!ned in the of sultable test
. It 1s advised that IS 10148 : 1982 and 5.2 Criteria for Conformity - These resin
IS 10151’: 1982 may be referred for knowledge of systems shall be deemed to comply with this
approved chemicals for polyvinyl chloride and its standard if they comply with all the require-
copolymers. ments prescribed in 4.3 to 4.12.
4.6 The particular solvent system to be used in
6 METHODS-OF TEST
the formulation of this solvent cement is not
specified, since several adequate solvent system 6.1 Test shall be conducted as prescribed in
for PVC are known. Solvent systems consisting Annex A to C.
of blends of tetrahydrofuran and cyclohexanone
have been found to be acceptable under the 6.2 Quality of Reagents - Unless specified
requirements of this specification. otherwise, pure chemicals and distilled water
( see IS 1070 : 1992 ) shall be employed in
4.7 Vinyl Chloride Polymer Content tests.
The PVC resin content shall be minimum
7 PACKIN% AND MARKING
10 percent by mass when tested in accordance
with Annex A. 7.1 The material is supplied in suitable contai-
ners or tubes in a variety of sizes which allow
4.8 Dissolution for a range in the number and size of joints
being made during a short period.
The cement shall be capable of dissolving an
additional 3 percent by mass of unplasticized
7.2 Marking
PVC granular, powder compound or resin at
27k2”C without evidence of gelation. The containers may be suitably marked with the
following information:
4.9 Viscosity
a) Indication of source of manufacture;
Cements are classified as regular, medium or
heavy bodied types, based on their minimum b) The nominal content by mass or volume;
viscosity. The viscosity may be determined
as per Annex B. c) The batch number;
0 Regular-bodied cement shall have a d) The type of material according to
minimum viscosity of 90 mPa.s;
viscosity;
ii) Medium-bodied cements shall have a
e) Safety precautions including handling
minimum viscosity of 500 mPa.s.; and
and distribution of product;
iii) Heavy-bodied cements shall have a
minimum viscosity of 1 600 mPa.s. f) Shelf life; and
2IS 14182 : 1994
g) Any statutory requirement of law for 7.3 BIS Certification Marking
use of flammable and toxic materials.
In addition to the above information, it is The product may also be marked with Standard
preferable if the following information is also Mark.
provided in the leaflet.
a) A list of thermoplastic pipes and sizes for 7.3.1 The use of the Standard Mark is governed
which the material is recommended; and by the provisions of Bureau of Indian Standards
Act, 1986 and the Rules and Regulations made
b) Intended uses and end use applications
thereunder. The details of conditions under
(examples, potable water, pressure or
which the licence for the use of %andard Mark
non-pressure pipes ).
may be granted to manufacturers or producess
7.2.1 The material may also be marked with may be obtained from the Bureau of Indian
Standard Mark. Staudards.
Table 1 Requirements for Rigid PVC Compound
( Clause 4.1 )
Sl Characteristic Requirement Methods of Test,
No. Ref to IS No.
(1) (2) (3) (4)
i) Tensile strength, MPa, Min 48.3 8543 ( Part 4/Set 1 ) : 1984
ii) Impact strength ( Izod ), 34.7 2267 : 1972
J/m, Min
iii) Modulus of elasticity in 2-758 5210 : 1969
tension, MPa, Min
iv) DeHectio;l temperature 70 6746 : 1972
under load, “C, Min
9 Chemical resistance To pass the test [ H-334 ( 93 % ),
a) Change in mass 14 days immcrslon
at 55zF2”C]
Increase, percent by 5.0
mass, Max
Decrease, percent by 0.1
mass, Max
b) Change in fiexural yield
strength
Increase, percent by 5.0
mass, Max
Decrease, percent by 25.0
mass, Max
vi) Resistance to oil change To pass the test [ ASTM Oil No. 3,
in mass 30 days immersion at
27 f 1°C ]
Increase, percent by mass, 1-o
Max
‘g;;ease, percent by mass, 1.0
3IS 14182 : 1994
ANNEX A
( Clauses 4.7 and 6.1 )
METHODS OF TEST FOR PVC RESIN CONTENT IN SOLVENT CEMENT
A-l QUALITY OF REAGENTS and should be maintained at 15 mm Hg
minimum. Remove the tin from the oven and
A-l.1 Unless specified otherwise, pure chemicals
place in desiccator until cooled to room
and distilled water ( see IS 1070 : 1992 ) shall
temperature. Weigh the tin and dried sample
be used in tests.
to the nearest 1 mg.
NOTE - ‘Pure chemicals’ shall mean chemicals that
A-2.2.2 After weighing, dissolve most of the
do not contain impurities which affect the results
of analysis. dried sample by adding 15 ml of tetrahydro-
furan ( THF ) to the sample in the ointment
A-2 DETERMINATION OF SOLVENT tin and stirring with a glass rod for 15 minutes,
CONTENT collect the liquid decanted from this step, plus
the liquid from the next two steps. Dissolve the
A-2.0 Outline of the Method
remainder with a second addition of 15 ml of
Solvent is removed from the solvent cement THF, followed Ey a third addition 5 ml of THP
under vacuum to dryness in an oven. Thereafter to rinse the ointment tin. Centrifuge the entire
PVC compound is dissolved in tetrahydrofuran volume at 20 000 rpm for 15 minutes. Discard
and separated, leaving the inert filler present in the supernatant liquid. Add 15 ml of THF to
the cement. the tube, mix thoroughly and transfer the tube
contents to the ointment tin. Use 2 ml more
A-2.1 Apparatus of ‘THF to wash down the tube and pour into
the ointment tin. Evaporate off THF in the
A-2.1.1 Ointment Tins - 30 ml all metal
vacuum oven at 120°C for 45 minutes. Cool in
A-2.1.2 Vaccum Oven desiccator and weigh the tin to the nearest
1 mg and calculate the percent of inert filler
A-2.1.3 Analytical Balance present in the cement.
A-2.1.4 Centrifuge A-2.3 Calculation
A-2.2 Procedure Percentage of PVC resin is given by
Resin, percent = [(B - A - D)/(C- A)] x 100
A-2.2.1 Stir the sample thoroughly with a
where
spatula before weighing. Weigh 3.0 to 5-O g of
the sample to the nearest 1 mg into a tared A = mass of ointment tin;
ointment tin, place the tin into the vacuum B = mass of tin and specimen after drying;
oven, and heat at 120°C for 45 minutes
C = mass of tin and specimen before
f 15 minutes. Discard specimens left in for
drying; and
more than 1 h. Vacuum must be continuously
in operation to draw off inflammable solvents D = mass of inert filler if present.
ANNEX B
( Clauses 4.9 and 6.1 )
DETERMINATION OF VISCOSITY
B-O GENERAL B-l APPARATUS
Information on viscosity is usually required to Brookfield Viscometer.
ensure that the adhesive has correct flow
B-2 PROCEDURE
characteristic for use. Viscosity of the adhesive
is determined by Brookfield viscometer or Fill the compound in a 250-ml beaker taking
equivalent. When the viscosity of thixotropic care that it remains free from air bubbles. With
adhesive is measured, at least two measurements the use of a viscometer such as Brookfield RVT
shall be taken at two different speeds. model, determine viscosity of the materialIS 14182 : 1994
using Spindles No. 2 and 4 for liquic’s and taken within 15 minutes and at a fixed speed
T-spindles for pastes. Other viscometers may of 20 rev/min (RPM) on the viscometer. The
also be used provided they have been calibrated average of these 10 readings shall be taken as
against Brookfield Viscometer. The temperature the viscosity of the compound. The viscosity
of the laboratory should be maintained at shall be reported in mPa.s.
27fl”C. A minimum of 10 readings shall be
ANNEX c
( Clauses 4.10, 4.11 and 6.1 )
C-l DETERMINATION OF BOND Store the assembled test specimens at 27-&2”C
STRENGTH for the specified time and test immediately in a
holding fixture as shown in Fig. 1 and 2. The
C-1.0 Number of Specimen shear speed shall be 1.25 mm/mill. Express the
results in MPa.
A minimum of 5 specimens shall be tested for
lap shear strength and hydrostatic burst C-l.2 Hydrostatic Burst Strength
strength.
Use 51.2 mm ( 2 inch ) PVC pipe and coupling
C-l.1 Lap Shear Strength for the test. The minimum socket depth of the
coupling shall be 38 mm. The dimensions of
Cut 25 mm x 25 mm and 25 mm x 50 mm
the pipe and fitting socket shall be such that
sections from 6 mm thick sheet made from rigid
the pipe will enter the socket from l/3 to 2/3
PVC ( see Table 2 for quality of rigid plastic
of the full socket depth dry when assembled by
sheet ). Clean the surfaces to be adhered to with
hand.
a cloth soaked in methyl ethyl ketone or
acetone. Using a 25 mm natural bristle brush Cut the pipe into 150 mm lengths and join the
apply a thin layer of cement to the complete couplings. The pipe must be fully bottomed in
surface of a 25 mm x 25 mm sheet section and the fitting socket. Close the ends of the test
to the centre of 25 mm x 50 mm sheet section. specimens with suitable end closures for
Assemble these sections immediately and rotate pressures testing. Store the specimen at
the 25 mm x 25 mm section 180” on 25 mm x 27 f 2°C for 2 h f 5 minutes then test. Increase
50 mm section, within 5 s, using light hand, the internal hydrostatic pressure at a rate of
pressure ( approx 2 N ). 1.4 MPa/mm f 10 percent until failure occurs.
C-l.3 Retest
Place the assembled test specimen on a clean
level surface by using 25 mm x 50 mm section If any failure occurs, the materials may be
as a base. After 30 s, place a 2 kg weight on retested to establish conformity in accordance
the test specimen for a period of 3 minutes and with agreement hetween the purchaser and the
then remove. seller.IS 14182: 1994
All dimensions in millimetres.
FIG. 1 COMPRESSIONS HEAR SPECIMEN
SPECIMEN
FIG. 2 TYPICAL SPECIMEN HOLDING DEVICEIS 14182: 1994
ANNEX D
( Foreword )
GUIDE FOR PVC SOLVENT CEMENT SELECTION
ED-1 The successful joining of PVC pipes and Table 2 Guide for Selection of Solvent Cement
fittings larger than 50 mm and all non-inter- for Various Pipe Sizes
ference type joints requires the use of solvent
cements that have higher gap-filling properties Pipe Size Cement Type Minimum Wet Film
Range, Viscosity Thickness
than the minimum viscosity ( 90 mPa ) cements
in mm Min
permitted in this specification. The ability of a ( mPa.s ) (mm)
solvent cement to fill a gap in a pipe joint can
16 to 50 regular-bodied 90 0.15
be determined by considering its viscosity and
51 to 200 medium-bodied 500 0.30
wet-film thickness ( Note 1 ). A guid-e to the
201 and above heavy-bodied 1 600 0.60
proper selection of a cement for various pipe
sizes is given in Table 2 where cements are NOTES
classified ~( for purposes of identi.fication ) into 1 The wet-film thickness of a solvent cement can be
three ~types as regular-bodied, medium-bodied, measured by using a Nordson Wet Film Thickness
or heavy-bodied, based on minimum wet-film Gauge or equivalent. It is available from Nordson
Corp., Amherst. OH 44001, as Nordson No. 79-0015.
thickness.
To use this gauge, dip a short length of 25 mm pipe
vertically into the cement at a temperature of
D-I.1 IManufacturers’ recommendations for approximately 27°C to a depth of 40 to 50 mm for
pipe size application should be followed, for a period of 15 s. Measure the wet-film thickness on
guidelines shown in the table are general ones. the top surface of the pipe with the end of the gauge
Note that solvent cement properties may vary about 10 mm from the end of the pipe. With a little
care and experience the wet cement layer can be
considerably among manufacturers. There are
readily measured to f 0.05 mm.
also situations where joint fits vary for different
2 Medium-bodied and heavy-bodied cement can
applications of the same nominal pipe size.
generally be used for smaller pipe size than that
In such cases manufacturer’s instructions may shown in Table 1 in case manufacturer’s instructions
be followed strictly ( Note 2 ). say so.
7Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, I986 to
prom~ote harmoious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries ~relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards
are also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Addition’.
This Indian Standard has been developed from Dot : No. PCD 15 ( 1 :c+ ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 { 331 13 75
Eastern : l/14 C. I. T. Scheme VIII M, V. I. P. Road, Maniktola f37 84 99, 37 85 61
CALCUTTA 700054 I 37 86 26, 37 86 62
r-60 38 43,
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022
160 20 25,
r235 02 16, 235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
1235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) [632 92 95, 632 78 58
BOMBAY 400093 1632 78 91, 632 78 92
Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD, GUWAHATI. HYDERABAD. JAIPUR. KANPUR
LUCKNOW. PATNA. THIRUVANANTHPURAM.
Printed at Printwell Printen. Aligarh, India#
>.
AMENDMENT NO. 1 MARCH 2002
TO
IS 14182:1994 SOLVENT CEMENT FOR USE WITH
UNPLASTICIZED POLYVINYL CHLORIDE PLASTIC
PIPE AND FITTINGS — SPECIFICATION
(Page 1,clause 2 ):
a) Insert ‘IS 4985 : 2000 Unplasticized PVC pipes for potable water
supplies (third revision )‘ at the appropriate place.
b) Delete ‘IS9845:1986, IS 10148:1982, IS 10151:1982 and IS 10500:
1991’.
(Page 2, clause 4.5) — Substitute thefollowing for theexisting and &lete
Notes 1and 2
‘4.5 When used for bonding pipes and fittings coming in contact with potable
water, the cement, after evaporation of the solvent, shall conform to the
requirements, when tested in accordance with relevant Indian Standards, as
prescribed in 10.3ofIS4985’.
(PCD12)
Reprogmphy Unit, BIS, New Delhi, In&
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3025_23.pdf
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LJDC6 2&l/.3:543319 IS : 3025 ( Part 23 ) - 1986
( Second Reprint JULY 1993 )
Indian Standard
METHOLS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL) FOR
WATER AND WASTEWATER
PART 23 ALKALINITY
( First Revision )
1. scope - Prescribes the potentiometric and indicator methods for determination of alkalinity.
These methods are applicable.to determine alkalinity in water and wastewater in the range of 05 to
500 mg/l alkalinity as CaCO,. The upper range may be extended by dilution of the original sample.
2. Principle and Theory - Alkalinity of water is the capacity of that water to accept protons. It may
be defined as the quantitative capacity of an aqueous medium to react with hydrogen ions to pH 8.3
(phenolphthalein alkalinity) and then to pH 3.7 (total alkalinity or methyl orange alkalinity). The
equation in its simplest form is as follows:
CO,-+ H+ = HCO, - (pH 8.3 )
From pH 8.3 to 3.7, the following reaction may occur:
HCO, + H+ = HPCO,
3. lnferferences - Free available residual chlorine markedly affects the indicator COlOUr response.
The addition of minimal volumes of sodium thiosulphate eliminates this interference. Substances such
as salt of weak organic or inorganic acids present in large amount may interfere. Oils and greases
may also interfere by coating the electrode. Coloured or turbid samples may interfere in end
point. Analyse such samples by potentiometric titration.
4. Sampling and Storage - Sampling and storage shall be done as prescribed in IS:3025 (Part l)-
1986 ‘Methods of sampling and test (physical and chemical) for water and wastewater: Part 1 Sampling
( first revision )‘.
5. Sample Preparation - The sample aliquot used for analysis should be either free from turbidity
or should be allowed to settle prior to analysis.
6. Apparatus
6.1 pH Meter
6.2 Burette - 50-ml capacity.
6.3 Magnetic Stirrer Assembly
7. Reagents
7.1 Distilled Water - Distilled water used should have pH not less than 6-O. If the water has pH less
than 6.0, it shall be freshly boiled for 15 minutes and cooled to room temperature. Deionized water
may be used provided that it has a conductance of less than 2 ).&/cm and a pH more than 6.0.
7.2 Sulphuric Acid - Dilute 5.6 ml of concentrated sulphuric acid ( relative density l-84) to one litre
with distilled water.
7.3 Standard Solution of Sulphuric Acid - 0.02 N.
7.4 Phenolphthalein Indicator - Dissolve 0.5 g of phenolphthalein. in 1CO ml, 1 : 1 (v/v), alcohol water
mixture.
7.5 Mixed lndicatcr Solution - Dissolve 0.02 g methyl red and O-01 g bromocresol green in 100 ml,
35 percent, ethyl or isopropyl alcohol.
Adopted 31 July 1986 @ February 1987, BIS Gr 1
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 23 ) - 1986
8. Procedure
8.1 indicator Method - Pipette 20 ml or a suitable aliquot of sample-into loo-ml beaker. If the pH of
the sample is over 8.3, then add 2 to 3 drops of phenolphthalein indicator and titrate with standard
sulphuric acid solution till the pink colour observed by indicator just disappears (equivalence
of pH 8.3). Record the volume of standard sutphuric acid solution used. Add 2 to 3 drops of mixed
indicator to the solution in which the phenolphthalein alkalinity has been determined. Titrate with
the standard acid to light pink colour ( equivalence of pH 3-7 ). Record the volume of standard acid
used after phenolphthalein alkalinity.
8.2. Potentiometer Method - Pipette 20 ml or a suitable aliquot of sample into a loo-ml beaker and
titrate with standard sulphuric acid to pH 8.3 and then to pH 3.7, using a potentiometer. No indicator is
required.
9. Calculation - Calculate alkalinity in the sample as follows:
AxNx50000
Phenolphthalein alkalinity (as mg/l of CaCO,) =
w
(A+B) x N x !5oooO
Total alkalinity ( as mg/l CaCO, ) =
V
where
A = ml of standard sulphuric acid used to titrate to pH 83,
B = ml of standard sulphuric acid used to titrate from pH 8.3 to pH 3.7,
N = normality of acid used, and
I/ = volume in ml of sample taken for test.
EXPLANATORY NOTE
Alkalinity of water or wastewater Is its quantitative capacity to react with a strong.acid to a
designated pH. Alkalinity is significant in many uses and treatments of natural and wastewaters.
Alkalinity measurements are used in the interpretation and control of water and wastewater treqtment
processes.
This method supersedes 13 and 14 of 18:3025-1964 ‘Methods of sampling and test ( physical and
chemical ) for water used in industry.
2
Reprography Unit, BE, New Delhi, IndiaAMENDMENT NO. 1 SEPTEMBER 2000
IS 3025( PART 23 ) : 1986T0METHODS OF SAMPLING
AND TEST (PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER -
PART 23 ALKALINITY
(First Reviswn )
(Page 1,clause 2, line 3 ) — Substitute‘pI-l4.5’ for ‘pH 3.7’,
(CHD 12)
Reprography Unit, BIS, New Delhi, India
.
!,,
I
4’
J
,.
.’ ,
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SP10.pdf
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/’
8
SP : IO - 1975
NOMOGRAMS FOR
THICKNESS OF
MASONRY WALLS
( First Reprint SEPTEMBER 1991 )
( REPRODUCED FROM THE
NATIONAL BUILDING CODE OF INDIA 1970
PART VI STRUCTURAL DESIGN
SECTION 4 MASONRY)
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Rs ~@OO May 1976As in the Original Standard, this Page is Intentionally Left Blanks?rU-1975
NOMOGRAMS FOR THICKNESS OF
MASONRY WALLS
( Formulated by the Panel on Masonry, BDC 64 : P6,
of the Guiding Committee for
National Building Code, BDC 64)
0. FOREWORD
0.1B ricks and other masonry units are the most popular building materials
in different parts of the country for load bearing and non-load bearing walls
in buildings. A rational approach to the structural design of walls in the
building byelaws of the local bodies is more an exception than a rule. Gene-
rally local bodies specify minimum thickness of walls for different storeys
without taking cognizance of different strengths of bricks and mortar used.
The procedure for structural design of masonry walls in buildings has been
covered in detail in the National Building Code of India 1970, Part VI
Structural Design, Section 4 Masonry; this covers determination of effective
length, the basic compressive stress for different masonry units and mortar
used, etc.
0.1.1R esidential ( Class 200 ) and office ( Classes 300 and 400 ) build-
ings are commonly ‘met with. For these loadings, therefore, for different
spans and heights of rooms and percentage openings in walls, calculations
have been carried out for different strength of masonry. The results of
these calculations have been given in the form of nomograms with
directions for use.
0.1.2 These nomograms serve as aids to the design engineer for his day-
to-day use, to arrive at the solutions for any known conditions for loadings
of Classes 200, 300 and 400.
0.2 For other classes of loadings, reference should be madt to the procedure
for structural design as given in Part VI Structural Design, Section 4 Masonry
of the National Building Code of India 1970.
1. SCOPE
1.1T his publication contains eight nomograms for arriving at the thickness
of non-reinforced brick walls for known design parameters. This is repro_
duced from the National Building Code of India 1970, Put VI !$mwa{
Design, Section 4 Masonry.SP I 10 - 1975
2. PERMISSIBLE STRESSES
2.1 The permissible compressive stresses recommended in Table 1 apply to
masonry walls consisting of squared units built to horizontal courses with
broken vertical joints. The permissible compressive stress for masonry is
given for any combination of the masonry unit of known crushing strength
and mortars of known mix.
3. MINIMUM CALCULATED THICKNESS OF WALL
3.1 General -The thickness of masonry walls for the following spans,
storey heights and openings, given by nomograms ( see Fig. 1 ), are worked
out for three occupancies:
OccupanQ ’ Live R&r Height Span Percent-
Loading to of of w of
Figure Rooms Rooms OjJenings
.kO. in in,
m m
a) Residential 200 kg/m’ IA 2.8
: buildings and and
1B 3.2
b) Office 300 kg/m* lC, !
3.0,
buildings 1D I 3.6
and O’to 50
3.0, and
1E
3.4 4.2
and
c) Office 488 kg/m* 1 F,
3.8
buildings 1G
and I
1H
3.1.1 The thicknesses are calculated for the different strengths of masonry
( brick and mortar ) available in the country ( see IS : 1077-1970* ).
3.13 Masonry ‘thicknesses are calculated for buildings up to six storeys
in height both for interior and exterior walls.
3.2 Procedure for Making Use of Nomograms
3.2.1 Structure of the .Nomograms -The nomograms for thickness of
brick wall consist of nine vertical lines. From left to right, the vertical
lines represent the basrc stress, storeys, reference line 1, span point,
reference line 2, percentage of openings and thickness of walls for spans
*specificationfo r common burnt clay building bkks ( wottd rnrisio). n
4(I
SP I 10 - 1975
0 of 3.0, 3.6 and 4.2 m; details of which are given below:
a) Basic stress - The basic stress of masonry, depending on the crush-
I ing strength of masonry unit ( brick ) and mortar used is indi-
cated on the first vertical line. Table 1 gives the basic stress for
known values, of crushing strength of the masonry unit and the
mortar used. Linear interpolation between the limits is permitted.
stortys - The second line lists the number of storeys of the
masonry building for which the thicknesses of brick wall are
available. Masonry thicknesses are arrived at for buildings up
to six storeys in height. For use of nomograms in the case of
multi-storeyed buildings, the wall thickness at each floor is found
by passing the line through the number of storeys above that
section. For example, in a four-storeyed building the thickness
of wall at the ground floor (Floor 1 ) is found by passing the
line through ‘ 4 ’ on the storey line. Similarly, for Floor 2,
the line shall be passed through ‘ 3 ’ on the storey line; for
Floor 3, the line shall pass through ‘ 2 ‘.
4 Reference line I - This reference line’ fixes a point on the line
for any combination of values for basic stress and storeys.
4 Span point- The fourth line has a span point? through which
all lines shall pass through for arriving at the thrckness.
4 Reference line 2 - This reference line also fixes a point on the line
for any combination of values for basic stress and storeys.
f ) Percentage of openings - The openings provided on the walls
for windows, ventilators, doors, shelves, etc, are taken care of in
the nomograms by this line. Window height is taken as l-5 m
for calculations. Openings which occupy up to 50 percent
of the area of wall under consideration, come under the
purview of the nomograms.
.d Thickness -The last three lines in any nomogram give the
thickness of brick wall for a particular loading and a storey
height. The three sets of thicknesses are for three spans of
the rooms, namely, 3.0, 3% and 4.2 m. Thicknesses are
indicated on both sides of the lines. The bold markings on
the left side of the lines give the thicknesses for external walls
and the dotted markings on the right side of the lines give
the thicknesses for internal walls. Internal walls are analyzed
as walls having spans on either side. The numbers 1, 14, 2,
etc, pn these lines indicate the ( number of) brick thickness;
for example, 1 indicates 1 brick thick. The calculations are
valid for the common burnt clay building bricks conforming
to IS : 1077-1970*.
*Specification for common burnt clay building bricks ( sfcend rrkion ),
5TABLE 1 BASIC COMPRBSSIVB STRBSSBS FOR MASONRY MBMBRRS
(AT AND AFI’JZR TIiB STATED TIMBS) 0
[ l.%i.se~ 2.1 and 3.2.1(a) ] ?
SL DESCRIPTIONO F Mu ( PARTs BY VOLUME ) HARDENING Bum STRBBI IN kg/cm8 f?onna~~~sno TO ‘;
No. MORTAR c h--._-, TINE MASONRY Unrrs wrni C~usmncr I
CC- Lime Lii Pozzo- Sand APTER ST&WTH ( kg/cm* )
mcnt ( se* Pozzo- lana COMPLETION c * B 5
Note lana OF WORK 35 70 105 140 175 210 280 350 440 (*
5) Mixture ( see
( J.9 Note 7 )
Note 6 )
‘(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) -
i) Cement 1 O-fC* - - it 7 3-5 7:O 10-5 12.5 14-5 16-5 21.0 25.0 30.5
ii) cement 1 “* - - ::: 3-5 7.0 10.0 11.5 13-O 14.5 17.5 21-o 25-O
iii) cement-lime : :B” z 1 6 3.5 7-O 10.0 11-O 12-O 13-O 16-O I9-0 22-O
iv). C- ement-lime
V) liemcnt 1 - - . - 3.5 5.5 8.5 100 ll.0 12.0 14-5 16-5 190
vi) Liipoazolana - - I - ‘t J
vii j CS el mliX eh niE t- lime 1 3BorC - - ‘12 14 2.5 5-O 7.0 8-O 9.0 10.0 12.0 14-O 16-O
viiixi 1) HLiymdera uploicz zolliamnea -- :1gA -- r 22 14 2.5 5-O 7-o 8-O 9.0 10.0 12.0 149 16-o
x Limk - - - 3 28 2.5 :4-o 5.5 6.0 6-5 7.0 7-5 8-5 9.5
No-ral- This table is vabd for slenderness ratio 6 and the loading with aero eccentricity.
No~a2 - Linear interpolation is permissible for units whose crushing strengths are intermediate between those given in
the table.
NOTE 3 - It is advisable to use plasticizers for cement mortars in order to improve properties of the mortar, such as &w
&d water retentivity. Plasticizers should be used according to manufacturer’s instructions.
NOTE 4 -Masonry cement mortars are also advisable and shall be used according to manufacturer’s instructions.
Th$ mix proportions of masonry cement: sand shall be such as to give comparable mortar crushing strengths with the
cement : lime : sand mortar or cement : sand mortar of the particular grade.
NOTES- Lime classifica$on ( Classes A, B and C ) and building lime shall conform to IS : 71%1964t.
Noes 6 - For mortar under SI, No. (vi) lie-pozzolana mixture shall be of Grade LP 40 conforming to IS : 4098-
19673.
NOT%7 - These periods should be ipcreased by the full amount of any time during which the air temperature remains
wow 4+‘C plus half the amount of aziy.tiqe during which the temperature is between 4-5 and 10%.
lT he inclusion of lie in cement mortars is optional.
tspecification for building limes ( mised ) .
$+erification fog lime-pozzolana mixture.4. SP I 10- 197s
3.2.2 Procedure for Use - The representative dotted lines given in
Fig. 1A give the method of arriving at the thicknesses of the wall at
ground floor ( Floor 1 ) in a four-storeyed building for known parameters.
The following procedure shall be followed for interpreting the nomograms:
In the example given in Fig. lA, the dotted line starts from
11.0 on the ‘ Basic stress line ’ and connects with 4 on the ‘ Storcy
line ‘, the extension of which cuts ‘ Reference line 1 ’ at A. Point A
is connected through ( Span point ’ to cut c Reference line 2 ’ at B.
Point B is joined with ‘ 50 ’ on ‘ Opening -Percent line ’ which
when extended intersects the ‘ Thickness lines ’ at C, D and E. The
thickness of the wall shall be the value of the dividing line which
appears immediately above the point of intersection on the ‘ Thl L kness
line ‘. For example, in Fig. lA, for the points of intersection C, D
and E, the followmg thicknesses are obtained:
Point Span Thickness
( In Brick ’ Thicknesses )
m r External Internai
c
3.0 14 1)
D 3.6 1) 1)
E 4.2 1t 2The National Building Code of India 1970 consists of the following Parts *
and Sections:
PART I DEFINITIONS
PART IT ADMINISTRATION
PART III GENERAL BUILDING REQUIREMENTS
PART IV FIRE PROTECTION
PART V BUILDING MATERIALS
PART VI STRUCTURAL DESIGN
Section 1 Loads
Section 2 Foundations
Section 3 Wood
Section 4 Masonry
Section 5 Concrete
Plain and Reinforced Concrete
Prestressed Concrete
Section 6 Steel
Section 7 Prefabrication and Systems Building
PART VII CONSTRUGTIONAL PRACTICES AND SAF’ETY
PART VIII BUILDING SERVICES
Section 1 Lighting and Ventilation
Section 2 Electrical Installations
Section 3 Air-Conditioning and Heating
Section 4 Acoustics and Sound Insulation
Section 5 Installation of Lifts and Escalators
PART IX PLUMBING SERVICES
Section 1 Water Supply
Section 2 Drainage and Sanitation
Section 3 Gas Supply
PART X SIGNS AND OUTDOOR DISPLAY STRUCTURES
Printed at Ike Kay Printers, New Delhi. India.
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SP :1 0 - 1975
16-B -
16-O-
15-o -
14.0-
I’3* 0 -
12;o -
Il.0 -
10.0-
**o-
8-O-
7.0-
3
+L
2
t
*
E
E
*
0
3
2
This nomogram is valid for the following conditions:
i) Buildingr ( residential ):
- Live loading . . . 200 kg/m2
- Dead loading ( assumed ) . . . 415 kg/m2
ii) Storey height . . . 3.2 m
16 For Residential Buildings (Class 200 Loading) with 3.2 m Storcy Height
Fro. 1 NOMOGRAMS FOR THICKNESS OF BRICK WALLSSPrlO-1975
le.e -
1e*o-
a.0 -
I&.0-
1a-o-
12 so-
lI.O-
t
to-o-
Q.O-
This nomogram in valid for the following conditions:
i) Buildinga (office):
-Live loading . . . 300 kg/mQ
- Dead loading ( aasumcd ) . . . 440 kg/m1
ii) Storcy height . . . Porn
IC For OMce Buildings ( CI~QQ 300 Loading) wlth 3’0 m Storcy Height
FIG. 1 NOMOQRAXF~O R Txrc~~sss OF BRICKW ALUSP : 10 - 1975
UESS
16.5 -
16*0-
1s.o-
1L.O-
1'
13-o-
I
12-o-
ll'o- so
t
18*0-
Y.O-
0
8.0-
1-o-
-E
z
f 5
i
5:
: rl
E
%
u) I
0 Y
Y * 0
This nomogram is valid for the following conditions:
i) Buildings ( office ):
- Live loading . . . 300 kg/m2
- Dead loading ( assumed ) . . . 440 kg/ma
ii) Storey height .,. 3.4 m
ID For Office Buildings ( Class 300 Loading ) with 3.4 m Storey Height
Fro. 1 NOMOGRAMS.F OR THICKNESS OF BRICK WALFS1
.
SPrlO-1975
THICKNESS
I
I-
f
2
f
a.
(ID
This nomogram is valid for the following conditions:
i) Buildings (office):
-Live loading . . . 300 kg/m*
- Dead loading ( asumed ) . . . 440 kg/m*
ii) Storey height . . . 3.8 m
IE For O%Icr Buildings ( Class 300 Loading ) with 3.8 m Storer Height
Fxa. 1 NOMOGRAMS FOR THICKNESS OF BRICK WALLSSPrlO-1975
1e.e -
10.0 -
lb.0 -
IL.0 -
la-o-
11.0 -
ll.O- so
10.0 - *
a.0 -
0
a.0 -
i
l*O-
9
I
2
i
This nomogram k valid for the following conditions:
i) Buildings ( of&e):
-Live loading . . . 400 kg/m*
- Dead loading ( assumed ) . . . 490 kg/m’
ii) Storcy height . . . Porn
IF For Of&e Buildings (Class 400 Loading ) with 3-O m Storer Height
Fro. 1 ISOMOORAMSF OR THICKNESS OF BRICK WALLS.
SP : 10 - 1975
16.5 -
t6*0-
14.0-
1b.O-
l¶*O-
12.0-
ll.O-
50
lO.O-
9-o-
0
e-o-
?.O- /
_E
2
," c
z
z 3
:
w f
f
ul 0
" f E
b
This nomogram is valid for the following conditions:
i) Buildings (office):
- Live loading . . . 400 kg/m2
- Dead loading ( assumed ) . . . 490 kg/m2
ii) Stbrey height . . . 3.4 m
IG For Office Buildings ( Class 400 Loadirg ) with 3.4 m Storey Height
FIG. 1 NOMOGRAMS FOR THICKNESS OF BRICK WALLSSP I 10 - 1975
THICKWESS
/
16.5 -
16.0 -
15.0 -
14.0 -
13.0 -
12.0 -
11-o-
10.0 -
9.0-
9-o-
7.0 -
YE
Y
2
f
z
E
0)
0
iii
d
This nomogram is valid for the following conditions:
i) Buildings (,office ):
-Live loading . . . 400 kg/m’
- Dead loading ( assumed ) . . 490 kg/ma
ii) Storey height . . . 3.8 m
I H For Office Buildings (Class 400 Loading) with 3.8 m Storey Height
FIG. 1 .NOMOGRAMFSO R THICKNESSO F BRICK WALLS
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12987.pdf
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IS12987 : 1991
Indian Standard
CAST IRON DETACHABLE JOINTS FOR USE
WITH ASBESTOS CEMENT PRESSURE PIPES
(LIGHT DUTY)-SPECIFICATION
YTY?h WW
q?admfi*mrlT~(~m~rf)Bw~rrg~
mi,aii 3 f+ibtF +k - mfk
.
UDC 621’643’412 [ 669’13 ] : 621.643’2-986 [ 666’961 ]
8 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002 .
March 1991 Price Group 3Pig Iron and Cast Iron Sectional Committee, MTD 6
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Pig Iron and Cast Iron Sectional Committee had been approved by the Metallurgical Engineering
Division Council.
The essential requirements for any form of joint are simplicity, reliability and flexibility. Various
types of joints are used for joining AC pipes. These joints mostly incorporate rubber sealing rings
in their design. Rubber is generally accepted as the ideal sealing medium for pressure joints; in
addition to imparting flexibility, it enables the joint to withstand vibration from traffic and other
sources. Also, in the case of burried pipes, the conditions such as moisture, darkness and compression
are ideal for the preservation of rubber.
In detachable joints, the components comprise of a cast iron centre collar and two flanges together
with two rubber rings. The assembly is bolted together. It should be noted that the joints are not
intended to resist and thrust, and it is essential to adequately anchor end caps and bends.
Reference may be made to IS 1363 ( Part 1 ) : 1984 ‘Hexagon head bolts, screws and nuts of product
grade C : Part 1 Hexagon head bolts ( size range M5 to M36 ) ( second revision )’ and IS 1363
( Part 3 ) : I984 ‘Part 3 Hexagon nuts ( size range M5 to M36 ) ( second revision )’ for use of bolts
and nuts with these joints and to IS 12988 : 1990 ‘Rubber sealing rings for CID joints for light duty
AC pipes - Dimensional requirements’ for use of rubber sealing rings with CID joints.
Only essential dimensions required for proper functioning and interchangeability of joints have been
specified in this standard.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of
significant places retained in the rounded off value should be the same as that of the specitied value
in this standard.Is i2987 : 1991
I ‘. .“, ’ Indian Standard
A .
CAST IRO?$D ETACHABLE JOINTS FOR USE
WITK ASBESTOS CEMENT PkbURE PIPES
(LIGHT DUTY)- SPECIFICATION:
,.
:,I. .
1 SCOPE 5.3 Brinell Hardness Tests
1.1 This standard covers the requirements for cast Foi“cliecking the Brine11 hardness tests specified
iron detachable joints to be used with asbestos in 4.3 shall be carried out on the test bars used for
cement pressure “pipes -( Jight,duty ) conforming the tests in 5.2. The test shall be carried out in
to IS 9627 : 1980. accordance wnh 1s 1500 : 1983.
2 REFERENCE 5.4 Retest
2.1 The Indian Standards referred to in this If any test I;iece representing a lot fails to pass
standard are listed in Annex A. the test in the first instance, two additional tests
shall be made on test pieces made from the same
3 SUPPLY OF MATERIAL metal used from the same lot. Should either of
these additional test pieces fail to pass the test, the
3.1 The general requirements relating to the
Jot shall be deemed as not complying with the
supply of material shall be as laid down in
IS 1387 : 1967. standard.
4 MANUFACTURE 6 HYDROSTATIC TEST
4.1 The metal used for the manufacture of joints 6.1 Hydrostatic test may be carried out for
shall be of requisite quality conforming to any of collars only. For this test the collar shall be
the grades of LS 210 : 1978. kept under; pressure for 15 seconds, minimum; it
may be struck moderately with a 700 g hammer.
4.2 The various parts of detachable joints shall It should withstand the pressure test without
be stripped with all precautions necessary to showing any leakage, sweating or other defects .
avoid warping or shrinking defects, They shall of any kind. The hydrostatic test should be
be free from defects, other than any unavoidable conducted before coating the collar, as far as
surface imperfections which result from the possible.
method of manufacture and which do not affect
the use of the joints. By agreement between the 6.1.1 The collar shall withstand the test pressure
purchaser and the manufacturer, minor defects specified in Table 1 of IS 9627 : 1980 for the class
may be rectified. of asbestos cement pressure pipes with which they
are to be used. When collars are required for
4.3 The joints &all be such that they could be higher pressure, the test pressure are subject to
cut, drilled or rnactii&~~ In case of dispute, the special agreement between the purchaser and the
castings may be accepted provided the hardness manufacturer.
measured on the external unmachined surface
does not exceed the-Brine11 hardness of 215 HBS. 6.2 The number of samples required and the
criteria for conformity shall be as prescribed in
5 MECHANICAL TEST Annex C.
5.1 Mechanical tests shall be carried out on cast- 7 DIMENSIONS AND MASS
ings at the most twice per ddy during manufac-
ture. The results obtained are taken to represent 7.1 Dimensions for the cast iron flanges and
all the joints of all sizes made during the day. collars to be used with asbestos cement pressure
pipes of IS 9627 : 1980 shall conform to Table 1
5.2 Tensile Tests and Table 2 respectively for the nominal dia DN
and ciass specified.
Two tensile tests shall be made on bars cast from
the same metal in accordance with the method NOTES
specified in Annex B. The results of the tests
1 Nominal diameter of detachable joints shall refer
shall show a minimum tensile strength of 150
to the corresponding nominal diameter of. the
MPa ( 15 kgf/mm” ). asbestos cement pressure pipes.IS a981 : 1991
2 Nominal diameter of asbestos cement pipe -A 7.2 Diameter and length of bolts to be used with
numerical designation of size which is 1c ommon to cast iron :flaiiges of Table 1 shall be as given in
all components in a piping system other ‘than com-
Table 3.
ponents designated by outside diameters or other
dimensions. It is a convenient round number for 7.3 Approximatemass of joints ( excluding rubber
reference purpose only and ‘is not subjected to
rings and bolts’), calculated by taking thi’ density
measuring and is not meant to be used for the
purpose of calculation. of cqst iron as V5 kg/cm! is give;n in Table 4, for
information.
3 Cast iron detachable joints to nominal diameter
7.4 The diaqaeter of engagement end of joints
more than 200 mm may also bo manufactured. In
such cases detailed dimensions and tolerances may shall, match the corretipon’diak ’ &side diameter
be as mutually agreed to between the purchaser and of asbestos cement pressure pipes of appropriate
the supplier. classes conforming to IS 9627 : 1980, as relevant.
Table 1 Cast Iron Ptange
( Clause 7’1 1
NUMBER OF H@LES=A
EQUALLY SPACEOm
SECTIQN AA
ENLARGED
Ds - Outside diameters of AC pipes.
All dimensions in millimetres.
Nbmirkl Cl&s E&r. :;1 yg&f Outside Dia Imsfde Bolt Interns1 Holes
Dia 0PPlrnge Dfa of Circle R$ugf
Np P. bia
DN’ *Yipe 'W Do c'" io? d- A'
50 1; 69 20 115.5 73 125’5 5 16 j
50 69 20 119.5 73 125.5 5 16 3
tX 1; 2 f :: 114466-’55 110033 115544-’0O *z 1166 33
100 1: 119 ;; 167.5 123. 177:5 2 16 3
IO0 122 170’5 136 1?0)5 16 3 .
125 190% 199-O 4
125 lo’ :: :; 193.0 :4: 2~2.0 ; :f 4
150 169. 217’0 173 227.0 5 16 4
150 1: 173 3’: 221’0 177 231 *O 5 16 4
200 272’0 223 5
200 1: zii ;: 2850 234 E!Z 5 ;: t
.*This’is for. information pnly, however the internal slope of the flange and outer slope of the collar shall be
such that there is no interference during assembly.
tFor information onlv.1s 12987 : 1991
Table 2 Cast Iron Collar
( clause’ 7.1 )
.d .
All dimensions in millimetres.
Nominal Class Bxtzr;i;;la of Inside External Dia Collar Thick- Radius of
Diameter Din., at Centre Width ness Curvature
RN Da DI l&C WC I! !iR
50 5 69’0 73’0 98’0 34 0 85 30
50 10 69’0 73.0 98’0 34’0 8.5 30
80 ‘5 99.0 10390 128’5 38.0 9.0 34:
$0 10 990 103.0 1285 38’0 9’0 34
100 5 119.0 123’0 149’5 420 9’0 5Q
100 10 122’0 126.0 152’5 42’0 9’0 50
125 5 144’0 14&O 172’0 46’9 9’0 7s
125 10 147.0 151.0 175.0 46-O 9.0 75
150 5 169’0 173’0 199 0 50.0 9.5 80
150 10 173’0 177’0 203’0 50’0 9’5 80
200 5 2190 223.0 249’0 56.0 10-o 115
200 10 230’0 234.0 260’0 56.0 10-o 115
Table 3 Details of Bolt Table 4 Mass of Joint ( Approximate )
( Clause 7.2 ‘) ) (.mwqS7.3‘) ,: ,,;‘, ,i
Nominal Class &lass of Joint ( Approximate )
Diameter ( Excluding Rubber Rings and
DN Bolts )
mm kg
1 50 5, 10 1’7
All dimension3 in millimerres. 80 5, 10 2’9
Nominal Class Nominal Minimum Preferred 100 5 3’8
s
Dia Dia of Bolt Length of Bolts
DN do L 100 10 3.9
50 5, 10 12 75 125 5 4’8
80 5, 10 12 90
‘125 10 5.0
100 5, 10 12 100
125 5; 10. 12, 100 150 5 61
150 5, 10 12 110 150 10 6’2
200 5, 10 16 120
200 5 8.7
NOTE - The thread length of bolls shall conform
to the requirement speciaed in the relevant paIr t of 200 10 9‘4
IS: 1363.
3IS 12987 : 1991
8 TOLERANCES has a tar or similar base, it shall be smooth and
tenacious and hard enough not to flow when
8.1 The tolerances on the various dimensions exposed to a temperature of 66°C but not so
shall be as follows:
brittle at a temperature of 0°C as to chip off when
scribed lightly with a penknife.
Dimensions Tolerances, II&
Wall thickness of collar - ( lf0.05 t* ) 9.5 When the parts of the joint are to be used for
Cored holes and other f2 conveying potable water, the inside coating shall
dimensions not contain any constituent soluble in such water
or any ingredient which could impart any taste
Drilled holes f 1.5
or odour, whatsoever, to the potable water after
lt = the standard thickness of collar. sterilization and suitably washing out the mains.
NOTE -No limit for plus tolerance is specified. 9.6 In case of parts ( wholly or partially coated )
which are imperfectly coated or where the coating
9 COATING does not set or conform to the quality specified
above, the coating shall be removed and the parts
9.0 After inspection, each part of joint shall be re-coated.
coated as specified in 9.1 to 9.6.
10 SAMPLING’
9.1 Coating shall not be applied to any part
unless its surface is clean, dry and free from rust. 10.-l 3& requirements for sampling and criteria
for conformity shall be as given in Annex C.
9.2 Unless otherwise agreed to between the pur-
chaser and the manufacturer, all cast iron parts
shall be coated externally and internally with the 11 MARKING
same material; the parts being pre-heated prior to
11.1 Each joint shall have cast, stamped or ;in-
total immersion in a bath containing a uniformly delibly painted on it, the following approprtate
heated bituminous/tar or other suitable base.
marks;
NOTE-Coal tar should not be used in cast iron
a) Identity of the source of manufacture;
detachable joints used with AC pipes for carrying
potable water. b) The nominal diameter of pipe;
9.2.1 Alternatively, the coating on the cast iron c) Class reference;
parts may be done without preheating with two d) Last two digits for the year of manufacture;
coats of black Japan conforming to Type C of and
IS 341 : 1973, if agreed. to at the time of enquiry
e) Any other mark if, required by the
and order.
purchaser.
,‘1 c
9.3 The coating material shall set rapidly with
11.1.1 The material may also, be marked with the
good adherence and shall not scale off.
Standard Mark, the details for which may be
9.4 In all instances where the coating material obtained from the Bureau of Indian Standards.
ANNEX A
._ .. _
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Tir le I.5 No. Title
210: 1978 Grey iron castings ( thirdrevision ) 1500: 1983 Method for Brine11 hardness test
for metallic materials ( second
341 : 1973 \ Black Japan, Types A, B and C revision )
(first revision )
1387 : 1967 General requirements for the 4905 : 1968 Methods for random sampling
Supply of metallurgical materials 9627 : 1980 Asbestos cement pressure pipes
(first revision ) ( light duty )
4IS 12987 : 1991
ANNEX B
( Clause 5.2 )
TENSILE TEST
B-l TESTS ON BARS FOR CI DETACHABLE
machined to give a diameter of about 20 to 25 mm.
JOINTS CAST IN SAND MOULDS
The ends are selected by the manufacturer to fit
B-l.1 The tensile test bars are properly moulded, the testing machine. Fig. 1 shows one such
free from defects and are either unmachined, or satisfactory design*
All dimensions in millimetres.
FIG. 1 TENSILE TEST SPECIMEN
ANNEX C
( Clauses 6.2 and 10.1 )
SAMPLING OF CAST IRON DETACHABLE JOINTS
C-l LOT A joint/collar failing to meet the requirements of
any of the tests, shall be called a defective joint/
C-l.1 In any consignment, all the joints/collars collar
manufactured under similar conditions shall be *
grouped together to constitute a lot. C-3.2 If the number of defectives found in a lot
is less than or equal to the corresponding number
C-l.2 Samples shall be taken and tested from of permissible number of defectives, the lot shall
each lot for ascertaining the conformity of the be considered as conforming to the requirements
lot. of the standard, otherwise not.
C-2 SCALE OF SAMPLING Table 5 Scale of Sampling and Permissible
Number of Defectives
C-2.1 The number of joints/collars, to be sampled
( Clause C-2.1 )
shall be according to co1 1 and 2 of Table 5.
These joints/collars shall be taken at random ( see Lot Size Sample Size Permissible Nn. of
IS 4905 : 1968) . Defectives
(N) (n) (a)
C-3 NUMBER OF TESTS AND CRITERIA up to 500 8 0
FOR CONFORMITY 501 to 1 000 13 1
C-3.1 The joints/collars selected according to co1 1 1001 to 3 000 20 2
and co1 2 of Table 5 shall be tested for dimensions, 3001to10000 32 3
tolerances, coating and hydrostatic pressure tests. 10 001 and above 50 5Standard Mark
The use of the Standard Mark is governed by . the provislons 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,
testi ng 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.Cureau of Indian Standards
BIS is a statutory Institution established under the Bureau of Indim 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 lndiau 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 6 ( 3408 )
Amendmeuts lssoed Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephono
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/l4 C. 1. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445446, Sector 35-C, CHANDIGARH 160036 2 1843
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHWBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
PATNA. THIRUVANANTHAPURAM
Printed at Printwell Printers. ‘Delhi. India
|
1200_28.pdf
|
Part 28 ) : 1992
Indian Standard
METHOD OF BUILDING AND CIVIL
ENGINEERING WORKS
PART 28 SOUND INSULATION WORK
UDC 69’003’12 : 699’844
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1992 Price Group 1Method of Measurement of Works of Civil Engineering ( Excluding River Valley Projects ), CED 44
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Method of Measurement of Works of Civil Engineering ( Excluding River Valley Projects )
Sectional Committee had been approved by the Civil Engineering Division Council.
Measurement occupies a very important place in the planning and execution of any civil engineering
work from the time of first estimates to the final completion and settlement of pavements of projects.
Methods followed for measurement are not uniform and considerable difference exist between
practices followed by different construction agencies and also between various Central and State
Government Departments and their undertakings. While it is recognized that each system of
measurement has to be specifically related to administrative and financial organizations within a
department responsible for the work, a unification of the various systems at technical levels has been
accepted as very desirable, specially as it permits a wider range of operation for civil engineering
contractors and eliminates ambiguities and misunderstandings arising out of inadequate under-
standing of various systems followed.
Since different trades are not related to one another, the Sectional Committee decided that for each
separate standards shall be issued as different parts as it would be helpful to users in using the
specific standard. This Part 28 covers method of measurement of sound insulation on work applicable
to building as well as to civil engineering work.
Sound insulation work is required to be done in some of the insulation buildings. The method of
measurement of insulation varies from organization to organization. The technical committee responsi-
ble for formulation of this standard has, after considering practices being followed by some of the
major organizations, decided to prepare this standard which adopts simplest type of measurement.
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 offi n
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised 1’. The number of
significant places retained in the rounded off value should be the same as that of the specified value
in this standard.IS 1200 ( Part 28 ) : 1992
Indian Standard
METHOD OF BUILDING AND CIVIL
ENGINEERING WORKS
PART 28 SOUND INSULATION WORK
1 SCOPE 5.3 Flooring Work
It shall be measured on the basis of finished
1.1 This standard ( Part 28 ) covers the method
work.
of measurement of sound insulation for building
and other civil engineering works. 5.4 Work in Walls
Actual finished area shall be measured.
2 GENERAL RULES
5.5 Work in Curved Walls
2.1 Clubbing of Items
It shall be measured separately on the basis of ’
Items may be clubbed together. finished surface measurement.
3 BILL OF QUANTITIES 5.6 Work in Curved Ceiling
3.1 Items of work shall fully describe materials It shall be measured separately on the basis of
and workmanship and accurately represent the finished surface measurement.
work to be executed.
5.7 Work in Roof
4 SQTJND INSULATION TREATMENT
It shall be measured on the basis of finished work.
4.1 Work of sound insulation shall be treated 5.8 Sound insulation work in isolated widths ( as
according to the material used and each classi- in bands, corners, window tills, door and window
fication shall be measured separately. The follow-
jambs, sunk panels, etc ) and in rounded angles
ing particulars shall be given for each work: shall be measured separately.
a) Specification of the material used; 6 GENERAL RULES
6.1 Description shall include rises and other
b) Number of coats and thickness of each
roundings and shapes.
coat;
6.2 Work in repairs shall be so described stating
c) Nature of surface treatment;
thickness of dubbing, if any.
d) Nature of base; and
6.3 Sound insulation work on ceilings, walls and
floor shall be measured separately.
e) Curved work, conical work, special work
and elliptical work stating the radius. 7 METHOD OF MEASUREMENT
5 METHOD OF MEASUREMENT 7.1 Work in isolating area not exceeding 1 m2
each shall be so described stating the nature
5.1 All works shall be measured, net, in decimal thereof.
system, as fixed in its place as given below:
7.2 Curved work, conical work and spherical work
a) Each dimensions shall be measured to the shall be described separately stating the radius.
nearest 0’01 m, where any dimensions is
7.3 Opening dia 0’3 m2 or less shall not be ded-
more than 25 metre it shall be measured
ucted for the purpose of measurement.
nearest to 0’1 m, and
7.4 Sound insulation work at a height greater than
b) Areas shall be calculated to the nearest
IO m above ground/datum level shall be measured
0’01 m2.
separately in stages of 5 m height in case there is
no floor in between. If there is a fioor at a height
5.2 Ceiling Work/False Ceiling Work
not exceeding 5 m, then it shall be measured
It shall be measured on the basis of finished work. separately for each storey.
II I
Standard Mark
I
The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards
Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products
covered by an Indian Standard conveys the assurance that they have been produced to comply with
the requirements of that standard under a well defined system of inspection, testing and quality
control which is devised and supervised by BIS and operated by the producer. Standard marked
products are also continuously checked by BJS 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.
I /Bureau of Indian Standards
BIS is a statutory institution established under the Buretru of’lndian 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
DIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sixes. tYPe or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications )*
BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any*
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving
the following reference:
Dot : No. CED 44 ( 4879 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Aifected
.
BUREAU OF INDIAN STANDARDi
Headquarters:
Manak Rhavan, 9 Bahadur Shah Zafar Marg. New Delhi I10002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Ofices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg ! 333311 0113 7351
NEW DELHI 110002
Eastern : 1114 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C. CHANDIGARH 160036 53 38 43
Southern : C.1.T Campus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andberi ( East ) 632 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA. SRINAGAR.
THIRUVANANTHAPURAM.
Printed at Prograairc Printers, Shahdarn. Delhi, India
|
12976.pdf
|
Indian Standard
SOLARWATERHEATINGSYSTEMS-
CODEOFPRACTICE
I
( First Reprint SEPTEMBER 1993 )
UDC 696.48-67:006.76
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG .
NEW DELHI 110002
J’ebruary 199 1 Price Group 5Solar Energy Sectional Committee, HMD 4
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 22 March 1990, after the
draft finalized by the Solar Energy Sectional Committee had been approved by the Heavy
Mechanical Engineering Division Council.
A solar water heating system consists mainly of three components, namely solar collector, storage
tank and connecting pipes. Other. components which may be require3 are heat exchangers,
circulating pumps and measuring instruments.
This standard gives genera1 guidelines for solar. water heating systems.IS 12976: 1990
Indian Standard
SOLAR WATER hbATING SYSTEMS -
CODE OF PRACTICE
1 SCOPE 3.2 Passive System
This standard gives general characteristics of all
This system works without the aid of pump and
types of solar water heating systems with flat instrumentation.
plate or tubular collectors and their performance
evaluation methods. 3.2.1, Thcrmosyphon System
This system is shown in Fig, IA and 1B. It works
1.1 This standard provides the principles of
on the principle of natural convection. The
corrosion, anti-freeze and overheating protection
water from the bottom of the tank enters the
of the system.
solar collector and gets heated. This heated
water becomes less dense and rise again to the
2 REFERENCES
tank. This continues till the temperature
2.1 The following Indian Standards are necessary differential at the bottom and top remain. In this
adjuncts to this standard: system since the density difference is the driving
force:
IS No. Title
a) Pipe friction losses should be low,
12933 (Part 1) : 1990 Solar flat plate collector :
b) Pipe should have -minimum length with
Part 1 , General require-
larger diameter ( above 25 mm ) with
ments
minimum fittings,
12933 (Part 2) : 1990 Solar flat plate collector : c) To prevent the reverse thermosyphoniog
Part 2 Components during night, the top of the collector
12933 (Part 3 ) : 1990 Solar tlat plate collector : header should be more than 50 cm below
Part 3 Measuring instru- the bottom of the storage tank,
merits. d) For very cold climates a heat exchanger
with water, mixed with anti-freeze liquid
12933 ( Part 4 ) : 1990 Solar flat plate collector :
is recommended, and
Part 4 Performance
requirements and e) The heat exchanger is also recommended
accepted criteria when water is very hard.
12933 ( Part 5 ) : 1990 Solar flat plale collector : 3.2.2 Built-in Storage Systems
Part 5 Test methods
These systems are shown in Fig 2A. The main
features of this system are:
3 CLASSIFICATION
a) The collector and storage units are
3.1 The solir water heating systems are classified integrated into one, reducing the space
by the mode of fluid flow through them. requirements,
TO HOT WATER TAPS
I
FIG. 1A THERMOSYPHONSW H SYSTEM( OPEN LOOP >
1BSl2976: 1990
TO HOT WATER TAPS
.
SEALED
EXPANSION
TANK
COLD WATER
SUPPLY LINE
FIG. 1B TRBRMOSYPHONS WH SYSTEM ( CLOSED LOOP )
b) The cylindrical unit is housed in a properly d) The cylindrical metallic absorber/storage
insulated parabolic or rectangular case unit is covered with selective coatings
with double glazings, which maximizes absorption during day
and minimizes the heat loss in off sunshine
4 On the inner side of the casing highly
period.
reflective foil may be placed to direct more
radiation on the unit,
GLAZINGS
SELECTIVE OVER HEAD
FOIL
REGULAR HOUSE
WATER SUPPLY
CONVENTIONAL
WATER HEATER
(ANY TYPE)
FIG. 2A SCHEMATKS OF BUILT-IN STORAGB SWH ( SINGLE CYLINDER )IS%976 f 1998,
The cylln&M unit_ may be replaced by nuniber 3.3.1 CIosed Loop System8
of *mall cylinders’as shdwn in Fig’2B.
These systetis aie shown in’ Fig. 3A. These
FIG. 2B SCHEMATICSO F BUILT-IN STORAGES WH ( 6 CYLINDER )
3.3 Active !3ystems
systems use a heat transfer fluid and heat
In this system, the working fluid is transported exchanger to heat service water. In very cold
by forced circulation which involves use of climate, this system is recommended to protect
pumps and controls. The major components of the freezing. It is also used where water is too
these types of systems are collector, storage tank, hard or acidic which msy cause scale deposits
circulation pumps and differential thermostat. that clog or corrode the fluid passage. The
In addition a complete system requires . items closed loop systems require an expansion tank
such as auxiliary heating unit, heat exchangers to accommodate pressure changes.
and expansion tanks, valves and gauges.
TO HOT WATER TAPS
COLD ‘MTER
SUPPLY LINE
DIFFERENTIAL
FIG. 3A ACTIVE SWH SYSTEM ( CLOSED LOOP )1s l2976 : lPi0
33.2 Open Loop Systems UL ,is the soiar cdledor hewtransfer loss
co-efficient in Wm’Yi
These systems are #own in Fig. 3B. In open
loop system, service water is heated directly M is the mw flow rate of the trader-
through the collector. Being in contact with the fluid in kg/s,
outside air, this system is more susceptible to
corrosion. Therefore, adequate precaution for Cr specific heat of the transfer fluid in
its prevention are necessary in this system. J/kg” C,
4 COMPONENTS OP SOLAR WATER A is the collector area in m*, and
HEATING SYSTEM smaller of the two fluid capacitance
CIll1n
The major components of solar water heating rates in the heat exchanger.
system are given below.
.
TO l-07 MTER TAPS
COLD WATER
SUPPLY LINE
CONTROLLER
wJMP
FIG. 38 ACTIVE SWH SYSTEM( OPENL OOP)
4.1.2 Collector Orientation
4.1 Solar Collector
Solar collector should always be kept facing due
The part of the system which collects the energy.
south at an inclination so that it receives
They may be of many types such as evacuated
maximum radiation. This inclination depends on
tube, concentrating, trough or flat plate depend-
the utility pattern of hot water. The optimum
ing upon the temperature required and climatic
value for inclination of the collector with the
conditions. Most widely used collectors are flat
horizontal is latitude for year round performance
plate type in accordance with IS 12933 ( Part 1
and latitude + 10” to + 15” for water months
to 5 ).
and latitude - 10” to - 15” for summer months.
4.1.1 Collector Heat Exchanger Eficiency Fac!or When a row of collectors are mounted, to avoid
When a heat exchanger is used in the system, the shading, the minimum distance between the
collector heat exchanger efficiency factor ‘FR’ two collectors ( D ) is given by:
shall be substituted for FR to calculate the
D _ sin 0 X collector length
combined performance of collector and heat
- tan ( 66’5” - latitude )
exchanger. The ratio $$ is the correction
where 8 is the collector tilt with the horizontal
as shown in Fig. 4.
factor, varying from 0 to 1. F may be
determined as a function of colleior’s perfor- 4.1.3 Collector Combination ( Arrays )
mance, heat exchanger flow rate and heat
A number of collectors are connected in series/
exchanger effectiveness as:
parallel combination in large systems. The type
F --R -=) 1 +-?“u” A’mCp 1-l of combination and number of collectors in
FR mCp E . Cmn-’ series will. depend upon the flow rate, pressure
drop in the system and the temperature desired.
where Also, the performance characteristics .of the
FR is the solar heat removal factor, collector should be known. Soqe possible
dimensionless, combinations are known in Fig. 5.
4IS 12976: . 1990
LENGTH
9 = COLLECTOR
TILT DSL S TA’N N* (66.5’-1 AT)
FIG. 4 MINIMUM DISTANCE REQUIRES BETWEENR ows OF COLLECTORS
2 A:-STEPSGUNNY) 3 At- STEPS (CLOUDY) 4 At-STEPS(OVERCAST]
2 At-STEPS1 SUNNY)
b I I I 1
3 A t -STEPS( CLOUDY 1
& at STEPS 1 OVERCAST)
FIG. 5 ALTERNATIVE ARRANGEMENTS FOR COLLECTOR COMBIKATIONS( 6 x 2 SYSTEM) ,
5IS XZM6 : 1941)
4.2 Storage Tanks systems should have high specific heat, low
viscosity, particularly at law.temperatures, low
The thermal energy storage in solar water heat- yapour pressure/high boiling point, relatively
ing system is in one or two tanks. It should be high surface tension ( to avoid leaks ), high
such sized as to store 1’5 to 2 times the average density and high thermal conductivity to provide
daily hot water usage. The tank capacities are efficient heat transfer over a wide range of
generally chosen between 40 to 100 litres rn-’ of temperatures.
collector area.
4.6 Pumps
4.2.1 The material used for tank may be copper,
The selection of p,ump must consider the head
steel, aluminium or concrete. But the inner side
and discharge requirements and the operating
of the tank must be of a material which does
temperature and pressure losses.. In solar water
not contaminate water ( if direct system ), is
heating system usually a centrifugal pump is
non-corrossive, and stable at maximum operating
recommended. When oil or hydrocarbon ( high
temperature.
microns liquids ) is used in the loop, positive
4.2.2 The tank outlet to the collector should be displacement pump should be used with a relief
about 10 cm above the tank bottom to prevent valve on the pump outlet.
scale deposits from being drawn into the
4.7 System Piping.and Fittings
collector.. The hot water outlet pipe should be
at the top end to increase stratification in The material of the pipe must be compatible
thermosyphon system. with the working fluid, its velocity of flow and
with the material of riser tubes in the collector.
4.2.3 The exterior of the tank must be properly
4.7.1 The collector array and piping should be
insulated so that the hot water temperature does
properly insulated to avoid heat loss. After
not decrease by more than 8°C in about 16 hours
insulation they are convered by aluminium foil
time. Generally thickness of 7-10 cm of fibreglass
to avoid damage to insulation.
or cork insulation is provided.
4.8 Valves and Gauges
4.3 Expansion Tank
The valves and its seals should be such that it is
The volume change of fluid in closed loop able to bear maximum temperature and compa-
system must be accommodated by an external tible with fluid used. These valves must be
expansion tank. The sizing of this tank must placed properly such that its function cannot be
account for the variation of density with deactivated by anything.
temperature for the fluid uSed in loop. Generally
4.9 Control Systems
expansion tank is 3 to 4 of the total volume of
storage tank. The maximum operating tempera- In an active solar water heating system, control
ture of these tanks should be taken as equal to systems are used to switch on a circulation pump
collector stagnation temperature. whenever energy gain is possible through solar
collectors. Otherwise, it automatically switches
4.4 Heat Exchangers off the pump. A differential thermosta’t is
recommended as it optimizes the energy gain for
Heat exchangers are used for protection against
the system. A fixed point controller is used when
freezing, scaling and corrosion. Heat exchanger
the system is employed for process applications.
selection considers its effectiveness, pressure
drop, flow rate and total protection of the
5 AUXILIARY HEATING
potable water from contamination if the working
fluid is toxic. It must be properly insulated and In hot weather or tropical counter, auxiliary
thermally compatible with system design para- heating system is not required, but in cold
meters. Its overall heat transfer co-efficient and climate low solar radiation regions, an auxiliary
heat transfer area should be large. The exchanger heating unit run by electricity, fuel or gas is
effectiveness is given as: needed.
mF;;m,,
Ehx = ( TM - Tci ) 6 SIZING AND LOAD CONSIDERATION
(
The size of the solar water heating system depend
where Qhr is amount of heat transferred, on the local weather conditions, tht: daily
( mCP )IUI~ is the minimum of the capacitance demand and load pattern.
‘rate of the two fluids, is the hot stream inlet
Thl
temperature and T,A is cold stream inlet tempcra- 7 SYSTEM PERFORMANCE EVALUATLON
ture. Generally a heat exchanger Fffectiveness METHOD
of 0’7 to 0.X is recommended. The counter flow
heat exchangers have larger effectiveness 7.1 ‘f’ Chart Method
compared to immersed coil. The ‘f’ chart method of estimating the perform-
ante of a system is applicable to active system
4.5 Heat Transfer Fluid
designs shown in Fig. 6. This method reauires
In direct or open loop systems, water is most’ only the monthly average meterological * data
common fluid. The liquid to be used in so!?r for the estimation of long term thernlnl perform-
6SERVICE *
n#TER
HOTW ATER .
TANK SUPPLY
I
PUMP PUMP PUMP
Fra. 6 sgtlsq HEATING SYSTEM
ante of the system as a function of major system a is the no loss coefficient ( first constant )
design parameters. The solar heating fraction
‘f’ is a function of dimensionless groups ‘which a = FR ( *, ) - determined by collector
relate the system properties and weather data performance test in accor-
for a month to the monthly heating requirements. dance with IS 12933
The several dimensionless parameters are grouped ( Parts 1 to 5 ) : 1990
into solar parameters ‘Y’ and loss parameters
b is the loss co-efficient ( second constant)
‘X’. The ‘f’ chart method is recommended for
the following design parameters: b = FRUL - determined by collector
Collector flow rate : 0’015 ‘i/s performance test in accord-
Collector heat exchan- : FR’/FH 0’9 ance with IS 12933 ( Parts 1
ger correction factor to 5) : 1990
Storage capacity : 50 to 100 l/m’ Cl is the correction term for glazing
Load heat exchanger : 1 = O-85 for single glass
Collector slope : L f 10°C due = 0’75 for double glass /
south
C2 is the correction term for heat exchangers
Preheat tank storage : 1’5 to 2 times
in the circuit
capacity capacity of conven-
tional water heater e=i I for direct system
The two dimensionless parameters X and Y are = 0’97 for counterflow heat exchangers
calculated as:
= 0’95 for an average heat exchanger
A’b’(100 - Ta ) ’ n ’ 24 * C, * C; Cd
x= = 0.90 ( lowest value )
L - 1000
= Absorbed solar energy Ca is the correction term if the storage/
Y
Heating load collector ratio is other than 75 l/m2
collector area ( between the limits of
A’a’H’n’Cl’C,
= 37’S and 300 l/m2 )
L
cs = ,_[Storage/Collector Ratio]-0’26
where
--75---
n is the number of days in !he month
G is the correction term for the system
H is daily average radiation on the collector
given by
kW hm-P
11’6+(1’18 Tw)+(3’86 Tc)-(2.32 To)
Ta is the average air temperature for the c, =
month’C IOO-Ta
L is the monthly heating load given by Where Tc is the cold water supply temperature
L = Veo’ CP * ( Tw ’ Ta ) * n after finding the values of ‘X’ and ‘Y’, the solar
fraction ‘f’ is calculated by:
Y is the volume of hot water required per
day f = 1’029 Y - 0’065 Y - 0’245 Y’ +
a is the density of water 0’001 8 X2 + 0’021 5 Y*
CP is the specific heat of water for o<Y<3:o<X<18
Tw is the minimum acceptable temperature of A sample calculation for performance evaluation
water is given in Annex A.
718129?6:f990
8 SYSTEM PROTECTION The most com:mon method of overheat protection
is to stop circulation in the collector loop until
8.1F reezing
the storage temperature decreases or using a heat
Since freezing in winter may altogether damage exchanger as means of heat rejection.
the system, freeze protection is important.
9 CORROSION PREVENTION
8.1.1 Antifreeze System
Most components of the system are metals and
In closed loop systems, an antifreeze material is
use water or fluid for heating it. It is, therefore,
added tothe loop and heat exchanger is employed
essential to prevent corrosion of the system
to heat potable water. The concentration of
components to enhance its life.
antifreeze material depend on severity of freeze
conditions expected. 9.1 Types of Corrosion and Prevention
0.1.2 Drain Down Sysrem Corrosion in metals in the system may occur
both internally within the fluid passages of the
One method of freeze protection is to drain the
collector and system pipe work and externally
collector when a freezing condition is sensed,
on the surfaces of the collector box and absorber
that is, when temperature in thecollector falls
plate.
below 4°C. An automatic air vent is located at
highest post of the system. When the collector 9.1.1. Oxidation Corrosion
array is filling, air vents out and vents close.
When the pump stops either freeze conditions or Oxygen dissolved in heat transfer .fluid oxidize
due to power failure, the vents get open under the metal and cause corrosion. This is easilv
atmospheric pressure and collector array drains prevented in closed loop system where the fluid
water into storage tank ( Fig. 7 ). i,s not in direct contact with air. In drain drum
~AUTOMATIC AIR VENT
OVER TEMPERATURE/
RELIEF VALVE
THERMAL ENERCV
YTTORAGETANK
COLLECTOR LOOP PUMP FROM LOAD
4
-
FIG. 7 AIR ASSISTED DRAIN-DOWN SYSTEM SCHEMATIC
8.2 Over Heating system, air enters the system through vents and
may cause corrosion.
During periods of high radiation and low hot
water demand, over heating may occur in the
collector or storage tanks. Protection against 9.1.2 Bimetallic or Galvanic Corrosion
overheating must be considered for all portions
of the solar water heating system. Liquid This corrosion occurs between two dissimilar
expansion or excessive pressure may burst piping metals when in contact with an electrolyte. : In
or storage tanks. Steam or other gases within a such cases dimetallic insulating couplings like
system may restrict liquid flow, making the PTFE tape in threaded joints should be used
system inoperable. In indirect systems where specially when water is the fluid and two dis-
antifreeze fluids such as glycol are used, over- similar metals are joined. This corrosion may
temperature protection is needed to limit the also be prevented,by putting a sacrificial anode
fluid degradation at higher temperature closing of higher electromotive potential than any other
collector stagnation. metal in the system like in copper collector withIS 12976 : 1990
steel tubes, magnesium as anode is put which 10.1 Collector Mounting
disssolves, protecting both the metals.
Solar collectors are usually mounted on the
ground on flat or pitched roofs. A roof localion
9.1.3 ion Exchange Pitting Corrosion
necessitates the penetration of the building
It occurs when the fluid carry heavy metals ions, envelope for mounting hardware, piping control
deposit them 6n another metal in the presence and wiring.
of an electrolyte. It is a localized attack that When mounted on racks the collector array
may result in penetration and subsequent becomes more vulnerable to wind gusts as the
leakage. Heavy metal ions may be present in angle of the moment increases. Collectors rnfy
the fluid naturally or may appear due to corro- be uplifted by wind striking the undersides. This
sion in other part of the system. To siippress wind load, in addition to the equivalent roof
the ion exchange between the metal and ion, area should be determined according to aecepted
corrosion inhibitors be added in transport fluid: engineering procedures.
These ions present in the fluid alter the pH.
10.2 Storage Tank
Therefore pH should be constantly monitored to
retain its n‘eutrality. Storage tank should be placed as near to the
collector as possible to reduce piping length and
9.1.4 Crevising Corrosion heat losses. The tank should be properly
insulated. After insulation it may be covered by
It is similar to pitting corrosion and results in a
reflective aluminium foil. In an active system
rapid metal loss inside a crevice. The crevice
the tank may be placed inside the building.
formation may be the result of bad fittings,
leaky gaskets, scale deposits, blockages or un- 10.3 Piping and Fitting
usual flow patterns. The fluid passage should
The piping length should be as small as possible
not be blocked and in system some inhibitors
with minimum joints and elbows. They must be
should be added.
leak proof. Pipe bends should be preferred to
elbows since they have less pressure drop. The
9.1.5 Scaling
pipe must be properly insulated and made
Water coritains variety of metallic and non- weather proof by covering with aluminium foils.
metallic impurities such as calcium and magne- 10.3.1 The slope of the pipe should be such that ;
sium compounds. These impurities precipitate proper draining of the collector array is ensured.
as scales under certain influences. To avoid There should be no inverted U shape loop to
scaling, deionized/neutral pH water should be avoid air traps.
used or some inhibitors should be added.
10.3.2 In the system all valves must be accessible
for rapid turn-off if emergency shut down .is
10 SYSTEM JNSTALLATION
required. The wiring used to :onnect sensors to
Proper installation of the system is most the control unit must be impervious to moisture
important for its proper functioning and and should be placed away from power lines to
maintenance. avoid electromagnetic interference.
ANNEX A
( Clause 7.1 )
SAMPLE CALCULATION FOR SYSTEM SIZING
The procedure is best illustratad by an example.
= 1’17
It is required to have a SWH system to provide
50 OCO l/d at 55°C at Bombay ( Lat 19.12). The
C = fi’6+(1’18 Tw)+(3’86 * Tc)-2’32 Ta>
collector is of area 1 100 m2 and is doubly glazed 1
( AU0 - Ta)
with direct system. The collector constant are:
Now t’lese values and load is calculated for the
FR( TV) = a = '75
month and put in the table as shown in Table Al.
FR UL = b = 3.8 co1 1 is the month and co1 2 is the average
daily radiation and co1 3 is average daily
The storage/collector ratio is 40 lit/m2. The tank
ambient temperature, co1 4 is the average cold
is cylindrical with diameter and length each
water temperature and co1 5 is number of days
being 4 m, insulated bv 100 mm Dolvurethane
in a month. Now daily load is calculated by the
ins&tion’( thermal conductivity 0.28 &/m2k).
expression:
L = ?‘sp’Cp(Tw-TTa)‘n
CALCULATIONS
= 1’16 X 50 000 X 31 X ( 55 -- 26’6 )
Since a = ‘75 After this the daily average load is entered in
b = 3’8 co1 6. Then the calculation for X and Y made
and ‘f’ compared are put in co1 7, 8 and 9
C1 = .85 ( for double glazing ) respectively. Finally annual solar fraction is
C, = I ( for direct system ) computed.
9IS 12976 : 1990
Table Al ‘f’ Chart Tabulations
f
- - - -
c-
vlontl H n Daily Loa C4 -I x I Y I Monthly Soiar
2 Load Camtri-
* L (KWH) PZC(Ti-Ta ‘1 butioo
- - I
-i-
1 4.104 23.4 26.6 31 1 663.23 2.08 11.2 3.0 0,960 51 560 0 49 497.6
2 6.929 24.6 27.9 28 1 587*23 2.14 11.9 3.1 0.957 44 44.24 42 531.4
3 6.803 26.4 29.2 31 ‘1 510.87 2.20 12.6 3.3 J.967 4 6837.0 4.5 291.4
4 6.662 28’3 30.7 30 1 422.92 2*.8 13.5 3.3 0.951 4 2687.7 40 596.0
5 6.499 29.7 31.5 31 1 375.8 2.32 13’9 2.2 0.751 4 2649.8 32 U30.0
6 4.716 28.7 29.7 30 1 486.74 2’22 12.6 1.7 0.614 4 4422.2 27 275.2
7 3.805 27.3 27.9 31 1 586’86 2.13 ll.5 1.7 0.637 49 161.5 31 315’9
8 3.805 26.8 27.4 31 1 615.09 2.11 11.2 2.1 0.777 50 067.9 38 902.8
9 4.829 26.9 27.9 30 1 586105 213 11.2 2.1 0.777 47-581.6 36 970.9
10 6.042 27.6 29.9 31 1 469.70 2.24 12.9 2.9 0.909 45 560.7 41 414.7
11 6.830 26.6 30.0 30 1 464.37 2.24 13.2 3’3 0.956 43 931.2 41 998.2
12 6.942 24.7 25.4 31 1732.17 2 01 lOsO 2.9 0.962 53 697.2 51 656.7
- --
1 tal 562 599.2 479 480.0
Month - Month under consideration. n=12
H -Total hourly solar radiation for Bombay Solar contribution
latitude 19.12, longitude 72.85 tilt factor 22.50
c
1 - Temperature of ambient air in “C. Annual Solar Faction - n‘= =I l 2
*
t - Temperature of cold water in “C. Monthly load
c
Load - .in kWH tI=l
479 480.8
n - Number of days in a month =5-
f - Solar faction = 0.852 26
10Standard 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 theeunder. The Standard Mark on
products covered by an IndianStandard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspectio;;,
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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 Standatd Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.
\Bureru of Iudiu Btaddrrdr
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promote harmonious development of the activities of standardization, marking and quality
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sent to BIS giving the following reference:
.
Dot : No. FIMD 4 ( 5008 )
Amy&e+ luaued Since Pobkatiom
Amend No. Date of Issue Text Affected
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9296.pdf
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IS 9296:2001
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Indian Standard
INSPECTION AND MAINTENANCE OF DAMS AND
APPURTENANT STRUCTURES — GUIDELINES
(First Revision)
ICS 93.160
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 2001 Price Group 3Dams and Reservoirs Sectional Committee, WRD 9
FOREWORD
This Indian Standards (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
bythe Dams and Reservoirs Sectional Committee had been approved bythe Water Resources Division Council.
Dams have contributed to the development of the nation. However, dams may also pose a potential hazard
because of catastrophic damage which can take place due to any failure of dam or accident. A probable failure
ofthe dam means not only the lossofstructure andthe impounding capacity but sudden release of large quantity
of water stored may also cause heavy damage to life and property in the areas in the immediate downstream
vicinity of the dam.
The necessity for proper inspection andmaintenance of dams and appurtenant structures isevident. The risk of
dam failure may increase asmuchbyneglect ofproper andtimely inspection ad mainten~ce asb inadequacies
in design and construction.
The major areas needing attention to inspection andmaintenance of dams and appurtenant structures have been
discussed and listed in these guidelines. These are based on knowledge gained from past experience on dams
and are not necessarily exhaustive.
This standard was first published in 1979. In this revision certain provisions relating to inspection and
maintenance of dams have been elaborated fhrther.
Inthepreparation ofthis standard considerable assistancehasbeentaken from thefollowing documents prepared
by the Central Water Commission, New Delhi:
a) Guidelines for safety inspection of dams, and
b) Proforma for periodical inspection of darns.
.
There is no 1S0 standard on the subject. This standard has been prepared based on indigenous data/practices
prevalent in the field in India.
The composition of the committee responsible for the preparation of this standard isgiven at Annex A.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2:1960 ‘Rules forrounding offnumerical values (revisecj)’. The number ofsignificant places retained inthe
rounded off value should be the same asthat ofthe specified value inthis standard.IS 9296:2001
Indian Standard .;
INSPECTION AND MAINTENANCE OF DAMS AND
APPURTENANT STRUCTURES — GUIDELINES
(First Revision)
1 SCOPE conversant with the following:
1.1 This standard covers the records required at site a) Standing operating procedure (SOP),
for reference and identifies the areas for inspection b) Maintenance and vigilance procedure of the
and maintenance of dams and appurtenant structures. dam,
1.2 Separate detailed operation and maintenance c) Maintenance and operation of all control
manuals for each dam shall be prepared taking these equipment,
guidelines into account and special features and d) Reservoir operation schedules,
requirements of the structure. e) Identification ofsignsofdeficient behaviour,
1.3 This standard does not cover the aspects f) Reporting procedures of emergency
concerning the inspection and maintenance of gates, situations, and
powerhouses and barrages. !4) Emergency repairs.
3.3.1 For unusual conditions like high floods,
2 REFERENCES
earthquakes, rockfalls, mountain slides, etc, which
The standards given below, contain provisions which may affect the safety of the dam and appurtenant
through reference inthis text, constitute provisions of structures, project authorities shallmake arrangements
this standard. At the time of publication, the editions for the following actions:
indicated were valid. All standards are subject to
a) To issue warning to settlements inhabitants,
revision, and parties to agreements based on this
owners ofindustries, plants andmachineries,
standard are encouraged to investigate the possibility
transportation agencies, etc, located down-
of applying the most recent editions of the standards
streamofthedamandappurtenant structures;
indicated below:
b) Tooperatethespillwayandoutletsjudiciously
1SNo. Title in the best interest of public safety, regard-
6922:1973 Criteria for safety and design of lessofeconomic lossthrough loss in storage
structures subject to underground and power; and
blasts
c) To inform appropriate authorities
8826:1978 Guidelines for design of large earth
immediately of the unusual conditions and
and rockfill darns
impending danger.
3 GENERAL
3.3.2 Theotllcer-in-charge ofinspection andoperation
3.1 This standard identifies only important provisions shall act quickly in all emergencies. For this purpose
for inspection and maintenance of dams and the project authorities shall issue instructions in the
appurtenant structures. These provisions, which are formofactionstobetakeninemergency. Forsituations
overall and general, shallbe considered together with where instructions do not exist, the officer-in-charge
specific instructions that may have been stipulated shall use his bestjudgement.
during design, construction or maintenance.
4 RECORDS REQUIRED AT SITE
3.2 The dam owner shall ensure timely availability of
adequate funds, as per requirement, for regular Records that may be required for proper inspection
scheduled maintenance of dams and appurtenant andmaintenance shallbeavailable atsite. These shall
structures. be properly maintained and regularly updated by
including latest available information. Where no
3.3 The dam and appurtenant structures shqllbeunder
records are available, efforts shall be made to
the overall charge of an officer, who has been
regenerate them totheextent possible. Data inrespect
specifically assigned inspection and maintenance
of upstream gauging stations, flood warning system
responsibilities. He or his representative shall be
and communication channels, if installed, shall be
available at the dam site particularly during flood
properly maintained. Additional data such asrainfall,
season and shall be adequately trained and fully
waveheight,windvelocity,temperature, humidity, etc,
1IS 9296:2001
shall also be collected. 4.1.15 Reservoir maps showing siltedbasin atsuitable
intervals, through conventional or satellite imageries.
4.1 For All Dams
4.1.16 Plan ofthe catchment area showing rain gauge
In case of all dams the records/data as given below stations, and capacities of upstream storages.
shall be available at site. If no data is available
4.1.17 Details of communication system, telephones,
(particularly in respect of very old dam), dam safety
wireless, etc,directory ofimportant keyofficers, flood
studies shall be carried out to obtain the following
warning procedures, etc.
data to the extent possible.
4.1.18 Flood Forecasting System
4.1.1 Final detailed project report and details of
modifications done during construction. 4.1.19 Record of availability of emergency material/
equipment/machines which may be required during
4.1.2 Geological/geotechnical data andreports onthe
emergency repair and maintenance.
foundation and abutment.
4.1.20 Structural behaviors reports during initial
4.1.3 Details of special foundation and abutment
filling ofreservoirs and for subsequent periods onthe
treatment carried out.
basis of instruments data, if available.
4.1.4 Asetofcompletion drawings accordingtowhich
4.1.21 Seismicity of the area on the basis of data
the project was constructed.
collected from various seismic observatories located
4.1.5 Details (including types) and location of on seismic network of the project.
instruments embedded/installed in and around the
4.1.22 Area Capacity Curve of Reservoir
structure.
4.1.23 Design/Revised Injlow Hydrography
4.1.6 Detailed drawings of all service facilities like
internal lighting, emergency lighting, drainage, etc. 4.2 For Concrete/Masonry Dams
4.1.7 Recordsofcorrectivemeasures,repairortreatment In addition to the records/data mentioned in 4.1, the
that have been done subsequenttocompletion. following additional records/data shall be available
at site.
4.1.8 Important inspection reports as well as reports
ofconsultants ofpre-construction, during construction 4.2.1 Summarized dataofobservations onembedded/
and post-construction. installed instruments, including initial readings and
instrument constants.
4.1.9 Details of design criteria followed.
4.2.2 Summarized data on control tests carried out
4.1.10 Photographs in chronological order showing
during construction inrespect ofconcrete, mortar and
allphases ofconstruction andsubsequentmaintenance
their constituent materials, if available.
with detailed description.
4.2.3 Details of construction history including stages
4.1.11 Index plan of the area in which the dam is
of construction particularly in low blocks where
located showing important towns, roads, rail routes
considerable time has elapsed prior to resumption of
and communication facilities.
work.
4.1.12 Index plan ofdownstream areashowingnatural
4.2.4 Reports on Hydraulic Model Studies
flood zone, corresponding to highest observed flood
andspillwaydesignflood. Seriouseffortsshallbemade 4.2.5 Manualofoperation andmaintenance ofspillway
toconduct dam break analysis andprepare flood zone gates. The operation of spillway gates shall be as per
corresponding to this analysis. The index plan shall designed criteria hand model studies for energy
depictallimportant towns/villages andproperties lying dissipation system.
in the above mentioned flood zones. Caution boards
4.2.6 Discharging capacity curves of spillway for fill
indicting these flood zones/levels shall be displayed
aswell aspartial opening of gates.
in downstream areas.
4.2.7 Performance report of energy dissipators during
4.1.13 Tentative emergency action plan for possible normal aswell ashigh floods upto adistance of 1km
flooding due to condition detailed in3.3.1.
downstream of all surplussing arrangements (at least
4.1.14 Contour map ofdam siteextending upto 200 m once intwo years).
or 10 times the dam height, whichever is more, on
4.3 For Earth/Rockfill Dams
both upstream and downstream, showing all features
of the dam like toe lines, access roads, etc. The following additional records/data shall be
2IS 9296:2001
available atsite, inaddition tothose mentioned in4.1. observations shall be compared with the design
assumptions and prediction, previous results, results
4.3.1 Stage-wise construction record of the dam
ofmodel studies and tests and limiting values, where
showing volumes andheights achieved ineachseason
specified. Any conditions that might adversely affect
and time rate of progress.
thesafetyofstructures shallbecloselyobserved. These
4.3.2 Record ofspecialcompaction donenearconcretel shall include conditions such asexcessive settlement,
masonry structure, abutment contacts and outlet deflection, seepage, uplift pore-pressure, deterioration
locations, if available. of masonry/concrete, etc. Periodical inspection of
reservoir area including reservoir rim shall also be
4.3.3 Summarized records of compaction, control
undertaken.
sampling andcomplete laboratory andfieldtestresults
on all samples on record during construction andpre- 5.3.1 Inspection reports on the condition of the
construction periods. structures shall be prepared and submitted by the
Engineer-in-Charge of Inspection to the concerned
4.3.4 Record of relief wells, piezometers and seepage
higher authorities along with detailed comments. In
drains.
caseof large dam (see IS 8826), besides these regular
4.3.s Manual of Operation and Maintenance inspection, special inspection of all the works
(including the dam, the reservoir and the appurtenant
4.4 Arch Dams and Buttress Dams works), shall be made by a committee of experts at
Data similar to that listed in 4.1 and 4.2 shall be least once in 5yrs in accordance with the criteria for
available at site. In addition, specific additional data Phase I inspections laid down in the guidelines for
may bedecided tobecollected according toinspection safety inspection of dams published by CWC. The
and maintenance requirements of the structures committee shallgothrough therecord ofobservations
(Particular attention shall be paid to the behaviour of concerning thebehaviour ofstructures, the inspection
abutments and the deflection of the main structure). reports onthecondition ofthe structure, etc, andother
relevant data andsubmit areport suggesting ways and
5 INSPECTION means for improvements required, if any, about the
safety and serviceability of the structures.
5.1 Periodical inspection of dams and appurtenant
structures is necessary specially before and after
5.4 Concrete/Masonry Dams
monsoon season to ascertain/examine their condition
and functioning. The main purposes of carrying out Incaseofconcrete/masonry damsthefollowing aspects
periodic inspection are: need particular attention.
a) to ensure the adequacy of the structures to 5.4.1 Drainage systems inthe foundation andthe darn
serve the purpose for which they were body shall fi.mction properly. Individual sources of
designed, seepage shall be inspected and recorded against date
and corresponding reservoir level. It shall also be
b) to verify the conditions ofthe structures and
observed if the seepage is increasing or decreasing
monitor their behaviour,
and ifthere is any significant departure from normal
c) to investigate conditions that might cause conditions of seepage, which may affect the safety of
distress to the structures, and the dam.
d) to study the extent of deterioration based on 5.4.2Periodic inspection shallbemade toobserve any
which maintenance and repairs can be leakage, seepage cracks, spallings and algae growth
planned. onthe surface ofthe darnand inopenings like gallery
and adits and record maintained.
5.2 After an unusual event, a thorough inspection of
the dam and its appurtenant works for detecting 5.4.3 Abutment shall be observed to locate any leaks,
damage and weakening, if any, shall be made. The cracks or slides.
inspection shall be carried out in accordance with
5.4.4 Scour downstream ofspillway, spill/tail channel
Guidelines for Safety Inspection of Dams issued by
shall be observed to the extent required.
Cwt.
5.4.5 The spillway and outlet energy dissipating
5.2.1 Atler occurence ofanyearthquake thedamshall
arrangements aswell astheir appurtenant works shall
be inspected as per ICOLD guidelines.
be inspected regularly for damage. Dewatering may
5.3 Adequate inspection shall be carried out by be resorted to undertake the necessary inspection.
competent personnel to investigate the performance Wheredewatering isnotpossible, suitable underwater
of the dam and appurtenant structures. All inspection inspection may be done.
3IS 9296:2001
5.4.6 Contraction joints, formed drains andventilation in seepage flow, springs, bubbles, wet patches and ..
pipes shall be inspected and obstructions, if any, be washing out of fine materials on the dam slopes.
removed periodically.
5.5.2.2 The area along downstream face of the dam
,.....
5.4.7 Emergency lighting system, galle~ ventilation anduptoadistance of 10Hor200 meters (where His
and other service facilities shall always befunctional. themaximum height ofthedam from itsdeepest level)
whichever is more beyond its toe, shall be regularly
5.4.8 In case of instruments, arrangements shall be
watched/inspected for occurrence of any boils. [
made for regular inspection and observation. Any
unusual observations shallbereported totheconcerned 5.5.2.3 Condition andperformance ofdrains andrelief
authorities. Non functional instruments may be wellsincludingtheadequacy ofoutfall conditions shall
replaced wherever possible. beobserved. Itshallbeensured that no structure/wells
beconstructed upto 10Hor200 m,whichever ismore,
5.4.9 Drainage holes shall be regularly inspected for
beyond itstoe.
choking and cleaning.
5.5.2.4 Condition of upstream slope protection of the
5.5 Earth/Rockfill Dams dam shall be observed below the minimum reservoir
level in areas susceptible to damage.
Incaseofearth/rocktill damstheaspectsgiven in5.5.1
to 5.5.7 need particular attention. 5.5.2.5 Observation shall bemade of the condition of
the crest and slopes ofthe dam, specially inthe zones
5.5.1 If there are instruments installed in the dam,
the required instrumentation observations given adjacent to concrete structures, to locate any
in 5.5.1.1 to 5.5.1.4 shall be made. Non-functional deformation, settlement, cracks, etc.
instruments may be replaced wherever possible.
5.5.2.6 Seepage atjunctions between earth dam and
5.5.1.1 Hydrostatic pressures within the foundation concrete/masonry retaining wall shall be carefully
watched.
and the embankment shall be observed to check
seepage conditions and performance of the drainage
5.5.3 Upstream slope of the dam shall be carefidly
system. examined after long periods of high velocity winds
andwhenthe reservoir isbeing drawn down, to locate
5.5.1.2 Pore water pressure on the downstream shall
be obse~ed with respect to filling of the reservoir to cracks, slides,settlements, damage toslopeprotection,
know whether the increase is proportionate or etc.
excessive. 5.5.4 Seepage water shall be periodically tested for
5.5.1.3 Settlement ofvarious zonesoftheembankment chemical and physical analysis to determine if any
material isbeing washed out.
and also that of foundation shall be observed for
different reaches. Horizontal movement (normal as 5.5.5Thecondition ofoutletconduits shallbecarefully
well asparallel to dam axis) ofthe embankment shall
observed to locate any seepage and longitudinal or
also be observed at specified sections.
transverse cracks near outlet location. It may be
desirable to have continuous observations of seepage
5.5.1.4 Seepage discharge to evaluate the proper
fimctioning ofdrainage systemwithout undue increase through the contacts between the hearth and rigid
in pore water pressures. structures.
5.5.6 The condition of aIl appurtenant works
5.5.1.5 Observations on surface settlement points to
check the behaviour of the slope of the dam. embedded in the dam shall be carefully observed to
locate any seepage cracks, etc. Continuous
5.5.1.6 Inspection/levelling ofthe bench marks inthe observations of all the seepage points in the appur-
dam and reservoir area shall be carried out at regular tenant works shall be made.
intervals and connected to the reference bench marks
fixed inanarea considered tobeoutside the influence 5.5.7’ All concrete appurtenant works shall be
periodically inspected. Areas exposed tohigh velocity
of the reservoir loading.
flows shall be examined more frequently.
5.5.2 Visual inspections and observations indicated
in 5.5.2.1 to 5.5.2.6 shall be made. 6 MAINTENANCE
5.5.2.1 Seepage conditions through the dam 6.1 Inspection reports shall be periodically reviewed
foundation and abutments shall be observed. It shall by competent authorities and necessary maintenance
also be observed if the seepage is increasing or and repair instructions issued expeditiously.
decreasing and if there is any significant departure Maintenance required shall be completed before the
from normal conditions of seepage which may result monsoon, asfar aspossible.
41S9296:2001
6.2 Iii the case of concrete/masonry dams, steps rockfill, gravel and sand shall be stored and suitably
indicated in 6.2.1 to 6.2.10 shall be taken for their protected atstrategic location ofthe dam for use in an
maintenance. emergency conditions.
6.2.1 Drainage system inthe foundation and the dam 6.3.2 The embankment shall be maintained to its
body shall be maintained properly. designed section. Filling up of all subsidences at top
of dam and slopes shall be done expeditiously. Rip-
6.2.2 Leaks, cracks and spallings on the surface of
rapontheupstream face, ifdisturbed, shallberestored
the dam and in openings like gallery and adits shall
as a regular maintenance procedure as well as the
be treated.
turfing on the downstream slope.
6.2.3 Leaks, cracks, slides, etc, inthe abutment shall
6.3.3 No trees or other deep rooted plants shall be
be treated.
permitted to grow onthe slopes and toe of the dam.
6.2.4 Measures shall be taken to protect against
6.3.4 Thedrainage system shallbethoroughly cleaned
harmful retrogression.
before monsoon and shall be maintained clear of all
6.2.5 No blasting operation shall be permitted to be obstructions.
carried on or near the dam except as permitted in
6.3.5 Reservoir shall not be filled until the stage of
IS 6922.
progress of works permits it without endangering
6.2.6 Access to vital parts and adequacy of lighting public property.
facilities shall be ensured.
6.3.5.1 The first filling ofreservoir shallbe done after
6.2.7 All weather accessibility of approach road to carefully examining the competency of the dam,
dams site shall be ensured. adequacy ofthe outflow control devices etc.
6.2.8 Emergency lighting system shali be properly 6.3.6 If boils seem to occur, these shall be controlled
maintained. by placing suitable filter material till such time when
clear water emerges from the boil.
6.2.9 Any debris orrockpieces collected intheenergy
dissipation structureshmplussing arrangement shall 6.3.6.1Ifboils arelargeanduncontrollable byadopting
be removed before monsoon. Cleaning beyond these the procedure stated in 6.3.6, reservoir level shall be
structures shall be done to the extent required. After suitablylowered.Permanentremedialmeasures shallbe
monsoon or for periods when the spillway and outlets undertaken atthe earliestopportunity.
therein are not to be operated, the energy dissipation
6.4 All steel structures shall be properly maintained.
structures shallbeexamined forerosion, retrogression,
normal wear and tear for undertaking repairs. Such 6.5 Alternate and emergency lighting, flood warning
repairs shall be undertaken expeditiously to bring the and communication systems shall be properly
energy dissipation structure to a safe operating maintained.
condition before being operated forthenext monsoon
6.6 Trashracks and log booms shall be cleaned
floods.
regularly and maintained.
6.2.10 Leaks, Cracks and spallings on the spillway
6.7 Approach channel shall be properly maintained
piers, under sluices and outlets shall be treated.
and cleared of all obstructions.
6.3 In the case of earth/rockfill dams steps indicated
6.8 All important components of the dam shall be
in 6.3.1 to 6.3.6 shall be taken for their maintenance.
marked and painted identifying their name, location
6.3.1 Sufficient quantities of suitable filter materials, and elevation.,-
._M-
IS 9296:2001
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Dams and Reservoirs, Sectional Committee, WRD 9
Chairman Representing
~B. K.Mr?%m CentnrIWaterCommissioNn,ewDelhi
Members Representing
CHIEFENGINEER(BHAKRAD.w) BhakraBeasManagementBoard,Chandigarh
DIF.ECTOR(DSXGN)B&BDssxrit+DTE(Alternate)
SHRSI.p.KAUSHISH CentralBoardofIrrigationrmdPower,NewDelhi
SmuT.S.Murum (Alternate)
h+F.rXOR CentralSoilandMaterialResearchStation,NewDelhi
StrruA.K.Dmvm (Alternate)
SmuR M.KHATSURL4 CentralWaterandPowerResearchStation,Pune
SmuP.B.Dso~ (Alternate)
DIRECMR(CMDD-NW&S) CentralWaterCommission,NewDelhi
DIRS~OR~SERVOm ch%RA7TON~RATS (Alternate)
SmuM.K.NARASIMHANA ConsultingEngineeringServices(I)PvtLtd,NewDelhi
SmrrS.S.NARANG (Alternate)
SmuG.K.K.41STHA GeologicalSurveyofIndi~Lucknow
SmuR.N.Smmr(Alternate)
ClrrwEwmsrt(hhnhs &MmoR)&ADDrS-sxrum.mY NsnnadaandWaterResourcesDepartment.iGovernmentofGujarx Gandhhmgar
SUPQUNTENDINGENGSNSER(CDG)(Alternate)
HEADOFTHECIWLENGINERINGhMRTNSSiW IndianInstituteofTechnology,NewDelhi
CmmENIXi-W(EIR&CAD) IrrigationDepartmen$GovemmentofAndbraPradesh,Hyderabad
sUPHWWWIINGENGINEE(RIlms) (Alternate)
SmuA.DASGWTA IrrigationandWaterwaysDepartmentGovernmentofWestBengal,Kolkata
SmoH.P.C~ mm (Alternate)
CHEFENGrNEER(DAMDSSIGN) IrrigationDepartmentGovernmentofUttarprades~ Roorkee
s~SNG ENGINSSRDMDssIrm CuuxsI (Alternate)
Cress ENGINRE(RSDD) IrrigationDepartmentGovemmentofPuqjab,Chrrrrdigarh
DIRSCTORDAM(RSSDD)(Alternate)
sUFRpMWOIi.JGENGINEER(MD) IrrigationDeprutmentGovernmentofMaharashtr&Nashik
Exmrrrvs E~onwm(MD4) (Alternate)
CHTLWENCSN(hFoEnRx’rs) IrrigationDepartmentGovernmentofHaryan%Chandigarh
DmcmR %3nwuNG(A~temate)
SmuA.K.RISHI WaterResourcesDepartmentGovernmentofMadhyaprsdesk Bhopal
DrIWCTODRMS(Alternate)
SmuD.G.hK,4DE JaiprakashIndustriesLtd,NewDelhi
%rrukirwrwm Smmr(Alternate)
&nup.R.~n KAR.IUNA KarnatakaPowerCorporationLimited,Barsgsdore
SrmrS.M.Cm.sBI(Alternate)
SmuGEORGECmuvm KemlaStateElectricityBoard,Thkuvanrrnthapumnr
Sr-mM.S.BISARIA GammonIndiz Mumhai
SrrmR.D.VARANGAONXAR (Alternate)
SmuK.S.NAGWA NationalHydroelectricPowerCorpration Ltd,Faridabad
SmuUmmBow NorthEasternElectricPowerCorporationLtd,NewDelhi
SmuS.M.Smrn NationalInstituteofHydrology,Roorkee
DRP.K.MAHAPATR(AAlternate)
ENGUWR-IN-CHEF PublicWorksDepartmentGovernmentofTrrmilNadrr,Chennai
C-ENGINEER (Akermate)
SmuL.K.BANSAL TehriHydroDevelopmentCorporation,Noida
SHRIs.s.Smu, DirectorGeneral,BISQkoficio Member)
Dkector&Head(WRD)
Member-Secretary
SmuR.S.JUNSIA
JointDketor (WRD),BIS
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Zndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreafi%rned when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments or edition by referring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. WRD 9 (146).
Amendments Issued Since Publication
Amend No. Date of Issue TextAffected
BUREAU OFINDIAN STANDARDS
Head@arters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,3239402 (Common to alloffices)
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Printed atPrabhat Offset Press ,Darya Cianj,NewDelhi-2
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10589.pdf
|
TS:lQ589-1983
Indian Standard
SPECIFICATION FOR EQUIPMENT FOR
SUBSURFACE SOUNDING OF SOILS
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DR JAQDISH NARAIN University of Roorkee, Roorkee
Members
SHRI P. D. AUARWAL Public Works Department, Government of Uttar
Pradesh. Lucknow
DR B. L. DHAWAN ( Alternate )
DR ALAM SIN~H University of Jodhpur, Jodhpur
CHIEF ENQINEER ( RCD ) Irrigation Department, Government of Punjab,
Chandiearh
SHRI P. S. GOSAL ( Alternate )
SHRI M. C. DANDAVATE Concrete Association of India, Bombay
SHRI N. C. DUGQAL ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 12/l,
Hungerford Street, Calcutta )
DR G. S. DIIILLON Indian Geotechnical Society, New Delhi
DIRECTOR Central Soil and Material Research Station, New
Delhi
DEPUTY DIRECTOR ( Alternate )
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction ( P) Lttl,
Bombay
SHRI A. N. JANQLIX ( Alternate )
DR GOPAL RAJAN Institution of Engineers ( India ), Calcutta; and
University of Roorkee, Roorkee
SHRI S. GUPTA Cemindia Company Limited, Bombay
SHRI N. V. DE-SOUSA (Alternate, 1
SHRI ASHOK K. JAIN G. S. Jain & Associates, Roorkee
SHIU VIJAY K. JAIN ( Alternate )
J o I N T D I R li: c T o R RESEARCH Ministry of Railways
(GE-I), (RDSO)
JOINT DIRECTOR RESEARCH
(GE-It), RDSO ( Alternate )
LT-COL v. K. KaNITXAR Ministry of Defence (Engineer-in-Chief’s Branch)
( Coxtinued on page 2 )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS: 10589- 1983
( Continued from page 1 )
Members Representing
SHRI 0. P. MALHOTKA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHRI D. R. NARAHARI Cent;Joryyding Research Institute ( CSIR ),
SHRI V. S. A~ARWAL ( Alternate )
SHRI T. K. NATRAJAN Central Road Research Institute (CSIR ), New
Delhi
SHRI RANJIT SIN~H Ministry of Defence ( R & D )
SHRI V. B. GHORPADE ( Alternate )
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEAI~CH OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SHRI K. R. SAXENA Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SHRI N. SIVAQURU Roads Wing (Ministry of Shipping and Transport)
SHRI P. R. KALRA ( Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
SHRI N. SUBBAMANYA~ Karnataka Engineering Research Station, Govern-
ment of Karnataka, Krishnarajasagar
SUPERINTIXNDINQE NGINEER (P&D) Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENQINEER (SMRD)
( Alternate )
SHRI H. C. VERMA All India Manufacturers & Dealers Association,
Bombay
SHRI H. K. GU~IA ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-oJcio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), ISI
Soil Testing Instruments a.nd Equipment Subcommittee, BDC 23 : 6
Convener
SHRI H. C. VERMA Associated Instruments Manufacturers (I) Pvt Ltd,
New Delhi
Members
SHRI M. D. NAIR ( Alternate to
Shri H. C. Verma )
SERI AMOD KRISIINA Saraswati Engineering Agency, Roorkee
SHRI RAKESH GOEL ( Alternate )
( Continued on page 17 )
2IS:10589 - 1983
Indian Standard
SPECIFICATION FOR EQUIPMENT FOR
SUBSURFACE SOUNDING OF SOILS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 28 February 1983, after the draft finalized by the Soil Engineering and
Rock Mechanics Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 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
the resistance of soil strata to dynamic penetration as covered in IS : 4968
( Part 1 )-1976* and IS : 4968 ( Part 2 )-1976t.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960$. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers the specification of the equipment used for
determining the subsurface sounding property of soil using cone with the
dynamic method.
*Method for subsurface sounding for soils: Part 1 Dynamic method using 50 mm
cone without bentonite slurry ( jrsl reui&z ).
TMethod for subsurface sounding for soils: Part 2 Dynamic method using cone and
bentonite slurry ( jirst revision ).
$Rules for rounding off numerical values ( revised).
3IS : 10589 - 1983
2. TYPES, DIMENSIONS AND CONSTRUCTION
2.1 There shall be two types A and B of equipment, the dimensions and
tolerances of their parts shall be as detailed in Fig. 1 to 6 as applicable.
Except where tolerances are especially mentioned all dimensions should
be taken as nominal dimensions and tolerances shall be as given for medium
class in IS : 2102 ( Part 1 )-1980*.
v
6Op15’
IA PLAIN CONE IB THREADED CONE IC ADAPTER
All dimensions in millimetres.
FIG. 1 CONE AND ADAPTER
3. MATERIALS
3.1 Materials for construction of various parts of this equipment shall be
given as in Table 1.
4. MARKING
4.1 The following information shall be clearly and indelibly marked on
each equipment:
a) Name of the manufacturer or his registered trade-mark or both,
b) Date of manufacture, and
c) The type of equipment.
*General tolerances for dimensions and form and position: Part 1 General tolerances
for linear and angular dimensions ( Lecond rerision ).
4IS : 10589- ‘I983
TABLE 1 MATERIALS FOR CONSTRUCTION OF EQUIPMENT PART
( Clause 3.1 )
EQUIPMENT PART MATERIAL SPECIAL RELEVANT
I%. REQIJIREMEXT INDIAN STANDARD
OR REFERENCE
i) Threaded cone or plain cone Steel Hardened to 50-55 IS : 5517-1978*
with adapter HRC and conical
surface shall be
machined smooth
ii) Driving rod, guide rod ( for Steel - IS : 5517-1978*
Type A ), coupling and driv-
ing head ( for Type B )
NOTE 1 -For Type B a driving rod with driving head shall be used as guide
rod.
NOTE 2 - The number of driving rod and coupling shall be as required.
iii) Hammer Steel The weight shall be IS : 1875-1978t
65 kg and tensile
strength of wire
rope shall be 1400
kg/cm2 minimum
iv) Hoisting equipment:
a) Tripod legs Mild - IS : 1239
Steel ( Part I )-
1979$ or
IS : 226-19755
~b) Pulley Steel - Is : ia75-i978f
cl Other parts like winch con- Steel - IS : 1875-1978t
netting pins, hook, axle, etc
*Specification for steels for hardening and tempering ( jrst revision ).
tspecification for carbon steel billets, blooms, slabs and bars for forgings (fourth
revision ) .
SSpecification for mild steel tubes, tubulars and other wrought steel fittings: Part 1
Mild steel tubes (fourth revision ).
SSpecification for structural steel ( standard quality ) ( ji& reuision ).
5IS : 10589 - 1983
SQ THREAD
2A ROD
20 COUPLING
All dimensions in millimetres.
FIG. 2 DRIVING ROD
M 32x8
3A Guide Rod for Type A Equipment
All dimensions in millimetres.
FIG. 3 GUIDE ROD - Contd
6IRE ROPE WITH
LEXIBLE CORE
8 WITH ONE
CLAMP ON EITHER
36 Diiving-Head for Type B Equipment
NOTE - The guide rod for Type B shall be ordinary
4A For Type A Equipment
driving rod given in Fig. 2A fixed with this driving head.
All dimknsions in millimetres. All dimensions in millimetres.
FIG. 3 GUIDE ROD FIG. 4 HA~~MER - ContdIS : 10589- 1983
.WIRE ROPE WITH FLEXIBLE
CORE 98 WITH A’U’CLAMP
ON EITHER SIDE
HOOK
DETAILS OF
HOOK
4B For Type B Equipment
All dimensions in millimetres.
FIG, 4 HAMMERIS: 10589- 1985
PULLEY (See Fig.5C)
ISee Fig.5A and
General Assembly of Hoisting Equipment for Type A Equipment
Fra. 5 DETAILSO F HOISTINGE QUIPMENTT YPE A - Contd.
5A Tripod Leg ( End Piece ) of rype A Equipment
CONNECTING
qd 10.5 HOLES -?,
5B Tripod Leg of Type A Equipment
All dimensions in millimetres.
FIG. 5 DETAILS OF HONING TYPE A - Contdrs :
10509- 1983
-661
6C Pulley for Type A Equipment
All dimensions in millimetres.
FIG. 5 DETAILS OF HOISTINGE QUIPMENTT YPE Af$ : 10.589 - 1983
ANGLE 3Sx3SxSmm,
350 LONG WITH ROUND
@I LOO mm c/c WELDED
TOP AND BOTTOM
FLANGE ~160xlOmm THICK
BOX OF 2 ANGLES TWO LEGS TO BE FIXED UP
65x65~ 6 mm WELDED Al EXTREME ENDS OF AXLE
SO mm LONG @ 2COmm cjc
2Smm C CLASS
MS PIPE WELDED
@16-
DETAIL AT A BOLT SIZE M16x36mm
3 HOLES 917mm
DETAIL AT 0
DETAlL Ax E
TP:PGOD
DETAIL AT 8
SPIKE
6A Details of Tripod
All dimensions in millimetres.
FIG. 6 DETAILS OF HOISTING EQUIPMENTST YPE B - Contd
12IS : 10589- 1983
-1Zmm THICK MS PLATE
WITH 2 HOLES,+17
WELDED WITH AXLE
M30-4
6B Details of Axle and Fixing Arrangement for Type B Equipment
All dimensions in millimetres.
FIG. 6 DETAILS OF HOISTING EQUIPMENTST YPE B - Contd
13Is : 10589 - 1983
WASHER
+65x3mm
BEARING
+ 200 ~75--+25---j
I
-75X10 MS
FLAT'US' HAF‘ED
‘* 195@ MS PULLEY
,( #’
l,
/ i
L I
\ 1
‘\.\ ,/‘/‘\M25 ~75x10mm
.;-__ -_. _-’ ,’ 6OLT MS FLAT
TRIPOD LEG ‘U’ SHAPED
6C Details of Pulley Fixture at Tripod for Type B Equipment
All dimensions in millimetres.
FIG. 6 DETAILS OF HOISTINGE QUIPMENTS TYPE B - Co&
14l$ : 10589 - 1983
---
T
260
BOLT Mlzx 50
ANGLE 50X 50X5
1
I I II
ANGLE 50X50X5
m LONG
0mm
TRIFOD
SD Details of Winch for Type B Equipment
All dimensions in millimetres.
FIG. 6 DETAILS OF HOISTING EQUIPMENTST YPE B - Contd
15BOLT M12x70mm LONG
50xl6mm MSFLAT
GAWANI SED
6E Handle for Winch for Type B Equipment
All dimensions in millimetres.
FIG. 6 DETAILS OF HOISTING EQUIPMENTSTYPE B
4.1.1 The equipment may also be marked with the IS1 Certification
Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of
the Indian Standards Institution ( Certification Marks ) Act and the Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the produ-
cer. IS1 marked products are also continuously checked by IS1 for conformity to
that standard as a further safeguard. Details of conditions under which a liccnce for
the use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
16IS :10589 -1983
( Continuedfrom page 2 )
Members ReQresenting
D E P u T Y DIRECTOR RESEARCH Ministry of Railways
(GE-II), RDSO
DEPUTY DIRECTOR Research
(GE-III) RDSO ( Alternate )
DII~ECTOR Central Soil and Material Research Station, New
Delhi
DEPUTY DIRECTOR ( Alternate )
SHRI H. K. GUHA Geologists’ Syndicate Pvt Ltd, Calcutta
SHRI A. BHATTACHARYA ( Alternate )
SHRI S. K. GUPTA Ministry of Defence
SHRI S. C. HANDA University of Roorkee, Roorkee
SHRI B. R. MALHOTRA CentIfae:$oad Research Institute ( CSIR ), New
SHRI D. S. PATJXANIA Central Scientific Instruments Organization
( CSIR ), Chandigarh
SHRI Y. C. SOOD ( Alternate )
DR T. RAXABZURTHY Indian Institute of Technology, New Delhi
SHRI RESHAM SINC+H Hydraulic & Engineering Instruments Co, New
Delhi
SHRIJATINDER SINQH (Alternate)
SHRIS.VENXAT.~~.AN Cent;JorF;llding Research Institute ( CSIR ),
STRI M. R. SONEJA ( Alternate )
17INTERNATIONAL SYSTEM OF UNITS -( SI UNITS )
Base Units
Quantity Un if Symbol
Length metre m
Mass kilogram kg
Time second 8
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
Quantity Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol Definition
Force newton N 1 N = 1 kg.m/s
Energy joule J 1 J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/ma
Frequency hertz HZ 1 Hz = 1 c/s (s-r;
Electric conductance siemens S 1 s = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/ms
|
9401_6.pdf
|
IS : 9401 ( Part 6 ) - 1984
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 6 VENTILATION PWES AND OTHER
EMBEDDED MATERIALS
Measurement of Works of River Valley Projects
Sectional Committee, BDC 69
Chairman
SRRI S. P. CAPRIRAN
Redecon ( India) Pvt Ltd,
B-92, Himalaya House,
Kasturba Gandhi Marg, New Delhi
Members Reprsrrnting
SAXI K. D. AHCOT Engineers India Ltmited, New Delhi
SHHI G. K. N~TRAJAN ( Alfernatr )
SHRI J. RAAADUR Irrigation Department, Government of Bihar,
Patna
SHRI MAAAVIR BIDASARIA Ferro-Concrete Consultants Pvt Ltd, Indore
SHRI ASROIC BI~AS_UUA ( Alternate )
CHIEF ENGINEER ( NSP ) Irrigation Department, Government of Andhra
Pradesh, Hyderabad
CHIEF Errorrrns~ ( SP ) ( Altrrnutr )
CHIEF ENQINEER ( PROJYCTB) Water and Power ( Irrigation) Department,
Government of Kerala, Trivandrum
DEPUTY CEI~P ENQINEE~
( IKH~~ATION) ( Altern& )
SARIS. M. DEU Irrigation & Waterways Department, Government
of West Bengal, Calcutta
DIREOT~R ( R & C ) Central Water Commission. New Delhi
Suer OM PRAKA~E GUPTA Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI S. M. JOSHI Gammon India Limited, Bombay
Sanr G. G. KARMARKAR Institution of Surveyors, Delhi
PROF S. KHISH~~AMOORTEY Indian Institute of Technology, New Delhi
SERIB. N. MATHUR Irrigation Department, Government of Rajasthan,
Jaipur
( Continued on page 2 )
Q Copyright 1985
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 t 9401 ( Part 6 ) - 1984
( Continued from page 1 )
Members
SERI G. A. MUBTAPBA Public Works Department, Government of
Jammu & Kashmir, Srinagar
SH~I R. C. PATEL Irrigation Department, Government of Gujarat,
-Gandhinagar
SHRI T. RANUNNA Karnataka Power Corporation Ltd, Bangalore
SERI M. B. Vrxca~ RAO Irrigation Denartment. Government of Karnataka,
“Bangalore ’
Sasr P. S. RAO Haryana Irrigation Department, Chandigarh
SERI D. M. Savoa Hindustan Construction Co Ltd, Bombay
SERI P. S. SUBRAXANIAX Tarapore and Company, Madras
SU~PN~~~CNDINC3 E N Q I N E E R Irrigation Department, Government of
Mabaraahtr?, Bombay
SERI V. VENKATEBWARA.LU National Projects Construction CorpoTation
Limited, New Delhi
DR VARSHNEY ( Alternate )
SERI V~THAL RAM National Hydra-electric Power Corporation
Limited, New Delhi
\
KVMAEI E. DIVATIA ( Alternate )
SEIRI G. RAMAN, Director General, IS1 ( Ex-oficio Member )
Director ( Civ Engg )
SecretaD
SHRI K. M. MATHUR
Senior Deputy Director (Civ Engg ), IS1
2IS : 9401 ( Part 6 ) - 1984
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
(DAMS AND APPURTENANT STRUCTURES )
PART 6 VENTILATION PIPES AND OTHER
EMBEDDED MATERIALS
0. FOREWORD
0.1 This Indian Standard (Part 6) 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.
0.2 In 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 ventilation pipes and other embedded materials in the
construction of river valley projects.
0.2.1 The provisions contained in this standard shall generally have
precedence over the provisions in IS : 1200 ( Part 2 )-1974*. However,
the provisioris of both the standards may be considered complimentary
and supplementary to each other.
0.3 In reporting the result of measurement made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-19607.
1. SCOPE
1.1 This standard ( Part 6 ) covers the method of measurement of
ventilation pipes and other embedded material in river valley projects,
such as dams, hydraulic structures, canals and power houses.
*Method of measurement of building and civil engineering works: Part 2 Concrete
works ( third reuisian) .
tRules for rounding off numerical values ( r&cd).
3IS : 9401 ( Part 6 ) - 1984
2. GENERAL
2.1 Clubbing of Items -Items may be clubbed together provided
these are on the basis of the detailed description of items stated in this
standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall
be consistent and generally in the sequence of length, breadth or width
and height or depth or thickness.
2.3 Description of Items -The description of each item shall, unless
stated otherwise, be held to include where necessary, conveyance and
delivery, handling, loading, unloading, storing, fabrication, hoisting,
lowering, all labour for finishing to required shape, and size.
2.4 Measurements-All works shall be measured net in decimal
system, as fixed in its place as given in 2.4.1 and 2.4.2.
2.4.1 Dimensions shall be measured to the nearest 0.01 tn.
2.4.2 Weight shall be worked out to the nearest 0.01 kg.
3. MEASUREMENT OF PIPES AND EMBEDDED MATERIALS
3.0 Items included in this standard are as follows:
4 Ventilation pipes;
b) Grout pipes;
4 Foundation, drainage/uplift pressure pipes;
4 Internal drainage pipes in dams;
4 Sewer pipe drains;
f> Metal pipes embedded for post-cooling concrete;
d Steel liners for air-vents, plumb bob wells, etc;
h) Embedded parts for trashracks, control gates, etc, steel ladders,
._ . . . ^ _
metal hand rails, manhole frames, covers and other mis-
cellaneous metal work;
j) Electrical metal conduits; and
k) Anchor rods, anchor bolts.
3.1 Ventilation / Grout / Foundation / Drainage / Uplift Pressure
Pipes - The pipes shall be classified according to their nominal diameter,
4.IS:9401(Part8)-1984
the quality of pipe, kind of material and the method of jointing and shall
be measured in running metres, inclusive of all joints. The measure-
ment shall be taken along the central line of the pipes and fittings or
specials. All fittings or specials shall be enumerated separately as extra
over the pipes. Cutting and jointing the pipes to such fittings or specials
shall be deemed to be included with the item of fittings or specials.
3.2 Internal Drainage Pipes in Dams -Measurement for porous
concrete pipes shall be on the basis of the length of pipe in metre laid in
the body of dam. The nominal diameter and type of the pipe shall be
specified.
3.3 Sewer Pipe Drains - Measurement fbr perforated sewer pipe and
constructing drains shall be made in metres along the centre lines of the
pipe, from end to end of the pipe in place and no allowance shall be
made for laps at joints. The nominal diameter and type of the pipe
shall be specified.
3.4 Metal Pipes Embedded for Post-Cooling of Mass Concrete -
The pipes shall be classified according to their nominal diameter, the
quality of pipe, kind of material and the method of jointing and shall be
measured in running metres, inclusive of all joints. The measurement
shall be taken along the central line of the pipes and fittings or specials.
All fittings or specials shall be enumerated separately as extra over the
pipes. Cutting and jointing the pipes to such fittings or specials shall be
deemed to be included with the item of fittings or specials.
3.5 Steel Liners for Air-Vents, Plumb Bob Wells, etc - Measure-
ment for the ljning plates and other structural steel shall be on the basis
of mass in kilograms of plates and structural steel actually embedded in
.,
the structure.
3.6 Embedded Parts for Trashracks, Control Gates, etc, Steel
Ladders, Metal Hand Rails, Manhole Frames, Covers and Other
Miscellaneous Metal Work - Measurement for these items shall be on
the basis of weight in kilograms of metal work actually installed and left
in place.
3.7 Electrical Metal Conduits -Measurement for various types and
sizes of electrical metal conduit shall be on the basis of length in running
metres of conduits, actually embedded in the structure.
3.8 Anchor Rods, Anchor Bolts -Measurement for anchor rods and
anchor bolts shall be made on the basis of weight in kilograms of anchor
bolts or anchor rods actually embedded. In case of anchor bolts the
weight shall include the weight of bolt, nut, washers, wedges and bearing
plates.
5INTERNATIONAL SYSTEM OF UNITS ( SI UNITS)
B&se Unite
QUANTXTT UNIT SYMBOL
Length metre m
Mass kilogram kg
Time recond
Electric current ampere :
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUAXTITY UNIT SYMW)L
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton i N’ = 1 kg.ml.9
Energy joule J” 1J = 1 N.m
Power, watt W 1w - 1 J/s
Flux weber Wb 1 Wb = 1 v.s
Flux demity tesla, T IT = 1 Wb/m*
Frequency hertz Ha 1 Hz = 1 c/s (s-i)
Electric conductance riemena S 1s = 1 A/V
Electromotive force volt V 1v - 1 W/A
Pressure, stress, Pascal Pa 1 Pa = 1 N/maAMENDMENT NO. 1 MAY 1993
TO
IS 9401 (Part 6) : 1984 METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS ( DAMSAND
APPURTENANT STRUCTURES )
PART6 VENTIIATION PIPES AND OTHER EMBEDDED
MATERIALS
(Page 5, clauses 3.1 and 3.4, line 5 ) - Substitute ‘centre’ 10or ‘central’.
(Page 5, clause 3.5, line 3 ) -substitute ‘weight’ fur ‘mass’.
(RVD23) .
ReprographyU nit, BIS, New Delhi, India
|
2185_2.pdf
|
IS:2185(Partll)-1983
( Superseding IS : 3590 - 1996 )
( Reaffirmed 1989 )
SPECIFICATION FOR
CONCRETE MASONRY UNITS
PART II HOLLOW AND SOLID LIGHTWEIGHT
CONCRETE BLOCKS
Third Reprint DECEMBER 1996
UDC 691.327-43V-478 : 666.973.6
Q Copyight 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAIiAbUR SHAH ZAPAR MARG
NEW DELHI 110002
Gr6 September 1983IS : 2185 ( Part II ) - 1983
('SaperseedingIS:3590-1966)
Indian Standard
SPECIFICATION FOR
CONCRETE MASONRY UNITS
PART II HOLLOW AND SOLID LIGHTWEIGHT
CONCRETE BLOCKS
( First Revision
)
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONAL DIRECTOR, STAX- Research, Designs 8t Standards Organization
DARDS ( B 82 S ) ( Ministry of Railways )
DEPUTY DIRECTOR, STAN-
DAKDS ( B & S ) ( Alternate )
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate )
Smtr S. K. BANERJEE National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
DR N. S. BHAL Structural Engineering Research Centre ( CSIR I,
Roorkee
SHRI V. K. GHANEKAR ( Alternate)
GRIEF EN~INEEXI( DESIGNS ) Central Public Works Department
EXECUTIVE EN~~NEEI~( DESI-
ON9 )-III ( Ahcrna;e )
CHIEF ENOINNER( PROJECTS ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( IPRI ) ( Alternate )
DR S. K. CHOPRA Cement Research Institute of India, New Delhi
DR A. K. MULLICK ( Alternate)
DIRECTOR Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRGCTOR ( Alternate )
DIRECYOR ( C & MDD )-I Central Water Commission, New Delhi
DEPUTY DIRECTOR
( C & MDD-II ) ( Alternate )
SHRI T. A. E. D’Sa The Concrete Association of India, Eombay
SHEI R. N. GREEN ( Alternate )
( Continued on page 2 )
@ Copyright 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copy@t Act ( XIV of 1937 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act. IIS : 2185 ( Part II ) - 1983
( Continued from page I )
Members Representing
SHRI V.K. GUPTA Engineer-in-Chief ‘.s Branch, Army Headquarters
SHRI S. N. PANDE ( Alternate )
SHRI A. K. GUPTA Hyderabad Asbestos Cement Product Ltd,
Hyderabad
DR IQBAL ALI Engineering Research Laboratories, Hvderabad
SHRI P. J. Jnous The Associated Cement Companies Ltd, Bombay
SHRI N. G. JOSHI Indian Hume Pipe Company Ltd, Bombay
SHRI S. R K~LKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
Sam S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( Alternate )
DR MOHAN RAI Central Building Research Institute . ( CSIR ),
Roorkee
DR S. S. RAH~I ( Alternaie )
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalaya’, 11 First Crescent
Park Road, Gandhinagar, Adyar, Madras )
SERI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SERI C. S. MISHRA ( Alternufe )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI Y. R. PHuLL Central Road Research Institute ( CSIR ),
New Delhi
SERI M.R. CHATTERJEE ( Alternate I )
SERI K. L. SETHI ( Alternate II )
DR M. RAMAIAH Struc$;;JasEngineering Researh Centre ( CSIR ),
DR A. G. MADRAVA RAO ( Alternate )
SHRI A. V. RAMANA Dalmia Cement ( Bharath ) Ltd, New Delhi
SARI 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 )
SH~I R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SERI S. ROY ( Alternate )
SERI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. A. REDDI ( Alternate )
SHIZI ARSUN IZIJHSIN~HASI Cement Corporation of India, New Delhi
SHRI K. VITEAL RAO ( Alternate )
SHRI S. SEETHARAXAN Roads Wing ( Ministry of Shipping and Transport >
SERI N. SIVA~URU ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY(I) ( Allernafe )
SERI K. A. SU~RAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACHANDARAN ( Altnnufe )
SUPERINTENDING E~~C+INEERP ublic Works Department, Government of
( DESIGNS ) Tamil Nadu, Madras
EXECUTIVEE NC+~EER ( SM&R
DIVISION ) ( Alternate )
SHRI L. SWAROOP Orissa Cement Ltd, New Delhi
SHRI G. RAMAN, Director General, IS1 ( Ex-O&O Memh )
Director ( Civ Engg )
Secretary
SERI M. N. NEELAKANDEAX?
Assistant Director ( Civ Engg ), IS1 *
( Cotstint& ea paga 23 )
2IS : 2185 ( Part II ) - 1983
Indian Standard
SPECIFICATION FOR
CONCRETE JMASONRY UNITS
PART II HOLLOW AND SOLID LIGHTWEIGHT
CONCRETE BLOCKS
( First Revision
)
0. FOREWORD
0.1 This Indian Standard ( Part II ) ( First Revision ) was adopted by
the Indian Standards Institution on 28 February 1983, after the draft
finalized by the Cement and Concrete Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1966 as ‘ IS : 35cO-1966
Specification for load bearing lightweight concrete blocks’. The first
revision is being issued under the modified title ‘ Specification for con-
crete masonry units: Part II Hollow and solid lightweight concrete blocks’
and supercedes IS : 3590-1966. Part I of this standard covers hollow
and solid concrete blocks of normal weight. This modification in title
is intended for facilitating the co-ordination of requirements of various
types of concrete masonry units, covered under various Indian Standards.
0.2.1 This standard incorporates significant modifications especially
with regard to the classification of the blocks and physical requirements
such as dimensions, compressive strength values, water absorption and
drying shrinkage. Also this revision covers hollow blocks of close-’
cavity type apart from hollow blocks of open cavity. The requiremen.;
of load bearing and non-load bearing blocks have been separately given
in this standard to the extent possible.
0.3 Concrete masonry, already extensively used in building construction
abroad, is likely to make very considerable headway in this country
because of the many advantages, such as durability, strength and struc-
tural stability, fire resistance, insulatton, and sound absorption it possesses.
Concrete masonry construction is also economical because of the follow-
ing aspects:
a) the units are relatively large and true in size and shape. This
insures rapid construction so that more wall is laid per man-hour
than in other types of wall construction;
3IS : 21S5 ( Part II ) - 1983
b) fewer joints result in a considerable saving in mortar as compared
to hormal masonry construction; and
c) the true plane surface obtained does not require plaster. Even
when plaster is used for any reason, the quantity required for
satisfactory coverage is significantly small.
0.3.1 Concrete masonry has an attractive appearance and is readily
adaptable to any style of architecture. It lends itself to a wide
variety of surface finishes for both exterior and interior walls. It may
also be finished with cement plaster, gauged with lime or a plasticizer.
Concrete masonry units provide a strong mechanical key, uniting the
concrete masonry backing and the plaster finish in a strong permanent
bond.
0.4 Concrete masonry units are used for both load-bearing and non-load
bearing walls, for partitions and panel walls, as backing for other types
of facing material, for piers; pilasters and columns, for retaining walls,
garden walls, chimneys and fire places, as fillers in concrete joist floor
construction, and as shuttering for beams and lintels.
0.4.1 Concrete masonry units manufactured from lightweight aggre-
gate concrete are used for both load bearing and non-load bearing
internal wails, partition and panel walls, inner leaf of cavity walls or as
backing to brick masonry and for external load bearing walls as well as
panel walls in steel or reinforced concrete frame construction when
protected from weather hy rendering or by some other efficient treatment.
0.5 For the purpose of. deciding whether + particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a 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 ( Part II ) covers the following lightweight’ concrete
masonry building units which are used in the construction of load-bear-
ring and non-load bearing walls:
a) Hollow ( open and closed cavity ) load bearing concrete blocks,
b) Hollow ( open and closed cavity ) non-load bearing concrete
blocks,
*Rules for roundingo ff numericalv alues ( r&red ) .
4lSt21S5( Part u )--1983
c) Solid load-bearing concrete blocks, and
d) Solid non-load bearing concrete blocks.
NOTE- The requirements of cellular ( aerated ) concrete blocks are covered
in IS : 5482-1969*.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Block - A concrete masonry unit, either hollow ( open or closed
cavity ), or solid or cellular ( other than units used for bonding, such as
a half block ), any one of the external dimensions of which is greater
than the corresponding dimension of a brick as specified in IS : 3952-1978t;
I and of such size and mass as to permit it to be handled by one man.
Furthermore, to avoid confusion with slabs and panels, the height of the
block shall not exceed either its length or six times its width.
2.2 Block Density - The density calculated by dividing the mass of a
block by the overall volume, including holes or cavities and end recesses.
2.3 Drying Shrinkage - The difference between the length of speci-
men which has been immersed in water and subsequently dried to
constant length, all under specified conditions; expressed as a percentage
of the dry length of the specimen.
2.4 Face Shells - The two outer plates of the hollow concrete block.
These are connected together by webs.
2.5 Gross Area - The total area occupied by a block on its bedding
face, including areas of cores and end recesses.
2.6 Height - The vertical dimension of the exposed face of a block,
excluding any tongue or other device designed to provide. mechanical
keying.
2.7 Hollow ( Open or Closed Cavity ) Concrete Block - A block
having one or more large holes or cavities which either pass through the
block ( open cavity ) or do not effectively pass through the block ( closed
cavity ) and having the solid material between 50 and 75 percent of the
total volume of the block calculated from the overall dimensions.
2.8 Length - The horizontal dimension of the exposed face of block,
excluding any tongue or other device designed to provide mechanical
keying.
*Specification for autoclaved cellular concrete blocks.
tSpecification for burnt clay hollow blocks for walls and partitions ( jirst rsaision ).
5IS L 2185 ( Part II ) - 1983
2.9 Moisture Movement - The difference between the length of
the specimen when dried to constant length and when subsequently
immersed in water, all under specified conditions, expressed as a per-
centage of the dry length of the specimen.
2.10 Solid Block - A block which has solid material not less than
75 percent of the total volume of the block calculated from the overall
dimensions.
2.11 Webs - The solid sections of the hollow concrete blocks which
connect the face shells.
2.12 Width - The external dimension of a block at the bedding plane,
measured at right angles to the length and height of the block.
3. DIMENSIONS AND TOLERANCES
3.1 Concrete masonry building units shall be made in sixes and shapes
to fit different construction needs. They include stretcher, corner,
double corner or pier, jamb, header, bull nose, and partition block, and
concrete floor units.
3.2 Concrete Block -’ Concrete block, hollow ( open or closed cavity )
or solid shall be referred to by its nominal dimensions. The term
‘ nominal ‘, means that the dimension includes the thickness of the mortar
joint. Actual dimensions shall be 10 mm short of the nornina dimen-
sions ( or 6 mm short in special caies where finer jointing is specified ).
3.2.1 The nominal dimensions of concrete block shall be as follows:
Length 400,500 or 600 mm
Height 100 or 200 mm
Width 50,75, 100, 150,200,250 or 300 mm
In addition, block shall be manufactured in half lengths of 200, 250
or 300 mm to correspond to the full lengths.
The nominal dimensions of the units are so designed that taking
account of the thickness of mortar joints, they will produce wall lengths
and heights which will conform to the principles of modular co-ordma-
t ion.
3.2.2 Blocks of nominal dimensions other than those specified in 3.2.1
may also be used by mutal agreement between purchaser and supplier.
In the case of special concrete masonry units such as jallie or screen wall
block and ornamental block, the specified sizes shall not necessariIy apply.
3.2.3 The maximum variation in the length of units shall not be more
than + 5 mm and maximum variation in height and width of unit, n 01
more than f. 3 mm.
6IS : 2185 ( Part II ) - 1983
3.2.4 Hollow concrete blocks shall be made either with two cores or
three cores. Stretchers in the 200,250 and 300 mm widths shall generally
have concave ends, each end flange being grooved or plain. All 100 and
150 mm wide units shall generally be made with plain ends.
3.2.5 Face shells and webs shall increase in thickness from the bottom
to the top of the unit. Depending upon the core moulds used, the face
shells and webs shall be flared and tapered or straight tapered, the
former providing a wider surface for mortar. The minimum thickness
of the face shell and web shall be not less than 20 mm. However, for the
top face shell of the closed cavity units, the minimum thickness may be
less ,than 20 mm, but not less than 1.5 mm.
3.3 Subject to the tolerances specified in 3.2.3 and the provisions of 3.4
the faces of masonry units shall be flat and rectangular, opposite faces
shall be parallel, and all arises shall be square. The bedding surfaces
’ shall be at ri_ght angles to the fac.es of the blocks.
3.4 Blocks with Special Faces - Blocks with special faces shall be
manufactured aud supplied as agreed upon between the supplier and the
purchaser.
4. CLASSIFICATION
4.1 Load bearing lightweight concrete masonry units hollow ( open and
closed cavity ) or solid shall conform to the following two grades:
4 Grade A - These are used below and above ground level in damp-
proof course, in exterior walls that may or may not be treated
with a suitable weather-protective coating and for interior walls.
b) Grade B-These are used above ground level in damp-proof course,
in exterior walls that are treated with a suitable weather-protec-
tive coating and for internal walls.
4.2 Non-load bearing lightweight concrete masonry units, hollow ( open
and closed cavity ) or solid shall be used in interior walls, partitions,
panels and for exterior panel walls in steel or reinforced concrete frame
construction when protected from weather by rendering or by some
other efbcient treatment.
5. MATERIALS
5.1 Cement - Cement complying with any of the following Indian
Standards may be used at the discretion of the manufacturer:
IS : 269-i976 Specification for ordinary and low heat Portland
cement ( third revision )
IS : 455-1976 Specification for Portland slag cement ( third revision )
7IS 8 2185 ( Part II ) - 1983
1s : 1489-1976 Specification for Portland pozzolana cement ( second
revision )
IS : 6909- 1973 Specification for supersulphated cement
IS : 8041-1978 Specification for rapid hardening Portland cement
(Jir.~t revision )
IS : 8042-1978 Specification for white Portland cement ( jrst revision )
IS : 8043-1978 Specification for hydrophobic Portland cement ( jir~t
revision )
5.1.1 When cement conforming to IS : 269-1976* is used, replacement
of cement by fly ash conforming to IS : 3812-1981t may be permitted up
to a limit of 20 percent. However, it shall be ensured that blending of
fly ash with cement is as intimate as possible, to achieve maximum
uniformity.
5.2 Lightweight Aggregates
5.2.1 The lightweight aggregates shall conform to IS : 9142-1979:.
The type of aggregate shall’ be approved by the purchaser. The
purchaser may also specify the use of a particular aggregate or a parti-
cular combination of aggregates.
5.2.2 The dry loose bulk density of the lightweight aggregates shall
be as follows:
Fine aggregate 1120 kg/m3, max
Coarse aggregate 880 kg/ms, max
Combined aggregate 1100 kg/ms, malr
5.3 Water - The water used in the manufacture of concrete masonry
units ihall be free from matter harmful to concrete or reinforcement, or
matter likely to cause efflorescence in the units. It shall conform to 4.3
of IS : 456-1978s.
5.4 Additives or Admixtures - Additives or admixtures may be
added either as additives to the cement during manufacture, or as admix-
tures to the concrete mix. Additives or admixtures used in the manufac-
ture of copcrete masonry units may be:
a) accelerating, water-reducing and air-entraining admixtures con-
forming to IS : 9103-197911,
b) colouring pigments,
*Specification for ordinary and low heat.P ortland cement ( third retision ).
tspecification for fly ash for use as pozzolana and admixture (Jirst revision ).
*Specification for artificial lightweight aggregates for concrete masonry units.
@ode of practice for plain and reinforced concrete ( third revision ).
IlSpecification for admixtures for concrete.
815:2185(PartII)-1983
c) fly ash conforming to IS : 3812-1981*, and
d) waterproofing agents conforming to IS : 2645-1975t
Where no Indian Standards apply, the additives or admixtures shall
be shown by test or experience to be not deterimental to the durability
of the concrete.
6. MANUFACTURE
6.1 Mix - The concrete mix used for blocks shall not be richer than
one part by volume of cement to 6 parts of combined fine and coarse
aggregates as specified in 5.2. Allowance shall be made for bulking of
materials, if necessary.
6.2 Mixing - Concrete shall normally be mixed in a mechanical
mixer.
6.2.1 Mixing shall be continued until there is a uniform distribution of
the materials, and the mass is uniform in colour and consistency.
6.2.2 When hand mixing is permitted by the engineer-in-charge, it
shall be carried out on a water-tight platform and care shall be taken to
ensure that mixing is continued until the mass is uniform in colour and
consistency.
6.3 Placing and Compaction
6.3.1 In the case of hand-operated machine, the mixture shall be
placed into the mould in layers of about 50 to 75 mm and each layer
thoroughly tamped with suitable tampers until the whole mould is filled
up and struck off level with a trowel.
6.3.2 In the case of mechanically operated machine, the mould shall
be filled up to a height above the mould.appropriate to the machine
used, vibrated or mechanically tamped and struck off level.
6.3.3 Immediately the block is made, it shall be released from the
mould and removed with the pallet to a covered shed, to protect it
against sun and strong winds. The blocks shall be stored in the shed
until they are sufficiently hardeued to permit handling without damage
but in no case shall this period be less than 12 hours.
6.4 Curing
6.4.1 The blocks hardened in accordance with 6.3.3 shall then be
removed from the pallets and placed in a curing water tank or taken to
the curing yard ( see Note ), where these shall be kept continuously
-
*Specification for fly ash for use as pozzolana and admixture (Jrst reukion ).
tspecification for integral cement waterproofing compounds (first revision ).
9IS : 2185 ( Part II ) - 1983
moist for at Ieast 21 days. When the blocks are cured in an immersion
tank, the water of the rank shall be changed at least every 4 days.
Nova - The curing yard is a paved yard subdivided by shallow drains into 4 to 5 m
square platforms which are provided with water fountains in the centre. The blocks
are stacked on the platforms around the fountains, which work continuously. The
fountains are connected to an elevated water storage tank.
6.4.2 St&am curing of blocks hardened in accordance with 6.3.3 may
be adopted instead of method specified in 6.4.1 provided the require-
ments of pressure or non-pressure steam curing are fulfilled. For non-
pressure steam curing, the blocks shall be subjected to the action of
thoroughly saturated steam at a temperature of 38” to 54°C for a period
of not less than 24 hours; or when necessary, for such additional time as
may be necessary to enable the blocks to meet the physical requirements
specified in this standard.
6.5 Drying - After curing the blocks shall be dried under shade for a
period of 4 weeks before being used on the work. They shall be stacked
with voids horizontal to facilita’te through passage of air. The blocks
shall be allowed to complete their initial shrinkage before they are laid
in a wall.
7. SURlJ.ACE TEXTURE AND FJ&ISH
7.1 Concrete masonry building units can be given a variety of surface
textures ranging from a very fine close texture to a coarse open texture
by proper selection, grading and proportioning of the aggregates at the
time of manufacture. Textures may also be developed by treating the
face of the units while still green by wire brushing or combing, by
slightly eroding the surface by playing a fine spray of water upon it,
and by splitting ( split block ). Colour may be introduced by. incorpo-
rating non-fading mineral pigments in the facing concrete, or by
applying a coloured Portland cement grout or paint to the face of the
units soon after they are removed from the moulds. Selected coloured
aggregates may also be used in the facing and exposed by washing with
water or dilute hydrochloric acid.
7.2 Concrete masonry units used in constructing exposed walls shall be
free from stains and discolouration, blemishes or defects which detract
the desired appearance of the finished wall.
8. PHYSICAL REQUIREMENTS
8.1 General - All units shall be sound and free of cracks or other
defects which interfere with the proper placing of the unit or impair the
strength or performance of the construction. Minor chipping resulting
from the customary methods of handling during delivery, shall not be
deemed grounds for rejection.
10IS : 2185 ( Part II ) - 1983
8.1.1 Whereunits are to be used in exposed wall construction, the face
or faces that are to be exposed shall be free of chips, cracks, or other
imperfections, except that if not more than 5 percent of a consignment
contains slight cracks or small chippings not larger than 25 mm, this
shall not be deemed grounds for rejection.
8.2 Dimensions - The overall dimensions of the units when measured
as given in Appendix A shall be in accordance with 3 subject to the
tolerances mentioned therein.
8.3 Block Density - The block density, when determined as in
Appendix B, shall not exceed 1 600 kg/ma.
8.4 Compressive Strength - The minimum compressive strength,
being the average of eight units, and the minimum compressive strength
of individual units, when tested in the manner described in Appendix C,
’ shall be as prescribed in Table 1.
5.8 Water Absorption - The water absorption, being the average of
three units, when determined in the manner prescribed in Appendix D,
shall be as prescribed in Table 1.
TARLE 1 PHYSICAL REQUIREMENTS
TYPE AND GRADE MINIMUM COMPRESSIVE MAXIMUM AVERAGE WATER
STRENQTE ABSORPTIO~~,W ITH OVEN-
DRY MASS OF CONCBETE
C_--_-h-___? __--*_-w-y
Average of Individual Less than Less than
8 units; Min unit, Min 1360 1600
(2) (3) (4) (5)
N/mm* N]mmz kg/m’ kg/m’
Hollow, load bearing
Grade A 7’0 5.5 290
Grade B 5.0 4.0 320 -
Hollow, non-load bear- 40 3.5 - i
ing
Solid, load-bearing
Grade A 12.5 1@8 - 290
Grade B 8.5 7.0 320 -
8.6 Drying Shrinkage - The drying shrinkage of the units when
unrestrained being the average of three units, shall be determined in the
manner described in Appendix E, and shall be as follows:
a) Load-bearing light-weight concrete masonry units, hollow ( open
or closed cavity ) or solid,
11IS I 2185 ( Part II ) - 1983
Grade A - 0’08 percent, max; and
Grade B - 0.09 percent, max
b> Non-load bearing Jigbt weight-O’09 percent, max
I concrete masonry umtS
8.7 Moisture Movement - The moisture movement of the dried
blocks on immersion in water, being the average of three units, when
determined in the manner described in Appendix F, shall be less than
the drying shrinkage specified in 8.6 by at least 0.01.
9. TESTS
9.1 Tests as described in Appendix A to F shall be conducted on
samples of units selected according to the sampling procedure given in
10 to ensure conformity with the physical requirements laid down
in 8.
10. SAMPLING
10.1 The blocks required for carrying out the tests laid down in this
standard shall be taken by one of the methods given in 10.2 and 10.3.
In either case, a sample of 20 blocks shall be taken from every consign-
ment .of 5 008 blocks or part thereof of the same size and same hatch of
manufacture. From these samples, the blocks shall be taken at random
for conducting the tests.
10.2 Sampling Blocks in Motion - Whenever practicable, samples
of blocks shall be taken when the blocks are being moved as in the case
of loading, unloading, etc. The batch from where samples are to be
drawn shall be divided into a number of convenient portions such that
when one sample is drawn from each of these portions the minimum
number of blocks specified under 10.1 is provided.
10.3 Sampling Blocks from a Stack - The number of blocks
required for *he test shall be taken at random from across the top of
the stacks, the sides accessible and from the interior of the stacks by
opening trenches from the top.
10.4 Number of Tests
10.4.1 Ah the 20 blocks shall he checked for dimensions and inspected
for visual defects ( see 8.1 and 8.2 ).
10.4.2 Out of the 20 blocks, 3 blocks shall be subjected to the test for
blocks density ( see 8.3 ), 8 blocks to the test for compressive strength
( see 8.4 ), 3 blocks to the test for water absorption ( see 8.3) and 3 blocks
to the test for drying shrinkage ( see 8.6 ) and later to the test for moisture
movement. The remaining 3 bIocks shall be reserved for retest for
drying shrinkage and moisture movement if a need arises.
12IS:2185(PartII)-1983
11. CRITERIA FOR CONFORMI-
11.1 The lot shell be considered as conforming to the requirements of
the specification if the conditions mentioned in 11.2 to Il.5 are satisfied.
11.2 The number of blocks with dimensions outside the tolerance limit
and/or with visual defects, among these inspected shall be not more than
two.
11.3 For block density, the mean value determined shall not be greater
than the maximum limit specified in 8.3.
11.4 For compressive strength, the mean value determined shall be
greater than or equal to the minimum limit s+zcified in 8.4
11.5 For drying shrinkage and moisture movement, all the test
specimens shall satisfy the requirements of the test. If one or more
specimens fail to satisfy the requirements, the remaining 3 blocks shall be
subjected to these tests. All these blocks shall satisfy the requirements.
11.6 For water absorption, the mean value determined shall be equal or
less than maximum limit specified in 8.5.
12. MANUFACTURER’8 CERTIFICATE
12.1 The manufacturer shall satisfy himself that the masonry units
conform to the requirements of this specification and, if requested, shall
supply a certificate to this effect to the purchaser or his representative.
13. INDEPENDENT TESTS
13.1 If the purchaser or his representative requires independent tests,
the samples shall be taken before or immediately after delivery, at the
option of the purchaser or his representative and the tests shall be carried
out in accordance with this specification.
13.2 The manufacturers shall supply free of charge the units required
for testing.
13.3 Cost of Testing - Unless otherwise specified in the enquiry 01
order, the cost of the tests shall be borne as follows:
a) By the manufacturer in the event of the results showing that the
blocks do not conform to this specification, or
b) By the purchaser in the event of the results showing that the
blocks conform to this specification.
13IS. : 2185 ( Part II ) - 1983
14. MARKING
14.1 Concrete masonry units manufactured in accordance with this
specification shall be marked permanently with the following informa-
tion:
a) The identification of the manufacturer;
b) The grade of the unit; and
c) The year of manufacture, if required by the purchaser.
14.1.1 Each block may also be marked with the IS1 Ceriification
Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provirions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on products covered by an Indian Standard
conveyr the assurance that they have been produced to comply with the require-
menta of that standard under a welldefined system of inspection, testing and quality
control which.ir devised and supervised by IS1 and operated by the producer. IS1
marked products are also continuously checked by ISI for conformity to that
standard 4 a further sa&guard. Details of conditions under which a licence for the
use of the IS1 Certi6cation Mark may be granted to manufacturers or procemors,
may be obtained from the Indian Standards Institution.
APPENDIX A
( Clauses 8.2 and 9.1 )
mASURElbf.ENT OF DIMENSIONS
A-l. APPARATUS
A-l.1 Overall dimensions shall be measured with a steel scale graduated
in 1 mm divisions. Face shell and web thickness shall be measured with
a caliper rule graduated in 0’5 mm divisions and having parallel jaw$
not less than 15 mm nor more than 25 mm in length.
A-2. SPECIMENS
A-2.1 Twenty full size units shall be measured for length, width and
height. Cored units shall also be measured for minimum thickness ef
face shells and webs.
NOTE - These specimens shall be used for other tests also.
A-3. MEASUREMENTS AND REPORT
A-3.1 Individual measurements of the dimensions of each unit shall be
read to the nearest division of the scale or caliper and the average
recorded.
14IS : 2185 ( Part II ) - 1983
A-3.2 Length shall be measured on the longitudinal centre line of each
face, width across the top and bottom bearing surfaces at midlength,
and height on both faces at midlength. Face-shell thickness and web
thickness shall be measured at the thinnest point of each such element
15 mm above the mortar-bed plane. Where opposite face shells differ
in thickness by less than 3 mm, their measurements shall be averaged.
Sash grooves, dummy joints, and similar details shall be disregarded
in the measurements.
A-3.3 The report shall show the average length, width, and height of
each specimen, and the minimum face-shell and web thickness and total
web thickness in 200 mm length of walling per course as an average for
the 20 specimens.
APPENDIX B
( Clauses 8.3 and 9.1 )
R4ETHOD FOR THE DETERMINATION OF BLOCK DENSITY
B-l. PROCEDURE
B-l.1 Three blocks taken at random from the samples selected in
accordance with 10,s hall be dried to a constant mass in a suitable oven
heated to approximately 100°C. After cooling the blocks to room
temperature, the dimensions of each block shall be measured in centi-
metres ( to the nearest millimetre ) and the overall volume computed
in cubic centimetres. The blocks shall then be weighed in kilograms
( to the nearest 10 g ) and the density of each block calculated as
follows:
Mass of block in kg
Density = - x 10s kg/ma
Volume of specimen in cm<
B-1.2 The average for the three blocks shall be taken as the average
density.
APPENDIX C
( Clauses 8.4 and 9.1 )
METHOD FOR THE DETERMINATION OF COMPRESSIVE
STRENGTH
C-l. APPARATUS
C-l.1 Testing Machine - The testing machine shall be equipped
with two steel bearing blocks ( see Note ) one of which is a spherically
15IS : 2185 ( Part II ) - 1983
seated block that will transmit load to the upper surface of the masonry
specimen, and the other a plane rigid block on which the specimen will
rest. When the bearing area of the steel blocks is not sufficient to cover
the bearing area of the masonry specimen, steel bearing plates meeting
the requirements of C-I.2 shall be placed between the bearing blocks
and the capped specimen after the centroid of the masonry bearing
surface has been aligned with the centre of thrust of the bearing blocks
( see C-41 ).
NOTE - It is desirable that the bearing faces of blocks and plates used fur comprer-
sion testingo f concrete masonry have a hardness of not less than 60 ( HRC ).
c-1.2 Steel Bearing Blocks and Plates - The surfaces of the steel
bearing blocks and plates shall not depart from a plane by more than
O-025 mm in any 15 mm dimension. The centre of the sphere of the
spherically seated upper bearing block shall coincide with the centre of its
bearing face. If a bearing plate is used, the centre of the sphere of the
spherically seated bearing block shall lie on a line passing vertically
through the centroid of the specimen bearing face. The spherically
seated block shall be held closely in its seat, but shall be free to turn in
any direction. The diameter of the face of the bearing blocks shall be
at least 15 cm. When steel plates are employed between the steel bear-
ing blocks and the masonry specimen ( see C-4.1 ) the plates shall have a
thickness equal to at least one-third of the distance from the edge of the
bearing block to the most distant corner of the specimen. In no case shall
the plate thickness be less than 12 mm.
C-2. TEST SPECIMENS
C-2.1 Eight full size units shall be tested within 72 hours after delivery
to the laboratory, during which time they shall be stored continuously
in normal room air.
C-2.2 Units of unusual size, shape, or strength may be sawed into
segments, some or all of which shall be tested individually in the same
manner as prescribed for full-size units. The strength of the full-size
units shall be considered as that which is calculated from the average
measured strength of the segments.
C-2.3 For the purpose of acceptance, age of testing the specimens shall
be 28 days. The age shall be reckoned from the time of the addition of
water to the dry ingredients.
C-3. CAPPING TEST SPECIMEN
C-3.0 Bearing surfaces of units shall be capped by one of the methods
described in C-3.1 and C-3.2.
C-3.1 Sulphur and Granular Materials - Proprietary or laboratory
prepared mixtures of 40 to 60 percent sulphur ( by mass ), the remainder
16IS : 2185 ( Part g ) - 1983
being ground fire clay or other suitable inert material passing 150-micron
IS sieve with or without a plasticizer, shall be spread evenly on a non-
aborbent surface that has been lightly coated with oil ( see Note ). The
sulphur mixture shall be heated in a thermostatically controlled heating
pot to a _t emperature sufficient to maintain fluidity for a reasonable
period of time after contact with the capping surface. Care shall be
exercised to prevent overheating, and the liquid shall be stirred in the
pot just before use. The capping surface shall be plane within O-075 mm
in 40 cm and shall be sufficiently rigid and so supported as not to be
measurably deflected during the capping operation. Four 25 mm
square steel bars shall be placed on the surface plate to form a rectan-
gular mould approximately 12 mm greater in either inside dimension
than the masonry unit. The mould shall l+~ filled _to a depth of
6 mm with molten sulphur inaterial. The- surface of the unit to be
capped shall quickly be brought into contact with the liquid, and the
specimen, held so that its axis is at right angles to the surface of -the
capping liquid, shall be inserted. The unit shall be allowed to remain
undisturbed until solidification is complete. The caps shall be allowed
to cool for a minimum of 2 hours before the specimens are tested.
Patching of caps, shall not be permitted. Imperfect caps shall be
removed and replaced with new ones.
NOTE - The use of oil on capping plates may be omitted if it .i.i found that plate
and unit can be separated without damaging the cap.
C-33 Gypsum Plaster Capping - A neat paste of special high-
strength plaster ( see Note under C-4.1 ) and water shall be spread evenly
on a non-absorbent surface that has been lightly coated with oil. Such
gypsum plaster; when gauged with water & the capping consistency,
shall have a comnressive strength at a 2-liour age of not less than
25 N/mma, when iested as 50 mm cubes. The coat&g surface plate shall
conform to the requirements described in C-3.1. The surface of the unit
to be capped shall be brought into contact with the capping paste; the
specimen which is held with its axis at right angles to the capping
surface, shall be firmly pressed down with a single motion. The average
thickness of the cap shall be not more than 3 mm. Patching of caps shall
not be permitted. Imperfect caps shall be removed and replaced with
new ones. The caps shall be aged for at least 2 hours before the
specimens ate tested.
C-4. PROCEDURE
C-4.1 Position of Specimens - Specimens shall be tested with the
centroid of their bearing surfaces aligned vertically with the centre of
thrust of the spherically seated steel bearing block of the testing machine
( see Note ). Except for special units intended for use with their cores
in a horizontal direction, all hollow concrete masonry units shall be tested
with their cores in vertical direction. Masonry units that are 100
17IS : 2185 (Pmt II ). - 1908
percent solid and special hollow units intended for use with their hollow
cores in a horizontal direction may he tested in the same direction as in
W!rvice.
NOTE- For homogenous materials. the centroid of the bearing surface shall be
considered w be vertically above the centre of gravity of the maronry unit.
C-4.2 Speed of Tehng -The load up to one-half of the expected
maximum load may be applied at any convenient rate, after which the
control of the machine shall be adjusted as required to give a uniform
rate of travel of the moving head such that the remaining load is applied
in not less than one nor more than two minutes.
C-5. CALCULATION AND REPORT
C-5.1 The compressive strength of a concrete masonry unit shall be taken
as the maximum load in Newtons divided by the gross cross-sectional
area of the unit in square millimetres. The gross area of a unit is the
total area of B section perpendicular to the direction of the load, includ-
ing dreas within cells and withiii re-entrant spaces unless these spaces
are to be occupied in the masonry by portions of adjacent masonry.
C-5.2 Report the results to the nearest 0-I N/mm8 separately for each
unit and as the average for the 8 units.
APPENDIX D
( Clauses8 .5 and 9.1 )
METHOD FOR TEEE30~BEIIIIATION OF WATER
D-l. APPARATUS
D-1.1 The balance used shall be sensitive to within 0.5 percent of the
mass of the smalkst specimen tested.
D-1.2 Three full-size units shall be used.
D-2. PROCEDURE
D-2.1 Saturation - The test specimens shall be completely immersed
in water at room temperature for 24 hours. The specimens shall then
be weighed, while suspended by a metal wire and completely submerged
in water. . They shall be removed from the water and allowed to draifi
for one minute by placing them on a 10 mm or coarser wire mesh,
visible surface water being removed with a damp cloth, and immediately
weighed.
18IS : 2185 ( Part II ) - 1983
D-2.2 Drying - Subsequent to saturation, all specimens shall be dried
in a ventilated oven at 100 to 115°C for not less than 24 hours and until
two successive weighings at intervals of 2 hours show an increment of
loss not greater than 0’2 percent of the last previously determined mass
of the specimen.
D-3. CALCULATION AND REPORT
D-3.1 Absorption - Calculate the absorption as follows:
A-B
Absorption, kg/m3 = A-_C x 1 000
Absorption, percent = LQE x 100
where
A,= wet mass of unit’in kg,
B = dry mass of unit in kg, and
C - suspended immersed mass of unit in kg.
D-3.2 Report - Report the results as the average for the three units.
APPENDIX E
( C2au.w 8.6 and 9.1 )
METHOD FOR THE DETERMiNATION OF DRYING
SHRINKAGE
E-l. NUMBER OF TESTS
E-l.1 Of the samples selected in accordance with 10, three shall be tested
for drying shrinkage. Three more blocks shall be set aside and stored
in air-tight containers at normal room temperature so as to be available
for duplicate tests if they are required at a later stage (see Note ).
NOTE - In order to facilitate storage, instead of blocks, sections cut from these
additional blocks may be stored until necessary in separate air-tight containers at
normal room temperature.
E-2. APPARATUS
E-2.1 Measuring Apparatus - A measuring apparatus shall be used
which incorporates a micrometer gauge or a suitable dial gauge reading
accurately to 0’002 5 mm. This gauge shall be rigidly mounted in a
19IS : 2185 ( Part II ) - 1983
measuring frame and have a recessed end which may be located upon
a 5-mm diameter ball or other reference point cemented on the specimens.
The other end of the frame shall have a similar recessed seating which
may be locared upon the other .ball or reference point in the specimen. An
Invar steel rod of suitable length with 5-mm diameter hemispherical
ends or with 5-mm diameter steel balls mounted on the ends, shall be
used as a standard of length against which readings of the’ gauge may
be checked, thus enabling corrections to be made for any change in the
dimensions of the apparatus between successive measurements of a test
specimen. The apparatus shall preferably be adjusted for specimens of
different lengths and Invar rod of lengths near to those of the spejmens
to be tested shall be available.
E-2.2 Drying Oven - The drying oven shall comply with the following
requirements:
4 It shall have an internal volume equivalent to not less than 8
Iitres per specimen, with a minimum total volume of 50 litres.
b) It shall be reasonably air-tight and shall be provided with a fan
to keep the air circulating effectively during the drying of the
specimen.
It shall be capable of maintaining a constant temperature of
50 f 1°C.
The relative humidity of the air in the oven shall be controlled
at approximately 17 percent by means of saturated calcium
chloride solution. Suitable dishes or trays containing this
solution shall be provided to give an exposed area of solution
not less than 10 cm2 for each litre of volume of the oven. The
dishes or trays shall contain sufficient solid calciuin chloride
to show above the surface of the solution throughout the test.
E-3. PREPARATION OF SPECIMENS
E-3.1 One sample shall be cut from each of the blocks such that the
length of each specimen is not less than 15 cm and the.cross-section is as
near to 7.5 x 7’5 cm as practicable in the case of solid blocks and
7.5 cm x thickness of the wall in the caseef other blocks. Two reference
points consisting of 5 mm diameter steel balls or dther suitable reference
points providing a hemispherical bearing shall be cemented with neat
rapid-hardening Portland cement or other suitable cementing material
at the centre of each end of each specimen after drilling or cutting a
shallow depression. After fixing, the surface of the steel balls shall be
wiped clean of cement, and dried and coated with lubricating grease to
prevent corrosion. The specimens shall then be’completely immersed in
water for 4 days, the temperature being.maintained at 27 f 2’C at least
for the last 4 hours.
20IS : 2185 ( Part II ) - 1983
E-4. PROCEDURE FOR TESTING
E-4.1 Immediately after removal of the specimens from the water, the
grease shall be wiped from the steel balls and the length of each speci-
men measured to an accuracy of 0902 5 mm by the apparatus described
in E-2.1. This shall be taken as the original wet measurement.
NOTE - The instrument reading required is not the absolute length of the specimen
but the defference in length between the specimens and an Invar rod of approxima-
tely the same length.
E-4.2 The specimens shall then be dried for at least 44 hours in an oven
of the type described in E-2.2, at the specified temperature and humidity.
The specimens shall then be removed from the oven and cooled for at
least 4 hours in a desiccator containing solid calcium chloride or a
saturated solution of calcium chloride. Each specimen shall then be
measured as described in E-4.1, at a temperature of 27 & 2’C.
E-4.3 The cycle of drying, cooling and measuring shall be repeated until
constant length is attained, that is, when the difference between consecu-
tive readings separated by a period of drying of at least 44 hours followed
by cooling for at least 4 hours, is less than 0905 mm for a 15 cm
specimen and pro rata for a larger specimen. The final reading shall be
taken as the dry measurement.
E-4.4 During the above drying process further wet specimen shall not
be placed in the same oven and there shall be free access of air to all
surfaces of the specimen.
E-4.5 After the dry measurement has been taken, the length of the
specimen shall be measured, adjacent to the steel balls, to the nearest
millimetre and this shall be taken as the ‘dry length’.
E-5. CALCULATION OF RESULTS
E-5.1 The ‘drying shrinkage’ shall be calculated for each specimen as the
difference between the ‘original wet measurement’ and the ‘dry measure-
ment’ expressed as a percentage of the ‘dry length’.
E-5.2 Report all results separately for each unit.
21IS : 2185 ( Part II ) - 1983
APPENDIX F
( Clauses 8.7 and 9.1 >
METHOD FOR THE DETERMINATION OF MOISTURE
MOVEMENT
F-I. PROCEDURE
F-l.1 The specimens which have previously been used for the drying
shrinkage test ( see Appendix E ) shall after the completion of that test,
be immersed in water for 4 days, the temperature being maintained at
27 f 2°C for at least 4 hours prior to the removal of the specimens and
the wet length measured. The moisture movement shall be determined
as the difference between the dry and wet lengths and expressed as a
percentage of the dry length for each specimen.
F-1.2 Should the value obtained with any one of the three specimens
tested be greater than the limit specified in 8.7, the test shall be repeated
on the further three blocks which were set aside. In repeating the
moisture movement test, the drying shrinkage test shall be repeated if the
previous speoimens have failed on that test also; otherwise, the drying
shrinkage test may be omitted. The three new specimens, in that
event, shall be dried to constant length at 50 f 1°C measured after
cooling and the moisture movement test carried out as described
in F-1.1.
22IS : 2185 ( Part II ) - 1983
1 Continued from page 2 )
Precast Concrete Products Subcommittee, BDC 2 : 9
Convener Representing
SRRI G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
Members
DEPUTY DIRECTOR, STANDARDS Research_, Designs & Standards Organization,
(B&S) ( Ministry of Railways )
ASSISTANT DIRECTOR, STAN-
DARDS ( B & S ) II ( Alternate )
DIRECTOR Central Soil & Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( Alternate )
SHRI Z. GEORGE Structural Engineering Research Centre ( CSIR ),
Madras
DR A. G. MlDHAVA R-40 ( Alternate )
SIIRI V. G. GOKHALE Bombay Chemicals Pvt Ltd, Bombay
SHRI B. K. JINDAL Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI f Alternate I1
SHRI L. C. LA1 ’ In personal capacity ( B/17, West l&d, New Delhi )
SHRI S. NAIIEREY Engineering Construction Corporation Ltd. Madras
S~rirr A. RAWAKRISHXA ( Alternate-) -
SHRID. B. NAIK Engineer-in-Cheif’s Branch, Army Headquarters
SHRI S~CHA SINCI~ ( Alternate)
SHHI K. K. NA~~BIAR In personal capacity ( ‘Ramanalaya , I1 First Crescent
Park Road, Gandhinagar, Adyar, Madras )
SHRI B. V. B. PA1 The Concrete Association of India, Bombay
SHRI P. SRINIVASAN ( Alternate )
SERI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
DR N. RAOHAVENDRA Cement Research Institute of India, New Delhi
SHRI V. RAMALINQAM Neyveli Lignite Corporation Ltd, Neyveli
SHRI K. A. RAMABRADRAN ( Alternate )
DRA.V.R.RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI B. G. SHIRKE B. G. Shirke & Co Pvt Ltd. Pune
SHRI U. S. DURGAKERI ( Alternate )
SHRI C. N. SRINIVASAN C. R. Narayana Rao, Madras
SHRI C. N. RA~HAVENDRAN ( Alternate )
SUP~XINTENDIN~ ENGINEER Tamil Nadu Hotsing Board, Madras
(P&S)
PROJECT OFFICER ( Alternate )
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8794.pdf
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c
“9_.,. .
IS : 87i4 - 1988
Indian Standard
SPECIFICATION FOR
CAST IRON DETACHABLE JOINTS FOR USE
WITH ASBESTOS’ CEMENT PRESSURE PIPES
f First Revision }
Second Reprint MARCH 1993
UDC 621~643.41 [ 669.13 ] : 621-693.2 - 986 [ 666.961 ]
@ Copyright 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr4 May 1989rs:8794-1988
Indian Standard
SPECIFICATION FOR
CAST IRON DETACHABLE JOINTS FOR USE
WITH ASBESTOS CEMENT PRESSURE PIPES
( First Revision )
0. FOREWORD
0.1 The Indian Standard ( First Revision ) was resist end thrust, and it is essential to adequately
adopted by the Bureau of Indian Standards on anchor end caps and bends.
5 August 1988, after the draft finalized by the Pig
0.4 For bolts and nuts to be used for these joints,
Iron and Cast Iron Sectional Committee had
a reference to IS : 1363 (Part l)-1984” and
been approved by the Structural and Metals
IS : 1363 (Part 3)-1984* may be made.
Division Council.
For rubber rings to be used for these joints,
0.2 This standard was first published in 1978 a reference to IS : 10292-1988t may be made.
covering the requirements of cast iron detach-
0.5 For the purpose of deciding whether a
able joints to be used with asbestos cement
particular requirement of this standard is
pressure pipes conforming to IS : 1592-1970.
complied with, the final value, observed or
With the revision of IS : 1592 in 1980, a need
calculated; expressing the result of a test or
was felt to revise this standard in order to match
analysis, shall be rounded off in accordance with
with the requirements of IS : 1592-1980*. In
IS : 2-1960f. The number of significant places
this revision, apart from this aspect, joints of
retained in the rounded off value should be the
classes 20 and 25, and sizes up to 600 mm have
same as that of the specified value in this
been added.
standard.
0.3 Detachable joint comprises a cast iron centre
collar and two flanges, together with two rubber *Specification for hexagon head bolts, screws and nuts
of product Grade C : Part I Hexagon head bolts ( size
rings. The assembly is bolted together. It should
range M 5 to M 36 ) ( second revision ), and Part 3
be noted that the joints are not intended to Hexagon nuts (size range M 1.6 to M 36) (second
revision ).
tDimensiona1 requirements fo< rubber sealing rings
*Specification for asbestos cement pressure pipes for CID joints in asbestos cement piping ( first revision ).
( second revision ) . $Rules for rounding off numerical values ( revised ).
1. SCOPE 3.2 The varigus parts of detachable joints shall
be stripped with all precautions necessary to
1.1 This standard covers the requirements for
avoid warping or shrinking defects. They shall
cast iron detachable joints to be used with
be free from defects other than any unavoidable
asbestos cement pressure pipes conforming to
surface imperfections which results from the
IS : 1592-1980*.
method of manufacture and which do not affect
the use of joints. By agreement between the
2. SUPPLY OF MATERIAL
purchaser and the manufacturer, minor defects
2.1 The general requirements relating to the may be rectified.
supply of material shall be as laid down in
3.3 The joints shall be such that they could be
IS : 1387-19677.
cut, drilled or machined. In case of dispute, the
castings may be accepted provided the hardness
3. MANUFACTURE
measured on the external unmachined surface
3.1 The metal used for the manufacture of does not exceed the Brine11 hardness of 215
joints shall be of requisite quality conforming HBS.
to any of the grade of IS : 210-1978:.
4. MECHANICAL TESTS
*Specification for asbestos cement pressure pipes
( second revision ). 4.0 Mechanical tests shall be carried out during
$General requirements for the supply of metallurgical
materials ( first revisbn ). manufacture and at the most twice per day of
3Specification for grey iron castings (third revision). castings. The results obtained are taken to
1IS:8794-1988
represent all the joints of all sizes made during 6. DIMENSIONS AND MASS
the day.
6.1 Dimensions for the cast iron flanges and
4.1 Tensile Tests - Two tensile tests shall be collars shall confprm to Table 1 and Table 2
made on bars cast from the same metal in a-r- respectively for the nominal dia, DN and class
dance with the method specified in Appendix A. specified.
The results of the tests shall show a minimum
NOTE 1 - Nominal diameter of detachable joints
tensile strength of 150 MPa (15 kgF/mmz). shall refer to the corresponding nominal diameter of
the asbestos cement pressure pipes.
4.2 Brine11 Hardness Tests - For checking the
NOTE 2 - Cast iron detachable joints of ndminal
Brine11 hardness specified in 4.3, Brine11 hardness
diameter more than 600 mm may also be manufactur-
tests shall be carried out on the test bars used ed. In such cases, detailed dimensions and tolerances
for tests in 5.1. The test shall be carried out in may be as mutually agreed between the purchaser
accordance with IS : 1500-1983*. and the supplier.
6.2 Diameter and length of bolts to be used with
4.3 Retest L If any test piece representing a lot
cast iron flanges shall be as given in Table 3.
fails to pass the test in the first instance, two
additional tests shall be made on test pieces made 6.3 Approximate mass of joints (excluding rubber
from the metal used from the same lot. Should rings and bolts), calculated by taking the density
either of these additional test pieces fail to pass of cast iron as 7.15 kg/cm3 has been given in
the test, the lot shall be deemed as not comply- Table 4 for information.
ing with the standard.
6.4 The diameter of engagement end of joints
shall match the corresponding outside diameter
5. HYDROSTATIC TESTS
of asbestos cement pressure pipes of appropriate
5.1 Hydrostatic test shall be carried out for classes conforming to IS : 1592-1980*.
collars only. For this test, the collar shall be
kept under pressure for 15 seconds, minimum; 7. TOLERANCES
it may be struck moderately with a 700 g ham-
7.1 The tolerances on the various dimensions
mer. It should withstand the pressure test w;th-
shall be as follows :
out showing any leakage or sweating or other
defects of any kind. The hydrostatic test as far
Dimensions Tolerances
as possible shall be conducted before coating the
mm
collar.
Wall thickness of -(l + 0.05 t) (see Note)
5.1.1 The collar shall withstand the test pres-
collar
sure specified in Table 1 of IS : 1592-l 980f for
Cored holes and f 2 for DN up to 300,
the class of asbestos cement pressure pipes with
other dimensions and f 2.5 for DN 350
which they are to be used. When collars are
and above
required for higher pressures, the test pressures
are subject to special agreement between the Drilled holes * 1.5
purchaser and the manufacturer.
where t is standard thickness of collars.
__~~ ._-
*Method for r:rinell hardness tests for metall_ic NOTE - No limit for plus tolerance is specified.
materials ( seco& revision ).
TSpecification for asbestos cement pressure pipes *Spe@cation for asbestos cement pressure pipes
( second revision ). ( second revision ).
2lS:8794-1988
TABLE 1 CAST IRON FLANGES
( Clause 6.1 )
All dimensions in millimetres.
NUMBER OF HOLES=A
EQUALLY SPACED-
SECTiON AA
ENLARGED
Da - Outside dimensions of asbestos cement pipes
*This is for information only, however the internal slope of the flange and outer slope of the collar shall
be such that there is no interference during assembly.
NOMINAL CLASS EXTERNAL WIDTH LIPWJL)TH INSIDE OUTSIDE IWTERN~L BOLT HOLES
DIA DIA OF OFFL~NGE DIAOP Dr.4 OF RADIUS CIKCLE 7--y
AC PIPE FL:IkE FLANGE FLANGE DIA Dia Nd.
FLA'~GE*
DN Da W WL nr DO To c (d1 (A)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
80 5,10,15 99.5 27 8.0 5 16
20 101’5 8.0 ;;;:; 114479..00 ::z: 16 :
25 106.5 :: 8.0 1I O.5 154’0 : 161.5 16 3
100 5,lO 8.0 124’0 168.9 5 178.5 16 3
15 112201..00 I: 8’0 125.0 169.5 5 179.5 16
20 126.5 8’0 130.5 175.0 5 185.0 :
25 132.5 :: 8’0 136.5 179.5 5 169’5 1: 3
125 5.10 145.0 29 8.5 149.0 191.0 200.0 16
147’0 8.5 Il.0 193’0 : 202.0 t
:; 152.5 I;: 8.5 156.5 198’5 5 208’S 1:
25 15‘i.s 29 8.5 163 5 206.5 5 215.5 16 t
150 5,IO 171’0 31 9’0 175’0 210’0 239.5 4
176’5 31 9.0 180.5 224.5 : 235,O :6”
:; 9.0 187.0 231.0 241.5 t
25 118931.’00 3: 9’0 195.0 240.0 : 250 5 ;z 4
200 221 .o 35 225.0 275’0 5 282.0 20
99:;
:0 225.0 35 229.0 250.0 287-O t
15 233.5 237’5 287.5 55 294 5 :I:
;::
20 242’ 5 3’: 246.5 298.5 5 305.5 20 t
25 253.5 35 9.5 257’5 309.5 5 316’5 20 4
250 5 271’0 35 10.0 275.0 328.0 333’0 20 4
10 276.5 35 10.0 2805 3.33’5 J’ 338.5
15 284.5 10.0 288’5 341’5 5 346‘5 z: :
294.5 10 0 298’5 354’5 359.5 20
;: 305.5 IO.0 309’5 365.5 : 370.5 20 4”
( Continued )
3IS:8794-1988
TABLE 1 CAST IRON FLANGES - Conid.
NOMINAL CLASS EXTERNAL WIDTH LIP WIDTH INSIDE OUTSIDE 1~ris~N.4~ BOLT HOLES
DIA DIA OF OF OP FLANQE DIA OF DIA OF RADIUS CIRCLE I
AC PIPE FLANGE FLANQE FLANGE DIA
FLA%E*
DN WL DI D0 r.
(1) (2) R (5) (6) (7) (8) k
300 35 10’5 326’5 383'0 5 387.5
lo’ 10’5 389'0 5 3935
15 :: 105 %:: 401.0 5
20 10.5 356’5 417'0 %:
25 3’: 10.5 370’5 431'0 3 435.5
350 379.5 43 14.0 384’0 448'5 5 452.5
392’0 43 14’0 396.5 463.0 5 467'0
405’0 14.0 409.5 478'0 5 482-O
419.0 :: 14’0 423’5 494.0 5 498-O
400 432.0 45 15.0 436.5 504'0 5 509.0
448-O 452’5 522.0
463 ‘0 :z 467’5 539.0 ; 552474..00
478.0 45 15.0 482.5 556.0 5 561.0
450 5,lO 482.0 45 15-o 486.5 558.0
498.0 45 15.0 502’5 576‘0 5' :t:z
:50 515.0 45 15.0 519’5 595'0 5 600.0
25 532.0 45 15.0 536’5 614.0 619'0
500 5,lO 536-S 18.0 541’0 623.5 2 664279-.55
554.5 :: 18.0 559.0 641'5
::, 5725 50 18.0 577’0 661.5 2 668687..55
25 591.5 50 18.0 596.0 682.5
600 5,lO 643’5 57 20’0 648’0 743'5
15 665.5 20’0 670’0 767.5 z 774793..55
20 686.5 :: 20.0 691.0 790'5 6 796.5
25 710.5 57 20.0 715’0 816'5 6 822.5
NOTE - For DN 450, 8 number of bolts may also be used for a period of three years from the date of printing
of this standard. Thereafter it shall stand withdrawn.
*For information only.
TABLE 2 CAST IRON COLLAR
( CIause 6.1 )
All dimensions in millimetres.
NOMINAL CLA%3 EXTERNAL DIA INSIDE COLLAR THICK- RADIUS OF
DIA OF AC PIPE DIA EzzL WIDTH NESS CURVATURE*
CiNTRE
DN Ds : DBC R
(1) (2) (3) (5) h, (8)
80 5,q15 99.5 103.5 129’0 ;:;
101’5 105’5 130’5
25 1065 110-S 136.0 9.0
100 5.10 1200 1240 190’5
IS’ 121.0 :z . 115561..05
126’5
Z! 132’5 136’5 161.5
(Confirmed)
4rs:8794-1988
TABLE 2 CAST IRON COLLAR - Coned
NOMINAL CLASS B~TERNAL DIA INSIDE EXTERNAL THICK- RADIUS OP
DIA OF AC PIPE DIA DIA AT CURVATIJRB’
CENTRE
DN D; DI DBC WC 1 R
(1) (2) (3) (4) (5) (6) (7) (8)
z
125 145.0 149.0 173.0 75
147’0 151’0 175.0 75
152.5 181.5 46
159.5 fZ 188’5 46 ;;
150 5;;” 171.0 175.0 201’0 50 9.5 80
176.5 180’5 206’5 50 9.5 80
183.0 1875 213’0 10’0
:: 191.0 195’0 221.0 z: 10.0 z
200 5 221.0 225.0 251.0 56 10.0 115
10 225.0 2290 256.0 56 10’0 115
15 233.5 237.5 263’5 11.5
242-S 246’5 274’5 :f :s 115
zs 253.5 257’5 285.5 56 11’0 115
250 5 271’0 275.0 302.0 10.5 120
276’5 280’5 307’5 10’5 120
:: 288’5 10.5 120
20 :z:: 298.5 ;:z: 12’0 120
25 305.5 309 5 339.5 12’0 120
300 322.5 326.5 355’5 60 11’0 120
328.5 332.5 361’5 60 11.0 120
\340’5 344’5 373.5 110 120
j52.5 356’5 389.5 z 13.0 120
366’5 370.5 403.5 60 13.0 120
350 5;:o 379-s 384.0 418.5 70 12.5 120
392.0 396.5 434.0 70 14.0 120
20 405’0 409.5 450’0 70 15.5 120
25 419.0 423.5 467’0 70 17’0 120
400 5.10 432.0 436.5 473.0 70 13’5 120
15 448.0 452.5 492’0 15.0 120
463’0 467.5 510.0 ;: 16.5 120
S! 478.0 482’5 529.0 70 18.5 120
450 5.10 482.0 486.5 524’0 70 14’0 120
498.0 502’5 544’0 16.0 120
g 515.0 519.5 564.0 ;: 17’5 120
532’0 536’5 585.0 70 19.5 120
500 5,lO 536’5 541’0 583.0 80 15.0 125
554.5 559.0 605.0 17’0 125
;; 572.5 577’0 627’0 :x 19-O 125
25 591’5 596’0 649.0 * 80 20’5 125
600 5;; 643.5 648.0 699.5 90 17’0 125
665.5 670.0 725.5 90 19.0 125
686.5 691.0 750.5 21.0 125
z 710.5 715’0 779’5 !E 23’5 125
*For information only.IS : 8794- 1988
with the same material, the parts being pre-
heated prior to total immersion in a bath con-
TABLE 3 DETAILS OF BOLTS taining a uniformly heated composition having a
bituminous tar or other suitable base.
( Clause 6.2 )
NOTE - For joints used for carrying potable water,
coal tar should not be used.
8.2.1 Alternatively, the coating on the cast
iron parts may be done without preheating with
two coats of black Japan conforming to Type
c of IS : 341-1973*, if agreed at the time of
enquiry and order.
NOMINAL CLASS NOMINAL IVI~NI~VIUM
DIAOP DIA OF PREFERRED 8.3 The coating material shall set rapidly with
JOINT BOLTS LENGTH good adherence and shall not scale off.
OF BOLTS
DN do L 8.4 In all instances where the coating material
has a tar or similar base, it shall be smooth and
(1) (2) (3) (4) tenacious, and hard enough not to flow when
80 5 to 25 90 exposed to a temperature of 65°C but not so
100 5 to 25 :2” 100 brittle at a temperature of 0°C as to chip off
125 5 to 25 12 100
when scribed lightly with a penknife.
150 5 to 25 12 110
200 5 to 25 16 120
8.5 When the parts are to be used for convey-
250 5 to 25 :6” 120
300 : :“o ;: :;I3: ing pl>table water, the inside coating shall not
350 contain any constituent soluble in such water or
400 5 to 25 :zl 150 any ingredient which could impart any taste or
450 5 to 25 :o” 150
odour whatsoever to the potable water after
500, 5 to 25 180
600 5 to 25 20 190 sterilization and suitably washing of the mains.
8.6 In case of parts (wholly or partially coated)
which is imperfectly coated or where the coating
does not set or conform to the yuality specified
TABLE 4 MASS OF JOINTS ( APPROXIMATE )
in 8.1 to 8.5, the coating shall be removed and
( CIause 6.3 ) the parts re-coated.
NOMINAL MASSOFJOINT( APPROXIMATE,EXCLUDING
D;A RUBBER KINQ AND BOLTS) 9. SAMPLING
DN IN kg FOR CLASS
----- ~_____-__~ 9.1 The requirements for sampling and criteria
5 10 15 20 25
for conformity shall be as given in Appendix B.
(1) (2) (3) (4) (5) (6)
80 3.0 3’0 3.1 3.2
10. MARKING
100 3’8 3.8 33:: 3.9 4.0
125 4.8 4.8 4.8 5.4
2:;
150 6’1 6’1 6.3 6.4 10.1 Each joint shall have cast, stamped or
200 8’6 9.0 . 9.7 10’1 indelibly_painted on it the following appropriate
250 12’0 12.2 1z.i 13.8 14’3
inarks:
300 14-7 14.9 15’4 17’5 18’1
43 05 00 32 04 ’. 18 ii:; 2 36 1’ ’5 4 2 38 3. ’1 8 2 31 5. .8 8 a> M anufacturer’s name, initials or identifi-
450 35.7 35.i 38.0 40.6 42’8 cation mark;
SC0 50’3 50.3 54.1 56.6 60.1
600 80.8 80.8 84.8 91.4 95.5 b) Nominal diameter;
cl Class reference;
d) Last two digits for the year of manufac-
ture; and
8. COATING
e>
Any other mark, if-required by the pur-
8.0 After inspection,\ each part of joint shall be chaser.
coated as specified in ‘3.1 to 8.6.
11.1 The material may also be marked with the
8.1 Coating shall not be applied to any part
Standard Mark. The details are available with
unless its surface is clean, dry and free from rust.
the Bureau of Indian Standards.
8.2 Unless otherwise agreed to between the
purchaser and the manufacturer, all cast iron
*Specification for black Japan, Types A, B and C
parts shall be coated externally and internally (first revision 1,
6IS:8794 -1988
APPENDIX A
( Clause 4.1 )
TENSILE TEST
All dimensions in millimetres.
FIG. 1 TENSILE TEST SECTION
A-l. TESTS ON BARS FOR C.I. ed free from defects and are either unmachined
DETACHABLE JOINT CAST IN SAND or machined to give a diameter of about 20 to
MOULDS 25 mm. The ends are selected by the manufac-
turer to fit the testing machine. Figure 1 shows
A-l.1 The tensile test bars are properly mould- one satisfactory design.
APPENDIX B
( Clause 9.1 )
SAMPLING OF CAST IRON DETACHABLE JOINTS
B-l. LOT
TABLE 5 SCALE OF SAMPLING AND
B-l.1 In any consignment, all the joints/collars PERMISgBLE NUMBER OF DEFECTIVES
manufactured under similar ccnditions shall be
( Clause B-2.1 )
grouped together to constitute a lot.
LOT SAMPLE PERMISSIBLE
B-1.1.1 Samples shall be taken and tested from SIZE SIZE No. OF
each lot for ascertaining the conformity of the lot. DEFECTIVE
B-2. SCALE OF SAMPLING (7, & G,
up to 500 0
B-2.1 The number of jointj/collars to be sampl-
501 to 1 000 1;
ed shall be according to co1 1 and 2 of Table 5. 1001t0 3000 20 1
These joints/collars shall be taken at random 3001t010000 32 3
( see IS : 49051968*). 10 001 and above 50 5
B-3. NUMBER OF TESTS AND CRITERIA
FOR CONFORMITY requirement of any of the tests, it shall be called
a defective joint/collar.
B-3.1 The joints/collars selected according to
co1 1 and 2 of Table 5 shall be tested for dimen- B-3.1.1 If the number of defectives found in a
sions, tolerances, coating and hydrostatic pres- lot is less than or equal to the corresponding
sure tests. A joint/collar failing to meet the number of permissible number of defectives, the
lot shall be coniidered as conforming to the
*Method for random sampling. requirements of the standard, otherwise not.
7__-- --
F”
Bureru of Iodiu St8od8rdr
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promote harmonious development of the activities of standardization, marking and quality
certi5cation of goods and attending to connected matters in the country.
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In any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Rwisioo of Iodiaa 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:
Amendments Inoed Sioce Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavao, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksansths
( Common to all 05ces )
AI
Regional Ofaces : 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 I 37 8499, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
235 04 42,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 609113
235 15 19, 235 23 15
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BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE
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LUCKNOW, PATNA, THIRWANANTHAPURAM.
Printed at Dee Kay Printers,N ew Delhi. IndiaAMENDMENT NO. 1 JULY 1991
IS 8794 : 1988 SPECIFIC!?TION FOR CAST IRON
DETACHABLE JOINTS FOR USE WITH
ASBESTOS CEMENT PRESSURE PIPES
( First Revision )
( Page 2, clause 4.2, line 2 ) - Substitute ‘3.3’for ‘4.3’.
( Page 2, clause 4.2, line 4 ) - Substitute ‘4.l’for ‘5.1’.
( Page 2, clause 6.3, line 3 ) - Substitute ‘7’15 kg/dm” for ‘7’15 kg/
cm3’.
( Page 4, Table 1 ) - Substitute the following for the existing values of
Do, ‘Outside Dia of Flange’, co1 7 ( from DN 350 to DN 600 ) and C ‘Bolt
Circle Dia’, co1 9 ( from DN 350 to DN 600 ):
OUTSIDE BOLT CIRCLE
N°KYL DIA OF FLANGE DIA
DN DO C
(1) (7) (9)
350 4._4_8. 0 452'0
463.5 467'5
479.5 483'0
496.5 500.5
400 503'5 508'5
522'5 527.5
540.5 545'0
559.5 564'5
450 556.5 561.5
576.5 581'5
596.5 601'5
617.5 622.5
500 622'0 628.0
642.0 648'0
664'0 670,O
686.0 692.0
600 742.0 748.0
768'0 774'0
793'0 799-o
822.0 828'0
( Page 6, Table 3 ) - Substitute the following figure for the existing
figure:(Page6,TabIe4)- Substitute the following values for the existing
values from DN 350 to DN 600:
NOMINAL Mass OF JOINT( APPROXIMATE,E XCLUIMNO
DIA RUBBER RINO AND BOLTS)IN kg FORC LASS
DN I-I --_-__-~--~_- --7
5 15 20 25
(1) (2) t:“, (4) (5) (6)
350 24.7 24.7 26.5 29.2 31’5
400 29.7 29’7 31.4 35’1 38.5
450 34’5 34’5 38.0 41.1 45.1
500 50’0 50.0 54’1 59.7 64%
600 78.2 78.2 84’8 91.8 100’5
(MTD6)
2
hinkd at h? Itry printerd.N ew Debi, hdia _AMENDMENT NO. 2 OCTOBER 1996
TO
IS 8794 : 1988 SPECIFICATION FOR CAST IRON
DETACHABLE JOINTS FOR USE WITH ASBESTOS
CEMENT PRESSURE PIPES
(First Revision )
(Page 2, clause 6.3) - Substitute the following for the existing clause>
‘6.3 The mass of joints (excluding rubber rings and bolts), calculated by taking
density of iron as 7.15 kg/dm3, are given in Table 4. The permissible tolerance
on specified mass of joints shall be r 8 percent’ .
( Page 6, Table 4 ) -- Delete the word ‘Approximate’ wherever appearing in
the table.
(MTD6)
Reprography Unit. BJS, New Delhi, India
|
13826_5.pdf
|
Indian Standard
-BITUMEN BASED FELT - METHODS OF TEST
PART 5 HEAT RESISTANCE TEST
TJDC 691’165 : 620’193’5
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 1
April 1994Water Proofing and Damp-proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by,
the Water-proofing and Damp-proofing Sectional Committee had been approved by the Civil
Engineering Division Council.
Bitumen felts may be of different types depending upon the raw material used and their
construction. IS 1322 : 1993 ‘Specification for bitumen felts for water proofing and damp-
proofing (&~th revision )’ and IS 7193 : 1994 ‘Specification for glass fibre base bitumen
felts (first revision )‘, covers bitumen felts of hessian base and glass fibre base respectively.
The above standards require amongst other requirements, detailed testing of each of these
products. Various methods of test relating to each product for determination of physical
properties have been included in the separate standards. All types of felts have to satisfy some
common essential physical requirements for which methods of tests are same. A series of standards
covering methods of test have therefore been formulated to cover the determination of various
physical requirements of bitumen felt. This standard covers heat resistance test. Other parts of
the standard are as follows:
Part 1 Breaking strength test,
Part 2 Pliability test,
Part 3 Storage stickirg test,
Part 4 Pressure head test,
Part 6 Water absorption test, and
Part 7 Determination of binder content.
The composition of the technical committee responsible for the formulation of this standard is
given in Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied with,
thefinal value, observed or calculated, expressing the result of a test or analysis, shall rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘.
Tne 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 5 ) : 1994.
Indian Standard
BITUMENBASEDFELT -METHODSOFTEST
PART 5 HEAT RESISTANCE TEST
1 SCOPE 4 APPARATUS
A chamber suitably fitted with a thermostat to
This standard ( Part 5 > covers method for the
keep a constant required temperature.
determination of heat resistance capacity of
bitumen felts.
5 PROCEDURE
2 REFERENCES 5.1 One test piece of size 100 X 100 mm from
each of the samples. At least five test pieces
shall be taken.
The Indian Standard IS 4911 : 1986 ‘Glossary
of terms relating to bituminous water-proofing
5.2 All the test pieces shall be kept suspended
and damp-proofing of building’ is necessary
vertically by means of clips, in a chamber at the
adjunct to this standard.
required temperature for three hours.
3 TERMINOLOGY 5.3 At the end of the period samples shall
be taken out of the heated chamber and
3.0 For the purpose of this standard the examined visually for signs of melting of the
definitions given in IS 4911 : 1986, in addition bitumen compound.
to the following shall apply.
i3 REPORTING
3.1 Heat Resistance Property Reporting shall include the following:
a) Date of testing,
The property of felt which indicates its resistance
b) Detail of sample, and
against high temperature so as to not show any
sign of melting. C) Observation..
IS 13826 ( Part 5 ) : 1994
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, 4I1001)
Members
CAPT ASHOK SHAS~RY Osnar Chemical Pvt Ltd, Bombay
SHR~ S. K. BANERJEE( Alternate )
SWRI T. CHAUDHURY National Test House ( ER ), Calcutta
SHRI B. MANDAL ( Alternate )
DIRECTOR ( DESIGN ) National Building Organization, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SARI D. M~UDGIL ( Alternate )
SHRI A. K. GUPTA Metro Railway, Calcutta
SHRI K. RAJGOPALAN ( Alternate )
SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay
SHRI MOIZ S. KAGDI Polyseal India Engineering Centrc, 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
SARI C. S. S. RAO ( Alternate )
SHRI M. H. KHATRI Overseas Water-Proofing Corporation Ltd, Bombay
SHRI A. Bose ( dhernate ) ,
SHRI Y. P. KAPOOR Fosroc India Ltd, Bangalore
SHRI V. NATARAJAN ( Alternate >
SHKI 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. PADSALGIRAR ( 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
&RI B. B. BANERIEE ( Alternate )
SHRI SAMIR SURLAKER MC-Bauchemic ( India ) Ltd, Bombay
SHRI JAYANT DEOGAONKAR ( Alternate )
SHRI R. SARABESWAR Integrated Water-Proofing Ltd, Madras
SR DEPUTY CAIEF ENGINEER Public Works Department, Govt of Tamil Madu
SUPTDG ENGINEER
( MADRAS CIRCLE > ( Alternate )
SHRI A. SHARIFF FGP Ltd, Bombay
SHRI D. KUSITWAHA ( Alternate )
SHRI J. S. SHARMA Central Building Research Xnstitute ( CSIR ), Roorkee
SHRI R. S. RAWAT ( Alternate )
SHRI SYAMAL SENGWPTA Projects and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA ( Alternate )
Saw Y. R. TANEJA, Director General, BIS (Ex-officio Member )
Director Incharge ( Civil Engg )
Secretary
SHRI J. K,~RA~AD
Joint Director ( Civil Engg ), BIS*
Bureau 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 mattersin the country.
Copyright
81s has a copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
‘Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such a review
indicates that no changes are~needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Addition’.
This Indian Standard has been developed from Dot : No. CED 41 ( 5191 )
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 : 3310131,331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 1 333311 0113 7351
NEW DELHI 110002
Eastern : l/14 C.T.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 i 3377 8846 9296,, 3377 8856 6612
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BOMBAY 430093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAzIABAD. GUWAHATI. HYDERABAD. IJAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Paragon_Enterprises, Delhi, India
|
4031_5.pdf
|
IS : 4031 (Part 5) - 1988
(Reaffirmed 2000)
Edition 2.1
(1993-03)
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 5 DETERMINATION OF INITIAL AND FINAL SETTING TIMES
( First Revision )
(Incorporating Amendment No. 1)
UDC 666.94:015.5
©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 1IS : 4031 (Part 5) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 5 DETERMINATION OF INITIAL AND FINAL SETTING TIMES
( First Revision )
0. F O R E W O R D
0.1This Indian Standard (Part 5) (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 10 March 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
0.2Standard methods of testing cement are recognized that reproducible and repeatable
essential adjunct to the cement specifications. test results can be obtained only with standard
This standard in different parts lays down the testing equipment capable of giving desired
procedure for the tests to evaluate the physical level of accuracy. This part covers
properties of different types of hydraulic determination of initial and final setting times
cements. The procedure for conducting of cement.
chemical tests of hydraulic cement is covered in 0.4This edition 2.1 incorporates Amendment
IS : 4032-1985*. No. 1 (March 1993). Side bar indicates
0.3Originally all the tests to evaluate the modification of the text as the result of
physical properties of hydraulic cements were incorporation of the amendment.
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
revision). *Rules for rounding off numerical values (revised).
1. SCOPE 3.2The moist closet or moist room shall be
maintained at 27±2°C and at a relative
1.1This standard (Part 5) covers the procedure
humidity of not less than 90 percent.
for determining the initial and final setting
times of cement. 4. APPARATUS
2. SAMPLING AND SELECTION OF TEST 4.1Vicat Apparatus — Vicat apparatus
SPECIMEN conforming to IS : 5513-1976*.
2.1The samples of the cement shall be taken in 4.2Balance — The balance shall conform to
accordance with the requirements of the following requirements:
IS:3535-1986* and the relevant standard On balance in use, the permissible variation
specification for the type of cement being at a load of 1000g shall be±1.0g. The
tested. The representative sample of the permissible variation on new balance shall
cement selected as above shall be thoroughly be one-half of this value. The sensibility
mixed before testing. reciprocal shall be not greater than twice the
permissible variation.
3. TEMPERATURE AND HUMIDITY
NOTE 1 — The sensibility reciprocal is generally defined
3.1The temperature of moulding room, dry
as the change in load required to change the position of
materials and water shall be maintained at rest of the indicating element or elements of a
27±2°C. The relative humidity of the non-automatic indicating scale a definite amount at any
load.
laboratory shall be 65±5 percent.
NOTE2 — Self-indicating balance with equivalent
accuracy may also be used.
*Methods of sampling hydraulic cements (first
revision). *Specification for Vicat apparatus (first revision).
1IS : 4031 (Part 5) - 1988
4.3Standard Weights — The permissible allow it to remain there except when
variations on weights in use in weighing the determinations of time of setting are being
cement shall be as prescribed in Table 1. made.
NOTE1 — Clean appliances shall be used for gauging.
TABLE 1 PERMISSIBLE VARIATION
NOTE2 — All the apparatus shall be free from vibration
ON WEIGHTS
during the test.
(Clause 4.3)
NOTE3 — Care shall be taken to keep the needle
straight.
WEIGHT PERMISSIBLE VARIATION
ON WEIGHTS IN USE, 5.2Determination of Initial Setting
Time— Place the test block confined in the
g g
mould and resting on the non-porous plate,
(1) (2) under the rod bearing the needle (C); lower
500 ±0.35 the needle gently until it comes in contact with
300 ±0.30 the surface of the test block and quickly
250 ±0.25 release, allowing it to penetrate into the test
200 ±0.20 block. In. the beginning, the needle will
100 ±0.15 completely pierce the test block. Repeat this
50 ±0.10 procedure until the needle, when brought in
20 ±0.05 contact with the test block and released as
10 ±0.04 described above, fails to pierce the block beyond
5 ±0.03 5.0±0.5mm measured from the bottom of the
2 ±0.02 mould. The period elapsing between the time
1 ±0.01 when water is added to the cement and the
time at which the needle fails to pierce the test
4.4Gauging Trowel — Gauging trowel block to a point 5.0±0.5mm measured from
conforming to IS:10086-1982*. the bottom of the mould shall be the initial
setting time.
5. PROCEDURE
5.3Determination of Final Setting Time —
5.1Preparation of Test Block — Prepare a
Replace the needle (C) of the Vicat apparatus
neat cement paste by gauging the cement with
by the needle with an annular attachment (F).
0.85 times the water required to give a paste of
The cement shall be considered as finally set
standard consistency. Potable or distilled water
when, upon applying the needle gently to the
shall be used in preparing the paste. The paste
surface of the test block, the needle makes an
shall be gauged in the manner and under the
impression thereon, while the attachment fails
conditions prescribed in IS:4031(Part4)-
to do so. The period elapsing between the time
1988†. Start a stop-watch at the instant when
when water is added to the cement and the
water is added to the cement. Fill the Vicat
time at which the needle makes an impression
mould E with a cement paste gauged as above,
on the surface of test block while the
the mould resting on a nonporous plate. Fill the
attachment fails to do so shall be the final
mould completely and smooth off the surface of
setting time. In the event of a scum forming on
the paste making it level with the top of the
the surface of the test block, use the underside
mould. The cement block thus prepared in the
of the block for the determination.
mould is the test block.
6. REPORTING OF RESULTS
5.1.1Immediately after moulding, place the
test block in the moist closet or moist room and 6.1The results of initial and final setting time
shall be reported to the nearest five minutes.
*Specification for moulds for use in tests of cement and
concrete.
†Methods of physical tests for hydraulic cement:Part 4
Determination of consistency of standard cement paste
(first revision).
2Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS 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
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602025
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FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
14634.pdf
|
IS 14634:1999
CODEOFPRACTICEFORPREPARATIONAND
APPLICATIONOFBLUE-GREENALGAEAS
BIOFERTILIZERINSOILS
ICS 65.080
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002 (i
January 1999 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.
The microbial denizens of soil play an important role in nutrient mobilization. The nitrogen fixing blue-green
algae (BGA) which commonly occur in moist waterlogged fields form an important component of the soil
micro-organisms and have been held responsible for the spontaneous fertility of rice soils. Waterlogged
conditions, high humidity and temperature and diffused light under the crop canopy in paddy fields favour their
proliferation. However, algalization effect may vary depending on the region, rate of growth, stress compatibility
and sporulating capacity.
BGA grow well in neutral to alkaline soils having pH range 6.5 to 8.5. They may also be grown in acidic soils
after proper liming. The BGA inoculation increases the availability of nitrogen in the soil. They add organic
matter through the oxygen, liberating process of photosynthesis and their polysaccharidic sheath binds the soil
particles. These activities improve the physical and chemical properties of the soil which is reflected in the form
of reduced compaction and oxidizable matter content. The hormone like substances excreted by the algae, enable
the crop plants to utilize more of the applied nutrients. They show pronounced supplementation effect at lower
levels of fertilizer nitrogen. Use of BGA may add 15 to 25 kg nitrogen/hectare/season.
The strains of BGA have to be selected on the basis of their stress compatibility, growth and nitrogen fixing
capacity response to temperature. Strains suitable for defined habitats and requirements can be developed
through screening of the natural populations. Studies conducted under different agroclimatic conditions have
shown, That forms like Aulosiru, Culofhrix, Scytonemu and Tolypothrix are better suited for upland and rainfed
paddies. Perpetually waterlogged rice crop responds better to inoculation by Anabaena, Nostoc,
Cylina’rospermum and Hapalosiphon.
A need was, therefore, felt to formulate Indian Standard on the subject stipulating code of practice for preparation
and application of blue-green algae as biofertilizer in soils for the benefit of processers and the users of the
product. In preparation of this standard considerable assistance has been derived from the National Facility for
Blue-green Algal Collections, Indian Agricultural Research Institute, New Delhi.
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 14634 : 1999
Indian Standard
CODEOFPRACTICEFORPREPARATIONAND
APPLICATIONOFBLUE-GREENALGAEAS
BIOFERTILIZERINSOILS
1 SCOPE 2.3.1 Medium Composition
This standard prescribes the code of practice for 2.3.1.1 Constituents
preparation and application of blue-green algae as
ml/g/l
biofertilizer in the soils.
Di-Potassium hydrogen phosphate 0.2
2 INOCULUM PRODUCTION Magnesium sulphate 0.2
Calcium chloride 0.1
2.1 Strain Selection
A-5 Micronutrient solution 1.0
This will be the main activity of the Research and Fe-EDTA Stock solution 1.0
Development wing of the Algal biofertilizer unit PH 7.0
involving regular screening ‘of the’naturally occurring
2.3.1.2 A-5 Micronutrient
algae for selecting the desired organisms. The criteria
for screening should be: Boric acid 2.86
i) Growth rate, Manganese chloride 1.81
ii) Nitrogen fixation, Zinc sulphate 0.222
iii) pH and salinity tolerance, and Sodium molybdate 0.017 7
iv) Response to agrochemicals like fertilizers and Copper sulphate 0.079
pesticides. Fe-EDTA Stock solution
Mucilage formation and sporulation will be the 2.3.1.3 Fe-EDTA Stock Solution
additional attributes.
Dissolve 26.1 g of ethylene diamine tetra acetic acid
2.2 Culture Maintenance (disodium salt) in 268 ml of 1N potassium hydroxide
(56 g/l w/v) solution. Make up the volume to 1 litre.
The selected algal strains will be maintaind on agar Aerate the solution overnight to produce stable
slants containing appropriate media in unialgal state. complex marked by the development of dark brown
The often used strains are maintained in liquid media colour. Make up the volume again to one litre. Gne
also, for immediate use in the process of inoculum ml of this stock solution in 11 gives 5 ppm of iron.
scale up.
2.4 Scaling Up of the Inoculum
Cool daylight, 40 watts fluorescent tube lamps are
Inoculation of the raceways is done by using the scaled
used to provide a light intensity of about 2 500 lux and
up culture of the algae grown under growth room
the temperature is maintained at about 30°C. Cultures
conditions. The ratio between the volume to be
on agar slants are more conveniently maintained in
inoculated and the inoculum should be 10: 1. The
15 ml capacity, backelite screw cap with rubber liner,
required amount of the inoculum is produced as per
culture tubes. Mother cultures in these culture tubes
the following flow chart:
are maintained in the stock culture room at about
500 lux light intensity and 20°C temperature. Slant culture
2.3 Culture Medium Conical flasks
Aspirator bottles
Since the nitrogen fixing blue-green algae are
photolithotrophs and use the nitrogen from the air, Natural, transparent glass carboys
simple inorganic medium without any nitrogen source
The culture in the carboys is allowed to grow under
is employed for maintaining and growing their
controlled conditions mentioned earlier at 2.2 for
cultures. While the laboratories may develop different
about 20 days or till it attains the optical density (OD)
suitable media, generally the following medium is
used for purpose. of 0.6 at 550 nm. This culture is used to inoculate the
raceways. Upto the aspirator bot,tle stage, the culturesIS 14634 : 1999
are grown in sterilized medium under aseptic dried flakes are powdered to 200 mesh. This makes a
conditions. At the carboy stage, boiled water is used very good quality inoculum and 0.5 to 1. O kg of this is
for preparing the medium. All the cultures under sufficient to inoculate one acre area.
laboratory conditions are maintained in unialgal stage.
The inoculum so prepared has the colony forming
3 PROCESS OPTIMIZATION units cfu value of about 10 000/g of the inoculum and
does not show any appreciable loss in the cfu even
3.1 Raceways
after storage for 2 years.
Large scale multiplication of the selected algae is done
3.5 Quality of the Inoculum
in raceways lodged in a covered space. Each alga is
grown separately. A raceway is a shallow pond of The quality of the algal inoculum may be quantified in
about 35 cm depth with round corners. The length can terms of colony forming units (cfu). An ideal algal
be varied depending upon the availability of land but inoculum should have a cfu value of at least 10 000.
the width should not be more than 3 m. The pond is Shelf life of the inoculum shall also be declared by the
divided by a central wall, leaving 1 m space at either manufacturers.
ends. In one of the channels so formed is fitted a
4 FIELD APPLICATION
paddle wheel of appropriate size, energized by an
electric motor. This is used to agitate the culture in the 4.1 The recommended method of application of the
raceway so that it races through the channels. This algal inoculum is broadcasting on standing water,
ensures unifrom distribution of the nutrients and light about 3-4 days after transplantation. The following
through the culture and does not allow settling of the care shall be taken during application of BGA:
algal biomass. 8 Since the size of the inoculum is too small to
ensure uniform distribution over an area of one
Lodging of raceways in a covered space ensures round
acre, the inoculum can be mixed with clean and
the year production and provides protection against
sieved soil and then broadcasted.
contamination and attack by the parasites and
ii) Chemical fertilizers and algal inoculum should
predators. It also accelerates the algal growth and
not be mixed and applied separately.
enables complete control on the growth conditions and
iii) After the application of the algal inoculum, the
harvesting of the culture at the desired growth stage.
field should be kept waterlogged for about.
3.2 Growing Algae in the Raceways iv) Heavily fertilized rice fields generally show
profuse growth of green algae which act as
Normally, in the raceways, the nutrients are used at
weeds and also reduce tillering in the rice
half the recommended strength. The culture is
plants. These can be differentiated from the
allowed to grow till it attains the optical density of
blue-green algae by their grass green colour
I .O to 1.5 at 550 nm. After this, daily harvesting of the
and fibrous nature. The green algae turn dark
algal culture is done by filtering 1110 of the total
violet when treated with iodine but the blue-
volume of the culture in the raceway. The culture is
green algae remain unaffected. The green
filtered through cheese cloth and the filtrate is drained
algae can be removed manually and burried in
back into the raceway. The growth rate of the alga is
a pit and if their growth is intense, copper
regularly monitored as it tends to slow down with the
sulphate @ 4.0 kg/ha may be used which will
depletion of the nutrients. Whenever needed,
selectively kill the green algae.
appropriate quantities of the nutrients are added to the
raceway. 4.2 Storage
3.3 Productivity of the Raceway 4.2.1 The dried clay based alga1 inoculum packed in
polythene bags can be stored at room temperature in a
Under idea1 conditions of 30 to 35’C temperature and
dry place.
4 to 5 K lux light intensity, the productivity of the
raceway comes to. about 100 g fresh alga1 4.2.2 The packets should be kept away from fertilizers
biomass/m2/day. and pesticides.
3.4 Preparation of Dry Algal Inoculum 4.2.3 The packets may be stored for two years without
any loss in the viability of the inoculum.
The harvested algal biomass is wet-mixed in equal
quantity with a locally available clay known as 5 CONSTRAINTS
‘Multani mitt?, Fuller’s earth, which is mainly
5.1 Heavily fertilized rice fields show initial
montmorillonite. It has a very high water holding
dominance of green algae even after algalization.
capacity and practically does not have any microbial
These are replaced by the inoculated blue-green algae
denizen. The paste is dried under hot air current at
as the fertilizer nitrogen is consumed. *
around 60°C or even at ambient temperature and the
2IS 14634: 1999
5.2 The effect of BGA biofertilizer is not as 5.4 After about 15-20 days of inoculation, the rice
instantaneous as in the case of inorganic fertilizers. It plants in the algalized plots appear greener than the
is slow but sustained and additive. non algalized plots.
5.3 Establishent of the algal inoculum in the field may 5.5 Algalization induces early grain setting and
be seen in the form of floating algal biomass on the maturity which is indicated by the early drooping
surface of the water or as numerous small, glistening down of the ear heads of the treated plants.
air bubbles adhering to the soil surface. These
indications are best seen in the afternoon.
3Bureau of Indian Standards
BIS is a statutory institution established under the Burt?au of Indian Standards Act, lY86 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
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without the prior permission in writing of BIS. This does not preclude the free use, in the course of
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Enquiries relating to copyright be addressed to the Director (Publications), BIS.
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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. FAD 27 ( 408 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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11650.pdf
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IS 1165O:lSSl
Indian Standard .
GUIDE FOR MANUFACTURE OF COMMON
BURNT CLAY BUILDING BRICKS BY
SEMI-MECHANIZED PROCESS
( First Revision )
’
UDC 691’421 - 43 1 : 006’76
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Jzdy 1991 Price Group 4Clay Products for Building Sectional Committee, CED 30
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Clay Products for Building Sectional Committee had been approved by the
Civil Engineering Division Council.
In recent years the brick industry has been facing an acute shortage of skilled moulders, kiln
setters, firemen, etc, which resulted in a fall in production and deterioration in quality of bricks.
Therefore the necessity of adopting some mechanized means of shaping the bricks so as to make the
process independent of individual skill was realized. Simple brick making plants in which only the
shaping process is mechanized can be based on soft-mud, extrusion or semi-dry process. At present
only the extrusion machines are produced indigenously and some expertise in the manufacture of
bricks by extrusion process already exists in the country. Therefore, the need of unifying the
practice being followed at present was also felt. Moreover, in view of the growing energy crisis
there is also the necessity of introducing kiln of higher thermal efficiency fulfilling the
requirement of kiln for semi-mechanized brick making process. With a view to improve the
manufacturing operations and utilizing the existing knowledge and experience, this standard has
been prepared to unify the practice followed.
This standard was first published in 1986. This revision has been prepared to include such of the
data which have been established since it was last revised, like manufacturing bricks with various
additions as fly ash, sandy beam, rice husk, basalt stone dust, etc, details of firing process, besides
making other contents up to date.IS 11650:1991
Indian Standard
GUIDE FOR MANUFACTURE OF COMMON
BURNT CLAY BUILDING BRICKS BY
SEMI-MECHANIZED PROCESS
( First Revision )
1 SCOPE 5.1.2.1 The total lime ( CaO ) and magnesia
( Mgo ) in the case of alluvial clays shall not be
1.1 This standard ( First Revision ) covers the more than one percent and in other cases, shall
selection ~of raw materials, requirement of semi- not preferably be more than 15 percent. The lime
mechanized plant and method of manufacture of shall be in finely subdivided form. The total
common burnt clay building bricks by semi- water soluble salts shall not be more than one
mechanized process. percent by weight.
2 REFERENCES 5.1.2.2 The chemical analysis of the clays shall
be conducted in accordance with IS 1727 : 1967
2.1 The Indian standards listed in Annex A are and IS 2720 (Part 21 ) : 1977.
necessary adjuncts to this standard.
5.1.3 The plastic properties of the clay shall be
determined by determining the plasticity index
3 TERMINOLOGY
( PI ) by the m-ethod given in IS 2720 ( Part 5 ) :
3.1 For the purpose of this standard, definitions 1985. The range of plasticity index will be 15
given in IS 2248 : 1981 shall apply. to 30.
5.1.4 The extrusion characteristics of the clay
4 SELECTION OF SITE
shall be determined in a laboratory equipped with
4.1 In selecting the site for a semi-mechanized a clay extruder. The clay should extrude faultlessly
brickworks due considerations should be given to from a water/oil lubricated die. The wire-cut
the following factors: bricks shall be dried on a well-sanded drying
floor. The bricks shall be tested both for sun
a>
Availability of an ample reserve of clay or and shade drying under natural conditions. After
clays of the required quality at the site or drying, the bricks shall be fired in a laboratory
within economically short distances of it; kiln/furnace at 950 - 1 000°C and tested for
b) Abundant supply of potable water; cracking, warpage, water absorption, crushing
cl Good communications; strength and efllorescence according to the
d) Proximity to a market for the products: procedures laid down in IS 3495 ( Parts 1 to 4 ) :
e>
Easy availability of labour, power and fuel; 1976.
and
f-1 Low level of sub-soil water in all seasons 5.2 Additives
(preferably below 3 ml. Certain additives such as fly ashes, sandy loam,
rice husk ash, basalt stone dust, etc, are often
4.2 The selected site shall also conform to the
required not only to modify the shaping, drying
prevailing town-planning regulations, specially
and firing behaviour of clay mass but are helpful
with regard to the depth and extent of the large
in the conservation of agricultural land and
pits that would invariably be created as a result of
utilisation of waste material available in large
excavation of clay.
quantities. These additives should have a desirable
5 SELECTION OF RAW MATERIALS level of physical and chemical characteristics so
as to modify behaviour of clay mass within the
5.1 Selection of Clay optimum range without any adverse effect on the
performance and durability of finished products.
5.1.1 For the manufacture of wire-cut bricks,
Some of the basic physico-chemical requirements
alluvial clays conforming to the range of mechani-
of conventional additives are as under.
cal compositions shown below shall be selected:
5.2.1 Fly ask
Clay (0’002 mm ) 20 to 40 percent
Silt ( 0’02 - 0’002 mm ) 30 to 50 percent Fly ash is a waste material available in large
quantities from thermal power plants and can be
Sand (0’02 - 0’2 mm ) 40 to 60 percent
mixed to the brick earths as alluvial, red, black,
5.1.2 The total fines ( clay-t silt ) shall not be less marine clays, etc, used for brick making.
than 50 percent by weight. The clay shall be free The fly ash should preferably be fine textured,
from stones, gravel, coarse sand and modular lime. free from bottom ash, coarser and other -extra-
neous material, with a fineness varying in the
NOTES
range of 2000 - 3 000 cm2/gm. ~The total water
1 The limits for particle size grading ( see 51.1 ) are
not applicable to black cotton and lateritic soils. solubles in fly ash should be less than 0’1 percent
and unburnt carbon preferably below 15 percent.
2 River slits and silts collected from natural ponds
and settling tanks of waterworks are also suitable The Indian fly ashes contain amorphous glassy
materials for brick making. material, mullite, haematite, magnetite, etc, and
1IS 11650: S991
show a chemical composition similar to that of LOI ) and shall be free from extraneous materials,
brick earths. These silicates also help towards can be used with plastic black and red soils
strength development in clay bodies on firing showing excessive shrinkages.
when mixed in optimum proportion depending on
the physico-chemical and plastic properties of 5.2.4 Basalt Stone Dust
soils to be used for brick making.
Basalt stone occurs underneath the black cotton
The proportion of fly ash mixed as an additive to soil and its dust is a waste material available in
the brick earth should be optimum to reduce large quantities from stone crushers. The finer
drying shrinkage, check drying losses and to fraction from basalt stone crushing units can
develop strength on firing without bloating or suitably be mixed with soil mass to modify the
black coring in fired product. The crystallites shaping, drying and firing behaviour of the
present in the fly ash should comply with the bricks. The dust recommended for use as an
resultant high temperature phases in the finished additive with brick earth should be fine (pass
product. The desirable characteristics of fly ash 1 mm screen), free from coarse materials or mica
which could be used as an additive to the soil flakes and should be of non-calcitic or dolomitic
mass are given below: origin.
Characteristics of flv ash for use as an admixture 6 SELECTION OF PLANT AND
w_ith brick earths- c ’ MACHINERY
Characteristics Desired Level
The semi-mechanized plant for producing wire-
1. Texture Fine
cut bricks shall comprise:
2. Coarser material (+ 1 mm) Below 0’5 percent
a) a double-deck extrusion machine;
3. Unburnt carbon Below 15 percent
b) hand-operated cutting table;
52.2 Sandy Loam
c) sheds for natural dry- ing. of bricks on
Addition of sandy loam is often found effective floors/racks;
in controlling the drying behaviour of highly 4 an archless, top-fed zig-zag kiln operating
plastic soil mass containing expanding group of on fan draught;
clay materials. Sandy loam should preferably
4 a coal crusher;
have mechanical composition as under:
f ) accessory equipment for manual excavation
Clay < 2 micron 8 to 10 percent
of clay, materials handling, water and
Silt 2-20 micron 30 to 50 percent
power supply, kiln firing, etc; and
Sand > 20 micron 40 to 60 percent
fd control instruments like thermocouples,
The material should however meet the other pyrometers, draught gauge, etc.
requirements as specified under 5.
5.2.3 Rice Husk Ash 7 PROCESS FLOW
The ash should preferably have unburnt carbon The process flow diagram aud the layout of the
content in the range of 3-5 percent ( Determined as plant are shown in Fig. 1 and 2.
I
WATER
WHEEL
ANIMAL WEATHERING _ BARROW
TRANSPORT HEAPS
1
CLAY MANUAL D”M:?RACK WATER
PIT - EXCAVATION
+ ’
MATURING
DpTyoFk% -
STACK
SHED
JAW
CRUSHER
I
t ,
FIRING cSE;;;i lN WHEEL DRYING WHEEL CUTTING BRICK
BARROW SHED - BARROW TABLE - EXTRUDER
.4
c
UNLOADING BRICK
- STOCK
SORbTlNG 1 YARD
FIG. 1 PROCESSF LOW DIAGRAM OF A SEMI-MECHANIZEDB RICK PLANT
23s 11650 : 1991
1
I I I CLAY 5”EDmj -MACHiNE
%JMP \, ELECIRIT-
?OOM ROOM
?XL LIL
I I I
DRYING SHE0 1 ORYlNG SHED
L5 x10 LSXlO
C OAt
STOCKYARO
bCOAL
CRUSHER
KlLN SHE0
BRICK 4x3
STOCKYARD
FAN ROOM
100 *_I
All dimensions in metres.
FIG. 2 LAYOUT OF A SEMI-MECHANIZED BRICK PLANT
8 THE MANUFACTURING PROCESS 8.2 The excavated clay is transported by pack
animals or by a dumper truck to the weathering
8.1 Preparation of Clay/Clay Admixtures heaps built up around the brick machine shed.
The clay in the weathering heaps is maintained at
8.1.1 Addition qf Opening Material (such as lly a moisture content of 15 to 20 percent by
ash, sandy loam, rice husk ash, stone dust, etc). frequent spray of water. A stock of dry clay is
stored in a storage shed for maintaining produc-
Requisite predetermined proportions of additives tion through the wet season.
as indicated above should be spread over the
plain ground surface on volume basis. The soil is 8.2.1 Weathering of wet clay should be continued
then manually excavated. for at least one month or longer, if necessary.
8.1.2 In excavating clay, care shall be taken to
NOTE - In the case of black crotton soils contaminat-
expose the entire clay profile reaching up to the ed with nodular (kanker ) lime, dry soil should be
maximum depth (usually 3 m or so ) to which pulverized in a suitable machine to reduce the size of
clay occurs. Clay shall be dug from the top to the lime particles to below 1 mm. Alternatively,, the
the soil can be mixed with water to a thin slurry In a
the bottom of the exposed face so that clays in
blunger and washed free of lime by wet sieving. The
all the intermediate strata get mixed up in the washed slurry is treated further as described in 7 of
process. IS 2117 : 1991.
3IS 11650 : 1991
8.3 Extrusion and W&-Cutting 8.3.6 The spacing between the three cutting
wires is 9+ At cm where At is the linear
8.3.1 The weathered clay is brought in trolley- shrinkage of the clay.
loads to the clay storage space provided around
9 DRYING OF BRICKS
the hopper located at the feeding end of the belt
conveyor which carries clay to the brick machine. 9.1 After putting off three bricks the cutter
When the belt is running, clay is manually fed operator pushes them on to the delivery table
into the hopper by dragging it forward by a from where bricks are loaded on a &mm thick
‘phowrah’. The feed is maintained at more or steel pallet measuring 60 x 20 cm so that each
less uniform rate by practice and also by control- pallet can hold five modular bricks. Each pallet
ling the movement of the belt by a switch con- is provided with two handles for lifting it off the
trolled by the brick machine operator. cutting table and placing it on a wheel barrow.
Each wheel barrow can carry four pallets loaded
8.3.2 The conveyor delivers the clay at the feed- with 20 bricks in each trip to the drying shed.
end of the top deck of the machine which
9.1.1 The wheel barrow runs on a single solid
comprises the mixer section where two shafts
rubber-tyred wheel and its top deck is spring
carrying a number of blades rotate in opposite
loaded. The barrow is pushed by one man.
directions which mix the clay with further
quantities of water and pug it into a stiff paste 9.2 On arrival at the drying shed, the loaded
which is propelled forward and dropped into the pallets are lowered on the floor. The bricks are
lower deck of the machine. The quantity of water then manually slid on to the drying floor which
added to the clay in the mixer is controlled is covered with a 12-mm layer of fine sand. The
manually. The total water content of the clay empty pallets are returned to the cutting table.
varies generally between 20 to 25 percent,
depending on the plastic properties of the clay. 9.2.1 Bricks are left to dry on the floor for 3 to
4 days and are arranged in hacks in the same
8.3.3 The bottom of the machine comprises the pattern of setting recommended in IS 2117 : 1975.
lower box, a barrel, the spacer and the die. The Bricks dry in hacks for a further period of 7
box and the barrel enclose the main auger which to 15 days till the moisture content is reduced to
;;gpde!Js, compacts and extrudes the clay through 5 to 7 percent approximately.
9.2.2 Bricks made out of clays highly sensitive
to drying stresses should be protected against
8.3.4 The die used for making modular bricks
exposure to high winds in the initial stages of
will have a front opening whose dimensions are
drying particularly in the summer months. This
shown in Fig. 3. The lengths a C and n B are
is secured by covering the sides of the drying
the allowances for total linear shrinkages of the
sheds with gunny-cloth screens.
clay so that the fired bricks will have a length of
I9 cm and breadth of 9 cm. The rear opening of NOTE -Bricks can also LX naturally dried 01~
wooden pallets placed on racks in several tiers.
the die is larger and matches with the delivery
end of the spaces. The die may be of wood or 9.3 Dry bricks are transported to the kiln in box
cast iron and is lined internally with GI sheet. or platform type wheel barrows running on two
It also has provision for water or oil lubrication or more solid rubber tyred wheels. Each barrow
on all the four interior faces and corners. may carry 30 to 40 bricks.
8.3.5 The extruding column of clay travels over 10 KILN SETTING AND FIRING
the top plate of the cutting table. This plate is
10.1 The pattern of setting of dry modular bricks
also oil or water lubricated. The cutter operator
in the high draught kiln* and the method of
cuts off three bricks at a time. This is accompli-
firing are described in 10.2 and 10.3.
shed by pushing down three taut wires fixed to a
wire frame through the clay column. The wire
*Design Drawings and other technical particulars of
frame can be rotated through 180” in the vertical
high draught kiln can be obtained from the Central
plane. Building Research Institute.
-
4
1
m
a
+
E
lJ
oa
I
FIG. 3 BRICK DIE
4IS 11650 : 1991
10.2 Setting of Bricks shall be filled with fine ash obtained as kiln
waste.
The plan of the kiln showing the partition walls
of the 24 chambers and the position of the 18
10.3.2 Firing should be started in one of the end
flues and their corresponding dampers is shown
chambers which has the end wall of the kiln as
in Fig. 4. The partition walls are built with dry
one of its longer sides ( Chamber No. 1 in Fig. 4.
bricks without any mortar but one face is given a
Alternatively chambers 12, 13 or 24 of Fig. 4 can
thin mud plaster.
also be used ). A temporary wall with three
10.2.1 Cross sections of the pattern of setting of furnaces at its bottom is constructed about 25 cm
bricks in a chamber is shown in Fig. 5. ahead of the first row of bricks set in the kiln.
25 mm square mild steel bars are then placed in
NOTES furnaces to serve as grates. The open space
1 The kiln should be constructed on dry ground as far between the top of the temporary wall and the
away from pools, streams, river banks, etc, as possible. main setting is closed up by corbelling a row of
The ground/sub-soil water level should remain at
bricks on either side and covering with a layer
least 3 m below the kiln floor during the monsoon
period. The level of the ground should be such that of ash as in the main setting.
rain water naturally drains away from all sides of the
kiln. 10.3.3 The Chamber Damper No. 3 is partly
2 All round the kiln sufficient PUCCA drainage opened and No. 5 shall be full open at the time
should be provided to avoid formation of pools during
of starting the fan. A draught of about 5 to 6
rain anywhere near the kiln.
mm shall be maintained by partially lowering the
3 For all-weather operation, the kiln should be
protected by a shed. plate damper in the main flue connecting the kiln
with the fan. A galvanized steel sheet damper
4 A stand-by diesel engine-generator of adequate
capacity should be provided to take care of any inter- shall be temporarily placed across the gap in the
ruption in power supply. partition wall between Chamber 8 and Chamber 9.
10.3 Initiation of Fire and Control of Firing
10.3.4 Fire shall be lit in temporary furnaces in
10.3.1 At least 20 chambers of the kiln should be which rubble coal ( steam coal ) is burnt. When
loaded before starting the fire. While loading, coal starts burning vigorously long tongues of
one face of each partition wall should be plastered flame are seen entering the first chamber. Coal
with mud. The wickets of all the loaded chambers shall be fed to the grates every 20-30 minutes.
should be closed by temporary brick walls and After each feed, the furnaces shall be closed with
plastered over with mud. Preferably this wall temporary doors or shutters to prevent entry of
shall be of cavity construction and the cavity excessive amounts of cold air.
FIG. 4 PLAN OF KILN
5IS 11650: 1~991
10.3.5 When the bricks in the first chambers as Damper No. 5 closed and No. 7 opened. Bottom
well as its floor are observed to have become red firing of Chamber No. 1 ( through temporary
hot, feeding of slack coal crushed below 12 mm grates ) shall be stopped at this stage but top
shall be started in this chamber through the top feeding should continue to maintain sufficient
feed holes in which the CI feed hole caps have back heat. Feeding of coal ~along the centre row
already been fixed. Initially only l/2 to l/4 kg of feed-holes in this chamber should also be
of coal shall be fed per feed hole every 20 min. stopped at this stage. The openings of the tem-
Frequency and quantity of feed shall be increased porary grates are then sealed by bricks leaving
to 15 min when the chamber temperature goes only three small air holes at the base.
above 900°C. At this stage Damper No. 3 shall
be closed down and exhaust shall be taken only
10.3.8 When fire enters Chamber 4 feed-hole pots
through Damper No. 5.
from Chamber 1 shall be removed and the holes
sealed by bricks and ash. The feed pots shall be
10.3.6 Both top and bottom firing in Chamber
inserted in Chamber 4 feed holes. The sheet
No. 1 shall be continued till fire is observed to
damper in Chamber 8 shall be shifted to Cham-
have entered Chamber No. 2. When the floor of
ber 12. Damper No. 7 shall be closed and
this chamber also becomes red hot ( as viewed
No. 9 or 11 opened. Draught shall now be
through the feed holes ) feeding of slack coal
increased to 40 mm by raising the plate damper
shall be started in this chamber also.
near the fan.
10.3.7 By the time coal feeding starts in chamber
No. 3, the temperature of bricks in Chambers 10.3.9 The kiln should now be in the regular
1 and 2 should reach around 1 000°C. The firing order. Two chambers should normally be
draught can then be increased to about 25 mm, burnt every 24 hours.
l--A K- r\Y__
I /--FEED HOLES-\ / \COWR
SECTION A-A
FQ. 5 PATTERNO F SETTINGO F MODULAR BRIGK~IN KILNIS 11650: 1991
10.3.10B y the time fire enters the 17th or the No. of Chambers
18th chamber, bricks in Chamber 1 should be
Unloading 2
sufficiently cool to permit unloading. Ash from
above Chambers 1 and 2 is removed and the Empty 2
-
wickets pulled down. Unloading of bricks shall
then start from these chambers. Total 24
-
10.3.11L oading of dry bricks in chamber beyond
NOTES
No. 20 may be resumed after placing the MS
sheet damper to seal the ‘jalli’ portion of the 1 This schedule of firing does not apply rigidly to all
kilns but shall be modified according to the nature of
partition wall between Chambers 20 and 21.
the clay and fuel used for burning.
2 Slack coal obtained as run of mine, must be sieved
10.3.12W hen regular loading and unloading of through a 12’5 mm IS Sieve. All large lumps of coal
chambers have started, the following schedule of should bz crushed in a jaw-crusher to below 10 mm
size.
firing shall be followed:
3 At the time of setting, much care is needed to
No. of Chambers ensure correct alignment of brick blades and trace
holes. Any mistake made at the time of setting may
Cooling 12 seriously affect the propagation of fire and may lead
to uneven firing.
Full fire 2
4 Before starting the fire, all dampers must be
Preheating and drying 4 thoroughly checked against leakage. All damper
shafts should be correctly aligned and any imbalance
Loading 2 in the damper should be corrected.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1727 : 1957 Methods of test for pozzolanic 2720 Methods of test for soils :
materials (first revision ) (Part 5) : 1985 Part 5 Determination of liquid
2117-z 1991” Guide for manufacture of hand- and plastic limits ( second
made common burnt clay buil- revision )
ding bricks ( second revision ) 2720 Methods of test for soils :
2248 : 1981 Glossary of terms relating to (Part 21) : 1977 Part : 21 Determination of total
clay products for building soluble solids (Jirst revision )
(first revision ) 3495 Methods of test for burnt clay
( Parts 1 to 4 > : building bricks ( second
*Revision under print. 1976 revision )
7I I
1 Standard Mark I
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Acf, 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.
IBureau 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 BlS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquires relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are revieped periodically and revised, when necessary and amendments, if any, are
issued from time to time. I,Jsers of Indian Standards should ascertain that they are in possession of
the latest amendments or ed’ltion. Comments on this Indian Standard may be sent to BIS giving the
following reference
Dot : No. CED 30 ( 4458 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
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Telephones : 331 01 31, 331 I3 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
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Printed at Printrade, New Delhi, India
|
9527_4.pdf
|
tS : 9527( Part 1V ) - 1980
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF PORT
AND HARBOUR STRUCTURES
PART IV CELLULAR SHEET PILE STRUCTURES
Ports and Harbours Sectional Committee, BDC 66
Chairman Representing
BRIG 0. P. NARULA Ministry of Shipping and Transport
Members
CAPT P. BALAICAM Marine Department, Madras Port Trust, Madras
CAPT G. A. MANDE ( Alternate)
SHRI M. BALASUBRA~ZANIAM Mormugao Port Trust, Vasco da Gama, Goa
SHILI U. R. BALASUBXAMANIAM Engineering Department, Madras Port Trust,
Madras
SIIRI N. VARDAR~JAN ( Alternate )
CAPT P . N . B.\TILA Marine Department, Calcutta Port Trust,
Calcutta
CAPT D. I<;. DUTTTA( Alternate )
SHRI N. I’. ~rras’rh Pre-investment Survey of Fishing Harbour,
Bangalore
SRRI 1.1V. . RAN~SWAMY ( Alternate )
SHRI R. K. BLJIX~IIATTI Public Works Department, Government of
Gujarat, Ahmadabad
SHRI B. P. KUILLLXA ( Alternate)
CHIEF ENGINEEIL Chief Engineers Department, Calcutta Port Trust,
Calcutta
CHIEF PORT OFFICER Maharashtra State Port Authority, Bombay
COASTAL ENGINEER ( Alternate )
REAR ADM A. G. DASTIDAR Indian Navy ( Ministry of Defence ), Vishakha-
\ patnam
LT-COL V. S. B~ANDARI ( Alternate )
DIRECTOR Central Water and Power Research Station, Pune
CHIEF RIXSEAI~CIIO BFICER I ( Alternate )
SII~I A. H. DIVANJI Asia Foundation 5% Construction Pvt Ltd,
Bombay
SHIU A. N. JANGLE ( Alternate )
( Continued on page 2 )
@ Copyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9527 ( Part IV ) - 1980
( Continuedfiom page 1 )
Members Representing
SHRI K. K. FRAYJI Consulting Engineering Services India Pvt Ltd.
New Delhi
SHRI S. GHOSH (Alternate)
SHRI S. R. GAI~ONDE Bombay Port Trust, Bombay
SHRI P. S. RAO JANAMANCEI Oil and Natural Gas Commission, Bombay
SRRI R. D. KOHLI Shipping Corporation of India, Bombay
SHRI MANOHAR SINGH Continental Construction Pvt Ltd, New Delhi
SHRI J. P. AWA~THI ( Alternate )
CAPT M. V. K. MENON Cochin Port Trust, Cochin
SHRI M. K. MATHEW ( Alternate )
CAPT STJBIMALM OOKERJ EE Indian Navy ( Operational ), Ministry of Defence
CDR P. S. SIVA~~ANI ( Alternate)
Drt S. K. NAQ Hydraulic Study Department, Calcutta Port
Trust. Calcutta
DR A. N. BISWAS ( Alternate )
SHRI H. NANDI Project & Equipment Corporation of India
Limited, New Delhi
PROP S. NARASIMHAN Indian Institute of Technology, Bombay
DR I. V. NAYAK Karnataka Regional Engineering College,
Suratkal, Srinivasnagar
PROF G. RAN~ANNA ( Alternate)
BRIQ OMBIR SINCZH Engineer-in-Chief’s Branch, Army Headquarters
SHRI HASMUKH P. OZA In personal capacity ( Atul, 20 Pathik Society,
Ahmadabad )
SHRI B. K. PAN~EAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. NAIK ( Alternate )
SHRI G. S. RAMAIAH Andamann Lakshadeep Harbours Works, New
Delhi
SRRI T. V. RAMANA RAO Vishakhapatnam Port Trust, Vishakhapatnam
SHRI P. S. RAO ( Alternate)
SHRI S. R. ROESSLER Howe ( India ) Pvt Ltd. New Delhi
SHRI C. S. DEBKE ( Alternate )
SUPERINTENDINQ E N Q I N E E R Public Works Department, Government of Tamil
( CENTRAL MECHANICAL Nadu, Madras
CIRCLE )
SENIOR DEPUTY CHIEF ENQINEER
( BLD~ ) ( Alternate )
SIXRXM . C. TANDON Stup ( India ) Limited, Bombay
SHRI M. K. CHATTERJEE ( Alternate )
DR V. D. TAPASVI Engineers India Limited, New Delhi
SHRI M. CHOWDRURY ( Alternate )
SHR~ D. AJITHA SIMHA, Director General, IS1 ( Ex-o&o Member )
Director ( Civ Engg )
&RI K. M. MATHUR
Deputy Director ( Civ Engg ), IS1IS 8 9527 ( Part IV ) - 1980
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF PORT
AND HARBOUR STRUCTURES
PART IV CELLULAR SHEET PILE STRUCTURES
0. FOREWORD
0.1 This Indian Standard (Part IV ) was adopted by the Indian
Standards Institution on 8 February 1980, after the draft finalized by the
Ports and Harbours Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 This standard pertaining to water front structures is being issued in
the following parts:
Part I Monoliths
Part II Caissons
Part III Sheet Piles
Part IV Cellular Sheet Pile Structures
0.3 Cellular sheet pile structures are commonly used both on land and as
water-front structures such as retaining walls, cofferdams, docks, locks,
breakwaters, piers, etc. There are many types of cellular structures like
circular, diaphragm, clover-leaf, modified circular and separate circular.
This standard ( Part IV ) covers circular and diaphragm types, which are
generally used in this country.
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, shall be rounded off in accordance with
IS : z-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
*Rules for rounding off numerical values ( revised).
3IS : 9527 ( Part IV ) - 1980
1. SCOPE
1.1 This standard ( Part IV ) covers the design and construction of
cellular sheet pile structures of circular and diaphragm types which are
constructed with straight web steel sheet piles as the perimeter sheet with
soil fill inside.
2. DESCRIPTION
2.1 Circular Type - Each cell can be constructed independently and
forms a stable unit by itself. Hence this type provides high safety during
construction and high structural stability. But the wall width is limited
by interlock tension of the steel sheet piling. Circular type cell is the
most commonly preferred one as each cell forms a stable unit and failures
if any are localized into a cell.
2.2 Diaphragm Type - In this type wall width can be enlarged without
increasing the interlock tension of the steel sheet piling. Unlike circular
type, each cell is not independent and failure of one cell affects the others.
This type is sensitive to differential filling in adjacent cells.
3. MATERIAL
3.1 Steel Sheet Piles - Only straight web steel sheet piles conforming
to ISPS 100 F of IS : ‘2314-1963* are suitable for this type of construction.
Other sections, namely, Z or U type, are not suitable. It is recommended
that steel should contain 0.2 to 0.35 percent copper for imparting corrosion
resistance to sea water.
3.2 Soil Fill - Freely draining non-cohesive soil fill is generally used.
Fine sand which may flow out with seepage water, is avoided. Other type
of soils may be used with caution.
3.3 Paint - One coat of primer shall be applied on the clean surfaces of
steel piles. These should, then, be painted with at least two coats of
special marine paint before pitching and driving ( see IS : 1419-19597 ).
4. LAYOUT
4.1 Circular Type
4.1.1 Circular cell construction requires accurate pitching and driving
to ensure closing of a cell with the required number of standard piles.
Cell diameter, spacing, connecting arc radius, number of piles, etc, may be
adopted from Table 1 read with Fig. 1. A plan may be drawn with the
dimensions so obtained and minor adjustments made in geometry, if
required.
*Specification for steel sheet piling sections.
+Specification for anti-fouling paint, brushing, for ships’ bottoms and hulls, red,
chocolate or black, as required.
4I$ : 9527 ( Part IV ) - 1980
TABLE 1 DETAILS OF LAYOUT OF CIRCULAR CELL TYPE OF CELLULAR SHEET PILE
( Clause 4.1.1, and Fig. 1 )
No. OFP ILES D 2L No. OF R No. OF X c B AREA
IN CELL &f PILE N PILE ,___-h- -___
Within Between ’
Circle Circle
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
In m m m m In ma m2
60 7.64 9.01 14 2.55 9 0.90 1.36 6.40 45.87 14.83
64 8.15 9.37 15 2.55 9 1.08 1.21 G.81 52’19 14.98
68 8.66 9.73 16 2.55 9 1.26 1.06 7.23 58.93 15.06
72 9.17 10.09 17 2.55 9 1.44 0.91 7.64 66.04 15.06
76 9.68 IO.81 18 2.80 10 1.44 1.13 8.07 73.59 18.22
80 10.19 11.53 19 3.06 11 1.44 1.34 8.51 81.55 21.67
84 10.70 11.89 20 3.06 11 1.62 1.19 8.92 89.92 21.70
11.21 12.61 3.31 1.62 1.40 9.35 98.70 25.46
11.71 12’97 22: 3.31 :: 1.80 1.25 9.76 107.77 25’48
96 12.23 13.69 23 3.57 13 1.80 1.46 IO.20 117’44 29.53
100 12.74 14.05 24 3.57 13 1.98 1.31 IO.61 127.44 29.53
104 13.25 14.77 25 3.82 14 1.98 1.52 11.05 137.84 33.91
108 13.76 15.13 26 3.82 14 2.16 1.37 11.46 148.62 33.89
112 14.27 15.85 27 408 15 2.16 1.59 11.89 159.84 38.59
116 14.74 16.18 28 4.08 15 2.33 1.45 12.27 170.55 38.56
120 15.29 16.57 29 4.08 15 2.52 1.29 12.72 183.52 38.45
124 15.80 17.29 30 4.33 16 2.52 1.50 13.15 195.97 43.51
128 16.30 17.65 31 4.33 16 2.70 1’35 13.57 208.77 43.39
132 16.81 18.37 32 4.59 17 2.70 1.56 14.00 222.04 48.75
136 17.32 18.73 33 4.59 17 2.88 1.41 14.42 235.71 48.60
140 17.83 19.46 34 4.34 18 2.88 1.62 14.85 249.80 54.30
144 18.34 19.81 35 4.84 18 3.06 1.47 15.26 264.23 54.14
148 18.85 20.18 36 4.84 18 3.24 1.32 15.68 279.13 53.90
152 19.36 20.90 37 5.10 19 3.24 1.53 16.11 294.44 59.97
156 19.87 21.26 38 5.10 19 3.42 1.39 16.53 3 IO.15 59.71
160 20.38 21.98 39 5.35 20 3.42 1.60 16.96 326.27 66.10
164 20.89 22.34 40 5.35 20 3.60 1.45 17.38 342.74 65.83
168 21.40 22.70 41 5.35 20 3.78 1 30 17.79 359.68 65.48
172 21.91 23.42 42 5.61 21 3.78 151 18.22 377.03 72’24
176 22.42 23.78 43 5.61 21 3.96 1.36 18.64 394.79 71.87
180 22.93 24.14 44 5.61 21 414 1.21 19.06 412.88 41.43
184 23’42 2485 45 5.86 22 4.14 1.42 19.48 430.94 78.48
188 23.95 25.22 46 5.86 22 4.33 1.27 19.91 450.43 78.01
NOTE 1 -The smallest circular cell that can be built using flat-type sheet piles is about 3 m in radius, but
construction can be expedited by making the radius larger than 3 m.
NOTE 2 - The number of sheet piles required to form a cell is always even because of the shape of the joint.
If an odd number of sheet piles is required, one speci:rl-shaped pile shall be used.
5As in the Original Standard, this Page is Intentionally Left BlankIS : 9527 ( Part IV ) - 1980
FIG. 1 DETAILS FOR LAYOUT OF CIRCULAR SHEET PILE CELL
4.1.2 The front part of the connecting arc tends to be pushed forward
under the pressure of the fillin, 0 material. Therefore, the front part of the
arc is placed behind the tangent to the front of the cell.
4.1.3 The whole wall may yield or deflect on full loading. It is
recommended that the front wall of the cell be placed in such a manner
that its tangent runs about 30 cm inside the planned normal face.
4.2 Diaphragm Type - The various details are given in Table 2 read
with Fig. 2.
5. DESIGN CONSIDERATIONS
5.1 The following forces should be considered in the design of the cellular
structures:
a>
Active lateral earth pressure at the backside of the wall,
b) Passive lateral earth pressure at front of the wall,
cl Lateral earth pressure of the fill,
4 Residual water pressure,
e) Seismic force ( which has influence on the fill ) and its effect on fill
and back fill,
7IS : 9527 ( Part’ IV ) - 1980
f ) Mass of the fill,
g) Impact of vessel,
h) Bollard pull,
j ) Wave force, and
k) Any other force peculiar to a particular situation.
5.2 Earth pressures and loading should be calculated in accordance with
IS : 4651 (Part II )-1969* and IS : 4651 ( Part III )-1974t.
TABLE 2 DETAILS OF LAYOUT OF DIAPHRAGM TYPE CELLULAR
SHEET PILE STRUCTURE
( Clause 4.2, and Fig. 2 )
No. OF R=C H z-
N PILES
(IE (2) (3) (4)
In m m
10 4.20 0.56 0.76
11 4.58 0.61 0.83
12 4.96 0.66 o-90
13 5.35 0.72 0.97
14 5.73 0.76 1.04
15 6.11 0.82 l-10
16 6.49 0.87 1.17
17 6.87 0.92 1.24
18 7.26 0.97 1.31
19 7.64 I.02 1’38
20 8.02 1.07 1.45
21 8.40 1.12 1.52
22 8.78 1.18 1.59
23 9.16 1.23 1.66
24 9.55 1.28 1.73
25 9.93 1.33 1.80
26 10.31 1.38 1.87
27 10.70 1.44 1.94
28 11.08 1.48 2’00
29 11.46 1.54 2’08
30 11.84 1.59 2.14
*Code of practice for planning and design of ports and harbours : Part II Earth
pressures.
$Code of practice for planning and design of ports and harbours : Part 111 Loading
(first revision ) .
8IS : 9527 ( Part IV ) - 1980
t
i
I I
i
! WI
1
t
;
.-+ ?F
V
1
FIG. 2 DETAILS OF LAYOUT OF DIAPHRAGMT YPE SHEET PILE CELL
5.3 Where one side of cell head is dewatered, water saturation line could
be assumed to take a slope of 1 : 2 for common free draining fill and 1 : 1
for specially designed fill materials. Dry bulk density of soil fill is assumed
above this saturation line for computation.
5.4 Cellular structures shall be designed as gravity structures resting and
not embedded on a founding stratum. Penetration of sheet piles through
common soils up to founding stratum is possible, but not through very stiff
clays, boulder clay or weathered rock which, however, are suitable as
founding strata.
5.4.1 Cellular structures founded in clays should be examined for slip
circle failure and also checked for effects of consolidation of the clay.
5.5 The effect of scour on the founding level of the structure should be
taken into account.
5.6 The effect of exit gradients in sandy materials and other special
materials used as fill inside the cells should be considered.
5.7 The stability of the structure during construction should also be taken
care of. The heavy live load or dead loads may be transferred to found-
ing strata through piles.
5.8 It would often become necessary to transfer live or dead load through
load-bearing piles to founding stratum where such structures are to be used
as wharves or dockwalls.IS 8.9527 ( Part IV ) - 1980
6. STABILITY REQUIREMENTS
6.0 Notations
B = Effective width
Area of one cell + area between arc
= for circular type and
n+c
Area of one cell
= = WI + y for diaphragm type;
c
D = Diameter of main circular cell;
C = Clear spacing between main cells for circular type
= Width of one cell for diaphragm type;
WI = Length of straight portion of diaphragm type cell;
y - Equivalent length of curved portion of diaphragm type cell;
M = Resultant overturning moment = Ma - M,;
Y = Unit weight of fill;
toss I$
X = Krynine constant = --
2 - toss 4
4 = Angle of internal friction of fill;
H = Height of cell above bed/dredge line;
f = Interlock friction of sheet piles ( to be taken as 0.3 );
*Pa = Total active horizontal pressure due to soil and water;
Ma = Total active moment due to soil and water;
P, = Total passive horizontal pressure due to soil and water; and
M, = Total passive moment due to soil and water.
6.0.1 The cellular structures shall be checked for the conditions given
in 6.1 to 6.6.
6.1 Cell Shear - The safety against vertical shear failure at midsection
of cell shall be examined as follows:
Vertical shear force (V) = 1.5 $-
Soil shear strength (S) = + y KHZ ( tan 4 + f)
Factor of safety against cell shear failure = $- should not be
( >
less than l-25.
NOTE - Contribution of interlock friction should not be taken more than that
due to fill (f< tan+).
101s I 9527 ( Part IV ) - 1980
6.2 Sliding - The safety against failure due to sliding of cell shall be
examined as for a gravity structure. The factor of safety against sliding
shall not be less than 1.25.
6.3 Tilting - The safety against failure due to overturning of the cell
shall be examined according to Gumming’s method outlined in Appen-
dix A. The factor of safety against tilting shall not be less than 1.2.
6.4 Bursting of Cell - The safety against failure of interlocking joints
due to hoop tension developed due to active pressure of fill shall be
examined at a critical height equal to 0.75 I-I. The hoop tension developed
shall not be greater than the allowable interlock tension, which can be
considered as 150 t/m.
6.5 Soil Support - The safety against failure due to piping, caving of
excavation and so on, shall also be checked as in conventional retaining
walls or footings.
NOTE -Bulkheads founded on hard soils or rock and filled with well drained
soil will generally be safe if I3 is equal to 0.8 to 0.9 H.
7. CONSTRUCTION
7.1 It should be necessary to use a template as shown in Fig. 3 to pitch
the piles. The height of template should be about one-third the length of
piles to be pitched. A tensioned rope is put outside to keep the piles
conforming to the ring.
FIG. 3 TYPICAL TEMPLATE
11IS: 9527 ( Part IV ) - 1980
7.2 The first pile should be put very accurately ensuring plumb in both
planes and driven a few metres only. Subsequent piles should be pitched
on either side. Clutching is done according to instructions. The piles are
pitched with alternative faces appearing on either side, After pitching 7
to 8 piles, next one is driven again to some extent taking into account the
corrections. Ring should thus be completed before driving down to design
level.
7.3 ‘ Tee ’ piles should not be put till the ring is completed. These should
be pitched after the closure of ring when the ordinary piles are withdrawn
and ‘ Tee ’ piles are inserted in their places.
7.4 Piles are best driven by wire suspended double acting hammers
operated by steam, compressed air or diesel combustion. For sandy soils,
vibrating hammers are very efficient.
7.5 Cellular structures are provided with a RCC or steel ring on top and
at least alternate piles are bolted to it. This helps in retention of shape on
deflection. Welding of piles to each other on top for a distance of about
30 cm helps in rigidity of cell and helps in its stability.
7.6 Where used as permanent structure, sheet piles in tidal zone are
recommended to be encased in concrete or provided with cathodic
protection against corrosion.
7.7 Main cells should be filled first and then the area enclosed by
connecting arcs.
7.8 Cellular structures can be straight or form an arc to cover an opening.
Where there is change of direction, it should be ensured that ‘ Tee ’ piles
are not closer than one-twelfth of the circumference.
8. DEVIATIONS
8.1 Closing of cells may be permitted with one additional or less
pile from the design number by using a special closure pile since only even
number of piles give proper clutch joint.
8.2 Verticality of Piles - Deviation in verticality to the extent that the
cell diameter does not vary more than 1.5 percent at any point may be
permitted.
12IS:9527 (Part IV)- 1989
APPENDIX A
( Clause 6.3 )
DETERMINATION OF RESISTANCE TO TILTING
( GUMMING’S METHOD )
A-l. Let abgh be the cross section of a cell of effective width B. Cell is
filled with $ solid up to line cd and below is existing 4% soil ( see Fig. 4 ).
A-2. Soil line is drawn from dredged level as shown by ek and kl. Soil is
divided into a number of prisms such as ajkd, am@, abef, etc.
Resistance due to prism ajkd (T,) = weight of soil in prism x tan $2
Resistance due to prism amn@ (T,) = weight of soil in prism X
tan 4s - 2-1
Resistance due to prism abef (T3) = weight of soil in prism x
tan+,- (~-,+Tz), etc
Resistance moment due to weight of fill MR = 7-1 T, + 7-2 Yz + l-3 Ys, etc
Resisting moment due to interlocking friction Mf = P x f x B, where
P is interlocking friction which may be determined from
appropriate formula
M,$MP.SM,
Factor of safety =
MB
a j m b
WATER LEVEL I I
RIVER/SEA BED
FOUNDING LEVEL
h 9
FIG. 4 RESISTANCEO F SOIL FILL TO TILTING
13lNTERNATlONAL SYSTEM OF UNITS (SI UNITS)
Base Units
Quantity Unit Symbol
Length metre m
Mass kilogram ko
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 Unlr Symbol Oeflnition
Force newton N 1 N = 1 kg. m/ss
Energy Joule J 1 J = 1 h’.m
Power watt W 1 W=l J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/ma
Frequency hertz HZ 1 Hz=lc/s(s-‘)
Electric conductance siemens S 1 S=lA/V
Electromotive force volt V 1 V=lW/A
Pressure, stress Pascal Pa 1 Pa = 1 N/ma
|
15183_3.pdf
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IS 15183 ( Part 3 ) :2002
&b4wildHti-q
l@TRai&wwm
mr3J5rRm
Indian Standard
GUIDELINES FOR MAINTENANCE
MANAGEMENT OF BUILDINGS
PART 3 LABOUR
Ics 91.040.01
I
1
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI 110002
)
August 2002 . Price Group 3
I
IBuilding Construction Practices Sectional Committee, CED 13
FORWORD
This Indian Standard ( Part 3 ) was adopted by the Bureau of Indian Standards, atler the drafi finalized by the
Building Construction Practices Sectional Committee had been approved by the Civil Engineering Division
Council.
Maintenance management in building industry is the art of preserving over a long period what has been
constructed. It is as important as Construction Management or even more. Whereas construction stage lasts
for a short period of 2 to 5 years maintenance continues for atleast 20-30 times the construction phase. Bad
practice of maintenance adversely affects the environment in which people work, thus affecting the overall
output.
Even though the adverse effects of deterioration of abuilding are known, yet the process of maintenance of the
building is given a very low priority and most of the management decisions are taken by the management on
the basis of expediency, and in most of the cases are compromises between the physical needs and availability
of finance. It has been planned to publish the Guidelines for maintenance management for buildings in the
following three parts:
a) Part 1 General,
b) Part 2 Finance, and
c) Part 3 Labour.
This part covers the aspects relating to Iabour management.
This standard keeps in view the practices in the field of building maintenance management in the country.
Assistance has also been derived from BS8210 :1986 ‘Guide for Building Maintenance Management’, issued by
British Standards Institution.
The composition of the Committee responsible for the formulation of this standard isgiven at Annex A.
For the purpose of deciding whether aparticular 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 inthe
rounded off value should be the same as that of the specified value in this standard.A
-
IS 15183 (Part 3):2002
Indian Standard
GUIDELINES FOR MAINTENANCE
MANAGEMENT OF BUILDINGS
PART 3 LABOUR
1 SCOPE 3.1 Labour Management
This Indian Standard ( Part 3 ) provides guidance Labour management isthepartofmanagementactivity
on labour management concerning building which isconcerned withtheeconomic andappropirate
maintenance. use of labour resources.
2 REFERENCES 3.2 Plinth Area
The Indian Standards givenbelow contain provisions Plinth area shall be calculated asper IS 3861.
which through reference in this text, constitute
4 LABOUR REQUIREMENT IN DAY-TO-DAY
provisions ofthisstandard. Atthetimeofpublication,
BUILDING MAINTENANCE
the editions indicated were valid. All standards are
subject to revision, and parties to agreements based
4.1 Building maintenance isknown tobemost labour
on this standard are encouraged to investigate the
intensive of the construction industry.
possibility ofapplying themost recent editions ofthe
,
standards indicated below: 4.2 Civil Works
IS No Title Maintenance staff is required for day-to-day
maintenance ofbuildings. The work of carrying out
3861:1975 Method of measurement of plinth, annual repairs to buildings, like colour washing,
carpet andrentable areaofbuildings
distempering, painting, white washing, etc, works of
(jirst revision) additions andalterations orminor works notrequiring
immediate execution arenormally notcovered intheir
IS15183 Guidelines for maintenance
duties and may be got done through contractors.
(Part 1): 2002 management of buildings : Part 1
However, spare capacity, ifany,should beutilized in
General “------
carrying out petty items of works.
3 TERMINOLOGY
The yardsticks given below indicate the workmen
For the purpose ofthisstandard following definitions normally required for building maintenance.
and the definitions given in IS 15183 (Part 1)shall
4.2.1 Norms for Employment of Workmen
apply.
a) Residential buildings
SI Category Per Plinth Area in 100000 m2
No. r >
Flats with Flats with Flats with
Plinth Area Plinth Area from Plinth Area
Upto35m2 36to110m2 Above 11’0m2
i) Mason 0.20 0.30 0.30
ii) Carpenter 0.30 0.35 0.40
iii) Fitter/Plumber 0.35 0.35 0.40
iv) Sewerman 0.35 0.40 0.40
v) Shramik/Unskilled worker One shramik for each mason and half Shramik for each carpenter/
plumber. Provide additional worker Shramik, equal to 150percent
ofthetotalnumberofShramikrequiredformason/carpenter/plumbers.
I
.“,,
&.
--7
1S 15183( Part 3 ) :2002
b) Non-residential buildings
S1 Category Per Plinth Area in 100000 m2
A
No.
‘Monumental Hospitals, Public offlc~
Buildings Schools, Buildings Buildings
Courts, etc,
Buildings
i) Mason 0.55 0.20 0.24 0.30
ii) Carpenter 0.80 0.30 0.35 0.50
iii) Fitter/Plumber 0.80 0.40 0.40 0.40
iv) Sewerman 0.80 0.40 0.85 0.85
v) Shramilcklnskilled Worker 150percent ofthenumber ofworkers incategories ofmason, carpenter
andplumber.
4.3 Electrical Engineering Works of internal wiring. Maintenance and repair work of
specialized and complicated nature are not covered.
4.3.1 Day-to-Day Maintenance
The yardsticks given below indicate the workman
For electrical engineering works, maintenance staff normally required for day-to-day maintenance of
isgenerally employed onroutine maintenance works electrical works.
Category of Buildings One Wireman/ Ratio of Wireman Supervising
Assistant Wireman to Assistant Staff Ratio
for No. of Points Wireman
Residential Buildings 3300 43
Non-Residential Buildings
a) Monumental Buildings 2300 21 Nilfor
Multistoreyed Buildings/ low tension work
Hospitals and Labs
b) Press Buildings and 2800 21 One for
Workshops every high tension
c) Schools, Colleges 2800 2;1 —
d) Airports 2500 21 Substation
4.3.2 For electrical installations, onlytheelectrician/ provided with multidisciplinary skills.
wireman/assistant wireman holding the valid permit/
Basic Skill Additional Qualtflcation
licence issued by the Electrical Inspectorate/State
Relating to Work
Administration (of therespective stateinwhichwork
Plumber Mason
isto be carried out ) shall be deputed on work.
Plumber Fitter + Mason
5 MULTIDISCIPLINARY TRAINING OF
Upholsterer Carpenter
WORKMEN
Wireman Lift operator
5.1 Multidisciplinary skillamongtheworkers should
be encouraged. Assistant wireman Assistant operator
Operator Fitter
5.2 Multidisciplinary training programmed should be
Lifl operator
organized fortheworkmen toimpartthemknowledge
Mechanic
of various skills. After suitable tests, they should
Motor lorry driver
be entrusted with multidisciplinary responsibilities.
Road roller driver
This approach of multidisciplinary skill will help in
improving the quality ofmaintenance and shall also Lift operator Lift mechanic
result inspeedy attendance ofmaintenance complaints Pump operator
requiring attention oftwo/three disciplines atatime. Roadroller driver Mechanic
5.3 The following categories ofthe workers maybe Motor lorry driver Roadroller driver
2IS 15183 (Part 3):2002
ANNEX A
( Foreword)
COMMH’TEE COMPOSITION
Building Construction Practices Sectional Committee, CED 13
Organization Representative(s)
In personal capacity ( D-6, Sector 55, Noida-201301 ) SHRI A. K. SARKAR( Chairman )
Bhabha Atomic Reseach Centre, Mumbai SHRIK. S. CHAUHAN
SHRIK. B. MEHRA(Alternate )
Builders Association of India, Chennai SHRIM. KARTHIKEYAN
Building Materials and Technology Promotion Council, SHRIJ. K. PRASAD
New Delhi SHRIS. K. GUPTA(Afternate )
Central Building Research Institute, Roorkee SHRIM. P.JAISINGH
Central Public Works Department, New Delhi CHIEFENGINEER( CDO )
SUPERINTENDINGENGINEER( CDO )
(Alternate)
Central Road Research Institute, New Delhi SHRIDEEPCHANDRA
Central Vigilance Commission, New Delhi SHRIR. A. ARUNWGA~
Delhi Development Authority, New Delhi SHRIS. M. MADAN
SHRIS. C. AGGARWAt(.Alternate )
Engineer-in-Chief’s Branch, ArJDyHeadquarters, New Delhi SHRISURESHCHANDbR
SHRIDINESHAGARWAL(Alternate )
Engineers hrdia Limited, New Delhi SHRIR. S. GARG
SHRIA. K. TANDON(Alternate )
Forest Research Institute, Debra Dun SCIENTIST-SF
RESEARCHOFFICER(Alternate)
Hindustan Prefab Ltd, New Delhi SHRIS. MUKHERJEE
SHRIM. KUNDU(Alternate )
Hindustan Steel Works Construction Ltd, Kolkata SHRIN. K. MAIUMDAR
SHRIV. K. GUPTA(Alternate )
Housing and Urban Development Corporation, New Delhi SHRIK. C. BATRA
SHRIK. C. DHARMARAJAN(Alternate )
Indian Institute of Architects, Mumbai SHRIP. C. DHAIRYAWAN
SHRIJ. R. BHALLA(Alternate )
Indian Oil Corporation, Mathura SHRID.A. FRANCIS
SHRIS. V. LALWANI(Alternate )
Indian Pest Control Association, New Delhi SHRIH. S. VYAS
Life Insurance Corporation of India, New Delhi CHIEFENGINEER
DEPUTYCHIEFENGINSER(Alternate )
Ministry of Railways, Lucknow DEPUTYCHIEFEwnwEa(CONSTRUCTION)
EXECUTIVEENGINEER( CONSTRUCTION)
(Alternate)
National Buildings Construction Corporation Ltd, New Delhi SHRIDALJITSINGH
National Industrial Development Corporation Ltd, New Delhi SHRIG. B. JAHAGIRDAR
SHRIY. N. SHARMA(Ahernafe )
National Project Construction Corporation, New Delhi SHRIK. N. TANEIA
SHRIS. V. PATWARDHAN(Alternate )
Public Works Department, Government ofArunachal Pradesh, CHIEFENGINEER( WESTZONB)
Itanagar
Public Works Department, Government of Maharash.tra, SHRIA. B. PAWA8
Mumbai SHRIV. B. BORGE(Alternate )
( Continued onpage 4 )
3
.IS 15183( Part 3 ): 2002
(Continuedfrom page 3)
Organization Represen(ative(s)
Public Works Department, Government of Punjab, Patiala CHIEFENGINEER( BUILDINGS)
DIRECTOR( R & D ) (Alternate)
Public Works Department, Government of Rajasthan, Jaipur SHRIP. K. LAURIA
SHRIK. L. BAIRWA(Alternate )
Public Works Department, Government of Tamil Nadu, CHIEFENGINEER( BUILDINGS)
Chennai SUPERINTENDINGENGINEER( BUILDINGS)
(Alternate)
State Bank of India, New Delhi SHRIP.L. PATHAK
SHRIG. V. CHANANA(Alternate )
Structural Engineering Research Centre, Chennai SHRJK. MANI
SHRIH. G. SREENATH(Alternate )
BIS Directorate General SHRIS. K. JAIN,Director and Head ( Civ Engg )
[Representing Director General (Ex-Officio ) ]
Member-Secretary
SHRIALOKKESARI
AssistantDirector(CivEngg ), BIS
Repairs and Maintenance of Buildings Including Services Subcommittee, CED 13:15
Central Public Works Department, New Delhi SHRIASHOKKHURANA( Convener )
Builders Association of India, Chennai SHRIM. KARTHIKEYAN
Central Building Research Institute, Roorkee SHRIG. C. SOFAT
SHRIAJAYSINGH(Alternate )
Central Public Works Department, New Delhi CHIEFENGINEER( NDZ )
Forest Research Institute, Debra Dun SHRIR. K. PUNHANI
Institution of Engineers (India), New Delhi SECRETARYANDDIRECTORGENERAL
Institution of Surveyors, New Delhi SECRETARY
Life Insurance Corporation of India, New Delhi SHRIP. RAJAMURTHI
Ministry of Communications, New Delhi SHRIROHITMISRA
SHRIP. K. PANIGRAHI(Alternate )
National Building Construction Corporation Ltd, SHRIR. K. JAIN
New Delhi -
National Council for Cement and Building Materials, SHRIO. P.GARYALI
New Delhi DRN. K. JAIN(Alternate )
Public Works Department, Government of Haryana, SHRIK. S. SHARMA
Chandigarh
Public Works Department, Government of Himachal Pradesh, SHRIT. L. SHARMA
Shimla SHRIP.K.SHARMA(Alternate ) {
Public Works Department, Government OfMaharashtra, SHRJG. K. DESHPANDE ..
Mumbai
Reserve Bank of India, New Delhi SHRIL. D. AGASHE
SHRIA. G. BHIDE(Alternate )
State Bank of India, Mumbai SHRIG. DHANASEKARAN
SHRIT. V. NIRANIANAN(Alternate )
Structural Designers and Construction Pvt Ltd, Mumbai SHRIR. N. RAIKAR
Welcome Group of Hotels, New Delhi SHRIBALRAIMALHOTRA
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIShasthecopyright ofallitspublications. Nopart ofthesepublications maybe reproduced inanyformwithout
the prior permission inwriting of BIS. This does not preclude the free use, inthe course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), ~IS.
Review of Indian Standards
Amendments are issued to standards astheneed arises onthe basis ofcomments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when suchreview indicates that no changes are
needed; ifthe review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments oredition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from Doc :No. CED 13(4807 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9Bahadur ShahZafar Marg, New Delhi 110002 Telegrams: Manaksanstha
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Printed atNew India Printing Press, Khurja, India
.
|
10359.pdf
|
IS : 10359- 1982
Indian Standard
CODE OF
PRACTICE FOR MANUFACTURE AND
USE OF LIME-POZZOLANA CONCRETE
BLOCKS FOR PAVING
Building Limes Sectional Committee, BDC 4
Chairman
DR IQBAL ALI
A. P. Engineering Research Laboratories
Government of Andhra Pradesh, Hyderabad
Members Representing
SHRI V. S. A~ARWALA Engineer-in-Chief’s Branch, Ministry of Defence
MAJ S. P. SHARMA ( Alternate )
SHRI SUR ZJ S. J. BAHADUR Housing and Urban Development Corporation,
New Delhi
SHRI S. K. BANERJEE National Test House. Calcutta
SRRI D. K. KANUGO ( Alternate )
DR S. K. CHOPRA Cement Research Institute of India, New Delhi
SHRI K. C. NARANC ( Alternate )
DIRECT~I~ Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR( Alternate )
DIRECTOR,G ERI, VADODARA Public Works Department, Government of Gujarat,
Ahmadabad
RESEARCH OFFICER ( MATE-
RIAL TESTING DIVISION ) ( Alternate )
HOUSINQC OMMISSIONER Rajasthan Housing Board, Jaipur
JOINT DIRECTOR RESEARCH Ministry of Railways
(B&S),RDSO
DEPUTY DIRECTORR ESEARCH( Alternate )
SHRI H. L. MARWAH Builder’s Association of India, Bombay
SHRI HARISH C. KOHLI ( Alternate )
DR IRSHAD MASOOD Central Building Research Institute (CSIR),
Roorkee
SHRI S. P. GARG ( Alternate )
DR S. C. MAUDGAL Deptt of Science and Technology, New Delhi
SHRI N. MACEDO Dyer’s Stone Co Pvt Ltd: Delhi
SHRI P. B. MORAN RAO Khadi and Village Industries Commission, Bombay
SHRI E. RAMAOHANDRAN( Alternate)
( Continued on page 2 )
@ Copyright 1983
INDIAN STANDARDS INSTITUTION
I
Thin publication is protected under the Indian Copuright Act ( XIV of 1957 ) and .
reproduction in whole or in part by any means except with written permission of the
publisher ahall be deemed to be an infringement of copyright under the raid Act. IIS:10359- 1982
(
Continued from page 1)
Members Representing
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ),
New Delhi
SHRI M. L. BHATIA ( Alfernate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
REPRESENTATIVB Lime Manufacturers Association of India, New Delhi
SHRI K. N. SRIVASTAVA Department of Mines and Geology Government of
Rajasthan, Udaipur
SHRI R. G. GUPTA ( Alternate )
SUPERINTENDING- ENGINEER ( W ) Public Works Department, Government of Madhya
Pradesh. Bhopal
SHRI R. N. KHANNA ( Alternate )
SUPERINTENTINQ ENQIN'EER ( PLQ Public Works qepartment, Government of
& DESIGN ) Tamil Nadu, Madras
EXJXXJT&E ENQINEER
SHRI 2 ~~;ZCH ) ( Alternate )
Director General, IS1 ( Ex-oflciu Member )
Direcior ( Civ’Engg )
Secretary
SHRI S. SENQVPTA
Assistant Director ( Civ Engg ), IS1
2IS i10359-1982
Indian Standard
CODE OF
PRACTICE FOR MANUFACTURE AND
USE OF LIME-POZZOLANA CONCRETE
BLOCKS FOR PAVING
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 25 October 1982, after the draft finalized by the Limes
Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Lime-pozzolana concrete blocks in addition to precast cement concrete
blocks, stone tiles and burnt clay bricks can also be used in the construc-
tion of footpaths, pavements, passenger waiting sheds at bus stops and
other places. These blocks are normally manufactured by using lime
and pozzolana or lime-pozzolana mixture as binder. The Indian Standard
specification laying down the dimensions and strength requirements for
lime-pozzolana concrete blocks for paving has been covered separately.
This code, which is an essential adjunct to the above specification, is
intended to provide guidance with respect to the manufacture and use of
such blocks.
0.3 In the preparation of this standard, considerable assistance has been
rendered by the Central Road Research Institute, New Delhi.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in 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
1.1T his code covers the method of manufacture and curing of lime-
pozzolana concrete blocks for use in paving.
*Rules for rounding off numerical values ( reuised ).
3IS : 10359 - 1982
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 3115-
1978” and IS : 6508-19721 shall apply.
3. MATERIAL
3.1 Lime - Shall conform to class C ( hydrated ) of IS : 712-1973f.
3.2 Fly Ash - Shall conform to grade I of IS : 3812-1981$.
3.3 Burnt Clay Pozzolana - Shall conform to IS : 1344-196811,
3.4 Lime-Pozzolana Mixture - Shall conform to IS : 4098-19827.
3.5 Coarse and Fine Aggregate - Shall be either natural or crushed
stone conforming to IS : 383-1970**.
3.6 Water - Water used for manufacture of blocks shall be clean and
free from harmful amount of deleterious material. Potable water is
generally considered satisfactory. For further requirements regarding
limits of deleterious materials permitted, reference may be made to
IS : 456-1978tt.
3.7 Storage of Materials - Storage of the materials shall be in
accordance with IS : 4082-1977::.
4. MIX PROPORTIONS
4.1 The suggested proportions of lime-pozzolana concrete for making
lime-pozzolana concrete blocks are given in Table 1.
5. MIXING
5.1 Mixing shall be done preferably in a mechanical concrete mixer.
5.1.1 Part of total water shall be added first and then coarse aggregate
lime and pozzolana or lime-pozzolana mixture shall be fed in the drum
of the mixer and the contents mixed. The remaining quantity of water
shall then be finally added and the contents shall be mixed thoroughly.
The total time of mixing shall be not less than 2 minutes and shall be
*Specification for lime based blocks ( jirst revision).
$Glossary of terms relating to building lime.
fspecification for building limes ( second revision ).
$Specificationf or fly ash for use as pozzoIana and admixture (first revision ).
/ISpecificationf or burnt clay pozzolana (first revision ).
YSpecification for lime-pozzolana mixture ( jrst revision ).
**Coarse and fine aggregates from natural sources for concrete ( second revision ).
tiCode of practice for plain and reinforced concrete ( third revision ).
$#Recommendations on stacking and storage of construction materials at site (Jirsl
revision ).
4IS:10359-1 982
sufficient to ensure uniform mixing. Due ahowance for water absorption
by coarse and fine aggregate shall be given and the workability of the
mix shall be adjusted depending upon the method of compaction adopted
[ ( see 6.1.2 and 6.1.3 of IS : 2185 ( Part I )-1979* 1.
6. MANUFACTURE
6.1 The lime-pozzolana concrete blocks for paving shall be of standard
size 300 x 300 x 100 mm. The total thickness of 100 mm shall consist of
90 mm thick lower layer of lime-pozzolana concrete, topped with 10 mm
mm thick wearing coarse layer of cement and sand.
TABLE 1 RECOMMENDED MIX PROPORTIONS FOR LIME
POZZOLANA CONCRETEBLOCKS
( Clause 4.1 )
SL DESCRIPTION MIX PROPORTION ( BY MASS )
No. r~-_--_---~__---_-_-__
Lime Lime Pozzo- Fine Coarse Water Re-
Pozzo- lana ‘Aggre- Aggre- quirement
lana gate gate by Mass of
Mixture of Size Total
20 mm Material
Graded ( Percent )
(1) (2) (3) (4) (5) (6) (7) (8)
1 Using lime-pozzo-
lana mixture of
grade
LP 20 1 - - 1 2 I1
LP40 1 - - 2 4 10
2 Using lime and
pozzolana sepa-
rately.
Lime reactivity - 1 2 3 6 11
( 40 kgf /cm” )
Lime reactivity - 1 2 6 12 10
( 80 kgf /cm” )
NOTE - The above mix proportions are for information only and may be modified
as required during manufacture to give the desired performance.
*Specification for masonry units : Part I Hollow and solid concrete blocks (second
ret.dm ).
5Ids : as!59 - ls&?
6.2 Lime4’ozmdana Concrete
6.2.1 The lime-pozzolana concrete layer shall be compacted in moulds
( wooden or steel ) either with pan tape surface vibrator or table vibrator
or by hand tamping up to a height of 90 mm, out of the total height of
100 mm of the mouid; when hand tamping is adopted, the compaction
of lime-pozzolana shall be done in two layers.
6.3 Wearing Coarse
6.3.1 The wearing coarse layer of the remaining 10 mm height of the
mould shall be provided with cement-sand mortar I:3 ( by mass ), having
water cement ratio of about 0’5 to 0.55 ( by mass ) and compacted either
with pan type vibrator or table vibrator or by hand tamping.
6.3.2 In order to have a good bond between the top wearing coarse
layer and the bottom lime pozzolana concrete layer, the wearing coarse
layer shall be laid immediately after the compaction of lime-pozzolana
concrete.
7. INITIAL CURING
7.1 Immediately after the block is prepared as per 6, it shall be released
from the mould and removed along with the base plate to acovered
shed. The shed shall be such as to provide protection against sun,
strong wind and rain. The blocks shall be stored in the shed covered
with poylethyelene sheets until these are sufftciently hardened to permit
handling without damage. But in no case shall the period be less
than 72 hours.
8. FINAL CURING
8.1 The blocks after initial curing for 72 hours shall be stacked, suitably
covered and shall be kept moist by spraying with water at regular
intervals. The final curing period shall be not less than 28 clays.i.’ AMENDMENT NO. 1 DECEMBER 1994
TO
IS 10359 : 1982 CODE OF PRACTICE FOR
MANUFACTURE AND USE OF LIME-POZZOLANA
CONCRETE BLOCKS FOR PAVING
( Firsz cover page, pages 1 and 3, titfe ) - Substitute the following for the
existing title:
‘CODE OF PRACTICE FOR MANUFACTUREOF
LIME-POZZOLANA CONCRETE BLOCKS FOR
PAVING’
(Page 4, clause 2.1) -Substitute ‘IS 3115 : 1992*‘for ‘IS : 3115 - 1978*’
and ‘IS 6508 : 1988a’for ‘IS : 6508 - 1972+‘.
(Page 4, clause 3.1) - Substitute ‘IS 712 : 1984$‘fo“rIS : 712 -1973$‘.
( Page 4, clause 3.3 ) - Substitute ‘IS 1344 : 198111f’ or ‘IS : 1344 -
1968 II’.
( Page 4, clause 3.4 > -- Substitute ‘IS 4098 : 198311f’o r ‘IS : 4098 - 1982ll’.
( Page 4, flew clause ) - Insert the following new clause after 3.4 and
renumber the subsequent clauses:
‘35 cement - shall conform to IS 269 : 1989 111o1r IS 1489 ( Fart 1) : 1991lIli
0r1S1489(Part2):1991liYl.’
( Page 4, foot-notews ith ‘*‘, ‘t’, ‘$‘, ‘If’ Ill’, ‘~~~a~d’ ‘Ml’ murh ) -
Substitute the following for the existing foot-notes:
‘*Specification for lime based blocks( second revision).
tGlossaty of terms relating to building lime (first ~&.&II ).
@wXication for building limes (third r&_&n ).
I~pecification for calcined day paolana ( reco~ rcksicw ).
lfSpecification for lime-pozzolana mixture (firrt r&on ).
lill Specification for 33 grade ordinary portland cement (fourtlr revision) .
IIllSpecification for portland pozxolana cement:
Part 1 Fly ash based ( third rev&m).
Part 2 Calcined clay based ( rhird revision ).
1Amend No. 1 to IS 10359 : 1982
(Page 5, clause 6.1) - Insert the following sub-clause after 6.1:
‘6.1.1 Sizes other than those mentioned in 6.1 may be manufactured with the
agreement between the supplier and the purchaser.’
(CED 4)
Reprography Unit, BJS, New Delhi, India
2AMENDMENT NO. 2 DECEMBER 1999
TO
IS 10359 : 1982 CODE OF PRACTICE FOR
MANUFACTURE AND USE OF LIME-POZZOLANA
CONCRETE BLOCKS FOR PAVING
( Page 4, clause 3.7 and also see Amendment No. 1 ) - Substitute the
following for the existing clause :
‘3.7 Storage of Materials - Storage of the materials shall be in accordance
with IS 4082 :1996$$‘.
( Page 4, foomote with ‘$$’ mark ) - Substitute the following for the
existing:
‘ttRec.ommendations on stacking and storage of construction materials and component at site
(second revision).’
(CED04)
Reprography Unit, BIS, New Delhi, India
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2248.pdf
|
IS 2248 : 1992
( ~FRT q&m)
Indian Standard
GLOSSARY OF TERMS RELATING TO CLAY
PRODUCTS FOR BUILDINGS
( Second Revision )
UDC 691.4 : 001.4
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1992 Price Group 2Clay Products for Buildings Sectional Committee, CED 30
FOREWORD
This Indian Standard ( Second 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.
Clay products, such as bricks, blocks and tiles, etc, are used abundantly in building work. To
know the properties of such clay products, a clear understanding of the meaning of various
terms is necessary. This glossary has been prepared to fulfil this objective. This standard was
first published in 1969 and subsequently revised in 1981. In this revision the definition of bricks
and blocks have been modified.
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.IS 2248 : 1992
Indian Standard
GLOSSARY OF TERMS RELATING TO CLAY
PRODUCTS FOR BUILDINGS
( Second Revision )
1 SCOPE or power-driven machmes, such as a hand-screw
press, a soft-mud moulding machine, an extru-
1.1 This standard covers the definition of
der or a semi-dry/dry press.
common terms applicable to clay products for
building. 2.2.4 Maturing Temperature - The temperature
of firing at which the clay body used in the
2 DEFINITIONS
manufacture of the building material acquires
2.1 ‘Raw Materials the optimum mechanical strength and the
necessary physical properties to satisfy the
2.1.1 Clay - An earthy or stony mineral
requirements set down in the standard specifi-
aggregate consisting essentially of hydr-ous
cations for the relevant building material.
silicates of alumina; plastic when sufficiently
pulverised and wetted: rigid when dry; and
2.2.5 Pugging - This is the process by which
vitreous when fired to a sufficiently high
the lean and plastic clay is tempered before
temperature.
moulding.
2.1.2 Shale - A thinly stratified, consolidated
sedimentary clay with well-marked cleavage 2.2.6 Sanding - The operation of imparting to
parallel to the bedding. the clay product a rough face by blowing sand
on to it, that is, by sand blasting prior to
2.1.3 Surface Clay - An unconsolidated, drying.
unstratified clay, occurring on the surface.
2.2.7 Soaking - The process of imparting heat
2.2 Manufacture to the clay product by maintaining the tempe-
rature constant for a specified period near
2.2.1 Flashing - The operation of heating the
about the maturing temperature.
clay products with and without air alternately,
where irregularly colourd bricks or tiles are
2.2.8 Tempering - This is the process of mixing
required.
cIay, water and other ingredients, if any, by
which a homogeneous paste is produced.
2.2.2 Hand Moulding
2.2.2.1 Ground moulding - When the clay pro- 2.2.9 Weathering - This is the process of
ducts are moulded by hand on ground and the exposing excavated clay mass in the open air,
moulder shifts his position as moulding so that it comes in contact with natural agen-
progresses. cies, such as sun, rain and frost due to which
there is change in some of the physical and
2.2.2.2 Sand moulding - The process of moul- chemical properties that are helpful in subse-
ding of bricks by hand in which fine sand is quent treatment and also impart better working
used to dust the mould before throwing in the properties.
clot.
2.210 Lime Blowing - If the soil contains lime
2.2.2.3 Slop moulding - The process of moul-
noduIes or calcarious ‘kankars’ the bricks get
ding bricks by hand in which the mould is
cracked due to the formation of Calcium
dipped in water, before clay is thrown into it.
Oxide within the brick mass during firing. The
2.2.2.4 Table moulding - Where bricks are oxides so formed expand after taking moisture
moulded by hand on tabIe and then transported from the air and cause blowing of the bricks.
using pallet boardsIt the drying ground.
2.2.11 Docking - Docking is the process in
2.2.3 Machine Moulding - The process in which which freshly fired bricks are dipped in water
the clay products are shaped in hand-operated to prevent lime blowing.
1IS 2248 : 1992
2.2.12 Lamination - Lamination is a defect 2.44 Heavy Duty Bricks -’ Bricks required for
normalIy found in the extruded bricks caused masonry in heavy engineering work, such as,
by the differential movement of the clay mass bridge structure, industrial foundations and
when it is pushed by the auger or wing knife multi-storeyed buildings having high durability
of the extrusion machine towards the die of and compressive strength and low water
the machine. If the spacer is too short, there absorption.
may be hollow core in the centre when the
clay mass enters the die. In the die this core 2.4.5 Paving Bricks - Bricks which are used as
is flattened and owing to the rotation of the a paving material for roads, heavy duty indus-
clav it shows in the extruded brick as an ‘S’ trial floors, particularly suited to resist heavy
crack. wear and tear from steel tyred traffic.
2.3 Surface Features 2.4.6 Perforated Bricks - Bricks in which holes
passing through the bricks exceed 25 percent
2.3.1 Combed Finish - Units whose face surfaces of the volume and the holes are sma!l. For the
are altered by more or less parallel scratches in purpose of this definition, a small hole is a hole
manufacture. less than 20 mm wide and less than 500 mm2 in
area. The hole may be circular, square,
2.3.2 Exposed Finish - Units whose surfaces
rectangular or any other regular shape.
are intended to be left exposed or painted.
2.4.7 Sewer Bricks - Bricks intended for use
2.3.3 Natural Finish - Units having unglazed
in the lining of walls, roofs and floors of sewers
or uncoated surface burned to the natural
used for the ordinary sanitary ( domestic)
colour of the material used in forming the
sewage.
body.
2.4.8 Soling Bricks - Bricks used for soiing
2.3.4 .Roughened Finish - Units whose plane die
purpose. They are different from common
surfaces are entirely broken by mechanical
building solid bricks.
means.
2.4.9 Wire Cut Bricks - Bricks manufactured
2.3.5 Salt Glaze - Units whose surface faces by cutting an extruding column through a die
have a lustrous glazed finish from the thermo-
of weathered and processed clay with the help
chemical reaction of the silicates of the clay
of wires fixed to a cutting frame.
body with vapours of common salt and/or other
suitable chemicals. 2.5 Tiles - Burnt clay units which are appre-
ciably smaller in thickness than the bricks and
2.3.6 Sand Finish - Units whose surfaces are are used for flooring, roofing, ceiling and wall
covered with sand. covering.
2.3.7 Smooth Finish - Units whose surface are 2.5.1 Ceiling Tiles ( Plain ) - Clay roofing tiles
not altered or marked in manufacture. which are capable of being used on sloping
roofs below the interlocking plain Mangalore
2.4 Bricks - A masonary unit not exceeding tiles.
300 mm in length, 150 mm in width nor 100 mm
in height. 2.5.2 Flooring Tiles - Clay tiles made by pres-
sing or extrusion and repressing, which are
2.4.1 Acid Resistant Bricks - Bricks used for capable of being laid level on a prepared base.
masonry construction, such as flooring, subject
to acid attack, lining of chambers and towers 2.5.3 Hollow Clay Tiles -Burnt clay units in
in chemical units, lining of sewers carrying which holes passing through the tiles exceed
industrial effluents, etc, to prevent deteriora- 25 percent of the volume and the holes are not
tion of the surface by acids. small. The perforations are parallel to their
length. These tiles can be used both as filler
2.4.2 Common Building Solid Bricks - The burnt material and structural units.
clay building bricks which are commonly used
in building and civil engineering construction 2.5.4 Ridge Tile - A clay roofing tile which is
work in which frogs do not exceed 20 percent capable of being used on the ridge of a sloping
of this volume. roof in conjunction with interlocking plain
Mangalore pattern tiles.
2.4.3 Facing Bricks - Bricks made specially for
facing purpose, that is, which are being exposed 2.5.5 Roo$ngTile, Mangalore Pattern - A type
in use. of clay roofing tile, capable of being laid down
2IS 2248 : 1992
on sloping roof by means of nibs which catch 2.7.3 Fired Shrinkage - The percentage reduc-
on the reepers or battens interlock with and tion in length or volume of dry claygtiles or
overlap similar tiles at the lower end on the bricks when subjected to heating to a maturing
sides. temperature of the clay body.
2.5.6 Terracing Tile --- A flat tile, which is 2.7.4 Flexural Strength - A property of solid
capable of being laid level on a prepared base material that indicates its ability to withstand
in one or more courses to provide satisfactory a flexural or transverse load.
floor oriroof finish.
2.7.5 Warpage - Distortion or deformation of
2.6 Blocks - Masonary unit exceeding size of
original shape of the clay body during the
a brick in any dimension.
manufacturing”process.
2.6.1 Hollow Block - A block in which holes
passing through the block exceed 25 percent of 2.7.6 Water Absorption - The increase in weight
its volume and the holes are not small. The of a test specimen after immersion in water, at
hollows may belat right angle or parallel to a constant temperature and for a specified
the bearing surface. period, expressed as a percentage of the dry
weight.
2.6.2 Solid Block - A block which is hundred
percent solid. 2.8 General
2.7 Tests 2.8.1 Cells -- Hollow spaces enclosed within
the perimeter of the exterior shells of hollow
2.7.1 Drying Shrinkage - The percentage reduc-
clay blocks.
tion in the length or volume of bricks or tiles
on drying, due to the removal of the film of
2.8.2 Frog - The depression made in one or
water which surrounds the individual grains in
both of larger sides of bricks in order to form
the plastic form is given below:
a key for the mortar at the joints.
Drying shrinkage, percent = L - L Ld X 100
2.8.3 Perforations - A hollow space of uniform
( wet basis ) section, within a brick, extending from one
where face to the opposite parallel face with its axis
L = wet length in metres, and parallel to the two faces.
Ld = dry length in metres.
2.8.4 Shells - The outer walls of tiles or
2.7.2 EfJIOrescence - A white, yellow or green blocks.
powdry substance occurring on the surface of
the clay product and caused by the migration 2.8.5 Webs - The partition dividing blocks or
of soluble salts, followed by precipitation. tiles into cells.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
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of inspection, testing and quality control which is devised and supervised by BIS and
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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.
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in any form without the prior permission in writing of BIS. This does not preclude the free use,
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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
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sent to BIS giving the following reference:
Dot : No. CED 30 ( 4980 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters :
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Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
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Printed at Printwell Printers, Aligarh, India
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1199.pdf
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IS : 1199- 1959
( Reaffirmed IS91 1
Indian Standard
METHODS OF SAMPLING AND
ANALYSIS OF CONCRETE
( Eleventh Reprint NOVEMBER 1991 )
UDC 666’97 : 620’11
0 Copyrfght 1959
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002
Gr 9 December 1959Indian Standard
METHODS OF SAMPLING AND
ANALYSIS OF CONCRETE
Cement and Concrete Sectional Committee, BDC 2
Chainnan
SHRI E. A. NADIRSHAH The Concrete Association of India, Bombay; wtd
The Institution of Engineers ( India ), Calcutb
Members
SXRI BALEUWAR NATH Central Board of Irrigation & Power (Ministry of
Irrigation 4%P ower )
Smu N. H. BHAOWANANI Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. D. DAPTARY Bombay State Road Transport Corporation, Bombay
SHRI P. L. Drs Directorate General of Supplies & Disposals
( Ministfy ?f Works, Housing &.Supply )
DIRECTOR Cent;rarfe;ldmg Research Instttute ( CSIR),
SHRI C. H. KHADILKAR ( ALtcmute )
SHRI C. L. HANDA Directorate of Designs, Bhakra Dam, New D&i
SHRI P. S. BHATNAOAR( A&mats )
DR R, R. HA~ANOADI The Associated Cement Companies Ltd, Bombay
SRRZ V. N. PN (Alternate)
Sm p. C. HAZRA Geological Survey of India, Calcutta
DR R. C. HOON Ccnkal Water & Power Commission ( Ministry of
Irrigation h Power)
.
SHRI GEOROE O~MWN (A&emote)
SHRI S. B. Jom S. B. Joshi & Co, Bombay
SHRI S. R. MEHRA Central Road Research Institute ( CSIR ), New D&i
SHRI S. N. MUKERJI Government Test House, Calcut_ta
SHRI K. K. CW-I’IWJeE ( Altemu~ )
SWRIE . P. NC~OI+AIDE~ Gammon India Ltd, Bombay; md Indian Roads
Congress, New Delhi
REPRESBVATIVE Martin Burn Ltd, Calcutta
SHRIJ . M. RIJHWANI Central Public Works Department
SHRI M. S. BIiAnA ( Altmate )
SHRI NIHAR OIANDRA ROY Dahnia Cement ( Bharat ) Ltd, Calcutta
SHRI A. K. CHAKRAVARTJ( Al&mate )
SHRI SARIJPS Ih’CIi National Buildings Organisation ( Ministry of Works,
Housing & Supply )
DEPUIY DIRECIQR (MATE-
RIAL ) ( Alternate )
( Continuedo n pag# 2 )
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002P‘
Roads Wq, Midry of Truyport & Commtmica-
tiom
Swlr .M.Tmw(&-)
SHRI K. k SGoD Research, Design & Stmhrdizatiou Orgahation
( Ministry of Railwaya )
smus.s.vA1LuA(Alhfl)otc)
I)rLUc.vsRMAN (U?) Director, BIS
s&r#tar_v
Sls$u c. s. CssAND-~ Deputy Director ( 81dg ), BiS
Concrete Subcommittee, BhZ 2 : 2
Cmvmr
SRU S. B. Jostr S. B. Josbi & Co, Bombay
Mstnbm
sramK . F. ANTIA The Associated Cement Companies Ltd. Bombay
S~nr N. H. BHAGWANANI Engineer-in-Chief’s Branch, Army Headquartas
SHIU M. s. BHATIA Central Public Worka Department
SW T: S. VEDAGlIu ( dffcfIkat-)9
DZRZCTOR Engineering Research Laboratories, Hyderabad
h$sRP.Cc.H~NB^ Geological Survey of India, Calcutta
. . Central Water & Power Commission ( Miuhtry of
Ilvigatiog h Power )
&mt C. L. N. LY&NGAR The Concrete Association of India, Bombay
Strru S. V. NATU Public Works Department, Bombay
SH~UC . C: PATBL ( Allmrofc)
SB&EEiP.~o~L-~ Gammon Eudia Ltd. Bombay
. . Central. W_ater & Powyr Commission ( Miuistry of
NatfxUr+i pL Power,
Stim SUP SXNGH Bmldmga Orgauisation ( Miuistry of Works,
HousinR & SUDPIY1
SIUUK.R~AVARX~(A~~~~~~~)
&mlH.P.SlNnA Roads Wing, Ministry of Transport & Commtica-
tiOlU
BornrK. c.SOoD Research, Dcsigu & Stamhrdhtiou Organization
(MiDhryofRailw8ys)
2Es-81 199- 19s9
Indfan Standard
METHODS OF SAMPLING AND
ANALYSIS OF CONCRETE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 10 November 1,959, after the draft finalized by tht Cement and
Foz;e Sectional Commtttee had been approved by the B&ding Division
.
0.2 Testing plays an important role in controlling the quality of cement
concrete work. Systematic testing of the raw materials for concrete as
also, the concrete, both while it is fresh and after it has hardened, is an
inseparable part of any quality control programme for concrete. It helps
to achieve higher efficiency of the materials used and greater assurance of
the performance of the concrete in regard to both strength and durability.
The test methods used should be simple, direct and convenient in their
application. This standard has been prepared with this object in view
and provides a guide to the sampling, analysis, and determination of linear
changes of concrete. Strength tests for concrete have been covered
separately in IS : 516-1959 Methods of Tests for Strength of Concrete.
0.3 The Sectional Committee responsible for the preparation of this stand-
ard has taken into consideration the views of concrete specialists, testing
authorities, consumers and technologists and has related the standard to
the practices followed in the country in this field. The need for inter-
national co-ordination between standards prevailing in different countries
of the world has also been recognized. These considerations led the
Sectional Committee to derive assistance from the published standards and
publications of the following organizations:
BRITISHS TANDARDSI NSTITUTION
AMERICANS OCIETYF ORT ESTINGA ND MATERIALS
AMERICANC ONCRETEI NSTITUTE
CANADIANE NGINEERINGS.T ANDARDSA SSOCLWON
RESEARCH, DESIGN & STANDARDIZATIONO RGANIZATION, MINISTRY
OF RAILWAYS, GOVERNMENTO F INDIA
‘THE CONCRETEA ~~OCXATIOONF INDIA
0.4 The Indian Standard Methods of Tests for Strength of Concrete
(IS: 516-1959 ) is a necessary adjunct to this standard. Besides, this
3IS : 1199- 1959
standard requires reference to the following Indian Standards:
*IS : 269-1958 SPECIFICATIONFO K ORDINARY, RAPID-HARDENINGA ND
Low HEAT PORTLANDC EMENT ( Revised)
ttlS : 383-1952 SPECIFICATIONF OR COARSE AND FINE AGGREGATU
FROMN ATURAL SOURCESF OR CONCRETE
$IS : 460-1953 SPECIFICATIOFNO R TEST SIEVES
0.4.1 Wherever a reference to any standard mentioned under 0.4, except
JS : 460-1953, appears in this standard, it shall be taken as a reference to
the latest version of the standard.
0.5 In pursuance of the decision of the Government of India to introduce
a uniform system of weights and measures throughout the country based
on the metric system, in this standard all dimensions and values have
‘been given in metric units only. It is hoped that this step will facilitate
the change-over to the metric system by the industry more expeditiously.
0.6 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 : 2-1949 Rules for Rounding Off Numerical Values. The number of
significant places retained in the rounded off value should be the same as
that of the specified value in this standard.
0.7 This standard is intended chiefly to cover the technical provisions
relatiDg to sampling and analysis of concrete, and it does not include all
the fiecessary, provisions of a contract.
1. SCOPE
1.1 This standard covers the methods of taking samples of concrete and
their analysis.
2. TERMINOLOGY
2.0 For the purpose of this standard, the foilowing definitions shall apply.
2.1 Absorption (Air-Dry Basis ) - The percentage of water absorbed
by an air-dried aggregate when immersed in water at 27°C for a period
of 24 hours.
2.2 Absorption ( Saturated Surface-Dry Basis ) - The percentage
of water absorbed by an aggregate when immersed in water at 27°C
*Thirdr evir~omn 1976.
*Secondr evhiooi n 1970.
fSince’revkd. 4IS:1199-1959
for 24 hours, the aggregate being previously dried in an oven at I05 to
110°C to constant weight.
2.3 Admixture -A material other than water, aggregates and portland
cement used as an ingredient of concrete and added to it immediately
before or during its mixing.
2.4 Air-Entrained Concrete -Concrete Containing a small volume of
air deliberately rntrained in the form of minute discrete air voids by the
addition of an a&entraining agent.
2.3 Apparent Specific Gravity-The weight of the oven-dry aggre-
gate divided by its absolute volume excluding the natural voids in the
aggregate particles.
2.6 Bulk Speei$c Gravity ( Oven-Dry Basib )-The weight of the
aggregate dried to constant weight in an oven at 100°C divided by its
absolute volume including the natural voids in the aggregate particles.
2.7 Bulk Specific Gravity (Saturated Surface-Dry Basis ) - The
weight of the saturated surface-dry aggregate divided by its absolute
volume including the natural voids in the aggregate particles.
2.8 Concrete -A mixture of cement, water and inert aggregates with or
without admixtures.
2.9 Concrete Mix -A mixture of cement, water and inert aggregates
which is freshly mixed during a period of two hours from the time of addi-
tion of water to the solid ingredients.
2.10 Constant Length- The stage when the difference between two
consecutive readings taken of the dimensions of a specimen is less than a
specified value. In the case of a 15 cm specimen, this value shall be
W5 mm and for larger specimens proportionately greater.
2.11 Drying Shrinkage -‘The difference between the length of a spe&
men cut from a concrete which has been matured and subsequently
saturated, and its length when dried to constant length.
2.12 Drying Shrinkage, Initial- The difference between the length of
a specimen mouldtd and cured under specified conditions and its length
when dried to constant length.
2.13 Moisture Mo&eat -- The difference between the length of a
specimen when dried to constant length and its length when subsequently
saturated.
2.14 Saturated Surf~cc-Dry Weight-The weight of aggregate whose
component pieces are saturated with water but contain no free surface
moisture.
5
,,, ._
:, .
;.
p”-2.15 smchce Mobtwe -The moisture contained in the aggregate in
excess of that contained in the natural voids of the aggregate.
2.16 Water Cement R&O - The fatio of the weight of water in a eon-
crete n&achGve of the water absorbed by aggregates to the weight of
cement.
-_c
2.17 Workability property of concrete which deteimines the
amount of useful internal work necessary to produce complete compaction.
3. SAMPLING OF FRESH CONCRETE IN THE PIELD
3.1 This method specifies the procedure to be followed in the field for
obtaining representative samples of fresh concrete directly Coti the mixer
or from concrete at the time and place of depositipn.
3.2 Sample - The composite sample shall be truly representative of the
batch and shall be not less than CO2 ma in volume. It shall be composed
of a mixture of portions taken Corn d&rent points in the batch. When
continuous mixers~ are used, ” batch shall be regarded as the discharge
* from the mixture during one minute.
4.3 Procednfe
3.3.1 From Mixers -At least three approximately equal sample incre_
ments totalling 0.02 ms shall be taken Corn a batch during its discharge
and each sample increment shall be collected l$ passing a clean and
dry receptacle across the stream d concrete. This receptacle shall be con-
structed of non-absorbent material, preferably of metal and shall be such
that the sample retained is not segregated. A fiat surface without retain-
ing sides will not fulfil this purpose. Where three sample increments are
taken they shall be taken at about the time when one-quarter, one-halfand
three-quarters of the concrete have been discharged from the mixer and if
more than three are taken they shall be at correspondingly shorter, but
equally spaced, intervals.
3.3.2 From Concrete at k %ne and Place of Deposition-The sample
shall be taken while a batch of concrete is being, or immediately after it
has been, discharged on the site. The sample shall be collected from not
less than five weli-distributed positions, avoiding the edge of the mass
where segregation may have occurred.
3.4 Mixing the Composite Sample - The composite sample obtained
by either of the methods described above, shall be mixed on a non-absor-
bent base either with a shovel or by other-suitable implement in such a
manner as to ensure uniformity. The sample thus obtained shall be used
immediatciy for the purpose of carrying out the tats. Care ~hd be taken
to protect the sample from the weather.
6-.
lS:l138-1330
36 aaeerdty op - The following. information regwling the
sunplesshallberecord YP :
a) date and time of sampling,
b) method of sampling used,
c) mix proportions (proportion of ingredienta including water,
admixtures, etc )
d) mixture Corn which delivered ( if more than one is used ),
e) the location of the sampled batch after placing, and
f) temperature and weather conditions.
4. SEGURING AND I’REPARING TBBT SPECIMENS
FROM HARDENED CONCRETE
4.1 Precautions -The clause specifies the procedure for securing and
preparing test specimens from hardened concrete in structures and
pavements. A specimen to be tested for strength shall not be removed
from the structure until the ctmcrete has become hard enough to permit
its removal without disturbing the bond between the mortar and the
coarse aggregate. Normally, the concrete shall be 14 days old before the
specimens are removed. Specimens that show abnormal defects or that
have been damaged in removal shall not be used.
4.2 Apparatas
4.2.1 DA%- A core drill shall be used for securing cylindrical core
specimens. For specimens taken perpendicular to the horizontal surface, a
short drill is satisfactory. For inclined holes, a diamond drill is satisfactory.
42.2 Saw - A saw shall be used for securing beam specimens from the
structure or pavement * for flexural strength tests. The saw shali have a
diamond or silicon carbide cutting edge and shall have adjustments that
permit of cutting specimens conforming to the dimensions specified
in 4.3.2.
4.3 Test specimcas
4.3.1 Car S~b~izten-s A core specimen for the determination of pave-
ment thickness shall have a diameter of at least 10 cm. A core specimen
for the determination of compressive strength shall have a diameter at least
three times the maximum nominal size of the coarse aggregate used in the
concrete, and in no case shall the diameter of the specimen be less than
twice the maximum nominal size of the coarse aggregate. The length of
the specimen, when capped, shall be as nearly as practicable twice its
diimeter.
4.32 Beam 2+wimen- The beam specimen for the determination of
flexural strength shall normally have a cross-section of 15 x 15 cm and shall
be at least 70 cm in length.
NOTB- In manyc am particularlyw ith prismsc ut from pavements lahr,f pe width
&zed by the size of the coprse aggregatea nd the depth by the tbtcbacuo f
7-Is 11199- 1959
4.4 Procedure
4.4.1 CoreD rilling - A core specimen taken perpendicular to a hori-
zontal surface shall be located, when possible, with its axis perpendicular
to the bed of the concrete as originally placed. Aispecimen taken per-
pendicular to a vertical St&ace, or perpendicular to a surface with a batter,
shall be taken from near the middle of a unit of deposit.
4.4.2 Slab Removal-A sufficiently large slab shall be removed so that
the desired test specimens may be secured without the inclusion of any
concrete which has been cracked, spalled, undercut, or otherwise
damaged.
4.4.3 Beam Sawing - The sawing operation shall .be so performed that
the concrete will not be weakened by shock or by heating. The sawn
surfaces shall be smooth, plane, parallel and shall be free from steps, ridges
and grooves. Care shall be taken in handling the sawn beam specimens to
avoid chipping or cracking.
4.5 Measarement of Drilled Core Specimens
4.5.1 Mean Diametcr- The mean diameter shall be determined to the
nearest millimetre from three pairs of measurements. The two measure-
ments in each pair shall be taken at right angles to each other, one pair
being taken at the middle of the core and the other pairs at the quarter
points of the depth. The mean of the six readings shall be taken as the
diameter.
45.2 Height - The height of the core shall be determined by measuring
the maximum and minimum heights, which shall be reported to the
nearest millimetre.
4.5.3 Position of Reinforccmmt - The positions of any remforcement shall
be determined by measuring to the nearest millimetre from the centre of
the exposed bars to the top of the core. The diameter and, if possible, the
spacing of the bars shall be recorded, and also the minimum top and
bottom cover.
5. TESTS FOR WoRKARlLm
5.1 Slump Test
5.1.1 This method of test specifies the procedure to be adopted, either in
the laboratory or during the progress of work in the field, for determining,
by the slump test, the consistency of concrete where the nominal maximum
size of the aggregate does not exceed 38 mm.
5.1.2 Ajparatus
a) Mould - The mould for the test specimen shall be in the form of
the frustum of a cone having the following internal dimensions:
Dimensions
Bottom diameter
Top diameter
HeightIsr1199-1999
The mould shall be constructed of metal ( brass or aluminiurrr
shall not be used ) of at least l-6 mm ( or 16 BG ) thickness and the
top and bottom shall be open and at right angles to the axis of the
cone. The mould shall have a smooth internal surface. It shall be
provided with suitable foot pieces and also handles to facilitate lifting
it from the moulded concrete test specimen in a vertical direction as
required by the test. A mould provided with a suitable guide
attachment may be used. A typical mould without the guide is
shown in Fig. 1.
b) Tur@ing rod - The tamping rod shall be of steel or other suitable
material, 16 mm in diameter, O-6 m long and rc urded at one end.
I I
1
I-20 DIA_(
NOTE- To facilitate the Wing of the mould in a vertical direction, it is recom-
mended that suitable guide attachments be provided. Any rivets used in the
construction of the mould shall be countersunk flush on the inside of the cone.
Attachments should preferably be welded to the mould.
All dimensions in centimetrcs.
FIG. 1 TYPICAL MOULD FOR SLUMP TEST
9‘3.1.3 Samjling - If’this test is being carried out in the field, the sample
of freshly mixed concrete shall be obtained as described in 3. In tb
case of concrete containing aggregate of maximum size more than 38 mm,
the concrete shall be wet-sieved through 14 in screen to exclude aggregati
particles bigger thaq 78 mm.
5 .l A Procedure -The internal surface of the mould shall be thoroughly
cleaned and freed from superfluous moisture and any set concrete before
commencing the test. The mould shall be placed on a smooth, horizontal,
rigid and non-absorbent surface, such as a carefully levelled metal plate,
the mould being firmly held in place while it is being filled. The niould
shall be filled in four layers, each approximately one-q6arter of the height
of the mould. Each layer shall be tamped with twenty-five strokes of the
rounded end of the tamping rod. The strokes shall be distributed in a
uniform manner over the cross-section of the mould and for the second
and subsequent layers shall penetrate in@ the underlying layer. The
bottom layer shall be tamped throughout its depth. After the top layer
has been rodded, the concrete shall be struck off level with a trowel or the
tamping rod, so that the mould is exact19 filled. Any mortar which may
have leaked out between the mould and the base plate shall be cleaned
away. The mould shall be removed from the concrete immediately by
raising it slowly and carefully in a vertical direction. This allows the
concrete to subside and the slump shall be measured immediately by
ddtermining the difference between the height of the mould and that of
the highest point of the specimen being tested. The above operations
shall be carried out at a place free from vibration or shock, and within a
ljeriod of two minutes after sampling.
5.1.5 Shm@ - The slump measured shall be recorded in terms of milli-
lnetres of subsidence of the specimen during the test. Any slump speci-
men which collapses or shears off laterally gives incorrect result and if this
occurs the test shall be repeated with another sample. If, in the repeat
test also, the specimen should shear, the slump.shall be measured and the
fact that the specimen sheared, shall be recorded.
NOTE-Some indication of the cohesiveness and workability of the mix can be
obtained, if after the slump measurement has been completed, the side of the concrete
is tapped gently with the tamping rod; a well-proportioned concrete which has an
appreciable slump will gradually slump fm’ther, but if the mix has been badly
proportioned, it is likely to fall apart.
55 Compacting Factor Test
3.2.1 This clause specifies a procedure for determining the workability
of concrete, where the nominal maximum size of the aggregate does not
exceed 38 mm. The test is designed primarily for use in the laboratory,
but if circumstances permit, it may also be used i4 the field. It is more
precise and sensitive than the slump test and is particularly useful for
10
‘_
.-.
concrete mixes of very low workability as are normally used &hen con-
crete ia to be compacted by vibration; such concrete may consistently f&i1
to slump.
525 A##amtu- s A diagram of the apparatus is shown in Fig. 2.
It
shall consist of the two conical hoppvs ( A and B ) mounted above a
cyrmdrical mould (C).
VIEW OF TRAP-DOOR
PART W OPEN
CYLINOER
CLAMP
EACH SIDE
FIG. 2 COMPACTZNGFA CTOR APPhRATus
115.2.2.1 The essential dimensions of the hoppers and mould and
distances between them shall be as shown in Table I. The hopper an
cylinder shall be of rigid construction, true to shape and smooth inside.
They shall preferably be made of cast brass or bronze, but stout sheet brass
or steel may also be considered satisfactory provided the inside surfaces
of the joints are smooth and flush. The lower ends of the hoppers shall
be closed with tightly fitting hinged trap-doors having quick release catches.
Metal plate 3 mm thick is suitable for the doors. The frame in which the
hoppers and cylinder are mounted shall be of rigid construction and shall
firmly locate them in the relative positions indicated in Table I. The
cylinder and hoppers shall be easily detachable from the frame. The
apparatus shall also include two ordinary bricklaver’s trowels, one hand
scoop about 15.2 cm long, a rod of steel or other suitable materral of l-6 cm
diameter, 61 cm long rounded at one end, and scales ( or a balance ) to
weigh up to 30 kg, to the nearest 10 g.
5.2.3 Samgling - If thii test is carried out in the field, the sample of
rreshly mixed concrete shall be obtained by the method specified under 3.
In the case of concrete containing aggregate of maximum size more than
38 mm, the concrete shall be wet;sieved through 1) in screen to exclude
aggregate particles bigger than 38 mm.
TABLE I ESSENTUL DIMENSIONS OF THE GOMPACTING FACTOR
APPARATUS FOR USE WITH AGGREGATE NOT EXCEEDING 38 mm
NOMINAL MAXIMUM SIZE
( Ckwse 5.2.2.1 )
DETAIL ( stw FIG. 2 ) DIMENSXUN
an
Upper hopper, A
Top internal diameter 25.4
Bottom internal diameter 12.7
Internal height 27.9
Lower hopper, B
Top internal diameter 22.9
Bottom internal diameter 12-7
Internal height 22.9
Cylinder, C
Internal diameter 15.2
Internal height 30.5
Distance between bottom of upper hopper and 20.3
top of lower hopper
Distance between bottom of lower hopper and 20.3
top of cylinder
12IS; 1199-1959
5.2.4 Prcwzeakr-e ‘I%C sample of concrete TV be tested shall be placed i
gently in the upper hopper, using the hand sccmp. The hopper shall be ’
filled level with its brim and the trap-door shall be opened so that the
concrete falls into the lower hopper.. Certain mixes have a tendency to
stick in one or both of the hoppers. If this occurs, the concrete may be
helped through by pushing the rod gently into the concrete from the top.
&ring this process, the cylinder shall be covered by the trowels. Im-
mediately after the concrete has come to rest, the cylinder shall be un-
covered, the trap-door of the lower hopper opened, and the concrete
allowed to fall into the cylinder. The excess of concrete remaining above
the level of the top of the cylinder shall then be cut off by holding a trowel
in each hand, with the plane of the blades horizontal, and nicving them
simultaneously one from each side across the top of the cylinder, at the
same time keeping them pressed on the top edge of the cylinder. The
outside of the cylinder shall then be wiped clean. The above operation
shall be carried out at a place free from vibration or shock. The ‘weight
of the concrete in the cylinder shall then be determined to the nearest
10 g. This weight shall be known as c the weight of partially compacted
concrete ‘. The cylinder shall be refilled with concrete .from the same
sample in layers approximately 5 cm deep, the layers being heavily
rammed or preferably vibrated so as to obtain full compaction. The top
surface of the fully compacted concrete shall be carefully struck off level
with the top of the cylinder. The outside of the cylinder shall then be
wiped clean.
Ncue - The test is sufficiently sensitive to enable differences in workability at&&
from the initial processes in the hydration of the cement to bc measured. Each tat,
therefore, should be carried out at a constant time interval after the mixing is completed
if strictly co¶ble results are to be ,obtaincd. A convenient time for releasing &
concrete from the upper hopper has been found to be 2 minutes after the completion
of mixing.
5.2.5 Calculation - The compacting factor is defined as the ratio of the
weight of partially compacted concrete to the weight of fully compacted
concrete. It shall normally be stated to the nearest second decimal
place.
5.3 Flow of Cement Concrete’by the Use of the Flow Table
5.3.1 This method of test specifies the procedure for the use of the flow
table to delcrmine the fluidity of concrete, where the nominal size of the
aggregate does not exceed 38 mm.
5.35 Agjaratus
a) Mould - The mould shall be made of a smooth metal casting, as
shown in Fig. 3 in the form of the frustum of a cone with the
following internal dimensions. A base 25 cm in diameter, upper
surface 17 cm in diameter, and height 12 cm; the base and the
13lS;1199-1959
top shall be open md at right angles to the axia of the cone.
The mould shall be provided with handles.
W Flop @h-Flow table shall co&ormtothedaignrhowd~.
Fig.4and~bemountcdonand~t~toaconaetcbare
having‘s height of40 to 5Ocmandweighingnotkrrthan
140 kg.
5335 Sampring - Samples for test shall be obtained by th;e nxfex+
specified under 3. In the case of concrete containing aggr
mum size more than 38 mm, the concrete shall be wet-siev za through Ii
in scrken to exclude aggregate particles bigger than 38 mm. They shall
be transported to the place of moulding of the specimen, and to counteract
segregation, the concrete shall be mixed with a shovel until it is.uniform
in appearance.
SECTION AA
All dimensions cqntimetres.
Fro. 3 MOULD FOR FLOW TZ#T
14,b*O
DETAIL OF CAM PLUNGER
L’
LOCATIOONF "ANOLB
Al TM TIME OF OROP
All dimensions In centimetres.
Fxo. 4 FLOW TABLE APPARATUS
5.3.4 Procedure- Immediately preceding the test, the table top, and
inside of the motild shall be wetted and cleaned of all gritty material and
the excess water removed with a rubber squeezer. The mould, centred
on the table, shall be firmly held in place and filled in two layers, each
approximately one-half the volume of the mould. Each layer shall be
rodded with 25 strokes of a straight round metal rod 1.6 cm in dia-
meter and 61 cm long, rounded at the lower tamping end. The strokes
shall be distributed in a uniform manner over, the cross-section of the
mould and shall penetrate into the underlying layer. The bottom layer
shall be rodded throughout its depth. After the top layer has been roddd,
15
.xIs 8 1199 - 1959
the surface of the concrete shall be struck off with a trowel so that the mould
is exactly filled. The excess concrete which has overflowed the mould shall
be removed and the area of the table outside the mould again cleaned.
The mould shall be immediately removed from the concrete by a steady
upward pull. The table shall then be raised and dropped 12.5 mm, 15
times in about 15 seconds. The diameter of the spread concrete shall
be the average of six symmetrically distributed caliper measurements read
to the nearest 5 mm.
5.3.5 Recoding -The flow of the concrete shall be recorded as the
percentage increase in diameter of the spread concrete over the base dia-
meter of the moulded concrete, calculated from the following formula:
spread diameter in cm - 25
Flow, percent = x 100
2.5
5.4 Determination of Consistency of Concrete by Vee-Bee Consisto-
meter Method
5.4.1 This clause deals with the determination of consistency of concrete
using a Vee-Bee Consistometer, which determines the time required for
transforming, by vibration, a concrete specimen in the shape of a conical
frustum into a cylinder.
5.4.2 A@aratus - The Be-Bee Consistometer ( see Fig. 5 ) consistsof:
a) A vibrator table resting upon elastic supports,
b) A metal pot,
\
c) A sheet metal cone, open at both ends, and
d) A standard iron rod.
5.4.2.1 The vibrator table (C) is 380 mm long and 260 mm wide
and is supported on rubber shock absorbers at a height of about 305 mm
above floor level. The table is mounted on a base (K) which rests on
three rubber feet and is equipped with an electrically operated vibrometer
mounted under it, operating on either 65 or 220 volts three phase,
50 cycles alternating current. A sheet metal cone (B) open at both ends
is placed in the metal pot (A) and the metal pot is fixed on to the
vibrator table by means of two wing-nuts (I-I). The sheet metal cone is
30 cm high and its bottom diameter is 20 cm and top diameter 10 cm. A
swivel arm holder (M) is fixed to the base and, into this is telescoped
another swivel arm (N) with funnel (D) and guide-sleeve (E). The
swivel arm can be readily detached from the vibrator table. The graduated
rod (-7) is fixed on to the swivel arm and at the end of the graduated
arm ‘8. glass disc (C) is screwed. The division of the scale on the rod
records the slump bf the concrete cone in centimetres and the volume
of concrete after vibration of the cone in the pot. The standard iron
rod is 20 mm in .diameter and 500 mm in length. The electrical
16FIG. 5 VEE-BEE CO~SISTOMETERT. YPE VBR
rod is 20 mm in diameter and 500 mm in ,length. The electrical equip-
ment mounted on the base of the consistometer consists of a fixed plug
and connector for the electric supply cable, plug and socket contacts for
the detachable cable connected to the vibrometer and a control switch. ,
A photograph of the apparatus under operation is given in Fig. 6.
5.4.3 Procedure -A slump test as described under 5.1 shall be per-
formed’ in the sheet metal cylindrical pot of the consistometer. The glass
disc ( C ) attached to the swivel arm shall be moved and placed just on
the top of the slump cone fn the pot and before the cone is lifted up, the
position of the concrete cone shall be noted by adjusting the glass disc
attached to the swivel arm. The cone shall then be lifted up and the
slump noted on the graduated rod by lowering the glass disc on top of the
concrete cone. The electrical vibrator shah then be switched on and the
concrete shall be allowed to spread out in the pot. The vibration shah
then be continued until the whole concrete surface uniformly adheres
17I’IC. 6 .\'a~-BEE COSSISTOMETEW
to the glass disc as indicated in Fig. 6, and the time taken for this to be
attained shall be rioted with a stop watch. The time is recorded in seconds.
5.4.4 Resrclt -The consistency of the concrete shall be expressed in ‘P” ‘:,$
1
W-degrees which tie equal to the,time in seconds recorded in 5.4.3. * *, ‘I
,
$$. .:
L
185.4.4.1T he required slump I obtained on the basis of the consiateny
scale given in Table II. The curve in Fig. 7 indicati the relationshrp
between slumo in cm and the degrees covered by the consistency scak
given in Table II.
16
14
I2
IO
5 8
3
4 6
3
sf
4
‘1
C
VEE-BEE DEGREES
Fm. 7 RELATION BETWEEN SLUMP IN cm AND VEE-BEE DEOREES.
19
!_TABLE IE C6NSLSTENCY SCALE
( clwrsr 5.4.4.1. and Fig. 7 )
CONStSTENOY NUMESEORF VEE- cNARAarRRmlQl
BEE DEGRE~LS
Moist earth 40 to 25-20 Particlcd of eoane aggregate in the concrete arc
adhesive, but concrete does not clot. Risk of
scgregatton.
Very dry 20 to 15-10 Concrete has the consistency of very stiff por-
ridge, forms a stiff mound when dumped,
and barely tends to shake or roll itself to form
an almost horizontal surface when conveyed
for a long time in, say, a wheel-barrow.
10 to 7-5 Concrete has the consistency of stiff porridge,
forms a mound when dumped, and shakes or
rolls itself to form a horizontal surface when
conveyed for a long time in, say, a whccl-
barrow.
Plastic 5to4-3 Concrete can be shaped into a ball between the
palms of the hands, and adhcrcs to the skin.
Semi-fluid 3 to 2-l Concrete cannot bc rolled into a ball between
the palms of the hands, but s reads out even
though slowly and without P ccting the cohe-
sion of the constituents so that segregation
does not occur.
Fluid More fluid than 1 Concrete spreads out rapidly and segregation
takes place.
6. ANALYSIS OF FRESHLY - CONCRETE
6.1 This method of analysis deals with the procedure for determinating
the proportions of the constituents of freshly mixed concrete where the
nominal size of the largest aggregate does not exceed 38 mm.
6.1 .I General Procedure - A sample of the concrete mix shall be taken
and the analysis commenced within five minutes of the time of discharge
of the concrete mix from the mixer or agitator. If this is not possible,
the sample shall be placed in an air-tight container within five minutes
of discharge and stored until the commencement of the analysis which
shall be within a period of two hours from the addition of the water to
the solid ingredients. Samples of the coarse and fine aggregates from
the consignments used for the making of the concrete shall also be taken.
Before the analysis of the concrete is carri$d out, the samples of the aggre-
gates shall be tested for specific gravity, water absorption and proportion
passing the appropriate sieves. If, .however, the aggregates are obtained
20Is t 1199- 1959
from one source and the variations in the specific. gravity do not exceed
rf: O-003, for the purpose of routine control the tests on the aggregates shall
be made at agreed intervals. .
6.2 Apparatus - The following apparatus, one form of which $ shown
in Fig. 8, shall be used:
a) A semi-automatic balance capable of weighing up to 5 kg to an
accuracy of 05 g. The balance shall be provided with a
COUNTERPOISE FOR
WElGHlNG IN AIR
SUISID;;;; WAlER EX7RA COUNTERPOISE FOR
-Y WEIGHING IN WITCR
FLEXISLE Skq SEMI -AUTOMATIC
BALANCE READING
CONNECTION TO 059
BAFFLE PLATE
4%
SAMPLE BUCKE
. &AIN WATER TANK
PLAN OF SPIDER
E SPRAY FOR WASHING
MSE lb SUPPORT
SAMPLE BRACKET
NESTED SIEVES FUNNEL FOR TRANSFER
OF MATERIAL
All dimensions in centimetrcs.
Fro. 8 APPARATUSF OR THE ANALYSISO F FRESH CONCRETE
21
.l:1199-1959
counterpoise to’obtain equilibrium when an empty bucket is being
weighed in air. A second counterpoise shall be provided to
secure approximate equilibrium when an empty bucket is being
weighed whilst immersed in water. If the sample is to be weighed
in air and covered with water at the site before transport to a
laboratory for analysis, a balance capable of weighing up to 5 kg
to an accuracy of 1 g shall be available at the site.
b) At least eight bucket-shaped containers made of corrosion resisting
metal, each 20 cm in diameter at the ‘top and 18 cm deep, and
having sloping sides and a rounded bottom ( to prevent the trap-
ping of air when it is immersed ). The containers shall all be
of the same weight in air 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 the
second counterpoise.
cl A tank approximately 28 cm in diameter and approximately 30 cm
deep. Thii shall have an overflow spout in such a position that
the rim of a bucket hung from the balance is completely immersed
when the tank is full. The tank shall be connected by a 6.5 mm
dia tap and flexible pipe to a subsidiary tank. This connection
shall be such that, when the tap is open and the subsidiary tank
is positioned below the main tank, the level of water in the main
tank is below the lip of a bucket hangin on the balance. A baffle
plate, extending from the top of the tanB to a position 5 cm below
the connection, shall be provided inside the main tank opposite the
connection to the subsidiary tank.
4 Two nesting sieves 46 cm in diameter, the upper sieve being 10 cm
deep and of IS Sieve Designation 48?, and the lower sieve being
30 cm deep and of IS Sieve Designation 15.
e) A funnel approximately 50 cm in diameter at the top, 15 cm dia-
meter at the bottom, and 25 cm deep.
f) A hose fitted with a nozzle giving a fine spray of water strong
enough to move the particles of fine aggregate over the surface of
the IS Sieve 15.
5) A metallic stirring rod, 1.6 cm in diameter.
6.3 Method of Taking Samples
63.1 Aggregates - Four samples of the coarse and four samples of the
fine aggregates, as used in the concrete, shall be obtained by taking one
main sample for each material and quartaing as described in *IS : 383-1952
until samples of the required size are obtained.
6.3.2 Concrctc Mix- If the test is being carried out on a concrete mix
made in the field, a sample of at least 0.02 ms obtained by the method
*Second rev~r~on in 1970.
22specified under 3 shall be quartered and remixed until a representative
of sample required size is obtained.
6.39 sam@s - Samples shall be taken from each of the various sizes of
aggregates in the same nominal proportions as are used in the concrete
and such that the total weight of the samples shall be approximately
3.5 kg. The sample of concrete shall weigh approximately 4 kg if the
nominal size of coarse aggregate does not exceed 19 mm, otherwise the
sample shall weigh apprhately 8 kg and it shall be analyzed in two
parts, each weighing approximately 4 kg.
6.4 Determba don of the Speci5c Gravity of the Aggregates
6.4.1 The specific gravity of each of the aggregates shall be determined
under conditions identical with those to be applied to the analysis of the
concrete., DiEerences in the temperature of the water at the time of
making any weighings during the test shall not exceed 2°C.
6.4.2 Each sample of- the coarse and fine aggregates shall be dried in a
ventilated oven at a temperature of 100 to 110°C for 24 hours, cooled and
weighed. The weights ( in grammes ) shall be recorded as A, for the
coarse aggregate or A, for the fine aggregate.
6.4.3 Each sample shall be placed in a clean bucket [see 6.2(b) ] and
the bucket filled with water to within 25 mm of the lip. The sample shall
be stirred for one minute to remove any trapped air and the bucket hung
in the water tank from the balance. The water level in the tank shall
then be raised, steadily by raising the subsidiary tank until the water .s@rts
to run from the overfiow spout. The sample shall then be weighed in
water. During the weighing, the maximum movement of the bucket shall
be limited to 6.5 mm to avoid any inaccuracy caused by variations in its
displacement or by agitation ‘of the contents. The sample shall be left
under water for 20 minutes, stirred, roimmersed and re-weighed, and this
procedure shall be repeated until the change in weight between consecutive
weighings is less than O-5 g but in any case the period of immersion shall
not exceed 8 hours. The final weights shall be recorded as B,, for the
coarse aggregate or B, for the fine aggregate. The time required to attain
1
constant weight shall be recorded.
6.4.4 The specific gravities shall be calculated as follows:
Specific gravity of coarse aggregate = A 2B
(I 0
A
Specific gravity of fine aggregate = A*
I I
The average specific gravity of each type of aggregate shall be
calculated.
23mii99-1959’
6.U The maximum the required for any of the samples to attain
instant weight shall be regarded as the time required for the absorption of
atcr by the aggregates as a whole.
/
6.5 6ped6c Gra&y of the Cemeatt
6.5.1 For the purposes of this test, the specific gravity ofportland cement
ihall be taken as 3.15. If other cements are used, the specific gravity shall
be determined by a recognized inert liquid method.
6.6 Sieve Analysis
6.6.1 Each of the samples used to determine the specific gravity of the
aggregates shall be used to determine the quantity of material passing each
of the appropriate sieves.
6.6.2 One sample of the coarse aggregate shall be placed on IS Sieve
480 over the IS Sieve 15 and washed for two minutes under the spray of
water, the aggregate being stirred during the washing. The material
retained on IS Sieve 480 shall then be washed into a clean bucket by
means of the funnel, stirred, immersed in water, and weighed ( weight D, ).
6.6.3 One sample of fine aggregate shall then be added to any material
retained on IS Sieve 15 and washed under~t he spray of water for at least
ten minutes, continuing until the water is clear. The residue retained on
the sieve shall be washed into a clean bucket, stirred, immersed and
weighed ( weight D, ). Care shall be taken in making these tests so that no
material is lost in transferring the samples to the sieves and back to the
buckets.
6.6.4 The correction factors shall be calculated as follows:
. For the coarse aggregate C, = 3
0
For the fine aggregate C, = --$-
*
NOTE -The correction factors are used to make allowance for the amount of
coarse aggregate passing IS Sieve 480 and the amount of total aggregate passing
IS Sieve 15.
6.6.5 The above procedure shall be repeated with each of the other
three samples of coarse aggregate and of fine aggregate and the average
correction factor for each type of aggregate determined.
6.6.6 The maximum time required for washing any of the samples shall
be adopted as the time required for washing the concrete on IS Sieve 15
( see 6.7.9 ).
6.7 Analysis of Concrete - The sample of the concrete shall be placed
in a clean bucket and analyzed as follows.6.7.1 The sample shall be weighed in air ( weight W).
NOTE- Thh opcratiou may be carried aut at the &e-bc$~~dc~ z
portcdtothehboratoay. Ifthisbdooe,tbccotmetc
audchebucketitsclfwvcrcddurhgtmospwtmthehbwatmy.
6.71 The bucket shall be filled with water to within 25 mm of the lip
and the contents stirred thoroughly for one minute to remove any trapped
alr.
I
6.7.3 The sample shall be left immersed in water for a period of time
not less.t han that required for absorption of water by the aggregate, as
determined in accordance with *IS : 383-1952 but in any case not longer
than 8 hours. After this period of i mmersion, the concrete shall again be
thoroughly stirred for one minute to remove any air expelled from the
aggregates.
6.7.4 The bucket shall be hung in the water tank Corn the balance with
the water level in the tank below the lip of the bucket, namely with the
subsidiary tank below the main tank and the tap open. The bucket shall
then be carefully filled with water up to the lip and the sample left to
settle for five minutes.
6.7.5 The water level in the tank shall then be raised steadily by rais-
ing the subsidiary tank, When water OV&OWS from the spout in the
main tank, the tap shall be turned olI and the sample weighed in water
( weight W). During this process, care shall be taken to avoid shaking the
sample and the maximum movement of the bucket shall be liiited to that
specified under 6.42. If the water level is raised steadily, little of the water
containing fine particles of cement will spill out of the bucket. If the
water in the tank becomes discoloured, it shall be changed between
weighings to,avoid any change in its speci& gravity.
6.7.6 The concrete shall be wash.ed from the bucket on to the IS
Sieve 480 placed over IS Sieve 15 [see 6.2(d) 1, care being taken to w&
the bucket clean. The sample shall then be washed under the spray
of water for at least two minutes continuously until the coarse aggregate
is clean, the material being stirred during the washiig.
6.7.7 The clean coarse aggregate retained on the IS Sieve 480 shall
then be washed into a clean bucket by means of the funnel and spray of
water. The spray shall be used to remove any small Fartic!es from the
mesh. Unless the water at this stage is clear, the washing specified
in 6.7.6 shall be repeated before the aggregate is placed in the bucket.
6.7.8 The coarse aggregate in the bucket shall be covered with water
and stirred thoroughly for one minute. The bucket shall then be
immersed in water in the tank and the aggregate weighed as be&s-r
(weight W.).
*Second reviniou in 1970.6.7.9 The line aggregate rcm&ing on the IS Sieve 15 shall be washed
under the spray of water.
6.7.10 The clean line aggregate shall be washed into a clean bucket,
stirred, immersed in water and weighed as before ( weight W, ).
6.6CaIcuMa~~ofRoportions- The proportions of each constituent
in the concrete shall be calculated as follows:
The weight of coarse aggregate in the sample, W, = w,C,F,
The weight of fiue agg&te in the sample, W, = w,C,F,
The weight of cement in the sample, W, = [ w - ( w,,C, + w,C, ) ]Fo
The weight of water in the sample, W, = W - ( W,, + W, + W, )
where
specific gravity
F. = for the coarse aggregate,
specific gravity - 1
Specific gravity
F, = for the fine aggregate,
specific gravity - 1
specific gravity
F, = for the cement,
specific gravity - 1
W = the weight of the concrete in air,
w = the weight of the concrete in water,
W, = the weight of the coarse aggregate in water,
w,= the weight of the fine aggregate in water,
c, = the correction factor for the coarse agsegate, and
c, = the correction factor for the fine aggregate.
6.9 Water Cement Ratio -The water cement ratio by weight may be
calculated from the figures in 65 as W,l W, and shall be expressed to the
nearest @Ol.
NOTE- The water/crmentr kio as dctermincd by this method includes any
water contained in the aggregate before mixing.
6.10 Report- The following information shall be reported:
4 identification mark of sample,
b) date of test,
4 weights of constituentz,
4 proportions of constituents,
4 water cement ratio, and
f 1 remarks, such as times for aggregates to attain constant weight.
267. DETERMINATION OF WlUGHT PBR CUiHC
METRE,YIELD,CEMENT FACTORANDAIRCO~
OF FRESHLY MIXED CONCRETE
7.1 This method specifies the procedure for determining the weight per
cubic metre of freshly mixed concrete, and gives formulae for calculating
the volume of concrete per batch, the yield per bag of cement, the cement
factor, namely cement content per cubic metre, and the air content of the
concrete.
NOTE -This method of calculating air content is of value particularly for air
entrainal concrc.~.
7.2 Appiratas
7.2.1 Balance - The balance shall be sensitive to O-01 kg.
7.2.2 Tamping Bar - The tamping bar shall be a steel bar weighing
l-8 kg, 38 cm long, and shall have a ramming face square.
7.2.3 Measure - The measure shall conform to one of the sizes specified
in Table III, according to the nominal size of the coarse aggregate in
the concrete. The measure shall have a smooth interior, and shall be
water-tight and of sufficient rigidity to retain its shape under rough usage.
The rim of the measure shall be machined to a plane surface perpendicular
to the axis of the cylinder. For convenience, the measure may be provided
with handle.
7.2.3.1 Calibration of measure- The measure shall be calibrated by
determining the weight of water at room temperature required to lill it so
that no meniscus is present above the rim. Accurate filling of the
measure may be secured by the use of a glass cover plate. The capacity
of the measure in cubic metres shall then be obtained by dividing the
weight of water ( in grams ) required to fill the measure by the unit
weight of water, 1000 g/l.
TABLE I.5 DIMENSIONAL RRQB FOR
cYLlNDRmALMEASuRES
( Clause 7.2.3 )
NOMINALS IZE NOMINAL INSIDE INSlDE MINIMUM Txmxrws
OF co- CAPACITY DIAMETFZR HEwIT G3 METN,
AGGREGATE
mm cu m mm mm ----z- mm
up to 38 0.01 250 280 4 8
Over 38 oa? 350 285 5.5 5
27la t 1199- 1959
7.3 Sampling - The sample of fiesn~y mixed concrete shall be obtained
in accordance with the method specified in 3 except when small batches
are made under laboratory conditions.
7.4 Procedure
7.4.1 Cizm~acting - The measure shall be filled with concrete as soon
as practicable after mixing, in such a way as to produce full compaction
of the concrete with neither segregation nor excessive laitance. The
concrete shah be filled into the measure in layers approximately 5 cm deep
and each layer shall be compacted either by hand or by vibration as
described below (see 7.4.1.1 and 7.4.1.2 ). After the top layer has been
compacted, the surface of the concrete shall be struck off level with the top
of the measure.
7.4.1.1 Comwting by hand- When compacting by hand the standard
tamping bar shall be. distributed in a uniform manner over the cross-
section of the measure.
The number of strokes per layer required to produce the specified
condition will vary according to the type of concrete, but in no case shall
the concrete be subjected to less than 60 strokes per layer for the 0.01 ms
measure or 120 strokes per layer for the 0.02 ms measure.
7.4.1.2 Compacting by vibration - When compacting by vibration each
layer shall be vibrated by means of an electric or pneumatic hammer or
by means of a suitable vibrating table until the specified condition is
attained.
7.43 Tajping - The exterior surface of the cylinder shall be tapped
smartly 10 to 15 times or until no large bubbles of air appear on the sur-
face of the compacted layer.
7.4.3 Strike-Of, Cleaning and Wtighing Y After consolidation of the
concrete, the top surface shall be struck-off and and finished smoothly with
a flat cover plate using great care to leave the measure just level full. All
excess concrete shah then be cleaned from the exterior and the filled
measure weighed.
75 calculations
7.5.1 Weight per Cubic Metre -The weight per cubic metre of concrete
shall be calculated by dividing the weight of fully compacted concrete in
the measure by the capacity of measure, determined in accordance
with 7.2.3.1 and shall be recorded in kg/m8.
7.5.2 Volume of Concrete ptr Batch --The volume of concrete produced
per batch shall be calculated as follows:
vJNX50)+w,+Wo+w.
W
28V = volume in cu m of concrete produced per batch,
N = number of 50 kg bags of cement per batch,
W, = total weight in kg of the tine aggregate per batch in con-
dition used,
w, = total weight in kg of coarse aggregate per batch in condi-
tion used,
w,= total weight in kg of mixing water added to batch, and
W = weight of concrete in kg/m’.
7.5.3 Tield per Bag of Cement - The yield shall be calculated as follows:
V
r==---
N
where
Y = yield of concrete per 50 kg bag of cement in ma,
V c volume of concrete produced per batch in ms, and
N- number of 50 kg bags of cement per batch.
7.5.4 Cement Factor - The cement factor shall be calculated as follows:
Iv,= +-
_N
or N, 3 -a-
V
where
.iV, = cement factor, that is, number of 50 kg bags of cement
per cubic metre of concrete produced,
r = yield of concrete per 50 kg bags of cement in m”,
N = number of 50 kg bags of cement per batch, and
V - volume of concrete produced per batch in m3.
7.5.5 Air Content - The air content shall be calculated as follows:
A-=-w-w X 100
I
v-vA
orA= ~ x loo
V
where
A = air content ( percentage ofvoids ) in the concrete,
7’= theoretical weight of the concrete, in kg/m3, computed
on an air-free basis,
29w = weight deoncrete in kg/d,
V = volume ofeomxete produced per batch in mf and
VA -4otal absolute volume of the component ingrediienb in
the babch, in ma.
-The detamiMtkmdthctheaeridl * tpercub&metredKnlldbe
.
ea!zS outinthek~;ia*ucisuuwdto * aJn8t+fOranlwhamad$
~u&&&auial coqonalt ingrcdwts 8nd prqnxtiOIn. It Is calculated &cm the
T I theorctiul weight of coacrctc in kg/n+, computed on an air-kc hrh,
WgI total weight in kg oft he component ingrcdicnts in the batch, and
VA w total absolute volua~e of the component ingrcdicnta in the batch in ma.
;~~;~~*~~~.~~~ tD,$&+&f~~
poncnts, the bulk rpccific gravity and weight should bc bawd on the
utuntod rurfaccdry condition.
For the cenun> 8 value of 915 m8y be used unlcn the actual spccifk
gravity is dttamwd by a mcognkd incrt liquid mcthod.
8. AlR CONTENT OF FBBSHLY MIXBD
WNCBBT% By THB F.BBlWURB MBTHOD
&I This method specifies the procedure for determining thi air content of
wy mixed concrete by the pressure method.
&Jon - Thi)‘metbod ia considered ad uate for a11o rdinary types of concrete 4
m, except for concrcta or mortars ma% e with highly porous aggrcgatca, what the
vtc correction factor connot bc detcrmlncd accwatcly by the technique found
nhdrctory fix the usual types of relatively demc natural lg grcgata.
84 Appurtru
a) Measuring BOWL- A llanged cylindrica! bowl, preferably of steel
or hard metal not readily attacked by the cement paste, having a
&meter qua1 to 1 to 1.25 times the height. The outer rim and
upper surface of the ftange, as well as the interior surfaces of the
&owl, shall be smooth-machined surfaces. The minimum size of
the container shall be a functio? of the size of coarse aggregate
in the concrete sample. Contamers shall be at least as la’ge
as is specified in Table IV, depending on the size of m m
the concrete.
The bowl rhall be pressur&ght and sufficicn’tly rigid to limit
the expansion factor ‘D'o f the apparatus assembly ( SM 8,S.S )
30
p.“--”MXNibUM
TABLEIV SIZE OF CONT- coRREsPoNDlNG To
NOMINAL MAXIMUM SIZE OF A-=
Mmxmm Sxzs OF NOUUtALlhRlllW
CoNTAmER SmorAmn
m* mm
o*cm 3s
o-01 75
0.1 150
to not more than @I percent of the air content on the standpipe
indicator scale when under the normal operating pressure.
NOTE- Lnrgecon~rmrykwdrorlargeramplesofawaetcin
order to reduce errors in sampling.
b) Conical Cover Asmnb& - The flanged cover, preferably of steel
or hard metal not readily attacked by the cement paste, shall
have interior surfaces inclmed not less than 30” from the hori-
zontal. The outer rim and ‘lower surlhce of the flange and the
sloping interior surface shall be pressur+tight and sufficiently rigid
to limit the expansion factor of the apparatus assembly as pre-
scribed in 8.2(a). The cover shall be fitted with a standpipe which
may be a graduated precision bore glass tube or may bc made of
metal of uniform bore with a glass water gauge attached. The
graduations for a suitable range in air content shall be in percent
and tenths of a percent as determined by the proper air pressure
calibration test. The internal diameter of the standpipe shall’ be
designed so that under the normal operating pressure the water
column will be lowered sufficiently to measure air contents up to
0.1 percent. It is suggested that approximately 25 mm lowering
of the water column should represent one percent of air. The
applied air pressure shall be indicated by a pressure gauge connect-
ed to the air chamber above the water column. The gauge shall
have a range of twice the normal working pressure with suitable
graduations. ( A pressure of 05 to 2-O kg/cm* has been used satis-
factorily. However, each container shall have to be calibrated
for a stated normal procedure. ) The cover shall be fitted with
a suitable device for venting at the top of the air chamber, an air
valve, and a petcock for bleeding off water as required. Suitable
means for clamping the cover to the bowl shall be provided to
make a pressure-tight seal without entrapping air at the joint
between the flanges of the cover and bowl. A suitable hand pump
shall be provided with the cover, either as an attachment or as
an accessory.
314 Cdibratiba @iadk-The calibration cylinder shall consist of a
cylindrical measure having an internal volume qual- to approxi-
mately 3 to 6 percent of the vohnne of the measuring bowl. A
satisfactory measure may be machined from l-6 mm brass tubing
(No. 16 BG) or proper diameter to provide the volume
desired ) to whi cL a brassdisc6-5 mm in thickness is soldered to
form the bottom.
d) A Coil Spring - A coil spring or other means shall be provided for
holding the calibration cylinder in place.
4 Spray Tube- A tube of appropriate diametei- which may be an
integral part of the cover assembly or which may be provided
separately so constructed that when water is added to the con-
tamer, there will be a minimum of disturbance to the concrete.
f-l A Trowel - of the ordinary bricklayer’s type.
l3) Tamping Rod-The tamping rod shall be of steel or other suitable
material of l-6 cm dieter,. 61 cm long, and rounded at the
tamping end.
4 Mallet - A mallet with a rubber or rawhide head, weighing 250 g
for containers smaller than O-01 cu m capacity and 500 g or more
for larger containers.
Strike-OfBar - A strike-off bar consisting of flat straight steel
bar.
Funnel -A funnel with spout fitting into the tube described
in 8.2(e).
Measure - A measure aaving a 2*5 or 5 litre capacity, as required
to fill .the indicator with water from the top of the concrete to
the zero mark.
8.3 Calibration
83.1 Change in barometric pressure caused by change in elevation or
by changes of temperature and humidity, and rough handling under job
conditions; will affect the calibration ofprcssure type apparatus for deter-
mination of air content. The steps described under this clause are pre-
rquisites for the final calibration test to determine the operating pressureP
on the pressure gauge as described hereunder. Normally, this calibration
need be made only once ( at the time of the initial calibration ), or only
occasionally to check volume constancy of the. calibration cylinder and
measuring bowl. On the other hand, the calibration test described
in 8.3.7 must be made as frequently ax necessary, to ensure that the proper
gauge pressure P is being us4 in tests for the air content of concrete.
Moreover, a change in elevation of more than 183 m ( 600 ft ) from the
location at which the apparatua’waa last calibrated will require calibration
in accordance with 8.3.7.
1
.m~11!3!9~1!E9
8.3.2C alibration of Ca~rvration Cllindsr -The weight of water w ( m
grammes) required to 6ll the calib ra to‘o n cylinder shall be accurately
determined, using a scale sensitive to 05 g;
8.3.3 Calibration of Measuring Bowl-The waght OI water W (in
grammes ) required to fill the measuring bowl shall be determined, using a
scale sensitive to 0.1 percent of the weight of the bowl filled with water.
A glass plate is slid carefully over the flange of the bowl in such a manner
as to ensure that the bowl is completely filled with water. ’ A thin film of
cup grease smeared on the flange of the bowl will make a water-tight joint
between the glass plate and the top of the bowl.
8.3.4 Determination of Constant R -The constant R represents the
volume ‘of the calibration cylinder expressed as percentage of the volume
of the measuring bowl. Calculate R m follows:
R=F . ..(l)
8.3.5 DetGrmination of Ex@nsion F&or D -The expansion factor D for
any given apparatus assembly shall be determined by filling the apparatus
with water only ( making certain that all entrapped air has been removed
and the water level is exactly on the zero mark), and applying an air
pressure approximately equal to the operating pressure P, determined by
the calibration test described in 8.3.7. The amount by which the water
c&mm is lowered shall be the equivalent expansion factor D for that
particular apparatus and pressure.
NOTE 1 -~~thougn tnc bowl, cover and clamping mechanism of the apparatus
are so constructed that it will be reasonably m-tight, the application of
internal pressure may result in a small expansion in volume. The expansion will
not affect the test results becausk, with the procedure described in 8.4 and 8.5, the
amount of expansion is the same for the test for air in concrete as for the test for
aggregate correction factor on combined 6ne and coarse aggregates, and ia thereby
zwtomaticaily cancelled. However, it does enter into the calibration tat to
dt._zmine the air pressure to be used in testing fresh concrete and appear as the
value D in the exprcsion for the calibration factor k, equation (2) under 8.3.6.
NOTE 2 - It will ‘be sticiently accurate for .this purpose to use an approximate
value for P determined by m a preliminary calibration test as described
in 8.3.7, except that an approximate value for the calibration factor shall be used.
For thii test k E W98R which is the same as equation (2) under 8.3.6 except that the
expzkon factor D as yet unknown, is assumd to be zero.
8.3.6 D&&nation of Calibration Factor k-The calibration factor k
is the amount by which the water column shall be depressed, during the
calibration procedure to obtain the gauge pressure required to make the
graduations on the glass tube correspond directly to the percentage of air
introduced into the measuring bowl by the calibration cylinder when thelsr1199-1939
bowl is level full of water. calculate k as follows:
k=@98RD .. ..(2)
Nom-The value of k given in equation (2) is derived V?om the more general
apadon:
k=HR+D
whaz H = ratio of the volume of air in the calibration cylinder after the bowl
has been filled with water, to the volume before inundation. H decreases di htly
as the elevation above sea level increases and is about O-980 at sea level for a Lwl
20 cm daq, O-975 at 1520 m above sea level and P970 at 3 960 m above sea level.
The error mtrcduccd by neglecting these variations in the value of H will usually
be ~KBs mall ( corresponding to le4.3 than 0’05, percent air) thdt equation (2),
k = 093R + D, usually will be su5cienflv accurate. However, the value of
H shonld be checked for each design of apparatus, each 10 cm of bowl height
de&&ng the value of H by O-01.
8.3.1 Calibration Test io Determine Ojerating Pressure, P, on Pressure
Gaugc- If the rim of the calibration cylinder contains no recesses or pro-
jections, it shall be fitted with three -or more spacers equally spaced around
the circumference. Invert the cylinder and place it at the centre of the
dry bottom of the measuring bowl. The spacers shall provide an opening
for flow of water into the calibration cylinder when pressure is applied.
Secure the inverted cylinder against displacement and carefully lower the
conical cover. After the cover is clamped in place, carefully adjust the
apwtus assembly to a vertical position and add water at air tempera-
tnre, by means of the tube and funnel, until it rises above the zero mark
on the standpipe. Close the vent and pump air into the apparatus to the
approximate operating pressure. Incline the assembly about 30” from
the vertical and using the bottom of the bowl as a pivot, describe several
complete circles with the upper end of the standpipe, simultaneously
tapping the cdver and sides of the bowl lightly to ‘remove any entrapped
air adhering to the inner surfaces of the apparatus. Return the apparatus
to a vertical position, gradually release the pressure ( to avoid loss of air
from the calibration cylinder ) and open the vent. Bring the water level
exactly to the zero mark by bleeding water through the petcock in the top
of the conical cover. After closing the vent, apply pressure until the water
level has dropped an amount equivalent to about 0.1 to O-2 percent of air
more than the value of the calibration factor k, determined as described
in 8.3.6. To relieve local restraints, lightly tap the sides of the bowl, an?,
when the water level is exactly at the value of the calibration factor k, read
the pressure P, indicated by the gauge and record to the nearest O-01 kg/
cm%. Gradually release the pressure and open the vent to determine
whether the water level returns to the zero mark when the sides of the
bowl are tapped lightly ( failure to do SO indicates loss of air from the
calibration cylinder- or loss of water due to a leak in the assembly ). If
the water level fails to return to within 0.05 percent air of the zero mark
and no leakage beyond a few drops of water is found, some air probably
was lost from the calibration cylinder. In this case, repeat the calibration
procedure step by step from the beginning of this paragraph. If the
34xs:1199-1958
leakage is more than a few drops of water, tighten the leaking joint before
repeating the calibration pressure. Check the indicated pressure reading
promptly by bringing the water level exactly to zero mark, closing the
vent, and applying the pressure I’, just determined. Tap the gauge lightly
with a finger. When the gauge indicates the exact pressure P, the water
column should read the value of the calibration factor k, used in the first
prcssurc application within about 0.05 percent of air.
CAUTION- The apparatus asscmbl shall not be moved from the vertical
position until pressure has been applied w L ch will force water about one-third of the
way up into the calibration cylinder. Any loss ofair from this cylinder will nullify
the calibration.
8.3.8 Determination of Aggregate Correction F&r - The aggregate correc-
tion factor shall be determined on a combined sample of fine and coarse
aggregate-s as specified in thii clause and illustrated in Fig. 9.
The weights of fme and coarse aggregates present in the volume S, of
the sample of fresh concrete whose air content is to be determined, shall,be
determined as follows:
F, = 2 x Fb . . . . . .
c, = ; x c, . ., . . ., . . .
,
9A 98 9c
*A1 = hl - IL, when bowl contains concrete as shown in this figure; when bowl cotains
only aggregate and water hl - h, = G ( aggregate correction factors), Al - G = A ( air
content, percentage by volume of concrete ).
FIG. 9 ILLUSTRATIONO F PRESSUREM ETHOD OF TEST FOR AIR CONTENT
35
__IS: 1199-1959
where
F, = weight in kg of fine aggregate in concrete sample under
test,
S = volume in ms of concrete sample ( same as volume of
measuring bowl of apparatus ),
B = volume in ma of concrete produced per batch determined
in accordance with 7,
FlJ= total weight in kg of fine aggregate in batch,
C, = weight in kg of coarse aggregate in concrete sample
under test, and
c, = total weight in kg of coarse aggregate in batch.
Mix representative samples of fine aggregate, of weight F, and coarse
awegate, of weight C,, and place in the measuring bowl filled one-third
full of water. Add the mixed aggregate, a small amount at a time, until
all the aggregate is inundated. Add each scoopful in a manner that will
entrap as little air as possible and remove accumulations of foam promptly.
Tap the sides of the bowl and lightly rod the upper layer of the aggregate
about t-en times and stir after each addition of fine aggregate to eliminate
entrapped air.
When all of the aggregate has been placed in the bowl and inundated
for at least 5 minutes, strike off all foam and excess water and thoroughly
clean the flanges of both bowl and conical cover so that when the cover is
clamped in place, pressure-tight seal is jobtained. Complete the test as
described in 8.4.. The aggregate correction factor G is equal to ir,--h, as
determined in the tests on the aggregate.
NOTE- The aggregatec orrectionf actor VvlUv ary with different aggregates. It
can be determined only by test, since apparently it is not directly related to
absorption of the particles. The test can be easily made and shall not be ignored.
Ordinarily the factor remains reasonably constant for given aggregates, but an
occasional check test is recommended.
8.4 Procedure for Determining Air Content of Concrete- Place
a representative sample of the concrete in the measuring bowl in three
equal layers, consolidating each layer by rodding the bowl. Vibration may
be substituted for rodding and by tapping the sample when the air content
of concrete placed by vibration is to be determined. When the concrete
is to be placed by rodding, consolidate each layer of concrete by about
25 strokes of the tamping rod evenly distributed over the cross-section.
Follow the rodding of each layer by tapping the sides of the bowl smartly
10 to 15 times with the mallet until the cavities left by r&ding arelevelled
out and no large bubbles of the air appear on the surface of the rodded
layer. In rodding the i!rst layer, the rod shall not forcibly strike the
bottom of the bowl. In rodding the second and final layers, only enough
force shall be used to cause the rod to penetrate the surface of theprevious layer. Slightly over6ll the howl with the third layer and, after
rodding or vibration, remove the excess concrete by sliding the str&e-oE
bar across the top flange with a sawing motion until the bowl is just
level full.
Thoroughly clean the- flanges of the bowl and of the conical cover so
that when the cover is clamped in place, a pressure-tight seal will be
obtained. Assemble the apparatus and add water over the concrete by
means of the tube until it rises to about halfway mark in the standpipe.
Incline the apparatus assembly about 30” f&m vertical end, using the
bottom of the bowl aa a pivot, dexribe several complete circles with the
upper end of the column simultaneously tapping the conical cover lightly
to remove any entrapped air bubbles above the concrete sample. Return
the apparatus assembly to its vertical position and fill the water column
slightly above the zero mark, while lightly tapping the sides of the bowl.
Foam on the surface of the water column may be removed with a syringe
of
or with a spray alcohol to provide a clear meniscus.
Bring the water level to the zero mark of the graduated tube before
closing the vent at the top of the water column ( Fig. 9A !. Apply slightly
more than the desired test pressure P ( 092 kg/cm* more ) to the concrete
by means of the small. hand pump. To relieve local restraints, tap thC
sides of the measures smartly, and when the pressure gauge indicates the
exact test pressure P (as determined iri accordance with 8.3.1 in the
calibration test ), read the water level A1 arid record to the nearest division
or half division ( @IO or @05 percent air content ) on the graduated
precision bore tube or gauge glass of the standpipe ( Fig. 9B ). For
extremely harsh mixes, it may be necessary to tap the bowl vigorously
until further ‘tapping produces no change in the indicated air content.
Gradually release_ the air pressure through the vent at the top of the water
column and tap the sides of the bowl lightly for about one minute.
Record the water level h,, to the nearest division or half division ( Fig. 9C ).
The apparent air content A, is equal to A1 - R,. Repeat the steps specified
as above in this clause ( without adding water to re-establish the water level
at the zero mark . The two consecutive determinations of apparent air
content should c h eck within Q2 percent of air and shall be averaged to ,
give the value A1 to be used in calculating the air content A, in accordance
with 8.5.
8.5 Calculation - Calculate thi air content of the concrete as follows:
A=A,-G . ..(6)
where
A air content, percentage by volume of concrete,.
A, x apparent air content; percentage by volume of concrete
( sc6 8.4 ), and
G = aggregate correction factor, percentage by volume of
concrete ( see 8.3.8 ).
379. CEMENT CONTENT oloy_T
PORTLAND CEMENT
9.1 This method of test specifies the pr.ocedure for determining the cement
content of hardened portland cement concrete except those containing
certain aggregates or admixtures which liberate soluble silica under the
conditions of the test, such as slags, diatomites and sodium silicate.
.
9.2 Reagents
9.2.1 Hydrochloric Acid -approximately 3.3 N. Add 200 ml of hydro-
chloric acid ( sp gr 1.19 ) to 600 ml of distilled water.
.9.2.2 Sodium Hydroxide - approximately 1 N. Dissolve 20 g of hydroxide
in 200 ml of water and dilute to a volume of 500 ml.
923. Hydrojluoric Acid - 40 percent.
,
9.2.4 Sulphuric Acid - sp gr 1.84.
9.3 Preparation of Sample -Every precaution shall be taken to
have the sample of concrete used for analysis truly representative of the
material under consideration. Several portions weighing at least 5 kg each
shail be taken to avoid all but slight inequalities of the concrete mix.
These portions shall then be broken up, crushed in a suitable machine to
about one centimetre size and reduced to a fineness of approximately
IS Sieve 10 to IS Sieve 8 in a ball mill, disc pulveriser or by any other
suitable device. Care shall be taken that rhe finer fractions of the broken
sample, which are richer in ,cement, are not discarded or lost. After
thorough mitiing and quartering, a portion approximately 100 g shall be
taken and carefully freed, by means of a strong magnet, from particles of
metallic iron abraded from the pulveriser ball mill. The clean sample
shall then be dried at 105°C for at least 2 hours.
9.4 Procedure - Weigh into each of three 250 ml beakers, not less than
a 2 g portion of the prepared sample. Moisten with a stream of hot water,
while stirring to prevent adhesion to the beaker or the formation of lumps
in .the mass. Slowljl add 100 ml of 3.3 N hydrochloric acid and stir
thoroughly. The lumps which tend to form should be reduced with the
glass rod. After the evolution of carbon dioxide has ceased and the
reaction is apparently complete, heat gently for a few minutes and allow
the contents of thi beaker to settle. Decant through an ignited and
weighed Gooch crucible which contains a mat of short asbestos shreds,
practically insoluble in hydrochloric acid and thick enough to be opaque
to light. Once the filtration has, begun, care shall be taken so that the
mat and accumulated residue do not dry out completely until the filtration
process is complete. Regulate the suction so as to maintain a rapid rate
of dropping during the greater part of the filtration. Retain as much of
the residue in the beaker as possible. Wash by decantation twice with
Ii .hot water. Add 75 ml of 1 N sodim hydroxide to the residue while
stirring and heat to about 75°C. Decant as ‘before and wash twice with.
hot water. Transfer the residue to the crucible and wash with at least
60 ml of hot water. ’
9.5 The filtrate now contains the silica in the form of silicic acid in true
solution or in suspension in the hydrochloric acid medium. If the aggre-
gates of the original sample are largely calcarcous or dolomitic, add 10 ml
of hydrochloric acid ( sp ,gr 1.19 ) to the solution. Transfer to a suitable
beaker with several rinsings of the flltqllask, Evaporate to dryness with
great care to minimize spattering, bake at not over 120°C for one hour,
moisten with hydrochloric acid ( sp gr l-19 ), evaporate and bake again
and take for filtration in 75 ml of 2 N or 3 N hydrochloric acid heated to
boiling. Filter through an ashlessf ilter paper and wash the residue with
50 ml of hot 1 N hydrochloric acid and then with hot water until the
washings are free from chloride. Repeat the evaporation and filtering
processes to recover the small amounts of silica dissolved and add these!
to the first residue. Determine the silica present in the sample by trcat-
ment with hydrofluoric and sulphuric. acids in accordance with the
procedure given in Appendix A of IS : 269-1958’ .
9.6 Correction Factor -When the aggregates, used in the concrete
being analyzed, are available, a blank test shall be run on these aggregates
to determine their content of silica, soluble under the conditions of the
test (see 9.4 ). This content of the soluble silica shall then be used as a
correction factor and be subtracted from the total soluble silica found in the
concrete, the difference being due to the cement contained in the
specimen.
9.7 Calculation -The percentage of cement in the sample shall be cal-
culated by dividing the percentage of silica found by the factor O-214 0,
provided the silica content of the cement is not known to be different from
this value. When possible, the known value shall be taken as the factor.
10. DETERMINATION OF CHANGES IN LENGTH ON
JXtIXt~ FD WETTING ( INITIAL DRYING SHRINKAGE,
1
HRINKAGE, MOI!3TCJRRM OVRMENT)
10.1 Thii method of test speci6es the procedure for determining the
change in length of concrete specimens due to changes in moisture content.
It deals with tests both on Jaboratory specimens and specimens cut from
structures or ‘units, when the maximum nominal size of the aggregate in
* either does not exceed 38 mm.
10.2 Apparatus
10.2.1 Measuring A#fmatus - A measuring apparatus shall be used
which incorporates a micrometer gauge or a suital-It diil gauge reading
l& rend revision in Iy67. 39 .accurately to 0905 mnL This gauge shall be rigidly mounted in a measur-
ing Game and shall have a ttcessod end which can be located upon a
6-5 mm diameter ball or other preference point cemented in the specimen
as described under X0.3. The other end of the frame shall have a similar
recea4 seating which can be located upon a second ball or reference point
in the specimen. An invar steel rod of a suitable length with 6’5 mm dia-
meter hemis he&al ends, or with 6.5 mm diameter steel balls mounted at
the ends shafl be used as a standard of length against which the readings
of the gauge cau be tested, thus enabling corrections to be made for any
changes in the dimensions of the apparatus between successive measure-
ments of a test specimen. The apparatus shall preferably be adjustable
for specimens of different lengths and invar rods shall be available in
lengths approximating to those of the specimens to be tested. Typical
fm of apparatus are shown in Fig. 10 and 11, but other suitable forms
may he used. The apparatus shown in Fig. 10 is to be prepared for large
specimens and those of high er densities, since the pressure caused by the
weight of the specimen, which would otherwise fall on the lower reference
ball, is carried by the slotted shelf.
10.2.2 Dping Oven-The drying oven shall comply with the following
rquirements:
4 It shall have an internal volume quivalent to not less than
O-008 ma per specimen, with a minimum total volume of
O-05 ma.
b> It shall be reasonably air-tight and shall be provided with a fan
. to keep the air circulating effectively during the drying of the
specimens.
cl It shall be maintained at a temperature of 50 & 1%.
4 The humidity of the air in the oven shall be controlled at
approximately 17 percent relative humidity by means of saturated
calcium chloride solution. Suitable dishes or trays containing
this solution shall be provided to give an exposed area of solution
not less than one square metre for each cubic metre volume of the
oven The dishes or trays shall contain sufficient solid calcium chlo.
of
ride b show above the surface the solution throughout the test.
16.3 &a+ Siue -Specimens shall be cast or cut with a length of 15 to
50 cm and a cross-sectiona s near as practicable to 7.5 x 7-S cm.
103.1 carts pccirn- aWc here the test is carried out upon a specimen
y for testing, it shall, unless other curing condiuons are
be stored for the first three to seven days in moist air. During
reference points consisting of 6.5 mm diameter steel halls
or other suitable ref-ce points providing a 6-S mm diameter hemispheri-
calbearingshallbe cemented with neat rapid hardening portland cement or
suitable cementing agent into the centre of each end of the specimen
other
40SECTION XX
EST
'IECE
VIEW Y
NOTE- When apparatua ia fitbid with locknutv, u shown above, urc should he
taken that the first nut is tight before locking the d out
FIG. 10 TYPICAL APPARATUS roa DRYINO SHRINKAG B AND
MOIETURB MOVEY~NT Tmm
41tsr1199-1959
PLAN
-6-S mm DIA
STEEL CALL
DETAIL AT e
./--TEST PIECE
FRAME
.I-
DISTANCE
PIECE
SIDE - 4 DETAIL ~1
ELEVATION FRONT ELEVATION
FIG. 11 TYPICAL APPARATUS FOR DRYING SHRXNKAGE AND
MOBTURE MOVEMENT Terns
.
42lS:l199-1%6
after drilling or cutting a shallow depression. After fixing, the sm%&
of the balls shall be wiped clean of cement, dried, and coated with lubri-
eating grease to prevent corrosion. The specimen shall be kept moist for
at least 24 hours after tixing the balls, in order to allow the cement to
harden. At the conclusion of the period of storage in “moist air, the
specimen shall be immersed in water at a temperature of 24 to 30% until
28 days after the concrete has been made, or untli such other time as may
be specified.
10.3.2 Mutursd S’ccimnrs - When the test is carried out on a specimen
cut from matured concrete or on a specimen which has not had the con-
trolled curing indicated in 10.3.1, the balls or other reference points shall be
fixed and greased as described in 10.3.1 and the specimen kept moist for at
least 24 hours after fixing the balls. The specimen shall then be immemed
in water at 24 to 30% in such a manner that one of the larger faces of
the specimen just breaks surface in the water and left so immersed for four
days.
10.4 Procedure for Testing for Initial Drying Shrinkage or Drying
Shrinkage - Immediately after removal of the specimen from the water,
the grease shall be wiIjed from the balls and the length of the specimen
measured to an accuracy of 0.005 mm by the apparatus described in 10.2.1.
This shall be taken as the ‘ original wet measurement ‘.
NOTE -The instrument reading required is not the absolute length of the specimen
but the difference in length between the specimen and an invar rod of approximat&
the same length.
‘IYhe specilnen shall then be dried in the oven as described
under 10.2.2 at the specified temperature and humidity for at least 44
hours. The specimen shall then be removed from the oven and cooled for
at least four houq in a desiccator containing solid calcium chloride in a
saturated solution of calcium chloride. The length of the specimen shall
then be measured as described above at a temperature of 24 to 30°C.
NOTE - lf measurements are made at temperatures other than 2YC, they &odd &
reduced by PO02 percept of the dry length for each 2W above 25°C.
10.4.1 The cycle of drying, cooling and measuring shall be repeated
until constant length is attained, that is, when the difference between two
consecutive readings separated by a period,of drying of at least 4% hours,
followed by cooling for at least four hours, ,is less than 0.01 mm for a 15 cm
specimen, and proportionately greater for a larger specimen. The final
reading shall be taken as the dry measurement. During the above drying
process, further wet specimens shall not be placed in the same oven, and
there shall be a free access of air to all surfaces of the specimens.
10.43 After ,t)it: dry ‘measurement has been taken, the length of the
specimen shall be measured, adjacent, to the balls, .to the nearest 0’5 mm
and this shall be taken as the ‘ dry length ‘. The ‘ initi# drying sh&&agr ’
‘43 ”x6 I 1199 - 1959
or the ‘ drying shrinkage ’ shall be calculated as the difference between the
‘ or&g&l wet measurement ’ and the ‘ dry measurement’ expressed as a
percentage of the ‘ dry length ‘.
103 Determination of Moistme Movement - For the determination
of the moisture movement, the specimen shall first be tested for initial
drying shriiage or drying shrinkage as described above and the dry
measurement determined. The specimen shall then be immersed in water
at 24 to 30°C in such a manner that one of the larger faces of the specimen
just breaks surface in the water and shall be left so immersed for four days
after which the ( final wet measurement ’ shall be determined. The mois-
ture movement shall be calculated as the difference between the c dry
measurement ’ and ‘ final wet measurement ’ expressed as percentage of the
‘dry length’.
10.6 Report - The following information, shall be included in the report:
4 Identification mark,
b) Date of starting test,
4 Age of specimen at beginning of test,
4 Size of specimen,
4 Curing conditions,
f > Initial drying shrinkage or drying shrinkage,
8) Moisture movement, if determined, and
h> Remarks, such as, time to reach constant length.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: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 1 33331 110317 53 1
NEW DELHI-110002
*Eastern : 1 /14 C.I.T. Scheme VII M, V. I. P. Road, 362499 :
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 121 843
CHANDIGARH 160036 31641
41 24 42
Southern : C. 1.1. Campus, MADRAS 600113 412519
41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri (East), 6329295
BOMBAY 400093
Branch Oft7ces:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AH M EDABAD 360001 [ 26349
SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 660058 E3 8 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
63/5, Ward No. 29, R. G. Barua Road, 6th Byelane, 3 31 77
GUWAHATI 781003
5856C I. N. Gupta Marg ( Nampally Station Road), 231083
HYDERABAD 500001
63471
Rl4 Yudhister Marg, C Scheme, JAIPUR 302005
[ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
12 1 82 92
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Palayam 6 2104
TRIVANDRUM 695036 [ 621 17
lnspecflon Oftce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 52435
PUNE 411005
*Sales Oftke In Calcutta is at 5 Chowringhee Approach, P.O. Prlncep 27 68 00
Street, Calcutta 700072
Wales Office In Bombay Is at Novelty Chambers, Grant Road, 8965 28 -
Bombay 400007
*Sales Ofnce in Bangalore Is at Unity Building, Nararimharaja Square 22 36 71
Bangalore 560002
Prlntrd at Slmco Prlntlno Prow. Oolhi. India
_~ ~__. -._
___“__~..___ __.-. --...
|
5454.pdf
|
IS : 5454- 1978
Indian Standard
METHODS FOR SAMPLING OF
CLAY BUILDING BRICKS
(First Retlision )
Third Reprint SEPTEMBER 1993
UDC 691.421:620.113
c
@ Copyright 1979
BURfiAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADIJR SHAH &WAR MARG
NEW DELHI I I(KKQ
Gr2
February 1979IS : 5454- 1978
Indian Srandard
METHODS FOR SAMPLING OF
CLAY BUILDING BRICKS
( First R&Con )
Building Materials-and Components Sampling
Sectional Committee, BDC 31
Chairman
SHRI G. D. JOGLEKAR
Telegaon ( Dist Pune )
Members Representing
SHRI J. S. BEDI Doors, Windows and Shutters Sectional Committee,
BDC 11, ISI
SHRI A. K. SOBTI ( AIternare )
SHRI B. B. BHA~ACHARJEE Concrete Reinforcement Sectional Committee,
BSMDC 8, IS1
SHRI T. SEN (Alternate)
SHRI 3. D. DAR~GA Italab Engineering Pvt Ltd, Bombay
SHRI N. R. PATRAWALA( Alternate )
SHRI K. H. GANDHI Directorate General of Inspection ( Ministry of
Defence ), New Delhi
SHRI SAT PAL SINGH ( Alternate )
SHR~S . K. GURNANI Railway Board ( Ministry of Railways)
SHRI M. S. EKBOTE( Alternate )
SHRI P. J. JAGUS Pozzolanas Sectional Committee, BDC 16, ISI
SHRI M. R. VINAYAKA( Alternate )
SHRI K. P. JAIN Builder’s Hardware Sectional Committee, BDC 15,
ISI
SHRI KARAMJI~S INCH Central Public' Works Department, New Delhi
SHRI K. K. KHANNA Construction Plant and Machinery Sectional Com-
mittee, BDC 28, ISI
SHRI A. C. MANNAN ( Alternate )
DR T. KRISHNAN Indian Statistical Institute, Calcutta
SHRI S. R. KSHIRSAGAR Sanitary Appliances and Water Fittings Sectional
Committee, BDC 3, ISI
SHRI R. P. MISHRA ( Alternate )
SHRI N. C. MAJUMDAR Clay Products for Building Sectional Committee,
BDC 30, IS1
( Continued on page 2 )
Q Copyright 1979
BUREAU OF INDIAN STANDARDS
This pubhcatlon is protected under the Zfldian Copyright Acf ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written ptirmission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 5454 - 1978
(Conrimted from pngr 1 )
Menrheri Representirrg
SHRI M. R. MALYA Bitumen and Tar Products Sectional Committee,
.‘CDC 2. ISI
SHRI S. K. DUTTA ( Altcrmtte )
COL Y. P. MISRA Wood Products Sectional Committee.BDC 20. ISI
DR MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkec
SHRI R. K. GOEL ( Alterwfe )
DR A. K. MULLICK Cement Research Institute of India, New Delhi
DR M. PANCHOLY Sieves Sectional Committee, BDC 19, IS1
SHRI S. S. RAJPUT Forest Research institute and Colleges, DchraDun
SHRI E. K. KAMAC~W~DRAN National Test House, Calcutta
LALA G. C. DAS ( Alternate )
SRRI N. MOHAN RAO Research & Development Organization ( Ministry
of Defence ,1 , New Delhi
SHRI Y. B. GHORPADE( Alternate )
SHRI A. C. SEKHAR Timber Sectional Committee, BDC 9, ISI
SHRI C. A. TANEJA Gypsum Building Materials Sectional Committee,
BDC 21, IS1
DR B. N. SINGH. Director General, IS1 ( Ex-officio Member )
Director ( Stat )
Secrerary
SHRI N. C. TYA~I
Deputy Director ( Stat ), IS1IS : 5454 - 1978
Indian Standard
METHODS FOR SAMPLING OF
CLAY BUILDING BRICKS
( First Reoision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 10 July 1978, after the draft finalized by the
Building Materials and Components Sampling Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 The clay building brick is the most extensively used building material in
the construction work. Its quality is of fundamental importance in ensuring
the soundness of the buildings and structures. It is, therefore, imperative
that due consideration is given to the sampling procedures which would
help in proper and objective evaluation of the quality of the bricks.
0.3 This standard was originally issued in 1969. However, in view of the
experience gained in the course of years and the introduction of new and
revised quality characteristics and methods of test in Indian Standards
pertaining to various types of clay building bricks, it was felt necessary to
revise this standard. In this revision, sampling procedures for breaking
load, transverse strength and bulk density have been included. The criteri:t
for conformity for efflorescence and compressive strength have been moc!l-
fied to bring them in line with the latest Indian Standards on specifications
and methods of testing of clay buiiding bricks.
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 elf,
it shall be done in accordance with IS:2-1960*.
1. SCOPE
1.1 This standard lays down methods for sampling and criteria for asccr-
taining conformity of solid, hollow and perforated burnt clay building
bricks to the relevant specifications.
*Rules for rounding off numerical values ( revised) .
3IS : 5454 - 1978
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Lot - X collection of bricks of the same class and size, manufactured
under rchtively similar conditions of production. For the purpose of
s:rmpling. :r lot shall contain a maximum of 50 000 bricks. in case a
consi~nmcnt has bricks more than 50000 of the same classification and size,
and m;trruf.t~turcd under relatively similar conditions of production, it shall
be di\,i&d Into lots of 50000 bricks or part thereof.
2.2 Sample -- A collection of bricks selected for inspection and/or testing
from a lot to reach the decision regarding the acceptance or rejection of
the lot.
2.3 Defective-A brick failing to meet one or more of the specified
requirements.
2.4 Average-The sum of the observations divided by the number of
observations.
3. METHODS OF SAMPLING
3.1 The sample may be drawn either by: (a) random sampling, or
(b) stratified sampling-method in accordance with IS:490539685.
3.2 The sample shall be taken by one of the methods given in 3.2.1, 3.2.2
or 3.2.3 so as to yield the number of bricks required.
3.2.1 Sampling in Motion - Whenever practicable the sample shall be
taken while the bricks are being moved, for example, during loading or
unloading. The lot shall be divided into a number of convenient portions
(not less than ten). Approximately equal number of bricks shall be drawn
from each of these portions at regular intervals, such that the requisite
number of bricks for inspection and testing is provided.
3.2.2 Sampling from a Stack - When it is necessary to take a sample
from a stack, the stack shall be divided into a number of real or imaginary
sections and the required number of bricks drawn from each section. For
this purpose bricks in the upper layers of the stack shall be removed to
enable units to be sampled from places within the stack.
3.2.3 Sampling from Lorries or Trucks - When it is necessary to take a
sample from bricks loaded in lorries or trucks, the sample bricks shall be
taken from a number of lorries/trucks (not less than ten, if possible) such
that when equal number of bricks are drawn from each of the lorries/trucks
the number of bricks required for the inspection and testing is provided.
*-Methods for random sampling.
4IS : 5454 - 1978
4. SCALE OF SAMPLING AND CRITERIA FOR CONFORMITY
FOR VISUAL AND DIMENSIONAL CHARACTERPSTICS
4.1 The bricks shall be selected and inspected for each lot separately for
ascertaining their conformity to the requirements of the relevant
specification.
4.1.1 The number of bricks to be selected from a lot shall depend on the
size of the lot and shall be in accordance with co1 1 and 2 of Table 1 for
visual characteristics in all cases and dimensional characteristics if specilicd
for individual brick. In case dimensions are specified f’or ;t group of
20 bricks, the scale of sampling for dimensional characteristics shall be in
accordance with co1 I and 4 ~of Table I. All these bricks shall be
selected following the methods detailed in 3.
4.2 Visual Characteristics-All the bricks selected as in 4.1.1 in accordance
with co1 1 and 2 of Table 1 shall be examined for visual characteristics. If
the number of defective bricks~found in ~the sample is less than nr equal to
the corresponding number as specified in col 3 of Table 1, tile lot shall be
considered as satisfying the requirements of the visual characteristics.
However, if the number of defective bricks in the sample is greater than -the
corresponding permissible number of defectives, the lot shall be deemed as
not having met the visual requirements.
TABLE 1 SCALE OF SAMPLING AND PERMISSIBLE
NUMBER OF DEFECTIVES FOR VISUAL AND
DIMENSIONAL CHARACTERISTICS
( CIauses 4.1.1, 4.2 and 4.3.2 )
No. OF BRICKS FOR CHARACTERISTICS SPECIFIED FORDIMENSIONALCHAR-
INTHE LOT FOR INDIVIDUAL BIWK ACTERISTICSSP ECIFICD
I -h FOR GROUP OF
No. of Bricks Permissible%? 20 BRICKS-No. OF
to be Selected of Defectives in BRICKS To BE
the Sample SELECTED
c
(1) (2) (3) (4)
2001 to 10000 20 1 40
10001 to 35 000 32 2 60
35001 to 50000 50 3 80
NOTE - In case the lot contains 2000 or less bricks, the sampling shall be subject
to agreement between the purchaser and the supplier.
5IS : 5454 - 1978
4.3 Dimensional Characteristics- The dimensions and tolerances have been
spccilied in various standards for clay building bricks. In some standards
the dimensions and tolerances have been specified for individual brick. In
some other standards the dimensions and tolerances have been specified for
a group of 20 bricks.
4.3.1 In case the dimensions and tolerances have been specified for
individual brick, the scale of sampling and criteria for conformity shall be
the same as laid down in 4.2 for visual characteristics.
4.3.2 In case the dimensions and tolerances for bricks are specified as
overall on a group of 20 bricks, the number of bricks to be selected for
inspecting the dimensions and tolerances shall be in accordance with co1 1
and 4 of Table 1. These bricks will be divided into groups of 20 bricks at
random and each of the groups thus formed tested for all ‘the dimensions
and tolerances. A lot shall be considered having found meeting the require-
ments of dimensions and tolerances if none of the groups of bricks inspected
fails to meet the specified requirements.
5. SCALE -OF SAMPLING AND CRITERIA FOR CONFORMITY
FOR PHYSICAL CHARACTERISTICS
5.1 The lot which has been found satisfactory in respect of visual and
dimensional requirements (see 4.2 and 4.3) shall next be tested for physical
characteristics like compressive strength, breaking load, transverse strength,
bulk density, water absorption, efflorescence and warpage as specified in
relevant material specification. The bricks for this purpose shall be taken
at rarrdom from those already selected in 4.1.1. The number of bricks to be
selected and tested for each of these characteristics shall be in accordance
with relevant columns of Table 2.
TABLE 2 SCALE OF SAMPLING FOR PHYSICAL CHARACTERISTICS
( Cfuuses 5.1, 5.2.3 and 5.2.4)
LOT SIZE SAMPLES IZE FORC OMPRES-P ERMISSIBLNEo . WARPAGE
SIVES TRENGTHB, REAKING OF DEFECTIVEST --h_--
LOAD, TRANSVERSSET R- FOR EFFLOR- Sample Permissible +
ENGTH,B ULKD ENSITY, ESCENCE Size No. of
WATERA BSORPTION Defectives
AND EFFLORESCENCE
(1) (2) (3) (4) (5)
2001 to 10000 5 0 10 0
10001 to 35 ooo 10 0 20 1
35001 to 50000 15 1 30 2
NOT@ - In case the lot contains 2000 or less bricks, the sampling shall be subject
to agreement between the purchaser and the supplier.
6IS : 5454- 1978
5.2 A lot shall be considered having satisfied the requirements of physical
characteristics if the conditions stipulated in 5.2.1, 5.2.2, 5.2.3 and 5.2.4 are
all satisfied.
5.2.1 From the test results for compressive strength, breaking load, and
transverse strength ( whichever applicable ), the average shall be calculated
and shall satisfy the requirements specified in the relevant material
specification.
NOTE - In case any of the test results for compressive strength exceeds the upper
limit for the class of brick, the same shall be limit<d to the upper limit of the class
for the purpose of aT]eraging.
5.2.1.1 Wherever specified in the material specification the compressive
strength of any individual brick tested in the sample shall not fall below the
minimum average compressive strength specified for the corresponding class
of brick by more than 20 percent.
5.2.2 From the test results for water absorption and bulk density the
average for the bricks in the sample shall be calculated and shall satisfy the
relevant requirements specified in the material specification.
5.2.3 The number of bricks failing to satisfy the requirements of the
efflorescence specified in the relevant specification shall not be more than
the permissible number of defectives given in co1 3 of Table 2.
5.2.4 The number of bricks failing to satisfy the requirements of warpage
wherever specified in the relevant specifications shall not be more than the
permissible number of defectives given in co1 5 of Table 2.
7BUREAU OF INDIAN STANDARDS
WPa:.‘q:i,?rle:m
hlirrk ~IW~III.9 Ri~l~iurS hah Zafsr Marg, NEW DELHI 110002
r~lephorles : 331 01 31 Telegrams : Manaksansrha
:::31 13 75 (Common to all Of!ices!
i~cgimnitl ott,ces : Telephone
Cerlt!<ll : Manak Bh,+~:~n. 9, Eahadur Shah Zatar Marg. 331 0.1 3:
NEW DELHI llOOO2 i 331 13 76
l Easiorn * 1174 C.I.T. Scheme VII M, 37 8C 6?
* V.I.P. RO;I~,M aniktola. CALCUTTA 700054
N<irrh<?in SC0 ,?.45.445,S ec!cr 35-C. CHANDIGARH 160036 21843
.i’o?ithern : C.I.T. Caw~clS, iv &OSS fbdd, IMADRAS 600113 41-29 16
‘ Western : Manakalaya, E9 MIDC. Milrol. Alidheri (East), 6 32 92 95
BOMBAY 400093
Rranch Offices :
‘Pushpak’, Nurmohamed Shaikh Ma:g, Khanpur, AHMADABAD 380001
1: Peenya Industrial Area, 1 st Stage, Banqalore-Tumkur Road.
BANGALORE 560058
Gangotrl Complex, 5th Floor, Bhadbhada Road, T.T. Nagar.
BHOP4L 462003
Pie; No, 82/‘83, Lewis Road, BHUBANESHWAR 751002
Ka:a! Kathir Bu~ld:~g, 6:4&A Avanasi Road, COIMBATORE ‘641037
QllJllty !&rk~ng Gentle, N.H. IV, N-I.?.. FARIDABAD 121001
Savltri Complex. 116 G. T. Road, GHAZiABAD 20’1001 p-71 19 %
5315 Ward No. 29. RX,. Barua Road. 6th By-lane, 3 31 7:’
GUWAHATI 781003
5-8-56C L. N. Gupta Matg. ( Yampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhlster Marg. C Scheme, JAIPUR 302005 63471
1171418 B Sarvodaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63. Sindhu Nagar, Kanpur RoaO, 5 5507
LUCKNOW 226005
Patliputra Industrial Esta:e. PATNA 800013 6 23 05
Oc3i-tct llldustries Centre Complex, Bagh-e-Ali Maidan.
SRINAGAR 190011
T. C. No. 14/1421, University P. 0. Palayam 6 21 04
THIRUVANANTHAPURAM 695034
fnspeclion Offices (With Sale Point) : I.
Pushps;tnjali. First Floor. 205-A West High Court Road, 52 51 71
Shankar Nagar Square, NAGPCIR 340010
Institulcon of Engmeers (In&o! 13ui;uing. 1332 Shivaji Nagar. 5 24 35
PUN= 411005
‘Sales Office Calr is at 5 Chowringhee Approach, 27 68 00
P. 0. Princep Street, CALCUnA
i Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 20
$ Sales Office is at Unitv Building, Narasimharaja Square, 22 39 71
GANGALORE
Reprography Unit, BIS, New Delhi, India
|
10434_2.pdf
|
1996
w-J-I2@-Jwal?~~~~
Indian Standard
GUIDELINES FOR INSTALLATION, MAINTENANCE
AND OBSERVATION OF PREFORMATION MEASURING
DEVICES IN CONCRETE AND MAS-ONRY DAMS
PART 2 VIBRATING, WIRE TYPE JOINTMETER
ICS 93.160; 91.220
0 BIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 1996 Price Group 2Hydraulic Structures Instrumentation Sectional Committee, RVD 16
FOREWORD
This Indian Standard ( Part 2 ) was adopted by the Bureau of Indian Standards, after the draft finalized by
the Hydraulic Structures Instrumentation Sectional Committee had been approved by the River Valley
Division Council.
To minimizecracking, large straight gravity and arch gravity dams are made in blocks, separated from each
other by transverse and longitudinal contraction joints, To restore the dam to its monolithic state for inte-
grated behaviour, contraction joints are grouted with cement grout. Grouting of joints is done when the
joints have opened to their maximum. Measurement of joints movement during grouting operation will
indicate the quantity of grout to be pumped into the joints.
Measurement of joint movements subsequent to the completion of the grouting of contraction joints, provides
information regarding the behaviour of the grouted joint.
Surface measurement of joint movements are useful for observing movement of joints. These measurements
can be made with mechanical strain gauges However, surface measurements cannot be fully relied upon,
as all joints do not open to the same extent. Internal joint movements may, therefore, also need to be meas-
ured. Jointmeters are used for measurements of internal movements of joints.
This standard has been prepared in two parts : IS 10434 ( Part 1 ) : 1982 ‘Guidelines for installation,
maintenance and observation of deformation measuring devices in concrete and masonry dams : Part 1
Resistance type jointmeters’ covers the resistance type jointmeters, and Part 2 covers the vibrating wire type
jointmeters.
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 10434 ( Part 2 ) : 1996
Indian Standard
GUIDELINES FOR INSTALLATION, MAINTENANCE
AND OBSERVATION OF DEFORMATION MEASURING
DEVICES IN CONCRETE AND MASONRY DAMS
PART 2 VIBRATING WIRE TYPE JOINT-METER
1 SCOPE 3.2 Number, Location and Layout
This standard (Part 2 ) covers the details of installation, The mounting studs should be installed on the surface
maintenance and observations of vibrating wire type at points corresponding to the locations ofjointmeters
jointmeters of the embedded type for measurement of inside the dam. These should also be fixe~d inside
joint movements at the surface and in the interior of galleries across accessible joints at points which
concrete and masonry dam. correspond to the jointmeter locations.
2 REFERENCE 3.2.1 Mounting studs should be fixed across cracks
that are considered dangerous to the integrity of
The Indian Standard IS 6524: 1972 ‘Code of practice for structure. The behaviour of these cracks should be
installation and observation of instruments for observed under imposed loading.
temperature measurement inside dams -Resistance
type thermometers’, is a necessary adjunct to this 3.2.2 The arrangement for fixing-the mounting studs
standard. across the joint is shown in Fig. 1. The difference in
the readings derived from the relevant formula gives
3 MEASUBEMENTS OF JOINT MOVEMENTS AT the value of increase/decrease in the joint opening.
THE SUBFACE BY DETACH&HE GAUGES
4 MEASUREMENT OF INTERNAL JOINT
3.1 Principle and Construction MOVEMENTS BY JOINTMETEBS
4.1 Jointmeters
Measurements of joint movements at surface or at the
locations accessible from galleries are made by Two kinds of jointmeters for internal joint movement
detachable gauges. measurements are in use:
The vibrating wire type jointmeters can also be used Resistance type [see IS 10434 (Part 1) : 1982 1,
for mounting on surface by providing suitable mounting and
fixtures with the gauge. b) Vibrating wire type
SECOND
LIFT OF CONCRETE
FIRST LIFT OF CONCRETE
INSTALLED JOINTMETER
POSITION AND SECURED
COMMENCING SECOND LIFT OF CONCRETE
1IS 10434 (Part 2 ) : 1996
4.1.1 Vibrating Wire Type Jointmeter maximum section ofthe dam and a block each in the
abutment portious representing bloeksbuilt on steeply
4.1A.1 Operatingprinciples.
sloping section.
The basic principle of Vibrating Wire Type Jointmeter
Jointmeters should also be installed in one of the non-
is that change in natural frequency of a stretched wire
overllow blocks or any other block which is
depends on the change of the tension in the wire. In
representative of these blocks. In each of the blocks,
this instrument one end of the wire is attached to the
jointmeters should be placed in the centre of the portion,
moveable head of the jointmeter by a steel spring and
encirled between the grouting joints.
the other end to a fixed point. Any displacement is
thus transforme4l to a variation in tension of the spring 4.3 Signal Cable
and vibrating wire. The frequency of the wire is a
measure of displacement between joints. A difference This cable connects the transducer to the readout unit.
It~should be selected to withstand the environment in
of square of frequencies is proportional to the
which it is required to be laid.
displacement. The frequency readings are read by the
vibrating wire readout which is comiected to the gauge
In normal cases, cables with two core annealed copper
by cables.
conductors and with copper shield,-heavy PVC coating
should be used. When used in adverse environment,
4.1.1.2 Construction
steel armoured petroleum jelIy-filled and polyethylene-
Thejointm&erisconstructedintwoparts,themoveable insulated cables should be used. Heavily armoured
part and the fixed part. Normally both the parts have cables with 10,20 or more pairs of conductors should
a flange at each end of the instrnment. The moveable be used to connect different junction boxes to the
part is attached to a spring which in turn is connected instrument house.
to the vibrating wire. With the movement of joint the
4.3.1 The calculated length of cable should be increased
moveable part of the jointmeter moves thereby changing
by 10 per cent or 1.5 m, whichever ismore, to allow for
the resonant frequency of the vibrating wire.
possible variation in the selected route.
4.1.1.3 Advantages
4.3.2 Each meter length of cable should be identified
The vibrating wire type jointmeter works on the by a letter prefix, The normal prefix for jointmeter is
principle of observing frequency and the main JM-1, JM-2 etc. After splicing, a copper band duly’
advantages are: stamped or punched with instrument identification
nmber is crimped to the cable about one metre away
1) Easy to read by simple instrumem, from the free end. In addition a few more labels
consisting ofthe identitication number marked on white
2) Effects of signal cable resistance, contact
tape should be placed around the cable near the read-
resistance, leakage to ground or length of
out end.
signal cable are negligible; and
4.3.3 Provisions contained in 4.3 of IS 6524 : 1972
3) Frequency signal permits data transmission should also apply to the jointmeter installation.
over long distance and thus suitable for
centralized observation. 4.4 Terminal Boards
4.2 Number and Location Cables should be terminated in suitable terminal boxes.
Jointmeter mnnbers should be indicated in the terminal
4.2.1 Number of jointmeters required to be provided boxes also as described in 4.3.2. Ifthe terminal boxes
in any dam will depend upon the dimension, block are to be placed in the inspection gallery, they should
layout, provision of transverse and longitudinal joints be mounted in niche, preferably on the downstream
or transverse joints only, contiguration of the foundation side. The terminal boxes should be moisture-proof.
profile, presence of speciaily-treated foundation featmes
under the dam and the extent to which measurements 4.5 Readout/Data Logger
ofjoint behaviour would prove adequate in representing
A simple, portable, battery-operated readout unit with
the joint movements for the entire structure.
4-digit LCD display should be used. Calibration data
4.2.2 In the case of a dam built in V-shaped canyon; for each~transdncer should be provided for converting
jointmeters should be installed in at least three blocks, the frequency readings to relevant engineering units
namely, one central block representing the deepest and when a simple readout unit is used to read frequency.
2IS 10434 ( Part 2 ) : 1996
5 CALIRRATION in the galleries. To ensure correct and reliable
measurement the identification marks on the leads must
5.1 Each transducer should be calibrated separately
be checked.
on a suitable calibration system in the laboratory prior
to taking-the instrument to field for installation. It is 5.3.2 The following reading schedule may be
very often not possible to recalibrate a sensor after adopted:
installation. This means that good long term stability
4 Immediately after embedment;
of the sensor is very important to obtain reliable results.
The sensors should be capable of overloading to 1.5 b) Every 3 h for the next 30 h;
times the rated capacity. While calibrating the sensors,
the transducers are to be overloaded to 10 percent more cl Every 12 h for the next four days;
thanthe mtedcapacityfor atleast 10 times for stabilizing
4 Once a day till the concrete temperature rises
the calibrated readings. Each transducer should be
toga maximum (usually about two weeks);
provided with a separate calibration certificate.
e) Bi-weekly for the next month;
Usually the gauge wire and the body of the transducer
are made of materials having similar coefficient of 0 Weekly afterwards until the completion of
thermal expansion and the temperature variation, if any, contraction, joint grouting, and
thus will only influence the readings to a very limited
g) Fortnightly thereafter.
degree. The transducers are to be calibrated at different
temperatures within its working range and the thermal 5.4 Forms of Record
coefficient should be recorded in calibration certificate.
Observations should be recorded on the field reading
5.2 Method of Installation form shown in Annex A. These forms should be got
printed sntliciently in advance and kept ready. Duplicate
5.2.1 fibrating Wire Type Jointmeters
copy of observations should be prepared
5.2.1.1 Prior to embedment ofjointmeter, each ins&ument simultaneously. The original should be sent to design
should be checked physically alpd also functionally office, or to the office entrusted with the analysis of
by moving the movable part of the jointmeter and the data and the duplicate retained in the field record
observing the change in the readings on the readout. office for future reference.
5.2.1.2 The jointmeter isinstalled in two parts, the Alternatively, if a Central Data Acquisition System is
movable part and the fixed part. During the first lift of used, the data is automatically collected and presented
concrete, the socket is fixed to the framework with the in the formats as required in the method of analysis
installation plug and bolt. When the concrete has cured, used.
the framework is withdrawn leaving the exposed end
5.5 Readings
of installed socket ready to accept the main body ( fixed
part ) of the jointmeter. The readings of resonant frequency change are taken
with the help of readout unit.
Before the second lift of concrete is cast, the jointmeter
is screwed into the installed socket, extended The value of calibration factor K, the value of zero
sufliciently to allow for expected joint movement, tied frequencyf,, coefficient of temperature Cand the value
‘securely on rebar supports. When both the lifts of of constant A should be provided by the instrument
concrete are complete, the jointmeter is firmly anchored manufacturer after calibrating the instruments in the
into each lift to measure opening or closing the joint. factory.
The sensing transducer is usually smaller than the
protective body of the jointmeter. A small degree of The following formula is used to calculate the
shear motion of the concrete is accommodated by displacement:
universal joint of the unit.
D = K [(f’-f,‘) + C (t - t,)] + A
5.3 Observation where
5.3.1 Observations of the resonant frequency of the _ K = calibration factor (mm&*),
jointmeter shouldbe madeby comtecting the leads from
f, = zero frequency (I-I,) at t ‘C,
the jointmeter to the Readout Unit. The leadsfrom the
jointmeter are brought out to the Terminal Boxes fixed f = frequency (HZ) at t ‘C,
3IS 10434( Part 2 ) : 1996
C= coefficient of temperature @I,*/“ C), to = temperature of instrument at the time of
calibration in “C.
D = displacement (mm) at l OC,
A = zerooffset (mm), NOTE - If joint is closing, then f, is larger than f and
value ofD is-negative, and if joint is opening, then f
t = temperature of the instrument at the time is greater than L, and value of D is positive.
of observation in ‘C, and
ANNEX A
( Clause 5.4 )
PROFORMAFORRECORB OF OBSERVATIONS OFVJBRATING WIRE TYPE JOINTMETERS
Project :
a) Instrument Name
b) Instrument Manufacturer :
Location
Initial Frequency& : Calibration Temp (t,,) :
Calibration Factor (K) : Temperature Coefficent (C’) :
Zero Offsets (A) :
Displacement D = K [ (s -f ,') + C (t - t,)] + A
Date R. W. L. Temperature Observed Difference of Squared Displacement Remarks
inm of Location Frequency Frequencies (0
of Jointmeter (f)Hz (f’-f,‘) Hz mm
t “c
Observer’s Signature:
Date:
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian Standards Act, 1986 to promote harmonious
-development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
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the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. RVD 16 ( 179 )
Amendments Issued Since Publication
Amend No. Date of Issue
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Prmtcd at New India Pnnt~ng Press, Khur~a. India
|
1495.pdf
|
IS : 1495- 1970
Indian Standard
SPECIFICATION FOR
MILD STEEL DUST-BINS
( First Revision)
Builders’ Hardware Sectional Committee, BDC 15
Chairman Re@enting
SHRI YIJSUP MOWJEE _. M. C. Mowjee & Co, Calcutta; and Builders’
Hardware Industries Association of India,
Calcutta
Saru SAHIB SUWSH( Alternate to
Shri Yusuf Mowjee )
SHRI AJOYENDUP AUL Gobindo Sheet Metal Works & Foundry, Calcutta
SWIUJ . P. BAJAJ Institution of Engineers ( India ), Calcutta
SHRI D. R. BAHL Engineer-in-Chief’s Branch, Army Headquarters
SHRI P. K. SETHI ( Alternate )
SHRI A. K. BHIMANI The Vertex Manufacturing Co Pvt Ltd, Bombay
SHRI H. C. SAMPAT ( Aftemute )
SHRI R. M. CHAUDHRI Indian Aluminium Co Ltd, Calcutta
SHRI J. K. ANAND ( Alternate )
C~~;XJ~R OF STORES, EASTERN Railway Board ( Ministry of Railways )
SHRI P. K. DE De’s Lock Industries, Calcutta
SHRI R. L. GEHLOTE The Indian Institute of Architects, Bombay
SHRI K. P. JAIN Engineering Association of India, Calcutta
SHRXV . S. KAMBOJ Jayna Trading Corporation, New Delhi
SHRI S. c. KAPOOR Directorate General of Supplies & Disposals
( Ministry of Supply )
SDuR~rAS.vD.RM~o~~~ National Test House, Calcutta
. . . National Buildings Organisation, New Delhi
ASSISTANTD IRECTOR, (MECHANI-
CAL ENGINEERING) ( Alternate )
SURVEYOR OF WORKS I Central Public Works Department
SHRI D. AJ~~EXAS IMHA, Director General, IS1 ( Ex-o&cio Member )
Director ( Civ Engg )
Secretar,r
Snm V. K. GOGNA
Deputy Director ( Architecture ), ISI
( Continued on page 2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH 7AFAR MARG
NEW DELHI llOO02IS : 1495- 1970
( Cdmedfrom #age1 )
Miscellaneous Builders’ Hardware Subcommittee, BDC 15 : 4
Convener
SHRI G. S. SUBBARAMAN Directorate General of Supplies 8r Disposals ( Ministry
of SUPPlY )
Members
SHRI AJOYENDUP AUL Gobindo Sheet Metal Works SC Foundry, Calcutta
SHRI K. G. BALARAM Multiweld Wire Co Pvt Ltd. Bombay
SHRI K. P. JAIN Engineering Association of India
SHRI CHANDRAKANT L. KHACRAM All India Wire Netting 1Manufacturers Association,
Bombay
SHR~M . K. RAO The Binani Metal Works Ltd, Calcutta
SHRI A. P. JOSHI ( Alkraale )
SHRKJ.R. SACHDEVA Defence Production Organization (Ministry of
Defence )
SHRI K. C. MICRA ( Alternate )
SHRI A. R. SEN Small Scale Industries Directorate ( Ministry of
Industrial Development and Internal Trade )
SHRI H. S. SETH1 Everite Sales Corporation, New Delhi
SHIU Y. D. SEHGAL( Alfernafe )
SHRI N. V. SHASTRI Railway Board ( Ministry of Railways )
SURVEYORO F WORKS (I) Central Public Works Department
2IS : 1495 -- 1970
Indian Standard
SPECIFICATION FOR
MILD STEEL DUST-BINS
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ), was adopted by the Indian
Standards Institution on 24 November 1970, after the draft finalized by the
Builders’ Hardware Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 The specification for mild steel dust-bins was first issued in 1959 to
recommend suitable designs of mild steel dust-bins for collection and
removal of solid refuse from offices, residences, etc. The revision of the
standard has been issued to make improvements in the same in the light
of the comments received from users and manufacturers. The standard
also makes reference to the recent Indian Standards on materials of
construction.
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
%r this country.
0.4 This standard is one of a series of Indian Standards-on builders’
hardware.
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
offvalue should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard lays down the requirements regarding material, size,
shape and dimensions, manufacture, workmanship and finish for mild steel
dust-bins.
*Rules for rounding off numerical values ( rcuised ).
32. MATERIALS
2.1 7%~ materials used for the manufacture of dust-bins shall comply with
the requirements given in Table 1.
3. NOMINAL CAPACITY
3.1 The dust-bins shall be of four sizes having nominal capacities of
30, 60, 70 and 100 litres.
3.1.1 The dust-bins may be made in other capacities where so agreed
to between the manufacturer and the purchaser.
4. SHAPES AND DIMENSIONS
4.1 The shape of the first three sizes, namely, 30-, 60- and 70-litre bins
shall be as shown in Fig. 1 and 2 and their dimensions shall conform to
those specified in Table 1.
4.2 The shape of the 100~litre bin shall conform to Fig. 3 and its dimen-
sions shall be those as given in Table 2.
4.3 The dust-bins may be made in other shapes and dimensions where so
agreed to between the manufacturer and the purchaser.
5. MANUFACTURE
5.1 Body - The body shall not be made from more than two pieces so as
to avoid unnecessary joints and the seams shall be either locked and
grooved or seam-welded. The sheets shall be carefully shaped to ensure a
close fit at the seam and the inner surface of the joint shall be smooth. In
the case of galvanized steel sheets welded construction is not employed.
5.1.1 The thickness of the black sheets and galvanized steel sheets shall
comply with the requirements given in Table 1.
5.2 Top Rim of the Body
5.2.1 In the case of 30-, 60- and 70-litre bins, the top rim of the
body shall be rolled and reinforced by a mild steel wrre of 5 mm diameter in
the case of 30-litre bin and by 6 mm diameter wire in the case of larger
bins. The rolled edge shall cover the wire completely as shown in Fig. 4.
59.2 In the case of 100~litre bin the top rim of the body shall be stiffened
with a hoop made from mild steel angle 25 x 25 x 3 mm closely fitted
round the top edge and securely attached to the body by riveting or
welding. There shall be at least six welds in case the hoop is welded.
The ends of the flat shall be welded and smoothly finished level with top
edge of the body.
4~BOTTOMH OOP
FIG. 1 !30-LITRBD UST-BIN
5‘. I
.----
-.------m----- ------------ -. -
D
------- -----
J-
1
FLANGE
OoDY
+mm
BOTTOM HOOP
~
FIO.2 6(WTRB DUST-BIN
5.3 Body — The bottom of the bin shall be a concave suri%e downwards.
It shall be seamless and smooth and attached to the body by means of a
lock joint and in such a way that there is no crevice or raw edge inside
the bin. The joints shall be finished smooth.
%3.1 The minimum vertical distance between the under side of the
bottom of the bin and level surface on which it stands shall be 12 mm.
5.4 Bottom Hoop — The base of the bin SIMMbe rcinforcd with hoop of
thickness specified in Table 1, ckdy fitted and securely attached to the
body by riveting or welding at kast at six places. The bottom of the
hoop shall be rounded and mkd C1OSCinwards to a diameter of not icss
than 5 mm. The height of the reinforcing hoop shall be 40 ~.IS:1495-1970
TABLE 1 REQUIREMENTS FOR MILD STEE¶. DUST-BINS
(C&a~u2.1,4.1, 5.1.1, 5.4 and 5.5.1 )
MATaalAL
it.
(1) C-9 (3) (4)
i) Black aketa Shall be of mild steel free from Gpadll ofIS: 1079-
cracks, pittings, blisters, laminations
and other surface defects. They
fral$wsatiafy the-bend teat grven
‘-Suitable test pieces shall be bent
cold through 180” either by
pressures or by blows till the
internal radius is not greater than
14 times in thickness of the test
pieces. At the end of the test, the
test pieces shall not show any
dgna of fractures ’
ii) Galvanized steel sheets The galvanized sheet shall be free Not inferior to Claw
from craclts, pittings, blisters, lami- 3 of IS : 277-1969t
nations and other surface defects
iii) Steel bars, sections, etc - Grade St 32-O of
IS : 1977~1969$
*Specification for hot rolled carbon steel sheet and strip ( second revision ).
tSpccification for galvanized rteel sheets ( plain and corrugated ) ( second r&&a ).
tSpecification for structural steel ( ordinary quality ) ( J;Jt r#ririon) .
5.5.1 In the case of 30-, 60- and 70-litre bins, the lid shall be round
shape and of single piece construction except that the flange may be
welded on or seamed on as shown in Fig. 5. The flanges shall be finished
with an inside beaded edge as illustrated in Fig. 5. The depth shallbe in
accordance with Table 1. The lid shall fit outside the bin and the differ-
ence between the internal diameter of the lid at its bead and the external
diameter of the body at its top rim shall neither be less than 5 mm nor
more than 10 mm.
5.5.2 In the case of 1004itre bin,. the lid shall be flat, folding along its
diameter by means of hinges riveted <smooth to the lid. The lid shall be
reinforced by means of mild steel flat 25 X 3 mm as shown in Fig. 3 to
support the hinges and strengthen the rim. Half of the lid shall be riveted
to the top of mild steel angle rim of the body and the edge locked round
the mild steel angle ( see detail at r in Fig. 3 ).
7Is I 1495- 1970
/MS FLAT MS FLAT-,
DETAIL .A1 X DETAIL AT Y
FI At
.
I
FIG. 3 IOO-LITRED UST-BIN
WIRE
BODY
FIG. 4 FORMO F BEAD ON TOP RIM OF BODY
8ls : 1495- 1970
FIG. 5 SECTIONO F LID SHOWINGM ETHOD OF SEAMING
ON FLANQE AND FORM OF INTERNAL BEAD
5.6 The mechanical lifting arrangement shall comprise the following:
a>
The levers of mild steel’ flat 25 x 6 mm having eyes 12 mm in
diameter at its ends and at the fulcrum,
b) Two brackets made of mild steel flat 40 x 6 mm to support the
fulcrum pin 10 mm in diameter,
4 Two lifting arms of mild steel flat 25 x 6 mm having eyes 12 mm
in diameter at both ends,
4 A foot rest 150 x 60 x 6 mm riveted on to the lever at its middle
point, and
e>
Mild steel flat 25 x 6 mm fixed on top of the opening half of the
lid and forged at its ends into a circular section 10 mm in
diameter pinned into the eyes of the lifting arms.
5.6.1 The general arrangement and the dimensions of the parts of
lifting device shall conform to those specified in Fig. 3.
5.6.2 The lifting device shall be worked by foot by applying force on
foot rest. The device should work freely through the whole range of
movement.
10IS : 1495 - 1970
5.7 Body Handles
5.7.1 In the case of 30-litre bin, the body handle shall be fitted with a
12 mmfluted round edge hale type handle of such a shape as to swing clear
of the lid when the latter is in pnsition. Each ear shall be attached to the
body by two or more rivets. Steel bars conforming to Grade St 32.0
of IS : 1977-1969” may also be used.
5.7.2 In the case of 60- and 70-litre bins, the bodv handles shall be
fixed at positions diametrically opposite, straddling the s>de seams and at a
height above the centre of gravity of the bins. The handles shall be of
round section, with ends flattened and turned down. The handles shall
be so shaped as to give a comfortable hand hold, the grip being not less
than 115 mm and shall have a clear projection of not less than 50 mm
from the sides of the bin, The handles shall be attached to the body at
an upward angle of 30” to the horizontal. Each handle shall be fixed by
four rivets 5 mm in diameter in case of GO-litre bins by 6 mm diameter
rivets in case of 70-litre bins. The rivets shall have flat heads on the
inside of the bins.
5.8 Lid Handle
5.8.1 The lid handle shall be of 10 mm mild steel round with
100 x 50 mm grip for 30-, 60- and 70-litre bins and shall be attached to the
lid jr, a central position with one or two rivets on each end.
5.8.2 There shall be no lid handle in case of lOO-litre bin.
6. WORKMANSHIP AND FINISH
6.1 The bins shall be free from cracks, splits, dents, distortions and other
defects. The bending of the sheets shall be done in such a manner as not
to weaken the sheets. The welding shall be continuous and even. The
rivets shall be well draw’n, and soundly snapped. The joints shall be well
pressed and locked. The body handles of 30-litre bin, the lifting device
and the hinges of 100~litre bin shall move freely without any undue play
or stiffness. The bins shall be finished smooth all over and all sharp
corners and burrs shall be removed.
6.2 Dust-bins made from black sheets, after fabrication, shall be thoroughly
cleaned free from all traces of rust, grease and dirt and then shall be
hot-dip galvanized. Handles for the body and the components of the
mechanical lifting device shall, however, be hot-dip galvanized after
manufacture but before they are fitted to the dust-bins.
6.2.1 The coating of the zinc shall be uniform and at no place be less
than class 3 of IS : 277-1969t. The galvanizing treatment shall withstand
the tests specified in IS : 2633-1964$.
*Specification for structural steel ( ordinary quality ) (Jirst retision) .
tspecification for galvanized steel sheets ( plain and corrugated ) ( secondr evision).
SMethods of testing weight, thickness and uniformity of coating on hot dipped gdva.
nized articles.
11Is : 1495- 1970
6.2.2 The zinc coating shall be free from uncovered spots, pin-holes,
stains, granulations and objectionable flow marks. The coating shall be
adherent and shall not peel off.
6.3 If specified by the purchaser, the dust-bins and ‘the attachments shall
be painted with two coats of white paint inside and two coats of black
paint outside. The paints used shall conform to the relevant Indian
Standards specified in Table 3.
TABLE 3 PAINTS FOR DUST-BINS
PURPOSE WHEN OIL PAINT WHEN ENAMEL
&. FINISHI S FINISH IS
REQUIRED REQUIRED
(1) (2) (3) (4)
i) Priming coat IS : 113-1950* IS : 106-1962f
IS : 2931-19647
ii) White paint for painting inside IS : 127-19625 IS : 133-196’51
IS: 2339-196311
iii) Black paint for painting outside, IS : 12%1962+’ IS : 133-1965’11
handles and other attachments IS : 290-1961tt
*Specification for ready mixed paint, brushing, undercoating, interior, to Indian
Standard colours.
tdpecificadon for ready mixed paint, brushing, aluminium-zinc oxide composite
primer.
SSpecification for ready mixed paint, brushing, priming, for enamels, ,for use on wood
( wised ) .
@pecification for ready mixed paint, brushing, finishing, exterior, semi-gloss, for general
purposes, white ( raked ).
IlSpecification for aluminium paint for general purposes, in dual container.
TSpecification for enamel, interior (a) undercoating, (b) finishing, colour’as iequired
(miwd). .
**Specification for ready mixed paint, brushing, fmishing, semi-gloss, for general purposes,
black ( retised ).
ttSpecitication for coal tar black paint ( revised ).
7. WEIGHT
7.1 The weight of the bins together with attachments sha!l be as specified
:,
+. 5
in Table 2 with a variation of - O percent.
12IS : 1495 - 1970
8. MARKING
!$ z&ioin shall be clearly and permanently marked with the following
0
4 Manufacturer’s name or trade-mark,
b) Capacity of the bin, and
4 Year of manufacture, if required by the purchaser.
8.1.1 The bin may also be marked with the IS1 Certification Mark.
NOTB - The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act, and the Rules and Regulations
made thereunder. Presence of this mark on producta covered by an Indian Standard
conveys the assurance that they have been produced to comply with the requirementa
of that standard, under a well-defined system of inspection, testing and quality cbntrol
during production. This syst@in, which is devised and supervised by IS1 and operated by
the producer, has the further safeguard that the products as actually markete,d are
eontinuoualy checked by ISI for conformity to the standard. Details ofconditions, under
which a licence for the use of the ISI Certification Mark may be granted to manufac-
turm or processors, may be obtained from the Indian-Standards Institution.
13
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5.pdf
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IS 5:2004
(m p%m-,)
Indian Standard
COLOURS FOR
READY MIXED PAINTS AND ENAMELS
(Fifth Revision)
ICS 25.220 .50;87.040
0 BIS 2004
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
S(’ptelnber 2004 Price Rs1000.OJ)F
d
1
Paints, Varnishes and Related Products Sectional Committee, CHD 20
FOREWORD
This Indian Standard (Fifth Revision) was adopted by the Bureau ofIndian
Standards, after the dmft finalized by the Paints, Varnishes and Related
Products Sectional Committee had been approved by theChemical Division
Council.
This standard was first published in 1949 and since then ithas been revised
four times in 1955, 1961 (and also reprinted in 1969), 1978 (also printed in
1984) and 1994, Through the use of the reprinted version of the standard
forover five years colour fading was noticed insome shades. The concerned
Committee, therefore, decided toprescribe “Munsell’values interms ofhue,
lightness value graduations (value) and chroma according to the calibrated
scales of the ‘Munsell’ colour Atlas asrecords of the original colour values
of individual shades for reference. Accordingly, approximate ‘Munsell’
references and colourimetric values for all colours are given in Table 1.
The colourirnetric values expressed in terms of trichromatic system are
also given in Table 1. An explanation of the ‘Munsell’ system of colour
references and glossary of colour terms is given in Annex A. In the third
revision an additional colour shade ‘Scamic’, Indian Standard Colour (ISC)
No. 294 insemi-gloss wasincluded with the specific approval oftheMinistry
ofDefence, Government ofIndia. The title of the standard was modified to
include the word ‘enamels’.The name ofthe shade ISC No. 415 was changed
from ‘Imperial Brown to ‘India Brown’ md MC No. 633 from ‘RAF Blue-
Grey’ to ‘AFBlue-Grey’.
In the revision, four new colours, namely, Phirozi (lSC No. 176)and Satin
Blue (MC No. 177), Bus Green (ISC No. 299) and Steel Grey (ISC No.
698) were added in Blue, Green and Grey colour groups respectively.
Trichromatic values determined onspectrophotometer were included inthat
revision for each colour shades. Consequently defhition of relevant terms
were added inAnnex A.
In this revision ‘L’,’a’and ‘b’– three dimensions of Uniform CIE colour
space have been included, ‘L’ stands for lightness, ‘a ‘denotes redness/
greenness and ‘b’ indicates yellowness/blueness.
The composition ofthe Committee responsible for the formulation of this
standard is given in Annex B.
In the preparation of this revised standard substantial assistance has been
made available in measurement and checking of colour values by Jay
Instruments and Systems Pvt Ltd, Mumbai and active collaboration ofthe
panel of referees comprising experts from National Test House, Kolkata,
Berger Paints Kolkata, Asian Paints, Mumbai, Goodlass Nerolac Paints,
Mumbai, Jensen and Nicholson (I) Ltd, Kolkata, Shalimar Paints, Kolkata
in matchings of colour shades, which are thankfully acknowledged.
Assistance hasalsobeen derived from thefollowing International Standards:
BS 381 C : 1988 Colours for identification, coding and special purposes
BS 1611 :1953 Glossary of colour terms used in science and industry
-.–
-—?3-.IS 5:2004
Indian Standard
COLOURS FOR
READY MIXED PAINTS AND ENAMELS
( Fifih Revision )
1 SCOPE
This standard covers 104 colours for ready mixed paints and enamels
grouped under Blue; Green; Yellow, Cream and Buffi Brown and Pink;
Red and Orange; Grey; and Violet.
2 TERMINOLOGY
For the purpose of this standard, the definitions of colour terms given
in Annex A of this standard shall apply.
3 NUMBERING SYSTEM
3.1 Three digit numbers have been given to the colours, of which the
first digit indicates the group of colours according to the seven broad
colour divisions mentioned in 1,each group having arange of numbers
allotted, namely :
Blue ... .... . . 100-199
Green ... .... .... 200-299
Yellow, Cream and Buff ... .... .... 300-399
Brown and Pink ... .... .... 400-499
Red and Orange ... .... .... 500-599
Grey ... .... . . 600-699
Violet ... .... .... 700-799
3.1.1 Whenever new colours are required to be added in the above
ranges, these will be assigned numbers which do not overlap the
existing numbers.
1IS 5:2004
4 ‘MUNSELL’ REFERENCES AND COLOURIMETRIC VALUES
Approximate ‘Munsell’ references for each colour are given in Table
1 quoted by the respective reference number. The Indian Standard
Colour (ISC) number shall always be used for identifying a colour,
and ‘Munsell’ references are given for guidance and as an aid in
comparing individual properties in terms of hue, value and chroma.
The colourimetric values (chromaticity co-ordinates and luminance
factor) expressed in terms of the trichromatic system for colourimetry,
which constitute apermanent record of the standard colours obtained
from spectrophotometric measurements are also given in Table 1for
guidance. The ‘Munsell’ system of colours is briefly explained in
Annex A.
ANNEX A
(Foreword and Clauses 2and 4)
GLOSSARY OF COLOUR TERMS AND THE ‘MUNSELL’
SYSTEM
A-1 DEFINITIONS
A-1.l Achromatic Sensations — Visual sensations devoid of the
attribute of hue.
A-1.2 Additive Mixture — The mixture of light stimuli in such a
manner that they enter the eye simultaneously or in rapid succession
and are incident on the same area of the retina, or enter in the form of
a mosaic which the eye cannot resolve.
A-1.3 Black
A-1.3.1 A visual sensation arising from some portion of a luminous
field of extremely low luminosity.
A-1.3.2 As defined in A-1.3.1, but applied to asecondary source which
is completely absorbing at all visible wavelengths.
NOTE - The terms ‘white’ and ‘black’ arenotalways used inthe strict sense defined
above. Itisusual toapply them togreys and neutrals, the luminance factor ofwhich
is nearly unity or nearly zero respectively.
A-1.4 Black Content — The subjectively estimated amount of
blackness seen in the visual sensation arising from a surface colour.
A-1.5 Brightness — That colour quality, a decrease in which is
associated with the residual degradation which would result from the
addition of a small quantity of neutral grey to the colouring material
when the strength of the mixture has been readjusted to the original
strength (comparison brighter).
2IS 5:2004
A-1.6 Colour
A-1.6.1 That characteristic ofvisual sensation which enables the observer
todistinguish differences inthe quality ofthe sensation ofthe kind which
can be caused by differences in the spectral composition of the light.
A-1.6.2 That characteristic of the light stimulus, light source or object,
which gives rise to the visual sensation in ared light, awhite light, ared
face, etc.
A-1.6.3 As defined inA-1.6.1 orA-1.6.2, but restricted to the appearance
of redness, greenness, etc, or as distinct from whiteness, greyness or
blackness; that is, chromatic colour in contra-distinction to achromatic
colour.
A-1.7 Complementary Colours
A-1.7.1 Additive — Any two colours which, by additive mixture, can
be made to match a specified achromatic colour.
A-1.7.2 Subtractive — Any two absorbing media which, by subtractive
mixture, can be made to match specified achromatic colour.
A-1.8 Colour Content — The subjectively estimated amount of
colorfulness seen in the visual sensation arising from a surface colour.
Similar to chroma.
A-1.9 Cleaner — A difference apparently due to the presence of less
black than in the original sample.
A-1.1O Cool Colours — Green or blue, or colours which exhibit a
predominance of these.
A-1.11 Chromatic Sensations — Visual sensations possessing the
attribute of hue.
A-1.12 Dichroism — Aphenomenon inwhich asecondary source shows
amarked change inhue with change inthe observing conditions. Instances
are : (a) change in colour temperature of the illuminant, (b) change in
concentration of an absorbing material, (c) change in thickness of an
absorbing layer, (d) change in direction of illumination or viewing, and
(e) change in condition of polarization.
A-1.13 Dullness — That colour quality, an increase in which is
associated with the residual degradation which would result from the
addition of a small quantity of neutral grey to the colouring material
when the strength of the mixture has been readjusted to the original
strength (comparison duller).
A-1.14 Deeper — A difference apparently due to the presence of less
white than in the original sample.
3
--AIS 5:2004
A-1.15 Dirtier/Duller — A difference apparently due to the
presence of more black than in the original sample.
A-1.16 Full Colour — Surface colours which are produced with
the maximum colorfulness obtainable.
A-1.17 Grey
A-1.17.1 Any achromatic sensation of luminosity intermediate
between black and white.
A-1.17.2 As defined in A-1.17.1, but applied to a secondary source
which is partially absorbing at some or all visible wavelengths
but from which the reflected or transmitted light has the same
colour as that of the incident light.
A-1.18 Hue — Attribute of visual sensation which has given rise
to colour names, such as, blue, green, yellow, red and purple.
A-1.19 Light — Radiant power (energy flux) capable of
stimulating the eye to produce visual sensation.
A-1.20 Minus Colours — Colours in which only the spectral
components associated with the colour named are not present to
any substantial extent, for example, minus red.
A-1.21 ‘Munsell’ Chroma — The estimated pure chromatic
colour content of a surface colour on a scale of equal sensation
intervals extending from grey (Chroma = O), as specified
objectively by the sample of the ‘Munsell’ Atlas ( see Note ).
NOTE–The ‘Munsell’ System presents the closest attempt at representing
the culour solid of surface colours by samples, spaced at equal sensation
intervals and, therefore, the closest correlation with the subjective variable,
which are chmma, lightness (called value) and hue.
A-1.22 ‘Munsell’ Value — The estimated lightness of any surface
colour on a scale of 10 equal sensation intervals extending from
ideal black (value = O) to ideal white (value = 10), as specified
objectively for values from 1 to 9 in the ‘Munsell’ Atlas ( see
Note under A-1.21 ).
A-1.23 ‘Munsell’ Hue — The hue of a surface colour on a scale
of 100 equal sensation intervals round a colour circle of constant
chroma, a specified objectively by the samples of the ‘Munsell’
Atlas (see Note under A-1.21).
A-1.24 Masstone — The colour by reflected light of a bulk of
undiluted pigment.
A-1.25 Neutral Grey — Applied to a secondary source which is
equally absorbing at all visible wavelengths.
4
....—,.*,IS 5:2004
A-1.26 Primary Light Source — A body or object emitting light by
virtue of transformation of energy into radiant energy within itself.
A-1.27 Shade — A colour of the same hue and saturation but lower
luminosity.
A-1.28 Shadow Series
A-1.28.1 Subjective — A series of colours of varying luminosity but
constant hue and saturation.
A-1.28.2 Objective — A series of colours of varying luminance but
constant chromaticity.
A-1.29 Strength — That colour quality, an increase in which is
associated with an increase in the concentration of the colouring
material present, all other conditions (viewing, etc) remaining the
same (comparisons stronger, weaker ).
A-1.30 Stronger — A difference apparently due to the presence of
more colour than in the original sample.
A-1.31 Subtractive Mixture – The mixture of absorbing media or
the superposition of filters so that the composition of the light stimulus
passing through the combination is determined by the simultaneous
or successive absorption of parts of the spectrum by each medium
present.
A-1.32 Secondary Light Source — A body or object transmitting or
reflecting light falling on it from any other source, whether primary
or secondary.
A-1.33 Tint — The weak colour resulting from the addition to white
of a small amount of colouring matter.
A-1.34 Tings — A trace of added colour.
A-1.35 Tone — A slight variant of a colour.
A-1.36 Undertone — The colour of a pigment when it is used in
very thin layers or greatly extended with white, the hue of which
may often differ from that of the masstone.
A-1.37 Warm Colour — Red, orange or yellow, or colours which
exhibit a predominance of these.
A-1.38 Weaker — A difference apparently due to the presence of
less colour than in the original sample.
A-1.39 White
A-1.39.1 An achromatic sensation of relatively high luminosity.
A-1.39.2 As defined in A-1.39.1, but applied to a secondary source
which is non-absorbing at all visible wavelengths.
5IS 5:2004
A-1.40 White Content — The subjectively estimated amount of
whiteness seen in the visual sensation arising from a surface colour.
A-1.41 Whiter — A difference apparently due to the presence of more
white than in the original sample.
A-2 THE ‘MUNSELL’ SYSTEM
A-2.1 In the ‘Munsell’ system, the colours are specified in terms of hue,
value and chroma.
A-2.1.1 Hue — It distinguishes red from blue, green from yellow, etc.
and is denoted by letter ( for example, R for red, BG for blue-green )
with prefix numbers, namely, 2.5, 7.5, or 10. If, for example, the R (red)
number is greater than 5, the colour inclines, to the yellow-red (YR),
and ifthe Rnumber is less than 5,the colour inclines to red-purple (RP),
and so on round the hue circle.
A-2.1.2 Value – It is related to lightness or darkness of a colour and is
quoted as ranging from Oto 10; the low figures represent the darker
colours and finally black (0), the high figures represent the light colours
and finally white ( 10). Arough estimate ofthe reflectance asapercentage
is given by the formula V(V–1),where Visthe ‘value’. Thus, colours of
similar values have similar reflectance.
A-2.1.3 Chmrna – Attribute of a visual sensation which permits a
judgement to be made in the amount of pure chromatic colour present,
irrespective of the amount of a chromatic colour.
It is strength of colour and is based on a scale from neutral grey (— /0)
towards full strength at any given ‘value’ level. Steps are denoted
numerically at even intervals.
A-2.1.4 Chmrnaticity Coordinates — Ratio of each of the three
tristimulus values totheir sum. Itindicates the colour quality ofthe sample
and recommended symbols are x, y and z in the CIE 1931 standard
colourimetric system and x1O, y10 and z1O in the CIE 1964
supplementary colourimetric system.
x= x x 1(I= --- x 10--.–—
X+Y+Z Xlo+ Ylo+ Zlo
Y Ylo
y= ylo= -
X+Y+Z Xlo+ Ylo+ Zlo
z Zlo
z= Zlf.)=
X+Y+Z Xlo+ Ylo+ Zlo
6
-,IS 5:2004
X, Y and Z are the tristimulus values in the CIE 1931 Standard
Colourimetric System and Xl O, Y1O and Z1O in the CIE 1964
Supplementary Colourimetric System.
x+y+z=l andxlo+y]o+zlo =1
Illuminant D65—Average north sky daylight with colour
temperature 6500 K.
IL,,la,,lb!
,— Three dimensions of uniform CIE colour space, ‘L’stands
for lightness, ‘a’ denotes rednesslgreenness and ‘b’ indicates
yellowneistblueness.
10 degree observer — Standard CIE observer recommended wherever
colour matching conditions exceeds 4 Deg. Field of view.
A-2.1.5 Tristimulus Value — Amounts of the three reference oti’,~
matching stimuli required to give a match with the colour stimulus “
considered, in a given trichromatic system.
The symbols recommended for the tristimulus values are X, Y and Z
in the CIE 1931 standard colourimetric system and X1O ,Y1O and Z10
in the CIE 1964 standard colourimetric system.
A-2.1.6 Luminance Value — The emission by matter of electromagnetic
radiation which for certain wavelengths or restricted regions of the
spectrum isinexcess ofthat due tothe thernial radiation from the material
at the same temperature is defined as Luminance.
The ratio of the luminance of a body while illuminated and observed
under certain conditions to that of perfect defuser under the same
conditions.
A-2.1.7 Method ofDetermination ofChromatic@ Coordinates —
The value of reflectance is measured for the sample over a circular
area of 8 mm in dia over a wavelength range of 360 to 740 nm at
10 nm interval. The “Minolta CM 3600 D“ colour matching system
is used for determining the reflectance values.
A-2.2 A complete ‘Munsell’ reference for acolour, for example, 7.5 R,
9/2 means:
a) Hue of 7.5 R denoting ared inclined towards yellow-red,
b) Value 9 denoting a very light colour, and
c) Chroma 2 indicating that the strength of the colour is low.
A broad description of the colour would, therefore, be ‘pale-pink’.
A-2.3 It should be noted, however, that neutral greys, having no hue
or chroma, are denoted by the value figure prefixed by ‘N’, for example,
‘N6’ or ‘N8’
A-2.4 In the design of the colour range ‘Munsell’ references provide
the means of defining the various categories of colour required.
7IS 5:2004
Table 1Approximate ‘Munsell’ References and
Colourimetric Values
(Foreword and Clause 4)
S1 Indian Name of Chromaticity Approximate Luminance
Nu. Stan- Colour Coordinates Munsell Value Value
dard Shade q~
Colour
(Isc) XY Hue Chroma L a b
(1) ; (3) (4) (5) (6) (7) (8) (9) (lo)
1. 101 Sky Blue ().29 0.35 0.6 BG 6.3/2.9 64.60 -15.54 2.53
2. 102 Turquoise Blue 0,26 0.34 7.5 BG 5.3[4.2 54.95 -20,27 -4.45
3. 103 Peacock Blue 0.25 0.31 3.9 B 4/3.4 42.02 -13,36 -9,42
4. 104 Azure Blue ().23 ().25 4,8 H3 3,515,4 36.70 -2.76 -2.03
5. 105 Oxfm-d Blue 0.26 0.27 6.4 PB 2.8/3.2 29.66 0.93 -4.43
6. 106 Navy Blue 0.29 0.31 6.7 PB 2,6/0,9 26.43 0.61 -4.62
7. 108 Aircraft Blue 0.22 0.23 6.1 PB 3.3/6.2 34.80 1.05 -25.91
X. 166 French Blue 0.22 0.24 5.4 PB 3.917.4 41,70 -2.14 -28.90
9. 169 Traffic Blue 0.24 0.29 9.2 B 3.8/4.2 40,05 -10.27 -15,16
10. 174 Oricrrtd Blue 0.25 0.32 0.3 B 5.4/5.0 56.92 -22.58 -9.09
11. 176 Phirozi 0.19 0.25 0.5 PB 4.8/9.2 51.99 -19.34 -31.79
12. 177 Satin Blue ().27 0.31 7.5 B 7.714,4 78.86 13.84 -12.69
13. 216 Eau-de-Nil 0.34 0.40 6.5 GY 7.0/4.0 71.14 -11.65 22.80
14. 217 Sea Green 0.35 0.43 6.8 GY 6.2/5.5 62.63 -15.66 29.39
15, 218 Grass Green 0.33 0.44 8.8 GY 4.8/5.5 48.52 -19.31 23.59
16. 219 Sage Green 0.36 0.40 3.9 GY 4.8/3.2 48.67 -6.46 19.43
17. 220 Olive Green 0.34 0.39 6.0 GY 3.6/2.4 36.37 -6.46 11.93
18. 221 Brilliant Green 0.32 0.44 0.2 G 4.2/5.3 43.17 -20,93 19.94
19. 222 Light Bronze
Green ().37 0.41 1.9GY 4.3/3.2 43.58 -4.01 20.52
20. 223 Middle Bronze
Green 0.33 0.37 5.5 GY 3.4/1.7 35.11 -4.20 8.38
21. 224 Deep Brmnze
Green 0,32 0.36 6.8 GY 3.0/1.2 31.76 -3.37 4.53
22. 225 Light Bnmswick
Green 0.32 ().41 10,0 GY 3.8/4.2 39.21 -15.93 14.82
23, 226 Middle Brunswick
Green 0.3 0.38 3.2 G 3.212.8 33.39 -11,78 6.07
24. 227 Deep Brunswick
Green 0.3 0.36 5.5 GY 3.0/1.9 30.69 -8.17 2.94
25.267 Tmffic Green 0.3 0.38 2.8 G 3.8/3.3 39.36 -14.52 8.02
26.275 Opaline Green 0.31 0.38 1.4G 6.4[4,0 65.91 -21.18 13.99
27. 276 Lincoln Green 0.32 0.38 1.4G 6.6/4.4 35.42 -10.46 8.96
28.277 Cypress Green 0,33 0.40 8.4 GY 3.713,2 37.95 -11.06 13.30
29. 278 Light Olive
Green 0.35 0.41 5.4 GY 5.4/3.7 54.84 -9.18 21.61
30. 279 Steel Furniture
Green ().33 0.35 8,7 Y 3.1/0.9 33.30 -0.58 4.89
8
.IS 5:2004
Table 1- (Continued)
S1 Indian Name of Chromaticity Approximate Luminance
No. Stan- Colour Coordinates- M-&sell Value Value
dard Shade -~
Colour
(Isc) XY Hue Chroma L a b
(1) z“ (3) (4) (5) (6) (7) (8) (9) (lo)
31.280 Verdigris Green 0.29 0.39 4.1 G 5.5/5.4 57.24 -24.96 11.85
32. 281 Apple Green 0.32 0.40 10GY 6.0/4.5 61.21 -17.54 18.29
33. 282 Forest Green 0.31 0.38 1.6G 3.9/3.0 40.11 -12.42 8.54
34. 283 Aircraft Grey
Green 0.33 0.37 7.6 GY 5.1/2.2 52.81 -7.49 10.74
35. 284 India Green 0.29 0.40 3.8 G 3.9/4.2 40.61 -19.78 9.26
36. 294 Scamic 0.33 0.36 4.1 GY 3.6/1.1 36.67 -2.22 5.66
37. 298 Olive Drab 0.34 0.36 0,3 GY 3.4/1.2 35.11 -1.41 7.24
38. 299 Bus Green 0.26 0.40 7.3 G 3.715.2 38.22 -27.03 7.31
39. 309 Canary Yellow 0.46 0.47 5.6 Y 8.2/11.2 81.13 3.95 78.83
40. 352 Pale Cream 0.39 0.40 4.0 Y 8.1/5.0 81.41 3.60 34.34
41, 353 Deep Cream 0.41 0.41 3.3 Y 8,4/6.8 76.79 3.92 53.28
42. 354 Primrose 0.43 0.44 4.3 Y 7,7/7.7 76.79 3.92 53.28
43. 355 Lemon 0.47 0.45 3.2 Y 7.6111.0 75.51 11.72 73.39
44. 356 Golden Yellow 0.49 0.44 0.5 Y 7.5/1 1.8 73.88 20.59 73.41
45. 358 Light Buff 0.42 0.41 0,2 Y 7.2/6.4 72.31 10.72 39.64
46. 359 Middle Buff 0.43 0.41 0.1 Y 6.5/6.6 65.00 12.44 39.65
47.360 Deep Buff 0.43 0.39 7.5 YR 5.9/5.8 58.86 15.28 31.28
48. 361 Light Stone 0.39 0.38 0.3 Y 6.8/4.1 68.25 7.92 25.55
49.362 Middle Stone 0.42 0.39 9.1 YR 5.7/5.0 57.25 12.17 29.62
50. 363 Dark Stone 0.42 0.39 8.4 YR 5.214.7 53.02 12.37 26.50
51. 364 Portkmd Stone 0.36 0.38 4.8 Y 7.7/3.0 77.72 10.09 21,57
52. 365 Vellum 0.35 0.37 4,8 Y 8.1/2.3 81.61 0.42 17.69
53. 368 Traffic Yellow 0.50 0.41 5.7 YR 6.4/11.0 63.97 30.74 56.99
54. 384 Light Straw 0,37 0.38 3.4 Y 7.713.4 77.61 2.84 23.48
55. 385 Light Biscuit 0.38 0.39 3.3 Y 8.2/4.6 82.56 4.11 31.42
56. 386 Champagne 0.38 0.39 1.8Y 7.814.4 78.63 6.06 28.47
57. 387 Sunshine 0.37 0.38 3.2 Y 7.4/3.5 74.72 3.52 24.02
58. 388 Beige 0.37 0,38 1.4Y 7.4[3.6 74.60 5.58 23.41
59. 397 Jasmine Yellow 0.41 0,43 5,0 Y 8.4/7.1 83.14 2,30 50.13
60. 410 Light Brown 0.43 0.39 7.7 YR 4.914.9 49.63 14.04 27.14
61. 411 Middle Brown 0.41 0.37 5.7 YR 3.913.3 39.64 11.55 17.02
62. 412 Dark Brown 0.37 0.35 1.5YR 3.211.9 32,75 8.70 7.19
63. 413 Nut Brown 0.34 0.34 7.7 YR 1.512.5 31.22 3.77 3.92
64. 414 Golden Brown 0.45 0.39 6.7 YR 4.219.0 47.66 18.58 29.12
65. 415 India Brown 0.40 0.36 5.7 YR 2,616.2 37.42 12.85 13.64
66.439 Orange Brown 0.43 0.36 2.9 YR 3.1/7.8 39.91 19,32 16.83
67. 442 Light Salmon
Pink 0.39 0.38 8.9 YR 7.9/5.8 80.36 11.91 30.32
68.443 Salmon Pink 0.39 0.36 3.2 YR 6.2/5.4 65.05 16.88 19.67
91S 5:2004
Table 1- (Concluded)
S1 Indian Name of Chromaticity Approximate Luminance
No. Stan- Colour Coordirmtes Munsell Value Value
dard Shade -~
Colour
(Isc) XY Hue Chroma L a b
(1) g (3) (4) (5) (6) (7) (8) (9) (lo)
69.444 Terra Cotta 0.44 0.35 9.7 R 3.7/8.4 44.64 27.41 18.03
70.445 Venetian Red 0.43 0.35 1,5YR 2.9/8.3 38.53 22.43 15.04
71.446 Red C)xide 0.41 0.34 1.5YR 2.60/7.3 36.56 18.74 11.56
72.448 Deep Indian Red ().38 ().33 1.3YR 1.8/6.6 32.45 14.15 6.28
73.449 Light Purple
Brown 0.37 0.33 0.6 YR 1.7/5.4 32.24 11.77 4.36
74.451 Chocolate 0.34 0.34 9.2 YR 0.8/2.l 28.86 3.36 2,40
75.473 Gulf’Red 0,40 0.34 1.1YR 2.117.9 33.47 17.53 9.01
76.489 Leaf Brown 0.41 0.36 4.7 YR 3.516.1 42.63 15,34 16.78
77.490 Beech Brown ().38 0.35 5.1 YR 2.414.9 -35.38 10.32 9.81
78.499 Service Brown 0,35 0.35 9.7 YR 2.10/3.2 -33.82 4.15 6.71
79.536 Fire Red 0.43 0.35 9.5 R 4.3/16.1 48.42 48.63 34.82
X().537 Signal Red 0.42 ().33 8.7 R 3.8/15.5 44.84 47,39 27.53
81.538 Post Office Red ().48 0.33 8.7 R 3.0/13.2 38.74 37.91 17.56
82.540 CrimsOn ().40 0.32 0.2 YR 1.7/9.0 31.98 19.31 6.26
83.541 Maroon 0.34 0.32 1.9YR 0.6/3,8 28.18 6.57 1.04
84.557 Light Orange 0,51 0.39 3.3 YR 5.5/14.1 58.94 37.31 47.06
85.570 Traffic Red 0,49 0.35 0.5 YR 3.9/11.9 45.81 35.29 26.22
86.574 Indian Saffron ().5() ().35 9.4 R 5.0 /13.2 54.78 43.86 33,56
87.59 I Deep Orange 0.51 0,36 0.8 YR 4.8/13.8 53.11 40.95 37.24
88.592 International
Orange ().53 ().35 9.9 R 4.6/15.8 50,09 47.81 37.75
89.628 Silver Grey 0.34 0.37 1.5GY 5.8/2.1 62.56 -3.0 12.64
90.629 Quaker Grey 0.34 0.37 8.9 Y 5.3/2.1 58.14 -0.77 12,35
91, 630 French Grey 0.33 0.36 4.5 GY 5.9/1.9 63.64 -3.44 8,49
92.631 Light Grey ().31 0.34 3.5 G 5.8/1.1 62.60 -5.03 2.73
93.632 Dark Admiralty
Grey 0.30 0.32 8.2 B 3.9/1.0 46,48 -2,14 -3.10
94.633 AF Blue Grey ().30 0.32 7.8 B 2.0/1.4 33.66 -1.63 -3.15
95.634 Slate ().33 0.36 4,9 GY 3.8/1,7 45.78 -2.95 6.40
96.635 Lead 0.31 0.34 2.3 G 2.9/1.4 39.07 -3.23 1.39
97, 671 Middle Graphiteo.30 0.33 6.5 B 2.5/0.6 37.42 -1.12 -1.87
98.692 Smoke Grey ().28 0.31 9.5 B 5.1/3.3 57.25 -6.07 -9.76
99.693 Aircraft Grey 0.31 0.34 9.5 G 5.0/0.7 56.01 -2.95 0.40
I()().694 Dove Grey ().31 0.34 1.6G 5,2/0.6 57.73 -2.70 1.88
101,695 Dal-kBlue Grey ().31 0.33 1.4B 1.0/0.6 29.63 -0.68 -1.19
102.697 Light Admiralty
Grcy ().30 0.34 4,1 BG 7.1/1.7 74.24 -8.22 0.36
103,698 Steel Grey ().3I 0.33 9,0 G 1.9/0.5 33.18 -0.9 -0.34
104,796 Dark Violet ().30 0.26 7.5P 2.617.7 37.66 16.31 -15.15
10
-?,
II“,. — ..— —— .—
II ...........
ANNEX B
(Foreword)
COMMITTEE COMPOSITION
Paints, Varnishes and Related Products Sectional Committee, CHD 20
Organizations Representative (s)
Inpersonal capacity Shri Ravi Marphatia (Chairman)
14,0rion,00mer Pzk
Bhulabhai Desiu Road,Mumbti-400 026
Addisons Paint &ChemicaJs Ltd. Chennai Ski R.Srmivasan
Asian Paints (India) Ltd, Mumbai ShriA.B.Menon
D, B.P.Malik (Akernare)
BajaJ Auto Limited, Pune Representative
Berger Paints India Ltd, HowraA Shri K.Nu’mal Kumar
ShriN.K Ray (A[temate)
Bhflat Heavy Electrical Ltd. Timchirqxdli Shn M Somu
Central Building Research Institute, Roorkee DrL.K Aggaarwal
Dr K.K.Asthma (Ahernafe)
Central Public Works Deptt, New Delhi Representative
Colour-Chem Limited, ‘flame ShriR.R Vaidya
Consumer Unity &Tmst Society (CUTS), Jaipur Shri Stmdeep Singh
Continental Coatings Pvt Ltd, Chennai ShriM.B.Satyanaray ana
Directorate GeneraJ of Supphes &Disposal, New Delhi Representative
Export Inspection Council ofIndia, New Delhi Representative
Goodlass Nerolac Paints Ltd, Mumba Shrl S.V. Porwal,
Hindustan Shipyard Ltd, Visakhapatnam ShriP.V.Ramana Murthy
Shri A.P.CH. N Prasad (Alternate)
ICI(India) Ltd, Kolkata Representative
Indian Institute ofChemical technology, Hyderabad Dr K.V.S N.Raju
Indian Paints Awxiation, Kolkata D, M.B.Guha
ShriV.M. Natu (Alternate)
IndizanPetrochemicals Corporation Ltd, Vadodra Representative
Indian Small ScaJe Paint Association, Mumbtu Representative
Jensen &Nicholson (India) Ltd, West Bengal Representative
Mas’utiUdyog Ltd, Gurgaon ShriT.K.Banerj.e
Ministry ofDefence (DGQA), Kanpur shri M.S. Sultania
ShrlL.S. Mishra (Alternate)
Ministry ofEnvironment& Forest, New Delhi Representative
Ministry ofIndustry, New Delhl Shri P.K. Jam
Shn N.C. Tiwari (Aftermue)
Mumbai Paints Limited, Mumbai Representative
Nationat Organic Chemical Indusmies Ltd, Mumbai Dr B.V. Bapat
NationaJ Test House (ER), Kolkata JAB. B.Pal
DrSunil Kumar Saha (Alternate)
Office oftheDevelopment Comissioner(SS1), New Delhl ShriY. S.Bhatnag~
ShriA.K.Jain (Alternate)
Office oftheSAtoCNS, New Delhl ShriRK.Sehgal
Oil andNatural Gas Corporation Ltd,New Delhi Representative
oil Technologists Association ofIndia, Kanpur Representative
Punjab Paint Color andVanish Works, Kanpur Shri G,N. Tiwti
Research Designs &Standards Orgamzation, Lucknow Representative
Resins &Plastics Limited, Mumbai ShriM.C. Choksi
Shnram Institute forIndustrial Research, Delhi Representative
Sudarshan Chemicals Industries Ltd, Pune ShriSudhir H. Hamule
ShriMahesh D.MetteOoo (Alternate)
Tata Engg &Locomotwe CoLtd,Jamshedpur Representative
The Indian Turpentine &Rosin CoLtd, Banely ShriR.C. fhs1,
Travancore Titanium Products Ltd, Trivandrum Shri V.S. Bashir
Dr K.Gopinathan Nair (Alternate)
U.K.Paints Industnes, New Delhi ShriV.K.Nayy=
BIS Directorate General Sfui S.K.Chaudhuri,
Director &Head (Chem)
[Representing Director General(Er-oflcio )]
Member Secretary
SHRI N.K. BANSAL, Joint Director (Chem), BJS:.
..
Published by Bureau of Indian Standards, New Delhi and
Printed at MULTICOLOR DISPLAY, Calcutta
|
7873.pdf
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“RUE-AFFIRrl:‘ED 199.T
1s : 7873 - 1975
Indian Standard
CODE OF PRACTICE FOR
LIME CONCRETE LINING FOR CANALS
( Second Reprint JUNE 1990 )
UDC 627.841.034.92:666.972
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr3 January 1976Indian Standard
CODE OF PRACTICE FOR
LIME CONCRETE LINING FOR CANALS
Canals and Canal Linings Sectional Committee, BDC 57
Chairman Representing
SHRI K. S. ~PATHAK Water and Power Development Consultancy
Services (India ) Ltd, New Delhi
Members
SHRI M. M. ANAND Irrigation & Power Department, Government of
Punjab
SERI S. S. SAEI ( Alternate )
SHRI S. P. BEAT Public Works Department, Government of Mysore
Crrrnv ENOWEER( IRRITATION) PublEay;rks Department, Government of Tam11
SHRI K. SUND~RAY( Alternate )
SHRI 0. P. DATTA Beas Designs Organization, Nangal Township
Srzn~R . L. DEWAN Bihar Institute of Hydraulic 8s Allied Research,
Khagaul
D~~E~To= Irrigation Department, Government of Rajastban
DIRECTOR Land Reclamation, Irrigation & Power .Research
Institute, Amritsar
PHYSICIST( Altemate)
DIRECTOR ( BD ) Central Water Commission, New Delhi
DEPUTYD IRECTOR( BD ) ( Alternate )
SHRI S. D. KIJLKARNI Irrigation & Power Department, Government of
Maharashtra
SERI A. A. PAI (Alternate)
SHRI K. M. MAHESHWARI Planning Commission, Government of India
SHRI P. W. PARWANI( Altemate )
SHRIM . A. MEETA Concrete Association of India, Bombay
SHRI 9. K. MEETA ( Alternate )
REPRESENTATIVE Irrigation Department, Government of Haryana
SHEIP . C. SAXEN’~ Central Water & Power Research Station, Poona
Snm V. P. BHATT( Alternate )
SE(1BE!cABY Central Board of Irrigation & Power, New Delhi
SEIBIH . D. SMBMA Irrigation Research Institute, Roorkee
SERI M. K. SINQHaL Water Resources & Development Training Centre,
University of Roorkee
( Continuedo n #age 2 )
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any meann except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS t 7873 - X975
( Centi nued from page 1 )
Members Re&wenting
Saab K. T. SUBUDEI Irriggata& Power Department, Government of
SUPERIIWENDXNkO’W INEEB Irrigation &. Power Department, Government of
Haryana
SEE1 P. s. Yoa Irrigation & Power Department, Government of
Uttar Pradesh
SHRI D. AJITEA SIMEA, Director General, IS1 ( Ex-o$cio Member )
Director ( Civ Engg )
Secretary
Sxuu V. K.~LYANA~~D.~~A~J
Assistant Director ( Civ Engg ), IS1
2IS: 7873-1975
CODE Oi; PRACTICE FOR
LIME CONCRETE LINING F-OR CANALS
0. FOREWOR-D
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 25 November 1975, after the draft finalized by the Canals and Canal
Linings Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Lime concrete lining had been used with success on some canal systems.
The question of their selection for use on a particular project, however,
would be governed by the economics of the proposal which would depend
to a very great extent on the availability of good banker for manufacturing
lime vis-a& the availability of cement,
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1T his standard covers lining of canals using kankar-lime concrete and
of
any other type cheap lining where kankar is available.
1.2 The use of this type of lining shall be restricted to small medium size
irrigation channels with capacities up to 200 cumecs and in which the
velocity of water does not exceed 2 m/s.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 3872-1966t
shall apply.
3. NECESSARY INFORMATION
3.1 The following information shall be procured for the entire length of the
canal before commencing the work:
a) Nature of soil ( physical properties ) up to suitable depth below
the canal bed,
*Rules for rounding off numerical values ( reoised ) .
iCode of practice for lining of canals with burnt clay tiles.
3IS t 7873 - 1975
b) Subsoil water levels,
c) Salt contents of soil, and
d) Longitudinal and cross sections of the canal.
4. MATERIALS
4.1 Lime - Kankar lime composition and quality shall conform to IS : 712-
1973*.
4.2 Sand ( or Kankar Grit ) - Sand shall conform to IS : 2116-1965t
and IS : 1542-1960: as specified by the Engineer-in-charge.
4.3 Coarse Aggregate- Brick ballast, stone ballast or kankar coarse
aggregate.
4.4 Water - Water used for both mixing the mortar and curing shall be
free from injurious amounts of deleterious materials. Potable waters are
generally considered satisfactory for mixing and curing.
4.4.1 Water containing excessive acid, alkali or salt may not be suitable.
As a guide, the following concentrations represent the maximum permissible
values:
Concentration Percent
Organic 0.02
Inorganic 0’30
Sulphate 0.05
Alkali chlorides 0.10
5. PREPARATION OF SUBGRADE
5.1 Reaches With Expansive _S oil .s ~ - . As far as possible lining should be
avoided in expansive clays. But if the canal has to traverse a reach of
expansive clay with no alternate route of economically feasible condition,
it may be done with any of the practices detailed under 51.1 and 5.1.2 to
reduce the damage depending upon the swelling properties of the soil
encountered.
NOTE - Clays vary So much in characteristics that the pressure required to pre-
vent expansion may be less than 0’07 kgf/cms (*068 kN/ms ) in some types and as much
as 103 kgf/cms ( 10.297 kN/ms) or higher in others. In many cases the practices
recommended in 5.1.1a nd 5.13 may not be adequate needing detailed investigations
to find out a practicable solution.
5.1.1 If the expansive clay is in thin layer or in small pockets in an
otherwise suitable subgrade it shall be over excavated and replaced with a
suitable non-expansive soil and compacted suitably.
*Specification for building limes ( second revision ).
tSpecification for sand for masonry mortars.
$Specification for sand for plaster.
4IS : 7873 - 1975
5.1.2 Swelling of the clay encountered can be controlled by loading the
surface with a non-expansive compacted soil or gravel 60’0 cm and filled
to the grade of the underside of lining with good draining material leading
away the seepage water to specially constructed point either to the outside
of the canal or releasing it into the canal by providing suitable pressure-relief
valves. However, the excavated surface of expansive clay shall be given a
coat of asphalt before loading it to prevent the entry of water into the clay.
5.2 Preparation of Subgrade Consisting of Rock- The subgrade shall
be~prepared and dressed true to level and according to the required cross
section of the canal.
5.2.1 All excavation including overbreakage below lines of underside of
lining shall be filled completely up to the lines of the underside of lining
with compacted graded filter material. Care shall be exercized in selecting
refill material for use over fractured rock or cobbles because of the danger
of washing fines into the subgrade voids and thus losing lining support. The
selected material shall be such as to resist such piping and, otherwise, shall
. be selected for impermeability and ease of placement.
5.3 Preparation of SabgadeConsisting of Earth - The subgrade shall
be prepared, dressed and rolled true to level and according to the required
cross section of the canal to form a firm compacted bed for the lining.
5.3.1 In other than predominantly sandy reaches where the dry bulk
density of the natural soil is not less than 1.8 g/cm’, initial excavation shall
be done up to about 30 cm above the final section and the cutting to final
shape shall be done immediately before lining ( see also 5.3.6 ).
5.3.2 Sample profiles true to the cross section of the canal shall be made
at suitable intervals of 3 to 5 metres to ensure correct formation of subgrade.
To ensure uniformity of side slopes a chord shall be stretched across two-
third spacer which shall be run under the chord to check the evenness of the
surface. This process shall be repeated at short intervals along the slopes
till the surface between two profiles is properly levelled and dressed from
top to bottom. Suitable wooden templates may be used to lay and check
the profile.
NOTE- In straight reaches, an interval of 3 to 4 m is recommended for sample
profile.
S-3.3 If at any point material as prepared subgrade has been excavated
beyond the neat lines required to receive lining the excess excavation sha!l
be filled with material compatible with subgrade material and thoroughly
compacted in accordance with 5.3.5 and 53.6.
5.3.3.1 When partial filling of an existing canal is necessary to reduce
the cross-sectional area to that required for lined canals the fill shall be
5IS t 7873 - 1975
placed and suitably compacted to avoid its settlement and rupture of the
lining.
5.3.4 To cover up any lapses in the compaction of the inner core of the
banks near the edges and to allow sufficient width for a labourer to work
conveniently a lip-cutting width of not less than 50’0 cm horizontally shall
be provided. Depending upon the nature of soil and the side slopes of the
canal the lip cutting width may be in the range of 50 to 100 cm,
5.3.5 Compaction of Subgrade in Predominantly Sand3 Reaches
5.3.5.1 Bed - The compaction of the bed shall be done by oversatu-
rating the bed by flooding it with water before lining is laid.
5.3.5.2 Sides - The compaction of sides shall be done preferably by
vibrocompactors. To prevent loss of moisture of the lining, suitable mea-
sures should be adopted. Wherever there is over cutting, refilling should
be done with lean concrete.
NOTE - Admixtures of 5 percent cement are generally found satisfactory.
5.3.6 Compaction of Subgrade in Other Than Predominantly Sandy Reaches -
All compaction shall be done at optimum moisture in convenient layers not
more than 15’0 cm thick to “obtain a dry bulk density of not less than
95 percent of the density of optimum moisture content obtained in accord-
ance with IS : 2720 ( Part VII )-1965*.
5.3.6.1 Where the dry bulk density of the natural soil is equal to or
more than 1’8 g/cm8, the procedure described in 5.3.1 shall be followed.
5.3.6.2 Bed-Where the dry bulk density of the natural soil is less
than 1’8 g/cm5 and the subsoil water is near the subgrade, the compaction
shall be done by under cutting the bed by 7’5 cm and then ploughing up to
15’0 cm below the subgrade level. The loosened’soil shall then be recom-
pacted with sheep foot rollers or other suitable devices. Where the subsoil
water is low, requiring no dewatering and the dry bulk density of the
natural soil is less than 1’8 g/cm*, compaction shall be done by digging the
canal up to subgrade level and after that loosening the earth below subgrade
up to 15.0 cm by disc harrows, or ploughing and compacting the same to a
layer of 11’0 cm. After that, the second layer of 15’0 cm of earthshall be
laid over the compacted layer by taking earth from lip cutting and
compacting this to a depth of 11’0 cm. The compacted layer of 7.0 cm
above the subgrade level shall be removed and the subgrade brought to
design profile before laying the lining.
5.3.6.3 Sides - Compaction of sides shall be done by manual labour
or suitable compactors to a depth of 30’0 cm to obtain a minimum dry bulk
density of not less than 90 percent of the density of optimum moisture
content obtained in accordance with IS : 2720 ( Part VIf )-1965*.
*Methods of test for soils: Part VII Determination of moisture content-dry density
relation using light compaction.
6IS : 7873 - 1975
5.4 Underdrainage - For a lined canal whcrc tlic ground water level is
higher or likely to be higher than water level inside the canal so as to cause
damaging differential pressures on the lining., or where the subgrade is
sufficiently impermeable to prevent free drainage of the underside of lining
in case of rapid draw down, pressure relief arrangements for underdrainage
shall be provided in accordance with IS :4558-1968*.
5.5 Anti-salt Treatment - Soil in all reaches shall bc tested for salt
contents before the lining is started. Where the salt contents are over
I.00 percent or sodium sulphate is over 0’36 percent, the subgradc shall be
first covered with about 2 mm thick layer of bitumen obtained by evenly
spraying bitumen at a rate of about 2’35 l/m?-. To get a good bond between
bitumen and soil, crude oil at a rate of 0’5 l/m” shall be sprayed over it in
advance of spraying bitumen. In case such a situation is encountered only
in small pockets the replacement of subgrade by suitable earth for a suitable
depth from adjoining reaches shall be considered, if economical.
5J.l Before spraying crude oil, subgrade shall be perfectly dry, clean
and free from dirt, and crude oil shall be allowed to penetrate the subgrade
surface. Bitumen shall be heated to a temperature of 175°C and applied
to the subgrade by a suitable sprayer. Immediately following the application
of bitumen, dry Sand shall be uniformly spread. Lining should be started
6 to 12 hours after spraying.
6. LAYING OF CONCRETE LINING
6.1 Lime concrete mix should be proportioned in such a way that, after
compaction, it shall have a minimum compressive strength of 50 kgf/cm’
( 4 903.3 kN/ms ) at the age of 28 days, the specimens being moist cured
during the period. For determining compressive strength ‘unconfined
compression tests eon cylindrical specimens with a height to diameter ratio
of two shall be carried out according to IS : 2541-1974t. The mix should
have a minimum flexural strength of 14 kgf/cm2 ( 13’729 kN/m2 ) .
6.2 Lime concrete to be used for lining shall also meet the following
additional requirements:
a) Test specimen shall effectively withstand erosion by the continuous
lateral action of jets of water with a velocity not less than 4 m/s
for at least 150 hours.
b) The permeability ~of lime concrete test specimen shall not exceed
IO-’ cm/s.
*Code of practice for underdrainage of lined canals.
t&de of practice for preparation and use of lime concrete (Jirst revision) .
7IS t 7873- 1975
6.3 The following proportions of the materials in normal case will meet the
requirements given in 6.2:
1 : 14 : 3 of kankar lime : kankar grit or sand : kankar aggregate,
stone aggregate or ,brick ballast. Kankar grit or sand shall have a
uniform grading with overall fineness modulus determined according
to specified practice not less than 2.0. Kankar aggregate, stone
aggregate or brick ballast will have the maximum size of 2 cm with
not more than 5 percent passing.
6.4 Thickness of Lining - The thickness of lining may vary from 10 to
15 cm for discharge ranges up to 200 cumecs.
6.5 Lines and Grade --Concrete lining shall be constructed in canal
prism where shown on the drainge or as directed by engineer-in-charge.
6.5.1 Abrupt departure from and return to alignment and grade shall
be avoided.
6.6 Mixing - Mixing shall be continued until there is uniform distribution
of the materials and the mass is uniform in colour and consistency, but in
no case the mixing shall be done for less than two minutes.
6.6.1 When hand mixing is permitted by the engineer-in-charge, it shall
be carried out on a water-tight platform and care shall be taken to ensure
that mixing is continued until the mass is uniform in colour and consistency.
6.7 Transporting - Concrete ihall be handled from the place of mixing
to the place of final deposit as rapidly as practicable by methods which will
prevent the segregation or loss of any of the ingredients. If segregation
does occur during transport, the concrete shall be remixed before being
placed.
6.7.1 During hot or cold weather, concrete shall be transported in deep
containers; the deep containers, on account of their lower ratio of surface
area to mass, reduce the rate of loss of water by evaporation during hot
weather and loss of heat during cold weather.
6.8 Placing - The mixed material shall be discharged uniformly on to the ’
prepared subgrade and distributed to a uniform loose layer by means of
shovels and rakes. It will be compacted to uniform thickness by mechanical
vibrators. Compaction shall be carried out continuously as the mixed
material is spread, but the equipment shall be kept sufficiently far back
from the free edges of the layer to prevent lateral movement of the mixed
material. The time between the discharge of the mixed material and the
commencement af the compactions shall be as short as possible, and in no
case shall exceed 30 minutes. Compaction of any portion of the layer to
the required thickness shall be completed tiithin 14 hours after the material
has been spread.
8IS : 7873 - 1975
6.9 Finishing - .AIier compacting the final finish shall be obtained by
wooden and stcrl floats.
6.10 Curing - Immediately after final compaction and finishing, the sur-
face of concrete shall be kept continuously damp for at least 14 days. This
shall be achieved by fog spraying with water or covering the suri‘acc with
damp hessian, straw or sand maintain4 moist throughout the period of
curing.
6.11 Repairs to Concrete Placed with Forms - The surface of concrclc
finished against forms shall bc smooth and shall be fret from projections,
honeycombing and other objectionable-defects. Immediately on the removal
of forms all unsightly ridges or lips shall be removed and undesirable
local bulging on exposed surface shall be remedied by tooling and rubbing.
Repairs -to concrete surfaces and additions where required shall be made by
cutting regula openingsinto the concrete and placing fresh concrete to the
required lines, f The chipped openings shall be sharp and shall not be less
than 7.0 cm in depth. The fresh concrete shall be reinforced and chipped
and welled to the surface of the openings. The concrete shall be placed in
layers not more than 2-O cm in thickness after being compacted and each
layer shall be compacted thoroughly. All exposed concrete surfaces shall be
cleaned of impurities, lumps of mortar or grout and unsightly stains.
7. JOINTING
7.1 In order to minimize cracking the lime concrete shall be laid in panels
of suitable size depending upon the~size of the channel. A panel of 3 x 3 m
or 9 m2 is recommended. The joints between the adjacent panels, after the
curing is over, will be sealed leak-tight with suitable sealing compounds, such
as asphaltic materials. A straight transverse construction joint ‘shall be
formed, whenever there is a break of even a Sew hours during the lining
operation. Such a joint shall be sealed leak-tight with a suitahlc sealing
compound after the expiry of the curing period.
5, YIELD CONTROL
5.1 The following factors shall be checked for controlling field conditions
luring the progress of the work:
a) Subgrade Condition- Prior to placing of the lime concrete, the condi-
tion of subgrade shall~be checked to ensure that it is well compacted
( to a density not less than 95 percent of the standard maximum
for the soil ), clean and surface moist.
b) Thickness of Processed Layer -This shall be checked continuously
during the construction to ensure that the correct thickness is
being laid,
9IS:7873-1975
Hegrdarity vf the Surface - There shall not be any depression in the
level of the final surface either transversly or longitudinally or
more than 5 mm under 3 m template or straight edge.
Curing - It shall be ensured that the surface of the lime concrete
is maintained moist continuously throughout the curing period by
checking at frequent intervals.
Qality of Concrete - The quality of lime concrete shaI1 be controlled
in the field in accordance with IS : 456-1964*.
*Code of practice for plain and reinforced concrete.
19BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Matg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Mairaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 35
NEW DELHI 110002 331 1376
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I, P. Road, 36 24 99
Maniktola, CALCUTTA 700064
Northern : SC0 445-446, Sector 36-C, 2 18 43
CHANDIGARH 160036 3 1641
I
Southern : C. I. T. Campus, MADRAS 600113 tlz:%
r 41 29 16
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East 1, 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADA5AD 380001
I 2 63 49
$Peenya lndust rial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83. Lewis Road, BHUBANESHWAR 751002 5 36 27
531’6. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-B-56(3 L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
( 6 96 32
1171418 6 Sarvodaya Nagar, KANPUR 208005
1 f: 68; 3;
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 61 71
Shankar Naaar Sauare, NAGPUR 440010
Institution of Ecginee’rs ( India ) Building, 1332 Shivaji Nagar, 6 24 36
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhrs Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chamber& Grant Road, 89 66 28
Bombay 400007
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Bangalore 560002
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ISO 10005.pdf
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INTERNATIONAL
ISO
STANDARD
10005
First edition
1995-09-15
Quality management — Guidelines for
quality plans
Management de la qualité — Lignes directrices pour les plans qualité
Reference number
ISO 10005:1995(E)ISO 10005:1995(E)
Contents
Page
1 Scope .............................................................................................. 1
2 Normative reference ....................................................................... 1
3 Definitions ................................................................................. 1
4 Preparation, review, acceptance and revision of the quality plan 2
4.1 Preparation .............................................................................. 2
4.2 Review and acceptance ......................................................... 3
4.3 Revision .................................................................................. 3
5 Contents of the quality plan ...................................................... 3
5.1 Management responsibilities ................................................. 4
5.2 Quality plan and quality system ............................................. 4
5.3 Contract review ...................................................................... 4
5.4 Design control ........................................................................ 4
5.5 Document and data control .................................................... 4
5.6 Purchasing .............................................................................. 4
5.7 Control of customer-supplied product .................................... 4
5.8 Product identification and traceability ..................................... 5
5.9 Process control ....................................................................... 5
5.10 Inspection and testing .......................................................... 5
5.11 Control of inspection, measuring and test equipment ......... 5
5.12 Inspection and test status .................................................... 5
5.13 Control of nonconforming product ....................................... 6
5.14 Corrective and preventive action .......................................... 6
5.15 Handling, storage, packaging, preservation and delivery ..... 6
5.16 Control of quality records ..................................................... 6
5.17 Quality audits ........................................................................ 6
ISO 1995
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 the publisher.
International Organization for Standardization
Case Postale 56 • CH-1211 Genève 20 • Switzerland
Printed in Switzerland
ii ISO ISO 10005:1995(E)
5.18 Training ................................................................................. 6
5.19 Servicing ............................................................................... 6
5.20 Statistical techniques ............................................................ 7
Annexes
A Simplified examples of formats for the presentation of quality
plans ......................................................................................... 8
B Bibliography ............................................................................ 15
iiiISO 10005:1995(E) ISO
Foreword
ISO (the International Organization for Standardization) is a worldwide
federation of national standards bodies (ISO member bodies). The work
of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for
which a technical committee has been established has the right to be
represented on that committee. International organizations, governmental
and non-governmental, in liaison with ISO, also take part in the work. ISO
collaborates closely with the International Electrotechnical Commission
(IEC) on all matters of electrotechnical standardization.
Draft International Standards adopted by the technical committees are
circulated to the member bodies for voting. Publication as an International
Standard requires approval by at least 75% of the member bodies casting
a vote.
International Standard ISO 10005 was prepared by Technical Committee
ISO/TC 176, Quality management and quality assurance, Subcommittee
SC 2, Quality systems.
Annexes A and B of this International Standard are for information only.
iv ISO ISO 10005:1995(E)
Introduction
This International Standard was prepared to address the need for a
mechanism to relate generic requirements on quality system elements to
the specific requirements of a particular product, project or contract.
Its provisions should be considered advisory and not requirements.
A quality plan may be used within an organization to ensure that specific
requirements for quality are being appropriately planned and addressed for
identified products during production. A quality plan may be used to indi-
cate the specific application of a quality system to a given development
project, whether for a marketable product or for an in-house facility.
A quality plan may also be used by the supplier in a contractual situation
to demonstrate to the customer how the specific requirements for quality
of a particular contract will be met. In many cases, it may be beneficial to
obtain customer input to the development of the quality plan.
The quality plan should be compatible with other plans that may be pre-
pared.
vISO 10005:1995(E) ISO
viINTERNATIONAL STANDARD ISO ISO 10005:1995(E)
Quality management — Guidelines for quality plans
1 Scope for compliance with requirements. A quality plan may
also be used where a documented quality system
does not exist, in which case procedures may need
1.1 This International Standard provides guidelines
to be developed to support the quality plan.
to assist suppliers in the preparation, review, accept-
ance and revision of quality plans.
NOTE 1 AnnexB contains a bibliography of International
Standards which provide information that may prove helpful
It is intended for use in two situations:
to those involved in the preparation and review of quality
plans.
a) as guidance to a supplier organization in meeting
the requirements of ISO 9001, ISO 9002 or
ISO 9003 relative to the preparation of a quality
plan; or 2 Normative reference
b) as guidance to a supplier organization in preparing The following standard contains provisions which,
a quality plan when the supplier does not have through reference in this text, constitute provisions
such a quality system. of this International Standard. At the time of publi-
cation, the edition indicated was valid. All standards
In both situations, the quality plan is supplemental to
are subject to revision, and parties to agreements
the supplier's generic quality system documentation
based on this International Standard are encouraged
and should not duplicate the generic documentation.
to investigate the possibility of applying the most re-
For convenience in situations of type b), this Inter-
cent edition of the standard indicated below. Mem-
national Standard includes features that are covered
bers of IEC and ISO maintain registers of currently
in the generic requirements of ISO 9001, ISO 9002
valid International Standards.
and ISO 9003.
ISO 8402:1994, Quality management and quality as-
Quality plans provide a mechanism to tie specific re-
surance — Vocabulary.
quirements of the product, project or contract to ex-
isting generic quality system procedures. They do not
require the development of a comprehensive set of
procedures or instructions over and above those al- 3 Definitions
ready existing, although some additional documented
procedures may be necessary. For the purposes of this International Standard, the
definitions given in ISO 8402, together with the fol-
1.2 This International Standard is applicable where lowing definitions, apply. Terms which are repeated
a quality plan is to be used for a particular product, here for clarity but have been defined in other Inter-
project or contract. A quality plan may be applicable national Standards are identified by the placement of
to any product of the generic product categories the number of the standard after the term being de-
(hardware, software, processed materials and ser- fined.
vices) or industry/economic sectors.
3.1 contract: Agreed requirements between a sup-
A quality plan may be used to monitor and assess plier and customer transmitted by any means.
adherence to the requirements for quality, but these
guidelines are not intended to be used as a checklist [ISO 9001]
1ISO 10005:1995(E) ISO
3.2 project: Unique process consisting of a set of 3.7 quality plan: Document setting out the specific
coordinated and controlled activities with start and quality practices, resources and sequence of activities
finish dates, undertaken to achieve an objective con- relevant to a particular product, project or contract.
forming to specific requirements, including the con-
straints of time, cost and resources. NOTES
11 A quality plan usually makes reference to the parts of
NOTES
the quality manual applicable to the specific case.
2 An individual project may form part of a larger project
12 Depending on the scope of the plan, a qualifier may be
structure.
used, for example, “quality assurance plan”, “quality man-
3 In some types of projects, the objectives are refined and agement plan”.
the project characteristics defined progressively as the pro- [ISO 8402]
ject proceeds.
3.8 quality system: Organizational structure, pro-
4 The outcome of a project may be one or several units
cedures, processes and resources needed to imple-
of a product.
ment quality management.
3.3 type test: Test or series of tests directed
NOTES
towards approval of a design conducted to determine
that it is capable of meeting the requirements of the
13 The quality system should be as comprehensive as
product specification. needed to meet the quality objectives.
3.4 witness testing: Testing of a product in the 14 The quality system of an organization is designed pri-
presence of the customer's representative or a third marily to satisfy the internal managerial needs of the or-
party. ganization. It is broader than the requirements of a particular
customer who evaluates only the relevant part of the quality
system.
3.5 procedure: Specified way to perform an activity.
15 For contractual or mandatory quality assessment pur-
NOTES
poses, demonstration of the implementation of identified
quality system elements may be required.
5 In many cases, procedures are documented (e.g. quality
system procedures).
[ISO 8402]
6 When a procedure is to be documented, the term
“written procedure” or “documented procedure” is fre- 4 Preparation, review, acceptance
quently used.
and revision of the quality plan
7 A written or documented procedure usually contains the
purpose and scope of an activity; what shall be done and 4.1 Preparation
by whom; when, where and how it shall be done; what
materials, equipment and documents shall be used; and
When preparing a quality plan, quality activities appli-
how it shall be controlled and recorded.
cable to the situation should be defined and docu-
[ISO 8402] mented.
Much of the generic documentation needed may be
3.6 product: Result of activities or processes.
contained in the supplier's quality manual and docu-
mented procedures. This documentation may need to
NOTES
be selected, adapted and/or supplemented. The qual-
8 A product may include service, hardware, processed ity plan shows how the supplier's generic docu-
materials, software, or a combination thereof. mented procedures are related to and applied to any
necessary additional procedures peculiar to the prod-
9 A product can be tangible (e.g. assemblies or processed
uct, project or contract in order to attain specified
materials) or intangible (e.g. knowledge or concepts), or a
quality objectives.
combination thereof.
The quality plan should indicate, either directly or by
10 A product can be either intended (e.g. offering to cus-
reference to appropriate documented procedures or
tomers) or unintended (e.g. polluant or unwanted effects).
other documents, how the required activities are to
[ISO 8402] be carried out.
2 ISO ISO 10005:1995(E)
The format and level of detail in the plan should be stages, the supplier should submit the quality plan for
consistent with any agreed customer requirement, each stage to the customer prior to the start of that
the supplier's method of operation and the complexity stage.
of the activities to be performed. The plan should be
Procedures referenced in the plan should be made
as brief as possible, consistent with meeting the pro-
available to the customer, where agreed in the con-
visions of this International Standard. (Simplified
tract.
examples of alternative presentations of quality plans
are contained in annex A.)
4.3 Revision
A quality plan may be a stand-alone document when
a supplier does not have a documented quality sys- The supplier should revise the plan, when appropriate,
tem. A quality plan may also be included as part of to reflect changes that have been made to the prod-
another document or documents (e.g. product or pro- uct, project or contract, changes to the manner in
ject plan), depending on such things as customer re- which the product is produced or the service is pro-
quirements or the business practices of a specific vided, or changes in quality assurance practices.
supplier. It may be necessary to develop a quality plan
that consists of a number of parts, each of which re- Changes to the quality plan should be reviewed for
presents a plan for a distinct stage, such as for de- impact and adequacy by the same authorized group
sign, purchasing, production, or inspection and test, which conducted the review of the original quality
or for particular activities such as the dependability plan.
plan.
Subject to the specific requirements of a contract,
proposed changes to the plan should be submitted to
NOTE 16 When drafting a textural quality plan, the fol-
lowing conventions may be used: the customer for review and acceptance before they
are implemented.
— “shall” to express a provision that is binding between
two or more parties;
5 Contents of the quality plan
— “will” to express a declaration of purpose or intent by
one party;
a) Structure
— “should” to express a recommendation among other
possibilities; The contents of the quality plan should be based on
this International Standard and the supplier's docu-
— “may” to indicate a course of action permissible within mented quality system. It is not essential that the
the limits of the quality plan. quality plan follow the structure and numbering of any
ISO 9000 standards and the alignment of the para-
4.2 Review and acceptance graphs in this International Standard is only intended
to ease use and understanding.
The quality plan should be reviewed for adequacy and
The elements described in the following subclauses
formally approved by an authorized group that in-
should be addressed, where relevant to the require-
cludes representatives from all affected functions
ments of the product, project or contract.
within the supplier's organization.
In contractual situations, a quality plan may be sub- b) Scope of the quality plan
mitted to the customer by the supplier for review and
acceptance, either as part of the precontract award- The scope of the quality plan should be defined and
bidding process or after the contract has been should include, but not be limited to:
awarded.
— the product or project to which it is to be ap-
If the plan is submitted as part of the bidding process plied;
and a contract is subsequently awarded, the plan
should be reviewed and, where appropriate, revised — the scope of the contract to which it is to be
to reflect any changes in requirements that may have applied;
occurred as a result of precontract negotiations.
— the product, project and or contract quality
When a quality plan is required by a contract, it should objectives (these quality objectives should be
normally be submitted prior to the start of the re- expressed in measurable terms wherever
quired activities. Where the contract is conducted in possible);
3ISO 10005:1995(E) ISO
— specific exclusions; b) the arrangements for the review, verification and
validation of design output conformity to design
— the conditions of its validity. input requirements;
c) where applicable, the extent to which the cus-
5.1 Management responsibilities tomer is to be involved in design activities, such
as participation in design reviews and design
The plan should identify individuals within the sup- verification.
plier's organization who are responsible for:
The plan should reference applicable codes, stan-
a) ensuring that the activities required by the speci- dards, specifications and regulatory requirements, as
fied quality system or contract are planned, im- appropriate.
plemented and controlled and their progress
monitored;
5.5 Document and data control
b) communicating requirements peculiar to the
The plan shoud indicate:
specific product, project or contract to all affected
departments, subcontractors and customers, and
a) the documents and data applicable to the product,
resolving problems that arise at the interfaces
project or contract;
between such groups;
b) how such documents and data will be identified;
c) reviewing the results of any audits conducted;
c) how, and from whom, access to such documents
d) authorizing requests for exemption from quality
and data can be obtained;
system elements;
d) how, and by whom, such documents and data are
e) controlling corrective actions (see 5.14).
reviewed and approved.
5.6 Purchasing
5.2 Quality plan and quality system
The plan should indicate:
Much of the necessary quality plan documentation
will normally exist as part of the quality system docu-
a) any important products that are to be purchased,
mentation. The quality plan need only refer to this
from whom, and the relevant quality assurance
documentation and show how it is to be applied to
requirements;
the specific situation in question. Where an element
of such documentation does not already exist but is
b) the methods to be used to evaluate, select and
required, the quality plan should identify it and also
control subcontractors;
identify when, how and by whom it will be prepared
and approved.
c) requirements for, and reference to, subcontractor
quality plans, where appropriate;
5.3 Contract review
d) the methods to be used to satisfy regulatory re-
quirements which apply to purchased products.
The plan should indicate when, how and by whom the
requirements specified for the product, project or
5.7 Control of customer-supplied product
contract are to be reviewed.
The plan should also indicate how the results of this The plan should indicate:
review are to be recorded and how conflicts or ambi-
guities in requirements are to be resolved. a) how products provided by the customer (such as
material, tooling, test equipment, software, data
or services) are identified and controlled;
5.4 Design control
b) the methods to be used to verify that customer-
The plan should indicate: supplied products meet specified requirements;
a) when, how and by whom the design process is c) the methods to be used to deal with noncon-
to be carried out, controlled and documented; forming products.
4 ISO ISO 10005:1995(E)
5.8 Product identification and traceability c) where each inspection and test point is located in
the process sequence;
Where traceability is a requirement, the plan should
define its scope and extent, including how affected d) what characteristics are to be inspected and
products are to be identified. Identification methods tested at each point, the procedures and accept-
should also be considered when traceability is not re- ance criteria to be used, and any special tools,
quired. techniques or personnel qualifications required;
The plan should indicate: e) where the customer has established points for
witness or verification of selected characteristics
a) how contractual and regulatory traceability re- of a product or its production and installation pro-
quirements are identified and incorporated into cesses;
working documents;
f) where inspections or tests are required to be
b) what records relating to such traceability require- witnessed or performed by regulatory authorities;
ments are to be generated and how they are to
be controlled and distributed. g) where, when and how the supplier intends, or is
required by the customer or regulatory authorities,
to use third parties to perform:
5.9 Process control
1) type tests;
The plan should indicate how the production, instal-
2) witness testing (including on-site acceptance);
lation and servicing processes will be controlled to
ensure that specified requirements are met.
3) product verification;
Where appropriate, the plan should include or refer-
4) product validation;
ence but should not be limited to:
5) material, product, process or personnel certi-
a) relevant documented procedures;
fication.
b) the process steps;
c) methods to be used to monitor and control pro- 5.11 Control of inspection, measuring
cesses and product characteristics; and test equipment
d) acceptability criteria for workmanship; The plan should indicate the control system to be
used for inspection, measuring and test equipment
e) use of qualified processes, associated equipment specifically intended for use for the product, project
and personnel; or contract, including:
f) tools, techniques and methods to be used to a) identification of such equipment;
achieve specified requirements.
b) method of calibration;
Where installation is a requirement, the plan should
indicate how the product will be installed and which c) method of indicating and recording calibration
characteristics have to be verified at that time. status;
d) what records of usage of such equipment are to
be maintained so that the validity of previous re-
5.10 Inspection and testing
sults can be determined when such equipment is
found to be out of calibration.
The plan should indicate:
a) any relevant inspection and test plan (the items
below may all be part of an inspection and test 5.12 Inspection and test status
plan);
The plan should indicate any specific requirements
b) how the supplier will verify subcontractor product and methods for the identification of the inspection
conformance to specified requirements; and test status of products, documents and data.
5ISO 10005:1995(E) ISO
5.13 Control of nonconforming product b) what the legal or regulatory requirements are and
how they are to be satistied;
The plan should indicate how nonconforming products
are identified and controlled to prevent misuse until c) what form the records will take (such as hard
proper disposal. copy or electronic media);
Quality plans may need to define specific limitations, d) how legibility, storage, retrievability, disposition
such as the degree or type of rework allowed. and confidentiality requirements will be defined
and satisfied;
The plan should address how and under what cir-
cumstances the supplier would request a concession e) what methods will be used to ensure that records
for a product which does not meet specified require- are available when required;
ments. In doing so, the plan should indicate:
f) what records are to be supplied to the customer,
a) who would have the responsibility to request such when and by what means;
concessions;
g) in what language the records will be provided.
b) how such a request would be made;
5.17 Quality audits
c) what information is to be provided and in what
form;
The plan should indicate the nature and extent of
d) who has been identified as having the responsi- quality audits to be undertaken and how the results
bility and authoritiy to accept or reject such con- are to be used to correct and prevent recurrence of
cessions. nonconformities which affect the product, project or
contract.
Such audits may include:
5.14 Corrective and preventive action
a) internal audits by the supplier;
The quality plan shoud indicate the preventive and
corrective actions and follow-up activities that are
b) customer audits of the supplier;
specific to the product, project or contract in order to
avoid the appearance or repetition of nonconformities.
c) supplier/customer audits of subcontractors;
Those responsible for initiation and approval of cor-
rective and preventive action should be identified. d) third-party or regulatory authority audits of the
supplier and subcontractors, including those car-
ried out for quality system certification/regis-
5.15 Handling, storage, packaging, tration purposes.
preservation and delivery
5.18 Training
The plan should indicate:
The plan should address any specific training required
a) how the specified requirements for handling,
for personnel carrying out a process that is a subject
storage, packaging and delivery are to be met;
of the plan, and how such training is to be ac-
b) how the product will be delivered to the specified complished and recorded.
site in a manner that will ensure that its required
This should include:
characteristics are not degraded.
a) training of new personnel;
5.16 Control of quality records
b) training of existing personnel in new or revised
operating methods.
The plan should indicate how records specific to the
product, project or contract are to be controlled, in-
cluding: 5.19 Servicing
a) what records are to be kept, for how long, where Where servicing is a specified requirement, the plan
and by whom; should indicate how the supplier intends to assure
6 ISO ISO 10005:1995(E)
conformance to applicable servicing requirements, d) training of customer personnel;
such as:
e) availability of initial and on-going technical support
a) regulatory and legislative requirements; during the agreed time period.
b) industry codes and practices; 5.20 Statistical techniques
c) service level agreements; Where specific statistical techniques are required,
they should be indicated in the plan.
7ISO 10005:1995(E) ISO
Annex A
(informative)
Simplified examples of formats for the presentation of quality plans
This annex provides examples of some of the ways Presentation of quality plans can be in any form
in which quality plans may be presented. (See figures deemed suitable for meeting the agreed require-
A.1 to A.4 and table A.1.) ments. Even though the examples shown are in the
form of flow diagrams, other forms better suited to a
The examples shown should not be taken as being
specific situation may be used. A textual presentation
complete as regards the quality plan content defined
rather than a diagrammatic one may be more appro-
in clause 5 of this International Standard. Actual
priate in certain circumstances. Similarly, a diagram-
quality plans may be more complex. It would normally
matic form may be supplemented with text.
be expected that all of the elements would be cov-
ered, unless under some exceptional circumstance
they do not apply to the case under review.
8 ISO ISO 10005:1995(E)
NOTE — The service quality plan should also contain written descriptions and/or references to procedures or
other documents for activities not shown on the flowchart, such as:
— documentcontrol,
— producttraceability,
— third-partyinvolvement,
— nonconformance,
— qualityaudits,
— qualityrecords,
— managementresponsibilities.
Figure A.1 — Example of a format for a quality plan for services
9ISO 10005:1995(E) ISO
10 ISO ISO 10005:1995(E)
Figure A.2 — Example of a format for a quality plan for manufactured product
11Figure
A.3
—
Example
of
a
format
of
a
quality
plan
for
a
processed
material
ISO
10005:1995(E)
ISO
Quality Process control Inspection
characteristic
Process Process Work to be Instruction
Part chfl ao rw t 1) stage in ns utr muc bt eio rn co (pn rotr co el sle sd for c op nro trc oe lss mCo en thtr oo dl Re fusp no ctn is oi nble V ine sr tif ri uc ca tt ii oo nn, Parameters P nro uc med bu er re
condition to be number
checked)
IPC - 22 Workstation VI - 29
Preheating WI - 123 Temperature Check sheet A
Ref. No. 1
Part A
Forming WI - 321 Temperature, Check sheet B
pressure Ref. No.2
Cutting Length C
Measure length Control chart D
Ref. No.1
Yield Length IT - 6
1) Symbols are as follows:
Manufacturing Inspection and testing Storage
12 ISO ISO 10005:1995(E)
Figure A.4 — Simplified example of a software life cycle
13ISO 10005:1995(E) ISO
Table A.1 — Software quality plan — Activity reference (see figure A.4)
Approval
Ref. Activity description Procedure Comment Assigned to
authority
1 Contract review QM5.2 Contract M&P 1091 AMM
2 Review plans PMM5.4 GT
3 Requirements review QM5.3 Produce Doc. RS001 SME
4 Design PMM5.6 Produce Doc. DS001 UT
5 Design review QM5.6 Use expert review SME
6 Software implementation SDM5.6 Use C+ +
7 Code review QM5.7 Use Fagan inspection
8 Unit tests SDM5.7
9 System integration SDM5.7
10 System test QM5.7 Use customer data
11 Clear nonconformances QM5.7
12 User acceptance tests QM5.8 Client witnessing only
13 Technical transfer PMM5.9
14 ISO ISO 10005:1995(E)
Annex B
(informative)
Bibliography
[1] ISO 9000-1:1994, Quality management and [9] ISO 9004-2:1991, Quality management and
quality assurance standards — Part1: Guide- quality system elements — Part2: Guidelines
lines for selection and use. for services.
[2] ISO 9000-2:1993, Quality management and [10] ISO 9004-3:1993, Quality management and
quality assurance standards — Part2: Generic quality system elements — Part3: Guidelines
guidelines for the application of ISO 9001, ISO for processed materials.
9002 and ISO 9003.
[11] ISO 10007:1995, Quality management —
[3] ISO 9000-3:1991, Quality management and Guidelines for configuration management.
quality assurance standards — Part3: Guide-
lines for the application of ISO 9001 to the de- [12] ISO 10011-1:1990, Guidelines for auditing qual-
velopment, supply andmaintenance of ity systems — Part1: Auditing.
software.
[13] ISO 10011-2:1991, Guidelines for auditing qual-
[4] ISO 9000-4:1993, Quality management and ity systems — Part2: Qualification criteria for
quality assurance standards — Part4: Guide to quality systems auditors.
dependability programme management.
[14] ISO 10011-3:1991, Guidelines for auditing qual-
[5] ISO 9001:1994, Quality systems — Model for ity systems — Part3: Management of audit
quality assurance in design, development, pro- programmes.
duction, installation and servicing.
[15] ISO 10012-1:1992, Quality assurance require-
[6] ISO 9002:1994, Quality systems — Model for ments for measuring equipment — Part1:
quality assurance in production, installation and Metrological confirmation system for measuring
servicing. equipment.
[7] ISO 9003:1994, Quality systems — Model for [16] ISO 10013:1995, Guidelines for developing
quality assurance in final inspection and test. quality manuals.
[8] ISO 9004-1:1994, Quality management and [17] IEC 300-2:—1), Dependability programme man-
quality system elements — Part1: Guidelines. agement — Part2: Dependability programme
elements and tasks.
1) To be published.
15ISO 10005:1995(E) ISO
ICS 03.120.10
Descriptors: quality management, quality assurance, quality assurance systems, components, general conditions.
Price based on 15 pages
|
10505.pdf
|
IS : 10606 - 1983
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF FLOORS AND ROOFS
USING PRECAST CONCRETE WAFFLE UNITS
(First Reprint SEPTEMBER 1993)
UDC 69*024/*025 : 691.327 : 006.76
8 Copyright 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NBW DBLHI 110002
Gr 3 May 1983IS :10505-1983
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF FLOORS AND ROOFS
USING PRECAST CONCRETE WAFFLE UNITS
Prefabricated and Composite Construction
Sectional Committee, BDC 32
Chairman Representing
SHIU A. RAMAKRISHNA Engineering Construction Corporation Ltd, Madras
Members
SHRI S. SUBRAMANIAN ( Alternate to
Shri A. Ramakrishna )
DR N. S. BHAL Structural Engineering Research Centre, Roorkee
SHRI K. C. NAITHANI ( Alternate )
SHRI AJYA BI~ARADWAJ In personal capacity ( 207, Golf Links, New Delhi )
SHRT DAKSHA BHARADWAJ ( Alternate )
SRRI S. C. CHAKRABARTI Central Building Research Institute, Roorkee
SKRI B. K. CHAKRABORYY Housing and Urban Development Corporation,
New Delhi
SHRI A. K. CHATTERJEZ Gammon India Limited, Bombay
SHRI A. C. ROY ( /llternafe )
CHIEF ARCHITECT Central Public Works Department, New Delhi
SENIOR ARCHITECT ( H&TP ) ( Alternate )
DIRECTOR ( C & MDD ) Central Water Commisssjon, New Delhi
DEPUTY DIRECTOR ( C&MDD ) ( Al/emote )
SHRI A. GH~SHAL In personal capacity ( C/o hf/s S&b Consultants L&d,
12 Darga Road, Calcutta )
JOINT DIRECTOR STANDARDS Research, Designs and Standards Organization,
( B&S ) CB ( Ministry of Railways ), Lucknow
DY DIRECTOR STANDARDS
( B&S ) CB ( Alkrnate)
Dn A. G. MADHAVA KAO Structural Engineering Research Centre ( CSIR ),
Madras
SHRI G. ANNAM~LAI ( Alternafe )
SHRI G. K. MAJCMDAR Hindustan Prefab Limited, New Delhi
SHRI M. KC’NDU ( Alternate )
SHRI P. \‘. NA~K Hindustan Construction Co Ltd, Bombay
SHR~ A. C. NARWANI ( Alternate )
DR M. Nalr.ir; The Concrete Association of India, Bombay
SHRI P. SRINIVASAN ( Alternate )
( Continued on page 2 )
@ Copyrighl 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Acf ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permissioa of the
publisher shall be deemed to be an infringement of copyright under the raid Act.IS :10505- 1983
‘flw Prrfalwication System Suhcommittre, BDC 32 : 1IS :10505 - 1983
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF FLOORS AND ROOFS
USJNG PRECAST CONCRETE WAFFLE UNITS
0. FOREWORD
0.1 This Indian Standard was adopted by _the Indian Standards
Institution on 28 February 1983, after the draft finalized by the Prefab- .
ricated and Composite Construction Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 The scheme consists of a nominally reinforced precast open box type
concrete units called waffle units laid in a <grid pattern and cast-in-situ
concrete in the joints between the units with the reinforcement provided
in the joints. Minimum thickness of top screed is provided depending
upon structural and functional requirements. The finished slab has a
pleasant grid pattern in the ceiling. The scheme is suitable for
roofs/floors spanning in two directions.
1. SCOPE
1.1 ‘This standard covers tile details of construction of floors and roofs
using precast concrete waffle units.
2. DETAILS OF THE SCHEME
2.1 Precast Unit
2.1.1 S/m/x -- The units are of the.shape of an inverted trough, square,
rectangular, triangular or any other shape. ‘l’he ribs of the units may be
given an outward slope to enable the precast components to demould
easily and also to enable them to act monolithically with cast-in-situ
beams in joints between the units.
Typical details of cross-section of square waffle slab unit and cross-
section of floor/roof using waffle units are shown in Fig. 1 and 2
respectively.
3IS :10505- 1983
* .
v .
FIG. 1 UNIT
TYPICAL SQUARE WAFFLE SLAB
CAST IN StTU CONCRETE TOP SCREEO
7
7
i
vPRECAST WAFFLE UNIT
FIG, 2 TYPICAL SECTIONO F FLOOR USINGW AFFLE UNITS
4IS: 10505- 1983
2.1.2S ize - The lateral dimensions of the units should be modular
( see IS : 6820-1972* ). The depth of the unit shall be as per structural
design and will vary according to loads and spans. The minimum
thickness of the flange and web of the units shall be 25 mm.
3. MATERIALS
3.1 General - The material used for the construction shall conform to
IS ; 456-1978f.
4. STRUCTURAL DESIGN
4.1 The grid slab shall be analysed by any of the accepted methods of
analysis.
4.2 The precast units shall have adequate strength and stability in
accordance with relevant code of practice ( IS : 456-19787 ) during th?
following stages:
a) Demoulding;
b) Handling, stacking, transporting and placing; and
c) With all design loads together with dead load of in-situ concrete
in joints.
NOTE - Where portland pozzolana cement is used delayed strength development
at the early ages shall be considered.
4.3 Loads shall be in accordance with IS : 875-1964:.
4.4 For calculating the limit state of collapse at the critical cross sections,
at stage of demoulding and handling, a load factor of at least 1.5 shall
be applied for calculating the design limit state of collapse load.
5. MOULD
5.1 The mould used for manufacturing waffle slabs normally consists of
two parts (a) bottom mould and (b) side moulds. The bottom mould
can be made out of timber, masonry, concrete, steel FRP, plastic or any
other material acceptable to engineer-in-charge. The side moulds simi-
larly can be timber, steel, FRP or plastic. When using masonry or
concrete moulds, the top surface shall be finished to the required accu-
racy and made smooth.
In case of masonry moulds, the use of chicken mesh or fibre
reinforcement in the top surface will help in making the mould last
longer for higher efficiency. Admixtures for higher strength of concrete
can also be used.
*Recommendations for modular co-ordination rules for modular planning.
*Code of practice for plain and reinforced concrete ( thirdreuision) .
$&de of practice for structural safety of buildings : Loading standards (Jirst revision ).
5IS : 10505 - 1983
6. REINFORCEMENT IN PRECAST UNIT
6.1 Keinforcement shall be provided according to the structural require-
ments. Any mesh type of reinforcement/welded mesh/expanded
metal/chicken mesh with a maximum spacing of 100 mm both ways shall
be provided.
7. CONCRETE
7;l Mix - The concrete mix shall be of minimum grade M 20 as per
IS : 456-1978’.
8. CASTING AND CURING
8.1 Mechanical vibration either through mould/table vibrators or screed
vibrator is essential to ensure good compaction. Needle vibrators can be
used for compacting concrete in the ribs and screed vibrators can be
used for compacting concrete in the flange. For larger factories, concrete
placing machine which level, vibrate and finish the concrete units can be
advantageously utilized.
8.2 Curing shall be done according to IS : 456-1978*. If necessary, low
~
pressure steam curing may be provided to get early stripping/release
strength.
9. TOLERANCES
9.1 Tolerances on the dimensions shall be as follows:
a) Length/breadth - & 5 mm or f 0%1 percent whichever is
greater, and
b) Thickness - * 2 mm.
10. SAMPLING AND TESTING OF UNITS
10.1 Sampling - Sampling shall be done in accordance with
Appendix A.
10.2 Load test on floor/roof shall be carried out in accordance with the
provisions of IS : 456-1978*.
11. TRANSPORTATION AND ERECTION OF PRECAST
ELEMENTS
11.1 Lifting Hooks - Wherever lifting hooks/holes are used these shall
be provided at structurally advantageous points to facilitate demoulding
and erection of the precast unit, The lifting hooks can be formed out of
*Code of practice for plain and reinforced concrete ( third r&ion ).
6IS:10505 - 1983
normal mild steel reinforcing bars with adequate carrying capacity to
carry the self I\-eight during tlcmoulding, hanclling and et crtiotr. i\ ii c ,
erection, the hooks can be either cut or bent do\vn insitlc the scr~cetl ot
joint concrete that will be laid subsequently.
11.2 Stacking of Units - After removal from moulds the precast
units shall be stacked over support placetl at about l/6 of span from ends.
Care shall be taken to set that no support is placed at the centre of span.
11.3 Transportation - For transportin ,g ant1 erecting the units, rope
slings shall be tied near the ends at l/5 of the length from either end of
the unit. In case the units are transported in trolleys, the overhang of
the units from the trolley shall not be more than l/5 of’ length. ‘The units
shall be lifted rnanttally or with the lrtll) of chain l)ulley l.>locks or
mechanically with a hoist or a crane.
11.4 The units shall be placetl and alignerl side hy side acsoss the span
to be covered. I’lacitrg of units shall be started from one end of the
building.
12. CURING OF IN-SITU CONCRETE IN JOINTS
12.1 The in-situ concrete in the joint shall he cured for at least 7 days
in accordance with IS : 456-1978*. The concrete shall be then allowed
to dry fcr at least a \veck. .\ coat. of cement slurry may be applied to
the joints to fill the hairline cracks that might have developed.
13. FIXTURES
13.1 Designers shall indicate provisions for fixtures like fanhooks/inserts/
electric conduits, etc, to he incorporated within the precast units or the
in-situ joint;/screed concrete.
13.1.1 In case of concealed wiring, conduits may be placed within the
joints along the length or within the screed before concreting. If adequate
thickness A avrailable this may be concealed within the floor/roofs finish.
13.1.2 Holes, openings and fixtures required to be provided within the
precast units shall be fixed accurately with adequate embedment at the
precasting stage. Drilling of holes/cutting of edges shall not be made
otherwise permitted by the Engineer-in-Charge.
14. FLOOR FINISH
14.1 In case of floor slab, the floor finish shall be done in accordance
with relevant Indian Standard Code of practice.
*Code uf practice for plain and reinforced concrete ( third rm3on ).
7IS : 10505- 1983
14.2 To provide adequate resistance against impact/acoustic treatment
the floor thickness at any place shall not be less than 75 mm.
15. ROOF TREATMENT
15.1 Adequate water proofing and thermal insulation to suit local
climatic conditions shall be adopted in acrordance with relevant Indian
Standard Code of practice.
APPENDIX A
( Clause 10. I )
SAMPLING PROCEDURE FOR PRECAST SLAB UNITS
A-l. LOT
A-l.1 All the precast slab units of the same size, manufactured from the
same material under similar conditions of production shal! be grouped
together to constitute a lot.
A-l.2 The number of units to be selected from each lot fo dimensional
requirements shall depend upon the size of the lot and shall be in
accordance with co1 1 and 2 of Table 1.
TABLE 1 SAMPLE SIZE AND REJECTION NUMBER
( Clauses A-l.2 and A-2. I )
LOT SIZE FIRST SAMPLE SECOND FIRST s wo:m
SIZE SAMPLE SIZE REJECTION R ,..I.XIT ION
NKWBER NCXBER
(1) 12) (3) (4) (5)
up to 100 5 5 2 2
101 to 300 8 8 2 2
301 to 500 13 13 2 2
501 and above 20 20 3 4
A-1.2.1 The units shall be selected from the lot at random. In order
to ensure the randomness of selection, procedure given in IS : 4905-1968*
may be followed.
*Methods for random sampling.
8IS:10505- 1983
A-2. NUMBER OF TESTS AND CRITERIA FOR CONFORMITY
A-2.1 All the slab units selected Lat random in accordance with co1 1
and 2 of Table 1 shall be subjected to the dimensional requirements. A
unit failing to satisfy any of the dimensional requirements shall be
termed as defective. The lot shall be considered as conforming to the
dimensional requirements if no defective is found in the sample, and
shall be rejected if the number of defectives is greater than or equal to
the first rejection number. If the number of defectives is less than the
first rejection number, the second sample of the same size as taken in the
first stage shall be selecte 1 from the lot at random and subjected to the
dimensional requiremen’s. The number of defectives in the first sample
and the second samph. shall be combined and if the combined number
of defectives is less than the second rejection number, the lot shall be
considered as conforming to the dimensional requirements; otherwise
not.
9IS :10505 - 1983
(C ontinued -from page 2 )
Members Repesenting
Engineering Consrdtants ( India ), New Delhi
Central Bullding Rcscarch Institute, Roorkee
Indian Institute of Architects, Bombay
Enginrcring Construction Corporation Limited,
MatlrZlS
SHRI G. B. SIN(:JI ( Alternnfe I ;I
SHRI S. SEBRAM.I.\NI.XN(A lternate II )
SKRI A. N,rSox’ Civengers Enterprise Pvt Ltd, New Delhi
SRnr B. V. B. PAI The Concrete Association of India, Bombay
SHRI P. SRINIV.~SAN ( Akernate j
DR N. R,4c;rrsvxx1n~.4 ’ ‘Cement Rrsearch Institute of India, New Delhi
SHRI H. K. JLJLKA ( Allernate )
SHRI S. RAY Bridge and Roof Co ( India ) Ltd, Calcutta
S~ltr AKUP KUXAR DUTTA ( Alternate )
SIiRr L. R. SAWRI Tamil Nadu Police Hpusing Corporation Ltd,
Madras
SHRI P. CIFELLAM ( Alternate )
SHnI P. V. SHAH Shah Construction Company, Bomhay
SJXRI B. G. SHII;KE M/s B. G. Shirke and Co, Pune
SARI D. V. K~JLK \IWI ( Aherntlte I )
SHRr I<. T. PAWAIL ( Alternate 11 )
SHRI K. S. SHINIVASAN National Buildings Organization, New Delhi
SHRI SVNIL BERY ( Alternr,te )
SIJRVEYOIL OR \vOJlKS v Central Public Works Department, New Delhi
SHBI R. K. SUN~~I~AM ( Akernate )
SHRI K. VRl~RARACJl4Vd7HARY Bharat Heavy Electricals Ltd, Ranipet
SHRI V. M‘U,VIYA ( Alternate )
SHRI z~cIi.4~1.4G EORGE Structural Engineering Research Centre, Madras
DR A. G. M.~DHAVA RAO ( Ahernate )
10BUREAU OF INDIAN STANDARDS
Yeedquertsrs :
Menak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Menaksanrtha
331 I3 75 (Common to all Offices1
Regional Offices : Telephons
Central : Manak Bhavan, 9. Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 ! 331 I3 75
’ Eastern : I/14 C.I.T. Scheme VII M. 37 86 62
V.I.P. Road, Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 531640
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 2362315
t Western : Manakalava. E9 MIDC. Marol. Andheri (East). 632 92 95
BOMBAY ‘400093
Brench Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 38000~ 26348
r Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 39 49 66
BANGALORE 660058
Gangotn Complex, 5th Floor, Bhadbhada Road. T.T. Nagsr. 66 40 21
BHOPAL 462003
Plot No. 21, Satyanagar, BHUBANESHWAR 751007 40 36 27
Kelai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 841037 21 01 41
Plot No 43, Sector 16A. Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 1 I6 G. T. Road, GHAZIABAD 201001 8-71 I9 86
5315 Ward No. 29, R.G. Barua Road. 5th By-lane. 41137
GUWAHATI 781003
5-8-566 L. N. Gupta Marg, ( Nampally Station Road 1 20 10 83
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 521374
117/4IB B Sarvodaya Nagar, KANPUR 208005 21 6B 76
Plot No, A-9, House No. 561/63. Sindhu Nagar. Kanpur Road. 5 65 07
LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 26 23 05
C/o Smt. Sunita Mirakhar. 66 D/C Annexe, Gandhi Nagar.
JAMMU (TAWI) 180004
T. C. No. 14/1421, University P. 0.. Palayam 6 21 04
THIRUVANANTHAPURAM 696034
Inspeclion Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 62 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building. 1332 Shivaji Nagar. 6 2435
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach. 27 99 65
P. 0. Princep Street. CALCUTTA
t Sales Offlce is at Novelty Chambers, Grant Road, BOMBAY 309 65 28
$ Sales Office is at Unity Building, Narasimharaja Square. 22 39 71
BANGALORE
Printed at Dee Kay Printers. New Delhi. IndiaAblENDFWl- NO. 1 MARCH 1986
TO
c,
IS: 10505-1983 CODEO F PRACTICEF OR CONSTRUCTION OF
72 f
FLOORS AND ROOFS USING PRECAST CONCRETE WAFFLE UNITS
/
(Page 5, c%ause 4.4 > - Add the following sentence
at the end of the clause:
'Guidelines for design of floors/roofs using waffle
units is given at Appendix B.'
(Page 9, Appendix A) - Ada the following new
Appendix B after A-2.1:
APPENDIX B
(CZause 4.4)
GUIDELINES FOR DESIGN OF FLOORS/ROOFS
USING WAFFLE UNI'l'S
B-l, LOADS AND FORCES
B-l.1 Loads and forces *shall be taken in accordance
with clause 17 of IS:4 56-1978*. In addition,slab
should be checked for incidental concentrated load
which is likely to occur during the construction.
B-2. ANALYSIS OF FLOORS/ROOFS
B-2.1 The floor/roof with waffle units up to a span of
6 metres having ribs of width not less than 100 mm
.* (excluding thickness of precast waffle ribs) spaced
'h'
at not mre than 750 mm may be analysed as solid slab
spanning in two direct ions at right angles in accordan
with 23.4 of Is:456-1978"o r as flat slab in accordant
with 30 of 1~:456-1978".
*Code of pmctice*for plain and reinforced concre
It (third retiion). -
_ _
.’ c .,” / -_.. _.
1
.- ~~L&2.2 'l'llfcl oor/roof wit11 wnfflc units Im.vrI.ng span of
lIore than 6 m and a rib spacing of more .thal)7 50 mm
shall be designeli as slab and grid beam system. The
shear at the interface of precast and in-s'itu concrete
shall be calculated and suitable shear keys/shear
'reinforcenlent. shfA1 be provided to avoid separation. -1
-. ._--0 . -.
NOTE - When the span of waffle unit is more than
750 mm, the structural design of ,tlieu ni-1;s llould
bc nludc .
B-3. CONTROL OF DEFLECTION
B-3.1 If.the system is analysed as per E-2.1, the
deflection shall be restricted in accordance with 23 of
IS:ll56-1978* and the depth of rib of -the unit shall be
considered as depttl of slub.
R-3.2 If the system is analysed as per B-2.2, -the
deflection should be restric-ted in accordance with
22.1, 22.2 and 23 of IS:lb56-1978*.
B-4. DETAILING OF REINFORCEMENT ’
B-4.1 Shear stress in the ribs shall be calculated as
per IS:456-1978*.
B-Ii.2 Detailing of the reinforcement shall be done
in accordance with clause 25 of IS:l156-lc)'(O*.
-_.._ ___. .-
*Code of practice for plain and reinforced concrete
(t-l~izrde visio7~).
. .. . . . _ . __. _
(KC 32)
2
___--__- _______-_-_-_____-________c____
Renronaphy Unit, ISI, New Delhi, India
|
9097.pdf
|
IS : 9097 - 1979
Indian Standard
GUIDE FOR LAYING LINING OF
CANALS WITH HOT BITUMEN
OR BITUMINOUS FELTS
Canals and Canal Linings Sectional Committee, BDC 57
Chairman Representing
SHRI S. B. KHARE Ministry of Agriculture and Irrigation, New Delhi
Union Carbide India Ltd, Bombay
SHRI S. K. KARAMCHANDANI
( Alternate )
CHIEF ENGINEER Irrigation & Power Department, Government of
Andhra Pradesh, Hyderabad
DR J. PURUSHOTHAM( Alternate )
CHIEF ENGINEER( C ) Irrigation Works, Government of Punjab,
Chandigarh
DIRECTOR CENTRAL DESIGNS
( Alternate )
CHIEFE NGINEER( IRRIGATION) Public Works Department, Government of
Karnataka, Bangalore
CHIEFE NGINEER( IRRIGATION) Public Works Department, Government of Tamil
Nadu, Madras
SENIOR DEPUTY CHIEF ENGI-
NEER ( IRRIGATION) ( Alternate 1
SHRI Q. P. DATTA Beas Designs Organization,, Nangal Township
SHRI R. L. DEWAN Irrigation and Research Institute, Khagaul ( Patna )
DIRECTOR Irrigation Department, Government of Rajasthan,
DIRECTOR( B & CD-I ) Centi?%ater Commission, New Delhi
DEPUTY DIRECTOR
( B & CD-I ) ( Alfernate )
DIRECTOR( B & CD-II ) Central Water Commission, New Delhi
DEPUTY DIRECTOR
( H. W-II ) ( Alfernate )
DR R. J. GARDE Water Resources Development Training Centre,
University of Roorkee, Roorkee
DR A. S. CHAWLA (Alternate )
( Continued on page 2 )
@ Copyright 1979
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9097 - 1979
( Confinued from page 1 )
Members Representing
SHRI S. D. KULKARNI Irrigation Department, Government of Maharashtra,
Bombay
SHRI A. A. PAI ( Alternate )
SHRI K. M. MAHESHWARI Planning Commission, Government of India,
New Delhi
SHRI N. K. DIKSHIT ( Ahernute )
SHRI GAURI KANTA MISRA Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI R. K. AGGARWAL I Alternate 1
SHRI G. H. RODRICKS Fibreglass Pilkington, Bombay
SHRI S. G. PITRE ( Alternate )
SHRI P. C. SAXENA Central Water and Power Research Station, Pune
SHRI V. P. BHA~ ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI M. K. SINGHAL Irrigation Research Institute, Roorkee
SHR~ K. T. SUBUDHI Irrigation and Power Department, Government of
Orissa, Bhubaneshwar
SUPERINTENDINGE NGINEER Irrigation and Power Department, Government of
Haryana, Chandigarh
SHRI B. T. UNWALLA Concrete Association of India, Bombay
SHRIE. T. ANITA ( AIternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-officio Member )
Director ( Civ Engg )
Secreiary
SHRI V. KALYANASUNDARAM
Assistant Director ( Civ Engg ), IS1IS : 9097 - 1979
Indian Standard
’
GUIDE FOR LAYING LINING OF
CANALS WITH HOT BITUMEN
OR BITUMINOUS FELTS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Instittnion
eon 28 February 1979, after the draft finalized by the Canals and Canal
Linings Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 For conserving water, preventing water logging and many other
purposes, canal systems are being provided with various types of linings.
Use of hot bitumen or bituminous felts for canal lining is one of the
alternatives.
0.3 Bitumen, a bye-product of petroleum industry and well known for its
binding and water-proofing qualities is being increasingly used in lining
work all over the world. Its main advantage over the conventional
materials is that no water is required during construction and no curing is
necessary. The structure can be put to use immediately after the construc-
tion is over.
-0.4 Bitumen lining consists of spraying a layer of bitumen at high tempera-
ture on the prepared subgrade. It is protected from damages due to
animal traffic and weathering by giving suitable covering of soil ( see Fig. 1).
0.5A t places where spraying in-situ is costlier and time consuming, bitumen
felts of adequate thickness and durability are used as the lining material.
These felts are also given a suitable covering of soil to avoid damages
( see Fig. 2 ).
FIG. 1 BITUMENL INING
3 .BITUMEN FELT BOTH 150 TO 200mm THICK LAYER OF SOIL
COVER BOTH Al BED AND SIDES
FIG. 2 BITUMENF ELT LINING
1. SCOPE
1.1 This standard provides guidelines for laying lining of canals with:
(a) hot bitumen, and (b) bitumen felts.
1.2 These guidelines apply to minor distributaries and minors.
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions shall apply:
2.1 Lip Cutting -It is the extra width provided at the inner face of the
bank under compaction to allow for any lapses in compaction due to the
inability of compacting rollers to cover the edge of the bank.
2.2 Made Up Ground - Excavated soil or rock deposited for the purpose
of filling a depression or raising a site above natural level of the ground.
2.3 Subgrade - The surface specially prepared against which lining shall
be laid.
2.4 Bitumen - It is a non-crystalline solid or viscous material having
adhesive properties, derived from petroleum, either by natural or refinery
processes and substantially sciluble in carbon disulphide.
2.5 Membrane - Any functionally continuous flexible structure of bitumen
or prefabricated impregnated bituminous felts suitably reinforced.
2.6 Primer - Usually a medium curing cut back bitumen or road tar of
sufficiently low viscosity when used as an initial application to improve
adhesion.
4Is :9097-1979
3. INFORMATION REQUIRED
3.1 The information on the following points shall be required before
taking up the work of lining:
a) Nature of Soil — The nature of the soil influences infiltration,
cohesion, permeability and water holding capacity, etc. It should
be known whether the soil is sandy, loam, silt, silty clay.
b) Position of Subsoil Water Level — The position of subsoil water
level be observed before taking up the work of lining. The lining
technique to be adopted depends upon the position of water table.
c) Cross-Section of the Canal — The bed width, depth, bed slope are
required to be known from the L-section of the canal to be lined.
—. . .-
4. BITUMEN AS LINING MATERIAL
4.1 The bitumen used shall conform to S 35 of IS: 73-1961” or 85/25
specified in IS: 702-1961T.
4.2 Bitumen Felts — The bitumen felts used, shall be as per Type 2 Grade II
of 1S:7193-19741.
5. PREPARATION OF SUBGRADE
5.1 Cutting Reaches — The subgrade should be suitably shaped to the
required cross-section before applying the lining.
5.2 Filling Reaches ~ In the case of filling reaches the compaction and lip
cutting should be su]tably planned to consider the position of bitumen lining
so that the channel attains the designed cross-section after the protective
cover is laid over the asphaltic lining.
5.3 Compaction of the Soil — The compaction of the subgrade is to be
done at optimum moisture content in accordance with IS: 2720 (Part II )-
1973$. The subgrade should be allowed to dry before the lining is applied.
5.4 Side Slope — The side slope should be flatter than the angle of repose.
For normal soils, the slope could be 1~: 1. For sandy soils the section
I should have a slope of 2:1 or flatter.
I
5.5 Weed Growth — For preventing weed growth, it will be advisable to
sterilize the soil by use of sodium chlorate or sodium carbonate which may
be sprayed as a 5 percent solution in water at the rate of 2 l/m~ of the
I subgrade. The-tree roots and any other sharp projections are also removed
before laying the lining.
*Specification for paving bitumen (revised ).
TSpecification for industrial bitumen (revised).
j5pecification for glass fibre base coal tar pitch and bitumen felts.
$Methods of test for soils: Part II Determination of water content (second revision).
5
-1
mm-, ,. ————.. .-— ——IS : 9097 - 1979
6. LINING TECHNIQUE
6.1 Bitumen Lining - Crude oil or emulsified bitumen is sprayed over the
subgrade at the rate of 0.5 l/m2. A water resistant film is formed due to
surface tension which results in a good bond between the bitumen and the
subgrade. Bitumen of grade mentioned in 4.2 is heated in heating
pans up to a temperature of 175°C. The hot bitumen is spread on the sides
first and then on the bed with a spraying equipment. Lining thickness
varying from 3 to 6 mm ( 3.25 to 6.5 kg/m2 ) is laid. The membrane
so formed is covered with suitable protective cover of soil to protect it
from damage.
6.2 The following procedure is adopted for using bitumen felts:
a) The prefabricated asphaltic membranes are laid with an over-
lapping of 100 mm at the sides and ends. The overlap should be
provided in the direction of the flow of water;
b) The overlapping joint is sealed with hot bitumen ( grade 90115 or
llS/lS ) at the rate of 0.5 kg/m2 or suitable cold adhesive; and
c) Suitable protective covering is then laid over the membrane.
7. PROTECTIVE COVER
7.1 Soil Cover-The bitumen lining is given a covering of soil varying
from 150 to 200 mm in thickness which is quite sufficient.
8. PRECAUTIONS
8.1 While heating the bitumen it should be ensured that the material is not
overheated. It should be properly stirred for uniform heating. Nobody
should be allowed to walk on the sprayed bitumen to avoid damage to the
lining. In the case of felts no sharp tools should damage the lining.
6
|
6065_1.pdf
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IS : 6065 ( Part 1) - 1985
Indian Standard
RECOMMENDATIONS FOR
THE PREPARATION OF GEOLOGICAL AND
GEOTECHNICAL MAPS FOR
RIVER VALLEY PROJECT
PART 1 SCALES
( First Revision )
Geological Investigation and Subsurface Exploration
Sectional Committee, BDC 49
Chairman Representing
SHRI B. RAMACHANDRAN Geological Survey of India, Calcutta
Members
SHRI B. ANIJAIAH Andbra Pradesh Engineering Research Labora-
tories, Hyderabad
SHRI G. A. BAKSHI Cemindia Co Ltd, Bombay
SHRI D. J. KETKAR ( Alternate 1
CHIEF ENGINEER, MLJKHERIAN Irrigation Department, Goverment of Punjab,
HYDEL PROJECTD ESIGN Cbandigarb
SUPERINTENDINGE NGINEER/
PROJECT CIRCLE ( Alternate )
SHRI K. R. DATYE In personal capacity ( 44, S. Bhagat Singh Read,
Colaba, Bombay )
DIRECTOR Irrigation Research Institute, Roorkee
DIRECTOR ( FED ) Central Water Commission, New Delhi
SHRI V. L. GORIANI Larsen and Toubro Ltd, Bombay
SHRI V. GUPTA ( Alternate j
SHRI S. K. KANSAL Research Institute ( CSW,
SHRI M. R. SONEJA ( Alternate )
SHRI P. N. KHAR National Hydroelectric Power Corporation Ltd,
New Delhi
SHRI M. R. BANDYOPADHYAY (A{:ernafe )
SHRI A. M. NARURKAR Foundation & Construction (P) Ltd,
Bombay
DR N. V. NAYAK ( Alternate )
( Continued on page 2 )
0 Copyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act.( XIV of 1957) and re-
production in whole or in part by any means except wltb wrnten permission of the
pubhsber shall be deemed to be an mfrmgement of copyrtght under the said Act.IS : 6065 ( Part 1) - 1985
( Continued from page 1 )
Members Representing
DR P. S. NIGAM Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI G. PANT Geological Survey of India, Calcutta
SHRI R. S. SHENOI ( Alternate )
SHRI N. K. PILLAI Voltas Ltd, Bombay
SHRI A. N. INDURKAR ( Alternate )
SHRI S. N. PRADHAN Irrigation Department, Government of Orissa,
Bhubaneshwar
SHRI D. S. REDDY Mineral Exploration Corporation, Nagpur
RESEARCH OFFICER, MERI Irrigation Department, Government of Maha-
rashtra, Bombay
SHRI P. C. SAXENA Central Water & Power Research Station, Pune
SHRI RAVENDRA NATH ( Alternate 1
SENIOR GEOLOGIST Irrigation Department, Government of Karna-
taka, Bangalore
SHRI C. SUDHINDRA Central Soil & Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( ROCK
MECHANICS ) ( Alternate )
SURERINTENDING ENGINEER, CD0 Irrigation Department, Government of Gujarat,
Gandhinagar
SUPERINTENDING ENGINEER
( GEOLOGY ) ( Alternate )
SUPERINTENDING ENGINEER Roads Wing, Ministry of Shipping & Transport,
( BRIDGES ) New Delhi
SHRI G. RAMAN, Director General, IS1 (Ex-oficio Member )
Director ( Civ Engg >
Secretary
SHRI K. K. SHARMA
Joint Director ( Civ Engg ), ISI
2IS : 6065 ( Part 1 ) - 1985
Indian Standard
RECOMMENDATIONS FOR
THE PREPARATION OF GEOLOGICAL AND
GEOTECHNICAL MAPS FOR
RIVER VALLEY PROJECTS
PART 1 SCALES
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part 1 ) ( First Revision ) was adopted by the
Indian Standards Institution on 16 August 1985, after the draft finalized
by the Geological Investigations and Subsurface Exploration Sectional
Committee had been approved by the Civil Engineering Division Council.
0.2 Geological surveys and exploration for river valley projects are
usually undertaken in four different stages: ( a > Reconnaissance stage,
( b ) Preliminary investigation stage, ( c ) Detailed geological investiga-
tion stage, and ( d ) Construction stage. In some cases, the detailed
geological investigations may be taken up just prior to construction,
when these would also be termed as pre-construction stage investigations.
In order to meet the requirements of planning, design and construction
engineers at ‘various stages of the project, geological surveys are under-
taken on different scales.
0.3 This standard was first published in 1971. This revision has been
prepared based on experience gained since then by the use of this standard
and to reflect the current practice in the field. Important changes in the
revision include the addition of recommended scale for surface mapping
of preliminary investigation stage and modifications in the recommended
scales/contour intervals for preparation of maps concerning concrete
dams, earth and rockfill dams at preliminary investigation stage and for
final foundation grade mapping.
0.4 This standard is being published in two parts as under:
Part 1 Scales
Part 2 Format and method of presentation of geological and geotech-
nical maps
3IS : 6065 ( Part 1 ) - 1985
0.5 In the formulation of this standard due weightage has been given to
international coordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
1. SCOPE
1.1 This standard (Part 1 > gives the recommendations for the selection
of scales for geological maps for river valley projects required for
various stages of investigation, namely, reconnaissance, preliminary
investigation, detailed geological investigation and construction.
2. RECONNAISSANCE STAGE
2.1 In the reconnaissance stage, the objective of the geological investi-
gation is to bring out the over-all geological features of the area so as to
act as guide lines for the proper planning of the project. Therefore, the
scale of mapping for such work need not be very large and the available
geological maps may be made use of. In case fresh mapping is required
1 : 50 000 scale may be adopted for all types of projects, namely, multi-
purpose storage dam, hydel projects consisting of tunnels and channels,
etc ( see Table 1 ).
2.2 Aerial photographic studies should be done on scales varying from
1 : 65 000 to 1 : 40 000 depending on terrain conditions and availability
of air photos along the tunnel and hydel channel alignments for a choice
of the alignment best suited on geological considerations. These studies
are also helpful for the selection of dam sites and bringing out the over-
all geological and structural features of the reservoir area.
3. PRELIMINARY INVESTIGATION STAGE
3.1 The object of preliminary geological investigation stage of the river
valley projects is to collect further detailed information about the surface
and subsurface geological conditions around the probable sites selected
in the reconnaissance stage. This is gathered by mean of surface mapping
on a scale of 1 : 15 000 and preliminary subsurface explorations. The
interpretation of aerial photographs, on scales varying from 1 : 40 000 to
1 : 25 000, depending on terrain conditions, availability and ability to
pick out details of geology on photos, would be useful adjunct to the
afore-mentioned mapping and subsurface exploration. The data obtained
from these is utilized in the preparation of the preliminary project report
( see Table 1 >.
4IS : 6065 ( Part 1) - 1985
3.2 Concrete Dams and Power Houses - Geological mapping of concrete
dam sites and appurtenant features should be done in 1: 5 000 or nearest
available scale topo-maps having 2 m contour interval covering the
area of the main dam and its appurtenant structures, such as coffer dam,
diversion tunnels, spillway, power house and intake area. It should
cover at least an area equal to twice the height of the dam towards the
upstream and downstream direction of the area covered by the main dam
foundation. This mapping should be extended up to 100 m above the
top of dam in areas of immature topography and 25 m above the top of
,dam in mature topography. At the dam sites involving special geologi-
cal problems, such as the problem of the stability of hill slopes, the
mapping should be extended to cover such areas also.
3.3 Earth and Rock Fill Dam - For earth and rock fill dams, the en-
,gineering geology mapping should be done on 1: 50 00 or nearest available
scale topo-maps having contour interval of 4 m. Mapping should extend
from about four times the height of dam in the upstream to a similar
distance downstream of the proposed dam axis along the river. These
surveys should be extended up to 100 m above the top of dam in areas
of immature topography and 25 m areas of mature topography and as
detailed in the case of concrete dams ( see also Table 1 ).
3.4 Hydroelectric Projects - Geological mapping of hydel channel
alignments, tunnel alignments, and reservoir area should be done on
1 : 15 000 scale topo-maps having contour interval of 10 m. Geological
mapping of areas of special landslide problems and mineral deposits to
be submerged by the reservoir should be done on 1 : 5 000 scale topa-
graphic map having contour interval at 10 m. The geological mapping
of power house sites, surface as well as underground including the sites
of appurtenant structures, for example, surge tank, penstock tunnel area
and expansion chamber, should be done on 1 : 1 000 scale topo-maps
having contour interval at 2 m ( see also Table 1 ).
3.5 Exploratory Works and Construction Material Sites - The logging
of exploratory drill holes, pits and trenches should be done on 1 : 100
scale ( see IS : 4453-1980” ). Geological mapping of construction material
sites should be done on 1 : 15 000 scale, preceded by the interpretation
of air-photos on 1: 40 000 to 1 : 25 000 scale, which will help to locate
the types and characteristics of construction materials.
4. DETAILED INVESTIGATION STAGE ( PRE-CONSTRUCTION
STAGE INVESTIGATIONS )
4.1 In the detailed design and estimation stage, the object of the
geological investigation is to provide detailed geological information of.
*Code of practice for subsurface exploration by pits, trenches, drifts and shafts
(first revision ).
5IS : 6065 ( Part 1) - 1985
the appurtenant structure sites, such as spillway, intake and power
house sites, tunnel inlet and outlet portals, for the final design of the
structures and, therefore, these areas should be surveyed on 1 : 1 OOOb
topo-maps having contour interval at 2 m.
4.2 Geological mapping of access roads to various construction sites and
the mapping of plant sites may be done on 1: 3 000 scale having contour
interval of 5 m. The quarry sites and borrow areas should be surveyed
on I : 2 000 scale topo-maps with contour interval at 4 m.
4.3 The maps prepared during detailed investigation could be termed as
geotechnical maps, because, besides showing the boundaries of’
geologically different units of overburden and rock at the dam site and
construction material sites the legend to the different units should show
the expected variation in soil properties, such as grain size, penetration
resistance, cohesion and angle of internal friction values, plasticity,
permeability, etc, as gathered from tested samples of the overburden.
Wherever possible classification of soils according to IS : 149%1971*
with soil properties should be indicated. This map should also show
the results of geophysical studies in different rock and overburden for-
mational units, like longitudinal wave velocity, Poisson’s ratio, Young’s
modulus and electrical resistivity.
5. CONSTRUCTION STAGE
5.1 The object of geological investigations during the construction stage
is to keep a record of geological features exposed during the construction
of the project, and to apprise the construction and design engineers
regarding any special geological feature revealed in the excavation which
could not be inferred in the pre-construction stage explorations so that
the new geological features are taken care of in the design and con-
struction. Also such record is helpful if additions or modifications are.
made to the engineering works later on end in solving post construction
problems. Therefore, the final foundation grade mapping is recommen-
ded to be done on 1 : 100 scale for concrete dams, power house sites;
1 : 500 scale for earth and rock fill dams, and 1 : 1000 scale for hydel
channel area. For underground power house excavation, the scale of’
mapping is recommended to be 1 : 100, where as for three dimensional
logging of tunnels 1 : 200 scale is recommended ( see Table 1 for contour
intervals ). Surface geological mapping of critical areas in tunnel align-
ment ( for example, depression shown or drainage crossing ) should be
done locally or at least 1 : 1 000 scale.
*Classification and identification of soils for general engineering purposes (first
revision ).
6TABLE 1 RECOMMENDED SCALES FOR GEOLOGICAL AND GEOTECHNICAL MAPPING FOR
RIVER VALLEY PROJECTS
( Clauses 2.1, 3.1, 3.4 and5.1 )
SCALEOF CONTOUR RECONNAISSANCE PRELIMINARY DETAILED CONSTRUCTION
MAPPING INTERVALOF STAGE INVESTIGATION INVE5;5GT10N STAGE
TOP~;;;HIC STAGE
(PRE-c;TyGF
INVESTIGATIONS)
0) (2) (3) (4) (5) (6)
1 : 65 000 - Aeriuxlethotographic - -
to
1 : 40 000 ( a ) For selection of
dam sites, ( b ) For
choice of tunnel and
hydel channel align-
ments, (c) For
reservoir area geo-
4 logical and struc-
tural features
1:5oooo 20 m Regional geological - -
studies of dam sites
tunnel and hydel
channel alignment,
power house sites, t;’
construction material . .
sites
1:40000 - - Interpretation of
aerial uhotonraohic
1 : 2%00 studies -would bk a
useful adjunct to
surface mapping to
collect further infor-
mation about surface
conditions around the
probable sites select-
ed. Will help’to locateTABLE 1 RECOMMENDED SCALES FOR GEOLOGICAL AND GEOTECHNICAL MAPPING FOR ia
RIVER VALLEY PROJECTS - Cored . .
o\
SCALE OF CONTOUR RECO;;AA;ANCE PRELIMINARY DETAILED CONSTRUCTION g
MAPPING INTERVAL or INVE~TIGATLON INVESTIGATION STAGE WI
TOPOGRAPHIC STAGE STAGE h
MAPS ( PRE-CONSTRUCTION cd
STAGE D
INVESTIGATIONS )
(1) (2) (3) (4) (5) (6)
the types and charac-
teristics of construc-
tion materials
1 : 15 000 10 111 - Geological mapping - -
of channel alignment,
tunnel alignment,
construction material
sites and reservoir
co
area
1 : 5 000 10m Geological mapping of - -
areas of special geo-
logical and economi-
cal importance in the
reservoir area, for
example, landslide,
mineral deposit
1 : 5 000 4m - Geophysical and geo- - -
logical mapping of
earth and rock 611
dam sites, appurte-
nant features
1 : 5 000 2m Geophysical and geo- - -
logical mapping of
concrete dams sites
and appurtenant
features geological
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11761.pdf
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IS 11761:1997
Indian Stcthdard
MULTI-WALL PAPER SACKS FOR CEMENT -
SPECIFICATION
( First Revision
~cs 55.080; 9l.loo.io
0 BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1997 Price Group 3Paper and Pulp Based Packaging Sectional Committee, CHD 016
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Paper and Pulp Based Packaging Sectional Committee had been approved by the Chemical
Division Council.
Paper sacks are good substitute for the conventional jute bags since they are free from seepage and give
better protection from moisture and air. However, care has to be taken for handling them during filling,
storage, and transportation because the use of hooks is strictly prohibited in this case. Pelletization of
filled paper sacks during their handling and transportation gives them an added advantage over the jute
bags.
This standard was first published in 19S6. At that time the cement industrywas at experimental stage with
these sacks and only valved-sewn-gussetted type paper sacks were of use in the country. Over the years
technology has been devclopcd and other type of sacks also now manufactured in the country for packing
cement. In this revision requirements for sacks with pasted end have been included. Depending on the
development invarious fields requirements of materials, adhesives and drop test have also been modified
in this revision.
A scheme for labelling environment friendly products known as EC0 Mark has been introduced at the
instance of the Ministry of Environment and Forests (MEF), Government of India. The EC0 Mark would
be administered by the Bureau of Indian Standards (BIS) under the BISAct, 1986 as per the Resolutions
No. 71 dated 21 February 1991 and No. 425 dated 28 October 1992 published in the Gazette of the
Government of India. For a product to be eligible for marking with EC0 logo, it shall also carry the IS1
Mark of BIS besides meeting additional environment friendly requirements. For this purpose, the
Standard Mark of BIS would be a single mark being a combination of the IS1 Mark and the EC0 logo.
Requirements to be satisfiicd for a product to qualify for the BIS Standard Mark for EC0 friendliness, has
been included in this revision based on the Gazette Notirication No. 364 dated 7 September 1995 for
packaging material/package (Part I Paper Board and Plastics excluding laminates) as environment friendly
products published in the Gazette of India.These requirements will be optional; manufacturing units will
be free to opt for the IS1 mark alone also.
The Committee responsible for 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 he rounded off in accordance
with IS 2 : 1960 ‘Rules for rounding off numerical values (,rlV.~ed)‘. The number of significant places
rctaincd in the rounded off value should bc the same as that of the specified value in this standard.IS 11761: 199’7
Indian Standard
MULTI-WALL PAPER SACKS FOR CEMENT -
SPECIFICATION
( First Revision )
1 SCOPE 5.3 Adhesive
This standard specifies requirements for valved- Adhesive used shall be treated suitably to resist
sewn-gussetted, and valved-pasted ends multi-wall microbial growth as are necessary.
paper sacks intended for the packing of 50 kg of
cement. 5.4 Sewing Tape
2 REFERENCES The sewing tape used shall be of extensible kraft or
crepe tape of width 50-55 mm and shall be glued to
The Indian Standards listed in Annex A contain the outer ply along with a filler cord of the same
provisions which through reference in this text, material of at least 8 mm width on either side.
constitute provisions of this Indian Standard. At
the time of publication, the editions indicated were 6 CONSTRUCTION
valid. All standards are subject to revisions, and
6.1 The sack shall be made of three or more well-
parties to agreements based on this Indian Stand-
ard are encouraged to investigate the possibility of nested plies of the type of paper as specified in 5.1
and 5.1.1, the combination of the papers in the sack
applying the most recent editions of the Indian
giving a total minimum tensile energy absorption
Standards indicated in Annex ,I
(TEA) value of 548 J/m2 along machine direction
3 TYPES (MD) and 274 J/m* along cross direction (CD).
Each individual ply shall be tested for its tensile
Multi-wall paper sacks shall be of following two
strength and stretch in the cross and machine direc-
types:
tions by the method detailed in 12.3 of IS 1060
a) Type l- Valved-sewn-gussetted , and (Part 1) : 1966. The values of TEA thus obtained
b) Type2- Valved-pasted ends. for each ply shall be added to obtain the total TEA
for complying with the minimum requirement.
4 TERMINOLOGY
6.1.1 The other properties of the kraft paper shall
For the purpose of this standard, the definitions be as under:
given in IS 9 028 : 1978 and IS 9042 : 1978
Sl Property Value Method of Test
shall apply.
No.
5 MATERIAL i) Elongation at MD - 2.5 12.3 of IS 1060
break, percent, (Part 1) : 1966
5.1 Material of construction shall be either sack
kraft paper or extensible kraft or crimped paper or Min CD - 4.5 d0
a combination of these. However, combination of ii) Tear factor, MD - 100 12.7 of IS 1060
sack kraft and extensible kraft paper is not recom- Min (Part 1 ) :1966
mended.
CD - 120 Cl0
51.1 The outer ply shall have a reduced slippage
iii) Porosity, Sec/lOO ml 2.5 Appendix A of
characteristic for the ease of stacking of filled
cement bags. (Gurley), Max IS 3413 : 1977
5.2 Sewing Thread 6.2 Shape and Dimensions
The thread used for sewing the sack shall be made The sack shall be of either the valved-sewn-gus-
of natural or synthetic fibre or a combination of setted type or valved-pasted ends type and of
these. The minimum breaking load of the thread dimensions as shown in Fig. 1 and Fig. 2 respective-
shall be 68.5 N. ly. The length of the sack may vary and shall be
1STITCH LINE
1s:3
1—10
I
I
I
I
I
I
t
I /
I I
I I
1
I I
i
I
/
I —
L
\ 38s3 GUSSET
419t5
4025
FIG. I N4LJLTI-W&L PAPER SACK FOR PACKING 50 kgCEMENT (VAIVED-SEW&-GUSSE~D TYPEJ
I
I
I
I
?r I
:[
-:
I
500 I 5
+
All dimensionsinmi!lil]]etres.
FIG. 2 Mu1,TI-WALL PAi>ER SACK FORP.4CKING50kgCEMENT (VALVEII-PWTEDENDTYPE)
2
,IS 11761: 1997
specified by the purchaser depending on the failure in bursting leading to seepage, the lot shall
temperature of filling and the density of the cement be considered failing.
to be filled by him. The top and bottom width in
9 ADDITIONAL REQUIREMENTS FOR EC0
pasted end type sacks may also vary and shall be
MARK
specified by the purchaser. The sack shall be suitab-
ly perforated for escape of air. There shall be 9 to 9.1 General Requirements
12 stitches per 10 cm length of stitching in valved-
9.1.1 The product shall conform to the require-
sewn-gussetted sacks.
ments for quality and performance prescribed
6.3 Ends under 3 to 8.
6.3.1 Both ends of valved-sewn-gussetted sacks 9.1.2 The paper and paper boards used for the
shall be attached with glued crepe or extensible manufacture of packaging materials/packages shall
paper tape and then sewn with the sewing thread comply with the relevant Indian Standards.
with the reinforcing filler cord.
9.1.3 The manufacturer shall produce to BIS, the
6.3.2 Both ends of valved-pasted ends sacks shall environmental consent clearance from the con-
be pasted with adhesive as specified in 5.3. cerned State Pollution Control Board as per the
7 WORKMANSIIIP provisions of Water (Prevention and Control of Pol-
lution) Act 1974 and Air (Prevention and Control of
The plies shall be properly but not excessively
Pollution) Act 1981 along with the authorization, if
creased. In the construction of the sack tube, the
required, under the Environment (Protection) Act
outer ply fit shall be such that at the point of
1986 and the rules made thereunder, while applying
manufacture, each ply shall be smaller in circum-
for EC0 Mark.
ference than the next outer ply within the elonga-
tion limits of the material in order to ensure; even 9.2 Specific Requirements
load distribution between the plies. Care shall be 9.2.1 The material shall be of the following two
taken to ensure adequate longitudinal overlap, types depending on the raw material used in the
equal gusset formation and spot gluing quantity manufacture:
and line of gluing.
a) Type A- Manufactured from pulp contain-
8 TESTING ing not less than 60 percent by mass of pulp
made from materials other than bamboo,
8.1 Sampling shall be as per procedure laid down
hardwood, softwood and reed.
in IS 10528 : 1983.
b) Type B - Manufactured from pulp made
8.2 Conditioning
from 100 percent waste paper or agricul-
The paper sack samples from the lot for testing tural/industrial waste.
shall be conditioned as per IS 1060 (Part 1) : 1966. NOTE - The manufacturer shall provide documentary
evidence by way of certificate or declaration to this effect to
8.3 Drolr Test
BIS while applyq for EC0 mark for requirements under (a)
Ten sacks shall be taken from a lot of sacks offered and (11) above.
for testing. The sacks shall be conditioned and
10 MARKING AND PACKING
filled as per the details given in IS 11052 : 1984.
Each sack shall then be subjected to the following 10.1 Paper sacks shall be bundled and suitably
sequential drops: packed in waterproof material or as agreed upon
between the purchaser and the supplier, for supply.
One drop each on front side, back side, right
side, left side, bottom and top. The drop height
10.2 The EC0 marked packaging material/pack-
shall be 0.85 m for the first two drops (that is,
age may be sold along with instructions for proper
front and back sides) and 0.3 m for drops on the use and mode of safe disposal so as to maximise its
remaining sides.
performance and minimize wastage.
8.3.1 The sacks shall be examined for bursting 10.3 Each sack shall be marked with the following
leading to seepage of the contents at the end of information printed on it:
each drop. The lot shall be considered passing if not
a) Relevant product details along with the
more than one sack shows failure in bursting lead-
name of the product manufacturer;
ing to seepage. The lot shall be considered failing if
more than two sacks shows failure in bursting lead- b) Net mass of the contents; and
ing to seepage. However, if two sacks shows failure c) ‘Do not use hooks’, preferably showing the
in bursting, a second set of 5 sacks from the same corresponding pictorial illustration as per
lot shall be tested and if more than one shows 1s 1260 (Part 2) : 1979.
3IS 11761: 1997
10.3.1 The sacks may also be marked with the under. The details of conditions under which the
following information: licence for the use of Standard Mark may be granted
a) ‘Do not drop’, preferably showing the pic- to manufacturers or producers may be obtained
torial illustration as per IS 1260 (Part 2) : from the Bureau of Indian Standards.
1979.
10.3.3 Additional Requirements for EC0 Mark
b) ‘Do not drop on edges, corners and ends’,
preferably showing the corresponding pic- 10.3.3.1 Each sack may display in brief the criteria
torial illustration as per IS 1260 (Part 2) : for which the product has been labelled as environ-
1979. ment friendly.
10.3.2 BIS Certitication Mm-king
10.3.3.2 It shall be suitably marked on each sack
The product may also be marked with the Standard that EC0 Mark label is applicable only to the
Mark. packaging material/package if content is not
separately covered under the EC0 Mark scheme.
10.3.2.1 The use of the Standard Mark is governed
by the provisions of Bureau of Indian Standards Act, NOTE - It may be stated that the EC0 Mark is applicable
to the product or packaging material or both.
1986 and the Rules and Regulations made there-
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
Glossary of terms relating to
1060 Methods of sampling and test for 9028 ’ lg7’
paper sacks
(Part 1) : 1966 paper and allied products: Part 1 9042. 1g78
Method of measurement and
(revised)
expression of the dimensions of
1260 Pictorial marking for handling paper sacks
(Part 2) : 1979 and labelling of goods: Part 2 10528 : 1983 Method of sampling for empty
General goods (second revision) paper sack for testing
Methods of test for vertical im-
3413 : 1977 Base paper for carbon paper (Jlrst 1 1o52 : lgs4
pact drop test on paper sack
revision)IS 11761: 1997
ANNEX B
(Foreword)
COMMITTEE COMPOSITION
Paper and Pulp Based Packaging Sectional Committee, CHD 016
Chairman Representing
SHRI P. V. NARAKA~W Indian Institute of Packaging, Mumbai
Members
SHR~K . B. C&PTA( Alternate to
Shri P.V. Narayanan)
SHRIA NILA GGARWAL Ministry of Defence (DGQA), New Delhi
SHRIS . N. SRIVAZXAV(AA ltemare)
SHFU A. B. A.t~~t7-4 Card Board Box Manufacturing, Calcutta
SHRIS . B. AMERA (Alternate)
SHRIS . N. BHADKE Tata Oil Mills Ltd, Mumbai
SHRt V. SrvARAMAN( Alternate)
SHRIA MBRISHB HARGAVA AI1 India Small Paper Mills Association, Mumbai
SHRIS ANJAYV ERMA( Alternate)
SH~UV . C. BHARGAVA Directorate of Plant Protection Quarantine & Storage, Faridabad
SHRIS . K. GHOSH (Alternate)
SHRID . K. BORAL India Foils Ltd,Calcutta
SHR~B . BOSE( Akrnate)
SHRI K. S.CHAWAN Glaxo India Ltd, Mumbai
SHRIMA-IEI LOBO( Alternate)
SHRID . C. DAS Directorate General of Supplies & Disposals, New Delhi
SHRIR . C. SHARMA( Alternate)
SHRIT . B. DEB ITC Ltd, Calcutta
DR K. L. GABA Federation of Biscuit Manufacturers, New Delhi
SHRIK . C. GUAVA( Alternate)
SHRIS UMANG HOSH B & A Sacks Ltd, Calcutta
SHRIS UDIPS EN (Alternate)
DR M. B. JAUHARI Indian Pulp & Paper Technical Association, Saharanpur
DR A. G. KLJLKARN(AI ltemate)
SHRIU . B. KANCHAN Ministry of Defence (R & D), New Delhi
SHRIR AVINDERK UMAR( Akrnafe)
SHRIS . K. KAPOOR Central Pulp & Paper Research Institute, Saharanpur
SHRI Y. V. Soot (Alternate)
SHRIP . R. KOTHARI L&T Ltd, Mumbai
SHRIR . P. SOOCHAK(A lternate)
SHRI J. S. MATHAKU Indian Agro Paper Mills Association, New Delhi
SHRI P. V. MEHTA Department of Industrial Policy and Promotion, New Delhi
SHRI A. K. CHA~RJEE (Alternate)
SHRIA . S. NARAYANAN All India Paper and Allied Products Manufacturers Association, Mumbai
DR A. N. NAYER Skan Packaging Consultants, New Delhi
SHRIS ANJAYN AYER( AJtemare)
DR S. N. PANDEY Jute Technological Research Lab, Calcutta
DR A. DEY (Alternate)
SHRIM . V. G. RAO India Paper Makers Association, Calcutta
SHRI MANOJD U?T (Alternate)
REPRESENTATIVE Indian Paper Mills Association, Calcutta
REPRESENTATIVE Railway Board, New Delhi.
SHRIA . ROY Brooke Bond Lipton India Ltd, Bangalore
SHRIR AJIV SAH Central Pulp Mills, Songad
SHRIN . K. AGARWAL( Alternate)
SHR~ P. D. SHAH Federation of Corrugated Box Manufacturers Association, Mumbai
C~pr N. K. DAWAR( Alternate)
DR S. V. SINGH Forest Research Institute and Colleges, Dehra Dun
SHRIG . M. MATHUR( Alternate)
SHRIV . K SOOD Nestle India Ltd, New Delhi
SHRIV . K GERA (Alternate)
DR R. S. RAJAGOPALAN, Director General, BIS (Ex- officio Member)
Director (Chem)
Member-Secretary
SHR~N . K. PAL
Joint Director (Chem), BIS
(Continued on page 6)IS 11761: 1997
(Continuedp orn page 5) Paper Sacks Subcommittee, CHD 1605
convener Representing
SHRIS WAN GHOSH B & A Sacks Ltd. Calcutta
Members
SHRID . J. BAPOOJI Assam Co Ltd, Calcutta
SHRIAKDAS Tea Research Association, Jorhat
SHRIB . G. MAHAJAN Narmada Cement Co Ltd, Mumbai
SHRIP . R. SEN (Afremafe)
SHRIP . V. NARAYANAN Indian Institute of Packaging, Mumbai
SHRIM . C. DORDI( A&rnute)
REPRESENTA-WE Central Paper and Pulp Mills Ltd, Pune
REPRESEIWATIVE Shalimar Tar ProductsCalcutta
REPRESENTATWE Cement Manufacturers Association, New Delhi
SHRIN . A SWKH National Dairy Development Board,Anand
SHRIA . SON1 India Foils Ltd, Calcutta
SHRI B. ~~ALLIK (Alternate)
SHRI A. C. TANWA Ballarpur Industries Ltd, Ballarpur
SHRI S. SHARMA( Al&mate)
SHFUY . K. VOHRA Indian Tea Association, Calcutta
SHRIM . DASGUP~A( Alternate)
6lhreau of Indian Standards
BIS is a statutory institution established under the Bureau oflndiun Standmfs 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
Amcndmcnts are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. CHD 16 ( 758 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 323 0131,323 83 75,323 94 02 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 - 60 38 43
60 20 25
(
\ Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 { 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi-l 10015, India.
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8758.pdf
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iS 8758 :1993
Ivrdian Stand&d
RECOMMENDATIONS FOR FIRE
PRECAUTIONARY MEASURES IN
CONSTRUCTION OF TEMPORARY
STRUCTURES AND PANDALS
( First Revision )
UDC 69.033 : 614 84
h
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 1993 Price Group 2Fire Safety Sectional Committee, CED 36
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Fire Safety Sectional Committee had been approved by the Civil Engineering Division
Council.
Temporary structures including large pandals normally erected at fairs, festivals and such other
outdoor assembly have not, in general, been subjected to adequate regulations from fire safety
point of view though in certain regions certain minimum fire precautionary measures in the
construction of such structures are ensured before giving a licence or permission for the erection
of such structures. Therefore with a view to giving necessary guidance in regard to fire protec-
tion measures to be adopted in the erection of such structures, it has been felt necessary to
formulate this standard.
This standard was first published in 1978, covering the safety aspects for temporary structures
and pandals used by public excluding the temporary structures used for private functions. Since
then the number of Indian standards in regard to details of construction, fire safety and equip-
ment have been formulated. This revision has therefore, been prepared so as to keep details
of construction and use of fire fighting equipment according to the latest standards. Having
seen the more usage of temporary structures for private functions, the scope of this standard
has now been enlarged to cover such type of structures also.
The committee responsible for the preparation of this standard is given at Annex A.IS 8758 : 1993
Indian Standard
RECOMMENDATIONS FOR FIRE
PRECAUTIONARY MEASURES IN
CONSTRUCTION OF TEMPORARY
STRUCTURES AND PANDALS
( First Revision )
1 SCOPE 3.3 The main structure shall be erected with
at least 100 mm diameter post of non combusti-
1.1 This standard covers the fire safety in ble material or wooden post ( preferably of
respect of construction, location, maintenance sal, casurina or bamboo ) and the rest of the
and use of temporary structures including structure may be of lighter poles and trusses
pandals used by public for outdoor assembly. tied/screwed properly wit!1 steel wire. The
NOTE-Temporary structure shall apply to all poles and trusses shall be nailed/screwed,
structares with roof or walls made of straw, hay, wherever required. All supporting members
ulu grass, golpatta, hogla, darma, mat, canvas shall be of sufficient size and strength to
cloth or other like material which is not adopted for
support the structure.
permaner t or continuous occupancy.
2 REFERENCE 3.4 The height of the ceiling of the structure
or panda1 from the ground shall not, in any
2.1 The Indian siandard listed below is
case, be less that 3 m.
necessary adjunct to this standard:
IS No. Title 3.5 No decorative paper/synthetic material
shall be used anywhere in the panda11
1646 : 1982 Code of practice for fire
structure.
safety of buildings ( General ) :
Electrical installations ( first 3.6 All fabrics, decorative clothings used in
revision ) the construction and decoration of the
structure shall before use, be dipped in a fire
3 GENERAL REQUIREMENTS
retardant solution as specified in 3.2 or pre-
3.1 The materials, design, construction, fabri- treated with other suitable material to give a
cation of structures or devices within the class I flame spread factor.
scope of this standard shall meet the require-
ments for resistance lo fire of a minimum of 3.7 No nylon or synthetic ropes shall be used
10 minutes or total evacuation time whichever any where in the structure. Only ropes made
is more. of coir, manila or coconut fibres shall be
treated witJ fire retardant solutions in accor-
3.1.1 Each temporary structure shall be licen- dance with 3.2 before use.
ted for a specific period only and the licence
granted if the provisions of this standard are 3.8 Temporary structures shall be adequately
complied with ( see also 1.1 ). guyed/braced and made secure to withstand a
wind pressure of 0.98 kN/m” ( 0.01 kgf/cm2 ).
3.2 The choice of materials for such constru-
ction shall preferably be of non-combustible
3.9 In no case, the height of corridor/passage
or fire resistance type. Wherever materials of
way shall be less than 3 m.
combustible nature are used these shall be
treated with a fire retardant solution as
4 LOCATION
mentioned below:
Ammonium sulphate 4 parts by mass 4.1 There shall be a clear space of 4.5 m on
Ammonium carbonate 2 parts ,, all sides between the structure and the adjacent
Borax 1 part ,, :I buildings or other structures. In cases where
Boric acid 1 part ,, temporary structures are erected in the lawns
Alum 2 parts ,, :: which are part of residentia1 premises, the
Water 35 parts ,, ,, entire frontage shall be kept open.
1IS 8758 : 1993
4.2 No temporary structure shah be erected 7.4 The clear width of exits shall be determined
beneath and adjacent to any live electrical line. on the basis of not less than one unit of 50 cm
The gap between the live wires and any part for each 50 persons to be accommodated. The
of the structure shall in no case be less than width of each exit shall not be less than l-5 m.
2 m.
7.5 The line of travel from any seat to the
4.3 No temporary structure shall be erected nearest exit on the seating area shall not be
near furnace, railway line, electrical sub-station, greater than I5 m.
chimney or under high tension wire or like
7.6 All exit points shall be clearly indicated
hazard unless a safety distance of 15 m is
with sign ‘EXIT’ ( including in local language )
maintained.
over each door way or opening in plain legible
5 MEANS OF ACCESS letters ( not less than 5 cm high and with
principal strokes of such letters not less than
5.1 All temporary structures shall be approa- l-8 cm in width ) enabling everybody in the
chable and the gate provided shall have a clear auditorium to visualize the exit points easily.
opening of 5 m. Arch way shall not be at a
height less than 5 m from the ground level. 7.6.1 Exit light should be adequately illumi-
nated with reliable light source when the
5.2 The temporary structure shall be approa- structure is occupied by the public. Suitable
chable to the fire engine. No part of temporary directions signs shall be displayed in a cons-
structure shall be more than 45 m away from picuous location to indicate the proper
the motorable road. direction of egress. Exit and direction signs
shall also be painted with fluorescent paint.
6 CAPACITY
Doors wherever fitted to exits shall open out-
6.1 The capacity of any temporary structure wards and shall not be closed or bolted during
or panda1 or enclosure for outdoor assembly the presence of persons in the structure.
shall be the number of fixed seats plus an
7.7 Cross gangways shall be provided affording
allowance of one person for each O-50 m2 of
passage after every 10 row of seats, width of
floor area designated or used as standing space
such passage being not less than 1.5 m.
or for movable seats. A distance of 450 mm
along any undivided bench or platform shall 7.8 Longitudinal gangways shall be formed at
constitute one seat in computing capacity. the sides and central portion. The width of
The floor arca or ramps, aisles, passageways or side longitudinal gangway shall be not less
spaces within such structures or enclosures than I.2 m and central longitudinal gangway
used for access or circulation shall not be shall be not less than l-5 m. Each row
considered in computing the capacity of a ( between side and longitudinal gangway ) shall
place of outdoor assembly, and shall not be comprise of not more than 12 seats. The seats
used for access or circ.ulation shall not be shall be tied up together in a bank of not less
considered in computing the capacity of a than 4 seats and secured to the ground.
place of outdoor assembly, and shall not be
7.9 The seating arrangement shall be such that
used for seats or for standing. the clearance between rearmost point of the
6.2 The number of persons admitted to any immediate front seat and the foremost point
place of outdoor assembly shall not exceed lhe of the next rear seat in two successive rows is
capacity as computed in accordance with the not less than 55 cm. Where self folding seats are
provided, the clearance between the two rows
provisions of 6.1.
m,ay be reduced, in any case shall be not less
7 ENCLOSIJRE AND EXITS than 30 cm.
7.1 All sides of the temporary structure shall 8 ELECTRICAL ARRANGEMENTS
be left open. If this is not possible for certain
8.1 The temporary lighting of the structure
reasons, the lower portions of this side walls
shall be installed by a competent licenced
shall not be fixed.
electrical engineer. The load per circuit,
7.2 Where provisions laid down in 7.1 cannot insulation test and the installation shall
be adhered to adequate and unrestricted exits conform to IS 1646 : 1982.
shall be provided, depending on the capacity
8.2 All electrical wirings in the structure of
of the assembly, as given in 7.3 to 7.9.
panda1 shall be in PVC sheathed conductors
7.3 A minimum of two exits of not less than or vulcanized rubber cables of tough rubber
2-5 m width separately, located and at extre- and all joints shall be made with porcelain
mities from each other, shall be provided for insulated connectors. Twisted and tapped
any type of temporary structures. joints shall not be permitted.
2IS 8758 : 1993
8.3 No part of the electrical circuit, bulbs, stating water shall at all times be readily
tubelights, etc in the structure of panda1 shall available for immediate use for dealing with
be within 15 cm of any decorative or other the fires.
combustible material.
10.2 A minimum number of fire buckets at a
8.4 In case incandescent gas portable lights rate of two buckets per 50 m2 of floor space
instead of electricity are used in the structure and one water type extinguisher, 9 litres capa-
or panda& such lights shall not be hung from city, per 100 m2 of floor space shall be provided
the ceilings of the main structure or panda1 in all temporary structures. For protection of
but shall be placed on separate stands securely electric installation, one carbon dioxide or BCF
fixed. extinguisher of adequate size shall be provided
for each switch gear, main meter and stage
8.5 No halogen lamps shall be used anywhere area. The location of these equipments shall
inside the pandal/temporary structure, be such that these are easily accessible in the
event of a fire. The number of fire buckets and
9 FIRE PROTECTION MEASURES other various type of extinguishers may be
provided as stipulated by the local licencing
9.1 The ground enclosed by any temporary authority/fire authority.
structure, panda1 tent or shamiana and a dis-
tance of not less than 4.5 m outside of such 10.3 Advance intimation shall be given to fire
structure shall be cleared of all combustible service department of the proposed constru-
materials or vegetation and any materials ction of any temporary structure or panda1 for
c bstruci.ing the mcvement. public functions, its location, size and type of
temporary structure number of people expected
9.2 Storage of combustible materials like
to be accommodated, arrangement of exits,
shavings, straw, flammable and explosive
etc.
chemicals and similar materials shall not be
permitted to be stored inside any temporary 10.3.1 Local licencing authority may recommend
structure’. the provision of stand by tire service at any
temporary structure if such measure is deemed
9.3 No fire works or open flame of any kind necessary. In such cases adequate water
shall be permitted in any temporary structure supply for the fire fighting service shall be
or in the immediate vicinity. ensured.
9.4 No motion pictures shall be displayed in 10.4 A responsible person shall always be
any temporary structure unless safety film is made available at the site of the temporary
used. structure to organize prompt evacuation, fire
fighting to deal with emergencies at the inci-
9.5 Open Fires
pient stage and infarming the fire service. The
No open fires except small size controlled fires emergency fire service telephone number shall
for religious purposes shall be permitted inside be dislayed prominently.
or near the pandals or other temporary
11 MAINTENANCE
structures.
9.6 Kitchen area for cooking of snacks/food 11.1 All temporary structures shall be main-
shall be totally segregated from the main tained in a safe and sanitary condition. All
pandal/temporary structure and preferably devices or safeguards which are required by
made of GI sheets. this standard shall be maintained in good
working condition.
IO FIRE FIGHTING ARRANGEMENTS
11.2 All temporary structures shall be periodi-
10.1 Provision of Water for Fire Fighting cally inspected and any deterioration and defect
observed shall be brought to the notice of the
Supply of water shall not be less than 0.75 l/m2
authority for remedy.
of floor area for each panda1 or other temporary
structure. The water shall be stored in 11.3 Particular attention shaI1 be paid to the
buckets/drums and kept in readiness for use. means of escape and gangways, exits, etc are
Half quantity may be kept inside the temporary not obstructed in any way and all buckets and
structure and the other half outside in its im- extinguishers are easily visible and accessible
mediate vicinity. The buckets or receptacles before public is admitted at any time.
3IS 8758 : 1993
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Fire Sefety Sectional Committee, CED 36
Chairman Representing
SHRI J. N. VAKIL Tariff Advisory Committee, Bombay
Members
SHRI K. RAVI ( A/fern&e to SHRI J. N. Vakil )
DR R. K. BHANDARI Institution of Engineers ( India ), Calcutta
SHRI R. P. BHATLA Engineers India Ltd, New Delhi
SHRI M. M. KAPOOR ( Alternate )
SHRI S. Ni CHAKRAUORTY Tariff Advisory Committee, Madras
SHRI P. K. MAJUMDAR ( Alternate )
SHRI P. K. CHATTERJEE Ministry of Defence ( DR & DO ), New Delhi
SHRI V. K. SHARMA ( Alternnte )
CHIEF FIRE OFFICER Municipal Corporation of Bombay, Bombay
SHR~D . PADMANABHA Tata Consulting Engineers, Bombay
SHRI G. P. MONNAIAH ( Alternate )
DEPUTY CHIEF ENGINEER( P & D ) Northern Railway, Ministry of Railway, New Delhi
EXECUTIVEE NGINEER [ ( P & D )
( Alternate ) ]
SHRI S. K. DHERI Municipal Corporation of Delhi, Delhi
SHRI R. C. SHARMA ( Alternate )
SHRI S. R. DORAISWAMY Ministry of Defence ( Engineer-in-Chief’s Branch ), New Delhi
.SHRI S. N. LAKSHMANNA ( Alternute )
FIRE ADVISER Ministry of Home Affairs, New Delhi
SHRI P. N. GHOSH In personal capacity, ( J-1916 Chittranjan Park, New Delhi)
SHRI C. P. Gosain Central Public Works Department, New Delhi
SHRI S. C GUPTA Lloyds Institution ( India) Pvt Ltd, New Delhi
SHRI SANJEFV AN(;RA ( Alternate )
SHRI M. R. KAMA.rH Mather and Platt Ltd, Bombay
SHRI K. R. EASWARAN ( Alternate )
SHRI V. M. MADGE The Hindustan Contruction Co Ltd, Bombay
SHRI A. B. PHADKE ( Alternate )
BIRG MALHOTRA State Ba:!k of India, Bombay
SHRI G. B. MLNON In personal capacity, ( C-231 Samachar Apartments, Mayur Vihar,
Phase-l, Delhi )
SHRI S. R. NARASWHAN Central Electricity Authority, New Delhi
SHKI RAJ~NURA SINGH ( Akwme )
PRESIDENT Institution of Fire Engineers ( India ), New Delhi
SHRI V. M. RANALKAR Ministry of Petroleum and Natural Gas, New Delhi
SHRI HARISH R. S ‘LOT Vijay Fire Profection Systems Pvt Ltd, Bombay
SHRI RAJESHI (. SALOT ( Alterwe ,
SHRI N. L. N. SHARM~ Bharat Heavy Eleztricals Ltd, Hyderabad
SHRI M. L. KHURANA ( Alfernate)
Da T. P. Sharma Central Buildings Rescalch Institute (CSIR ), Roorkee
DR GOPAL KRISHAN ( Alternate )
SHRI R. SUNDAKARAJAN National Thermal Power Corporation Ltd, New Delhi
SHRI S. K. CH..~CUPADHAYAY ( Alternate )
SHRI SUNIL DAS Metallurgical Engineering Consultants ( India ) Ltd, Ranchi
SHRI R. N. CHA~HKA ( Ak-wote 1
SHRI M. S TYAGI Ministry of Labour, Kanpur
SHRI P. K. SAKSEWA ( Alternate )
SHRI D. VT.NUGOPAL Loss Prevention Association of India Ltd, Bombay
SHRI T. V. MADHUMANI( Alternate )
SHRI Y. R. TANEJA, Director General, BIS
DIRECTOR -IN CHARGE ( CIVIL ENGG ) ( Ex-officio Member )
Member Secretary
SHRI HEMANT KUMAR
Joint Director ( Civ Engg ), BISL
-.-- -- ____--
Standard Mark
The use of the Standard Mark IS governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BIS for conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.f .-
Boreau of lodian 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 ), RIS.
Revision of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards
are also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook and *Standards
Monthly Additions’. Comments on this Indian Standard may be sent to BIS giving the following
reference:
Dot : No. CED 36 ( 5214 )
Amendments Issued Since Publication
Amend No Date of issue 1 ext Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 11(X)1)2
Telephones: 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Kegtonal Oiiicrs * Telephone
Central : Ma!lak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELI-l I 110002 ( 331 13 75
Eastern : i/l4 C. I. T. Scheme VII M, V. 1. P. Road, Maniktola 378499, 378561
CALCUTTA 700054 1 37 86 26, 37 86 62
53 38 43, 53 I6 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
1 53 23 84
235 02 16, 235 04 32
Southern : C. 1. T. Campus, IV Cross Road, MADRAS 6001 I3
I 235 15 19, 235 23 I5
Western : Manakalaya, E9 MIDC. Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARTDABAD. GHAZIABAD. GCWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aligarh, India
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10386_8.pdf
|
IS 10388 (Part8) : 1995
Indian Standard
SAFETYCODEFORCONSTRUCTION,
OPERATIONANDMAINTENANCEOF
RIVEItVALLEYPROJECTS
PART 8 OPEN EXCAVATION
UDC 627.8.05.004.5 : 696.134.11
0 BIS 1995
BUREAU OF INDIAN STANDA-RD-S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110 002
June 1995 Price Group 2Safety in Construction, Operation and Maintenance of River Valley Projects Sectional Committee, RVD 21
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Safety
in Construction, Operation and Maintenance of River Valley Frojects Sectional Committee had been
approved by the River Valley Division Council.
The job of excavation for foundation and seating of structures such as concrete and masomy dams,
barrages and power houses, stripping of ground, excavation for cut off trenches for earth and rockfill
embankments, excavation for canals and approach and exit channels, etc, forms the first and foremost
major activity in the construction of the above-mentioned structures. Normally excavation is carried out
( depending on the type of-structure and depth of excavation ) in different kinds of strata, excavation in
soil, excavation in soft rock, excavation in bouldery strata and excavation in hard rock (where necessary).
It is essential that the excavated slopes which are to be backfilled later need to be stable during the
construction period.
The slopes which are exposed have to -be stable during construction periods and also during life of the
structure. Where blasting operations are resorted to necessary precautions need to be taken for the safety
of the men and machinery as well as for the structure. This standard lays down requirements that should
be followed with regard to safety aspects during open excavation work.
The recommendations made in this standard are for general guidance and may need modification
depending upon individual site conditions.
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 10386(Part8):1995
Indian Standard
SAFETYCODEFORCONSTRUCTION,
OPERATIONANDMAINTENANCE
OFRIVERVALLEYPROJECTS
PART 8 OPEN EXCAVATION
1 SCOPE 3.6 Reference should also be made to IS 10386
( Part 1) : 1983 and IS 10386 ( Part 2 ) : 1982.
1.1 This standard lays down requirements for the
safety aspects to be taken during excavation for 4 INVESTIGATION DATA
structures like dams, barrages, power houses,
canals, channels and such other structures as- 4~1 Before proceeding with the workof excavation,
sociated with river valley projects. sufficient knowledge of’sub-surface strata is-essen-
tial.
2 REFERENCES
4.2 The nature, location and depths of various
The Indian Standards listed in Annex A are
zones of sub-surface like over burden, soft/
necessary adjuncts to this standard.
weathered rock, and hard rock, seams/faults and
3 GENERAL SAFETY REQUIREMENTS joint patterns in rockstrata, water tables etc, should
be available prior to excavation work.
3.1 The matter of safety and accident prevention is
the responsibility of every person employed on the 4.3 The physical and engineering properties of the
job. All persons need to be alert to dangerous over burden material should also be determined
conditions and to take necessary precautions for well in advance of the excavation work if the depth
their own safety as well as that of others working at of over burden is 10 m and above.
site.
5 DESIGN DATA
Normally the work is done outdoors. Workmen are
exposed to hazardous conditions of heat and cold, 5.1 Design details like probable foundation level
rain, wind and movement of heavy machinery. or bed levels._in case of approach and exit channels,
Hence safety measures required to be taken assume as well as design cross-sections of the structure
greater significance. under construction should be made ready before
commencement of the excavation work. Various
3.2 The safety requirement during excavation for
excavation slopes and benches/berms and conse-
any structure may vary according to the type of
quently top width of the excavation required to
structure, type of strata encountered and number
commence the work should also be fmed in
of men and type of machinery deployed at site.
advance.
3.3 Proper education and organization is neces-
6 EXCAVATION SLOPES
sary for safety requirements to be implemented in
a proper manner. The workmen are required to be
6.1 Excavationslopes adopted in the field should
made aware of the importance of observing the
be safe against sliding or slip during the entire
safety rules.
period of construction so they do not endanger the
3.4 The contractor carrying out the work should safety of men and machinery, as alsothe structure
employ a safety engineer/manager who should be under construction, adjacent to the area of excava-
familiar with all potential hazards on the job and tion. This is essential as the construction of river
whose duty would be to educate the workmen as valley projects continues over years, during which
well as to supervise installation and maintenance of time many normal and abnormal monsoons and
safety equipment, first aid stations, machinery other hazardous field conditions may be
guards and other safeguards. encountered.
3.5 The shape and slopes adopted for excavation 6.2 For general guidance, the following slopes may
should be safe over the entire periodof construc- be adopted for open excavation work up to 10 m
tion of the structure barring unforeseen causes. depth.
1IS 10386 ( Part 8 ) : 1995
i) Soil T)ver burden/ 2 horizontal to 1 ver- 8.3 Ladders when used should extend for at least
boulder-y strata tical to 1 horizonal to one metre above the top of the cut to provide a hand
1 vertical. hold for stepping on, or off, the ladder. Ladders
ii) Soft/weathered rock 0’5 horizontal to 1 should be properly constructed, used, maintained
vertical and periodically inspected in accordance with
iii) Hard rock 0’25 horizontal to 1 IS 3696 ( Part 2 ) : 1991.
vertical
9 LIGHTING, WARNING SINGALS ETC
In case the soil overburden depth is 10 m and above
9.1 Adequate lighting arrangements should be
slope stability analysis should be carried out.
provided in the excavation area for night work.
6.3 Berms or benches of suitable width should be
9.2 All pathways and roadways in the vicinity of the
provided from consideration of slope stability, ease
excavation area, should be provided with proper
of excavation, transportation of excavated material
warning signals wherever necessary, to ensure
etc, depending on the site conditions and require-
safety of pedestrians and vehicular traffic.
ments. The berms should normally be at maximum
vertical intervals of 10 m and width of berms/bench At all approaches and exit points of the site of
should_generally be about 3 m. excavation, danger and warning signals should be
In special cases where the requirement of berm placed. In risky locations, a flagman with red flag
width is impracticable and/or not felt necessary, should be posted to warn the public and approach-
reduced width may be adopted but in no case should ingvehicles and to guide them in proper directions.
it be less than 1.0 m, provided the material being
In any bend/crossing of pathways/roadways proper
excavated is sufficiently stable. In all such cases
direction of the pathway/roadway should be
substantial toe boards should be provided to
displayed.
prevent ‘roll back’ into the excavated trench.
9.3 Whenever a workman is required to climb up
7 TOOLS, PLANT AND MACHINERY
or down a excavation slope he should do so with a
7.1 Care should be taken to keep tools such as safety rope tied securely to a safety belt on his
shovels, pickaxes, etc, far away from the edge of the person so that in case of an emergency he can be
trench. assisted or drawn to safety.
7.2 Heavy machinery deployed during excavation 9.4 Lone workers should not be permitted to work
should be kept away from the excavated sides at a in the area of excavation.
distance of not less than 6 m when in the idle
10 DRILLING AND BLASTING OPERATIONS
condition and also from the road traffic, if any, in
the near vicinity [see also IS 10386 (Part 3) : 19921. 10.1 Whenever drilling and blasting operations
are involved in the excavation process, safety
7.3 The use of trucks or wagons and heavy
precautions as laid down in IS 10386 (Part 4) : 1982
machinery in and around the excavation trenches
should be strictly followed. During excavation of
should be done under the supervision of
rock by blasting, safety of adjacent structures is
experienced foremen or supervisors. Movement of
required to be taken care of by adopting controlled
vehicles and machines should not be permitted
blasting, presplitting method, use of delay
near the lip of the excavation and hence roads,
detonators etc.
leading to or from the excavation trenches should
be carefully located. Care should be exercised by the 10.2 Loose rock masses or fragments thrown up
foreman or supervisor when guiding vehicles for during blasting and resting at different levels on
loading, so that they are not backed into the walls excavated slopes, berms etc, should be removed
of the pit. When loading vehicles manually, a promptly to avoid the danger of their falling down
constant watch should be kept for any bend slides on workmen working at lower levels.
or boulders rolling down the excavated slope.
11 OVERHANGS
8 ACCESS AND ESCAPE WAYS
8.1 Pathways should be non-slippery and of ade- 11.1 Overhangs in the excavated face are hazard-
quate width. They should be strong enough ous as these may come down unexpectedly and
to withstand the movement of workers. result in fatal accidents to workmen working at
lower levels. Such overhangs should be removed
8.2 Gangways should be strong and of proper con-
before further work in that area is continued.
struction. Planks used should be of uniform thick-
ness. Gangways should be kept clear of excavated 11.2 All excavated faces, on which work is going
material or other obstructions. on or work is temporarily suspended, should be
2IS 10386 ( Part 8 ) : 1995
maintained or left at safe slopes, so that danger 15.3 Adequate measures should be taken to drain
from caving in or sliding is eliminated. the water from the upper surfaces of excavated
slopes or benches. This will prevent saturation of
11.3 Excavated slopes rendered unstable by nearby
soil which could result in slips of the excavated
blasting operations, rain, freezing and thawing ac
slopes.
tion or by operation or movement of machinery
should be made safe by breakingthem down until a 16 DAMAGE TO ADJACENT STRUCTURES
stable slope is achieved. During such trimming of
slopes no person should be permitted to work in the 16.1 Due to improper design of blasting charges
area immediately below and no material should be during excavation in weathered/hard rock, the
removed from the bottom, until the work of vibrations caused in the process may endanger the
stabilizing the slope is completed. safety of adjacent structures.
16.2 Where danger to the safety of structures
12 EXCAVATION NEAR ABUTMENTS
adjacent to the area of blasting is expected, delay
12.1 Abutment faces, when excavated for abutting detonators should be used to reduce the
dams, are generally of steeper slopes and of greater shockwaves. Practices such as line drilling method
height. Care should be exercised to monitor the should be adopted.
safety of such slopes until abutment blocks are
17 COMMON HAZARDS IN EXCAVATION
constructed. Periodic inspection of excavated faces
for any sign of instability of the’hill slopes should
17.1 The officer incharge of excavation work
be carried out and any instability taken note of.
should familiarize himself with the nature of
Immediate remedial measures should be taken to
material to be excavated, machinery deployed for
prevent sliding of slopes and hillmass.
the work, blasting operations required to be carried
out, and also the factors he has to specially look for
13 VISITORS
and guard against. Some important factors are
13.1 Visitors should not generally be permitted to ~givenb elow.
enter the area of excavation unless they are accom- a) Safe Slopes - Safe slopes to be adopted for
panied by a supervisor or foreman. Adequate different types of subsurfacematerials.
precautions should be taken to prevent workers b) u’ater Content or Degree of Saturation --The
and visitors from approaching potentially side walls of an excavated trench which are
dangerous areas. stable when dry may become highly unstable
due to saturation of earth following heavy
14 POWER LINES
rain or water entering the area from other
14.1 Live wires and cables are laid in the area of sources. The side walls of the excavated
excavation for blasting operations, drilling of holes trench may also become unstable due to
and other operations involving the use of electric excessive drawdown during the dewatering
power. Where such cables are laid, care should be operation for lowering the water table.
taken to see that these cables are not laid in a C> Freezing and Thawing - Due to expansion
haphazard manner. Supervisors, foremen and the of water when frozen, rock fragments, joints
construction staff should ensure that workmen or in the rock, boulders etc, are generally
visitors are kept away from live wires. Wherever loosened. Therefore, side walls of the ex-
necessary, warning signals should be posted. Cables cavation need to be constantly watched for
which are cut or open should be promptly replaced any signs of opening of the joints/cracks
[see IS 10386 (Part 5) : 19921. during thawing, which may endanger the
stability of excavated slopes.
15 DEWATERING
d) VZ6rationf rom nearby Sources - Vibration
15.1 During excavation work, adequate arrange- due to movement of machinery, vehicles,
ments should be provided for dewatering and bail- railroad, blasting and other sources, may
ing out water from the excavated area to prevent
have an effect on slope stability.
slippery surfaces and sliding of slopes due to stand- e> A djacent Loose Fill - The possibility of
ing water.
encountering pockets of unstable materials
requires-special investigation, attention and
15.2 Dewatering ( for lowering the water table) in
care.
the excavated trench/area should be done in such a
way that it does not result in excessive drawdown fl Damages to Adjacent Structure - Due to
heavy blasting operations adopted during
which may endanger the stability of the excavated
slopes. excavation work there may be a possiblity of
3IS rO386 ( Part 8 ) : 1995
damage to adjacent structures. Delay h) Post-Blasting Slope Inspection - When
detonators to reduce shock waves, or prac- open excavations, with steep side slopes, are
tices such as line drilling method should be carried out by means of blasting, after every
employed. blasting operation, side slopes of excava-
g) Slope Protection - The slope of the ex- tions shall be carefully examined by a com-
cavated face may be temporarily protected petent person. To prevent rock falls work
by shoring and strutling and/or other inside the excavation shall not commence
suitable methods as per site conditions, if until all loose rock on the sides is first
warranted. removed.
ANNEX A ./
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. . Title
IS : 3696 (Part 2) Safety code for scaffolds and (Part 2) : 1982 Part 2 Ameneties, protective
1991 ladders: Part 2 Ladders clothing and equipment
IS : 10386 Safety code for construction (Part 3) : 1992 Part 3 Plant and machinery
operation and maintenance of (Part 4) : 1992
Part 4 Handling, transportation
river valley projects:
and storage of explosives
(Part 1) : 1983 Part 1 General aspects (Part 5) : 1992 Part 5 Electrical aspects
4Bureau of Indiau Standards
BIS is a statutory institution established under the Bureau of Indiun StandardsA ct, 1986 to promote
fiarmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. RVD 21 ( 137 ).
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 : Manabanstha
Telephones : 3310131,331 13 75 (Common to all offices)
Regional Offices : Telephone
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NEW DELHI 1 loo02 331 13 75
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CALCUTTA 7ooO54 378626,378662
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Printed at Sic0 Printing Press, Delhi
.
|
9401_9.pdf
|
IS : 9401 ( Part 9 > - 1987
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
(DAMS AND APPURTENANT STRUCTURES )
PART 9 LINING
?vIeasurc~u~cnt of \Vol ks of River Valley Projects Sectiona
Committee, Bl)C tj!)
Chorrmon Rcprcscntwg
SHIU s. P. C4Pl<lHAN Kedecon ( India ) Pvt I.td, New Delhi
Members
Snw MAQIIO~I, A~lnlleu Kashmir Irrigation & E’. C. Department, Srinagar
SIIICI K. D. Ancwr Engineers India Ltd, New Delhi
SIIRI G. K. NATRAJAN ( Alternate )
SUHI Mna,\v~s BIUAYI\RIA Ferro-Concrete Consultants Pvt Ltd. Indore
Snw ASHOK BI~A%uu.\ ( Aflernalr )
SHRI ‘l-. K. Brsw \s Irrigation Department, Government of West
Bengal, Calcutta
CHIEF ENOINEXR ( NSF ) irrigation Department, Government of Andhra
Pradesh, Hyderabad
CI~I~B ENOILNI~EIL( TGP ) ( Al~ernatc)
GllIlW ENOINllER ( ~ILO.TldWS ) Water & Power ( Irrigation ) Department,
Governruent of Kerala, Trivandrum
Dspor~ CHIIXX ENUINEXX
( II<RlonTro~ ) (Altamale)
SHRI M. B. I)!.;s~~nrrilcn Irrigation Department, Government of
Maharashtra, Bombay
D~~ec:~oll. ( CM ) Cent<.ral Water Commission, New Delhi
KUMARI E. DIVATI \ National Hydro-Electric Power Corporation Ltd,
New Delhi
SHRI S. M. NARANO (Alternote)
SHRI OM PKAR.+SH GUPTA Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI D. G KA~KA~E Jaiprakash Associates Pvt Ltd, New Delhi
SIIRI R. K. JAIN ( Alternate )
( Conlinucd on page 2 )
Q Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
1p ublisher d-d be deemed to be an infringement of copvripht under the said Act. IIS : 9401 ( Part 9 ) - 1987
( Confinucd from page 1 )
Mmbcrs Repenting
PBOB S. KRXBHNAXOORTEY Indian Institute of Technology, New Delhi
SHRI D. J. KETKAR Cemindia Company Limited, Bombay
SHRI A. N. GHOSR ( Altcrnatc )
SRBI B. N. MATRUR Irrigation Department, Government of
Rajasthan, Jaipur
SHRI R. C. PATI~,L Irrigation Department, Government of Gujarat,
Gandhinagar
SERI V. S. PATIL Karnataka Power Corporation Ltd, Bangalore
SHRI K. V. RAMACEANDRA RAO Institution of Surveyors, Delhi
SHRI N. RAMACHAND~AIAH Irrigation Department, Government of
Karnataka, Bangalore
SHRI P. S. RAO Haryana Irrigation Department, Chandigarh
SERI D. M. SAVUR Hindustan Construction Co Ltd, Bombay
SHRI P. S. SURRAMANIAM Tarapore & Company, Madras
SHRI K. N. TANEJ~ National Projects Construction Corporation Ltd,
New Delhi
SHRI G. RAMAN, Director General, BIS ( Ex-c&o Member)
Director ( Civ Engg )
Secretav
SHRI K. M. MATHUR
Joint Director ( Civ Engg ), BISIS : 9401 ( Part 9 ) - 1987
hdian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 9 LINING
0. FOREWORD
0.1 This Indian Standard ( Part 9 ) was adopted by the Indian
Standards Institution on 15 February 1987, 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 guidance regard-
ing a uniform basis for measurement of lining of canals and other
structures in river valley projects.
0.3 In reporting the results of measurement made in according 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 covers the method of measurement of lining of canals
and other structures in river valley projects works.
2. GENERAL RULES
2.1 Clubbing of Items - Items may be clubbed together provided
these are on the basis of the detailed description of items stated in this
standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall
be consistent and generally in the sequence of length, breadth or width
and height or depth or thickness.
.~
*Rules for rounding off numerical values ( rcuissd).
3IS : 9401 ( Part 9 ) - 1987
2.3 Description of Items -The description of each item shall, unless
stated otherwise, be had to include where necessary, conveyance and
delivery, handling, loading, unloading, storing, hoisting, lowering, all
labour for finishing to required shape and size.
2.4 Dimensions - All works shall be measured net in decimal system
as fixed in its place as given in 2.4.1 and 2.4.2.
2.4.1 Dimensions shall be measured to the nearest 0’01 m except
membrane which shall be measured to the nearest 0’001 m.
2.4.2 Areas shall be worked out to the nearest 0’01 m2.
2.5 Work to be Measured Separately- Work executed in the
following conditions shall be measured separately:
a) Work in normal dry condition, that is, the condition in which
lining can be laid without dewatering;
b) Work under water;
c) Work in liquid mud; and
d) Work interrupted by tides.
2.5.1 The dewartering to be done in items (b) to (dj shall be
measured separately as in IS : 4901 ( Part 2 )-1982*.
2.6 Bill of Quantities - The bills of quantities shall fully describe the
materials and workmanship, and accurately represent the work to be
executed.
2.7 The work in beds and sides shall be measured separately.
3. METHOD OF MEASUREMENT
3.1 The brick/tile/stone/rubble/concrete/membrane lining shall be fully
described and include the following items ( whichever applicable ):
a) Preparation of sub-grade to exact level including watering
and fine dressing according to detailed specifications;
b) Removal of waste; and
c) Laying of lining according to detailed specifications and
curing.
*Method of measllrement of works in river valley projects (dams and appurtenant
structures): Part 2 Dewatering.
4IS : 9401 ( Part 9 ) - 1987
3.2 All types of lining shall be measured in square metres on exposed
surface stating the thickness.
3.3 Sleeper beams, fillets, lip and coping shall be measured in cubic
metres.
3.4 Iron work like fixing iron rungs in lined slopes shall be measured
separately.
3.5 If fillers, bitumen paper or any other fill are used, they shall be
fully described and measured in square metre stating thickness.
3.6 All types of valves and porous blocks shall be fully described and
measured in numbers.
3.7 On-cross and longitudinal drain ( where required ), shall be fully
described and measured in running metres stating cross section or
diameter.
5INTERNATIONAL SYSTEM OF UNITS ( SINUITS )
Base Units
QUANTITY UNIT SYMBOL
Length metre
Mass kilogram Fg
Time second
Electric current _ ampere II
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 ar
Derived Units
QVANTITY UNIT SYMBOL DEFINITION
Force newton N 1 N = 1 kg.m/s’
Energy joule J 1J = 1 N.m
Power watt W 1w - 1 JP
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1T = 1 Wb/m*
Frequency hertz Hz 1 Hz = 1 c/s (s-1)
Electric conductance siemens s 1 S = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m’
|
4031_10.pdf
|
IS:4031(Part 10).le88
Indian Standard
METHODSOFPHYSICALTESTSFOR
HYDRAULICCEMENT
PART IO DETERMINATION OF DRYING SHRINKAGE
First Revision )
(
Second Reprint OCTOBER 1996
UDC 666.942.015.462
@ Copyright 1988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1988IS : 4031 ( Part 10 ) - 1988
Indian Standard
METHODSOFPHYSICALTESTSFOR
HYDRAULICCEMENT
PART IO DETERMINATION OF DRYING SHRINKAGE
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part 10 ) ( First the individual tests. Fu . rther, .~~s ince publication
Revision) was adopted by the Bureau of Indian of the original standard in 1968, a number of
Standards on 22 April 1988, after the draft standards covering the requirements of different
finalized by the Cement and Concrete Sectional equipment used for testing of cement, a brief
Committee had been approved by the Civil descripticn of which was also covered in the
Engineering Division Council. standard, had been published. In this revision,
therefore, reference is given to different instru-
0.2 Standard methods of testing cement are ment specifications deleting the description of the
essential adjunct to the cement specifications. instruments, as it has been recognised that repro-
This standard in different parts lays down the ducible and repeatable test results can be
procedure for the tests to evaluate the physical obtained only with standard testing equipment
properties of different types of hydraulic cements. capable of giving desired level of accuracy This
The procedure for conducting chemical tests of part ( Part IO) covers determination of drying
hydraulic cement is covered in IS: 4032-1985.. shrinkage of cement.
0.3 Originally all the tests to evaluate the 0.4 For the purpose of deciding whether a
physical properties of hydraulic cements were particular requirement of this standard is com-
covered in one standard; but for facilitating the plied with, the final value, observed or calculated,
use of this standard and future revisions, it has expressing the result of a test or analysis, shall
been decided to print the different tests as be rounded off in accordance with IS : 2-1960*.
different parts of the standard and accordingly, The number of significant places retained in the
this revised standard has been brought out in rounded off value should be the same as that of
thirteen parts. This will also facilitate updating the specified value in this standard.
*Method of chemical analysis of hydraulic cement *Rules for rounding off numerical values ( revised ).
(first rrvision ).
1. SCOPE 3. TEMPERATURE AND HUMIDITY
1.1 This standard ( Part IO ) covers the pro- 3.1 The temperature of moulding room, dry
cedure for determining the drying shrinkage of materials and water shall be maintained at
hydraulic cement as obtained on rectangular 27 f 2°C. The relative humidity of the labora-
specimens, prepared and tested under specified tory shall be 65 f 5 percent.
conditions.
3.2 The moist closet or the moist room shall
be maintained at 27 f 2°C and at a relative
2. SAMPLING AND SELECTION OF TEST
humidity of not less than 90 percent.
SPECIMENS
2.1 The samples of the cement shall be taken in 4. APPARATUS
accordance with the requirements of IS : 3535
4.1 Balance -’ The balance shall conform to
1986* and the relevant standard specification for
the following requirements:
the type of cement being tested. The represen-
tative sample of the cement selected as above On balance in use the permissible variation at a
shall be thoroughly mixed before testing. load of 1 000 g shall be f 1’0 g. The permissible
- variation on new balance shall be one-half of this
*Methods of sampling hydraulic cements (first value. The sensibility reciprocal shall be not
rcvidon ). greater than twice the permissible variation.IS : 4031 ( Part 10 ) - 1988
SWE I - The sensibility reciprocal is generally with knurl heads shall be set to obtain an cffec-
defined as the change in load required to change the tive gauge length of 250 mm, cart being taken to
position of rest of the indicating element or the ele-
keep them clean and free of oil.
ments of a non-automatic indicating scale a definite
mount at any load.
6. PREPARATION OF MORTAR
.\WE 2 - -Self-indicating balance with equivalent
accuracy may also be used.
6.1 Clean appliances shall be used for mixing
4.2 Weights .- The permissibie variations on and the temperature of the water and that of the
weights in USC in weighing the cement shall be as frst room at the time when the mixing operation
mescribed in Table I. is being performed shall be 27 rt 2°C. Potable/
distilled water shall be used in preparing the
TABLE 1 PERMISSlBLE VARIATIONS ON WEIGHTS mortar.
6.2 The materials for the standard test mortar
shall be cement and standard sand in the propor-
Lt g tion of I : 3 by mass blended intimately.
500 0.35
6.2.1 The amount of water for gauging shall be
300 0.30
equal to that required to give a flow between 100
250 0.25
and 115 percent with 25 drops in 15 s, as deter-
200 0.20 mined in 7.3 of IS : 4031 ( Part 7 > - 1988;.
100 0.15
50 0.10 6.3 The materials for moulding each batch of
20 0.05 test specimens shall bc mixed separately using the
10 0.04 quantities of dry materials, conforming to the
5 0.03 proportions given in 6.2 and the quantity of water
2 9.02 as determined in accordance with the procedure
0.01 given in 7.2.1 and 7.3 of IS : 4031 ( Part 7 )-
- 1988* to give a flow of 100 to 115 percent with
25 drops in 15 seconds. hlixing shall be done
4.3 Trowel - This shall have a steel blade 100
mechanically as described in 7.3.1 of IS : 4031
to 150 mm in length with straight edges and of
( Part 7) - 1988*.
mass 210 * 10 g.
4.4 Length Comparator - Length comparator 7. MOULDING SPECIMENS
conforming to IS : 9459-1980+. 7.1 Immediately following the completion of
mixing, the test specimen shall be moulded in
4.5 Flow Table and Accessories - Flow table
two layers, each layer being compacted with the
and accessories conforming to IS : 5512- 1969t.
thumbs and forefingers by pressing the mortar
4.6 Mould - Beam mould shall be 25 x 25 into the corners, around the reference inserts and
mm size and 282 mm internal length conforming along the surfaces of the moulds until a homo-
to 1s : lOO86-19821. geneous specimen is obtained. After the top
layer has been compacted, the mortar shall be
4.7 Control Cabinet - A drying cabinet with
levelled off flush with the top of the mould and
suitable racks shall be provided for storing the surface smoothed with a few strokes of the
specimens in air. Conditioned air shall be circu- trowel. During the operations of mixing and
lated inside the cabinet in a uniform manner so
moulding, the hands shall be protected by rubber
that the specified rate of evaporation is attained
gloves.
to all adjacent specimens. The temperature and
relative humidity of the cabinet shall be measured
8. PROCEDURE OF TESTING
at least twice in each working day. The tempera-
ture of the cabinet shall be 27 f 2°C. Relative 8.1 After filling the moulds, place them immedi-
humidity shall be maintained at 50 f 5 percent. ately in a moist room or moist closet for 24 f 2
h. Then remove the specimens from the moulds
5. PREPARATION OF MOULDS and immediately immerse in water at 27 f 2°C
and allow them to remain there for six days.
5.1 The moulds shall be thinly covered with
mineral oil. After this operation, the stainless
8.2 Remove the specimens from the water and
steel or non-corroding metal reference inserts
measure its length using a length comparator.
Protect specimens against loss of moisture prior
*Specification for apparatus for use in measuremenl
of length change of hardened cement paste, mortar and to reading for initial length. The temperature
concrete. of the test specimens at the time of initial
@pecification for flow table for use in tests of
hydraulic cements and pozzolanic materials. *Methods of physical tests for hydraulic cement:
$Specification for moulds for use in tests of cement Part 7 Determination of compressive strength of
and concrete. masonry cement (first revisiorr ).
2IS:4031(Part lo)- 1988
measurement shall be 27 f 2°C Store the specimens, the comparator, and the reference bar
specimens in a control cabinet maintained at shall be at a temperature of 27 f 2°C.
27 f 2°C and 50 f 5 percent relative humidity
Measure the length of the specimens again 28 9. CALCULATION
days after the initial measurement. Place the 9.1 After the specimens are measured as in 8.2
specimens in the comparator with the same end at the age of 7 and 35 days, calculate the average
uppermost with respect to the position of the difference in length of three specimens to the
specimens as when the initial measurement was nearest 0’01 percent of the effective gauge length
made. When making the measurements, the and report this difference as the drying shrinkage.
3lhreau of Indian Standards
BlS is a statutory institution established under the Bureau oflndian Stnndards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
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without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
rcvicwed 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
rcfcrring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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|
9498.pdf
|
IS:9498-1988
Indian Standard
SPECIFICATION FOR
INORGANIC AGGREGATES FOR
USE IN GYPSUM PLASTER
Gypsum Building Materials Sectional Committee, BDC 21
Chairman Representing
DR S.K. CHOPRA Cement Research Institute of India, New Delhi
Members
ADDITIONAL DIRECTOR ( ARCH ) Research, Designs and Standards Organization
( Ministry of Railways )
JOINT DIRECTOR ( ARCR ) ( Alternate )
SRRI N. G. BASAK Directorate General of Technical Development,
iNew Delhi
SRRI K. D. BH~RGAVA Directorate of Mines 8c Geology, Government
of Rajasthan, Jaipur
MINIYG ENGINEER ( Alternate )
SHRI K. K. BHATIA All India Pottery Manufacturers Association,
Calcutta
DR R. K. BRATNAGAR Shri Ram Institute for Industrial Research, Delhi
SHRI C. P. SH~DA ( Alternate )
SHRI A. M. BUTT J & K Minerals Ltd, Jammu Tawi
SHRI B. L. THAPPA ( Alternate )
SHRI G. J. CHANDAK Geological Survey of India, Calcutta
SHRI P. N. MEHTA ( Alternate)
DR S. K. GUHA Central Glass & Ceramic Research Institute
( CSIR ), Calcutta
Srrnr s. N: GHOSH ( Alternate)
SHRI A. V. HUNDEKAR Siporex India Ltd, Pune
SHBI S. S. BABAR (Alternate )
SHRIK . K. MAYAN Delhi Development Authority, New Delhi
SHR~ HAZARI LAL MARWAH Central Builders Association ( Regd ), Delhi
SHRIAMARJITS INQHC HAUDHRY
( Alternate )
DR INS S. K. MEHTA Regio$Research Laboratory ( CSIR ), Jammu
I SHRI K. C. MITAL Rajasthan Housing Board, Jaipur
SHRI B. G. SHARMA (A lternate )
( Continued on page 2 )
0 Cobyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Coprright Act (XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:9498- 1980
( Continuedfrom page 2 )
Members Representing
SKISI D. MOWA Raj Plasters Pvt Ltd, Bikaner
SHRI L. R~&~IAH Gypsum Industries Private Ltd, Tiruchchirappalli
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEX GUPT.~ (Alternate )
SHRI M. N. ROY Rajasthan Srate Mines and Minerals Ltd, Jaipur
SHRISUBHASH SHARMA Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHRI A. V. S. R. SA~TRI (Alternate)
SRRI L. T. P. SINHA Development Commissioner, Small Scale
Industries. New Delhi
SHRI K. N. SIVARAMAN Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. K. KOHLI ( Alternate )
DR C. A. TANEJA Cent;~or~;~lding Research Institute ( CSIR ),
DR IRSHAD MASOOD ( Alternate )
SHRI D. M. THAKRE The Fertilizer ( Planning & Development ) India
Ltd, Dhanbad
SHRI S. CHANDRA ( Alternate )
SHRI D. AJITHA SIXHA, Director General, IS1 ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI J. VENKATARAMAN
Deputy Director (Civ Engg), IS1
2IS :9498-1980
Indian Standard
SPECIFICATION FOR
INORGANIC AGGREGATES FOR
USE IN GYPSUM PLASTER
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 21 April 1980, after the draft finalized by the Gypsum
Building Materials Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Inorganic aggregates are commonly used in the manufacture of
gypsum plaster. Most commonly used aggregates are perlite, sand and
vermiculite. This standard lays down minimum requirements of
inorganic aggregates for use in manufacture of gypsum plaster.
0.3 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : Z-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this stadard.
1. SCOPE
1.1 This standard covers requirements of the inorganic aggregates most
commonly used in gypsum plaster, which include perlite, sand ( natural
and manufactured ), and vermiculite.
NOTE- Other aggregates may be used, provided tests have demonstrated
that they yield plaster of satisfactory quality.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Perlite Aggregate - A siliceous volcanic glass properly expanded
by heat.
*Rules for rounding off numerical values ( revised).
3IS : 9498 - 1980
2.2 Sand Aggregate
2.2.1 JVaturul Sand - The fine granular material resulting from the
natural disintegration of rock or from the crushing of friable sandstone or
quartzite.
2.2.2 Manufactured Sand - The fine material resulting from the crushing
and classification by screening, or otherwise, of rock, gravel or blast
furnace slag.
2.3 Vermiculite Aggregate - A micaceous mineral properly expanded
by heat.
3. GRADING
3.1 Sieve Analysis - The aggregate, except as provided in 3.2, shall
be graded within the limits specified in Table 1.
TABLE 1 GRADING REQUIREMENTS
SIEVE SIZE PERCENTAGE RETAINED ON EACH SIEVE, CU~IULATIVIZ
r----- --_-____ -------
Perlite by Vermiculite by Sand by
Volume Volume mitss
IS Sieve -----? , -7 C_-_-h-_Y
M&Y Min MCI.% Min Mm Mi7t
475 mm 0 - 0 - 0 -
2.36 mm 5 0 IO 0 5 0
I.18 mm 60 5 75 40 30 5
600 micron 95 45 95 65 65 30
i
300 micron 98 75 98 75 95 65
f
150 micron 100 85 100 90 100 90
3.2 For natural or manufactured sand, not more than 50 percent shall
be retained between any two consecutive sieves shown in 3.1 nor more
than 25 percent between 300 micron IS Sieve and 150 micron IS sieve.
3.3 For natural or manufactured sand, the amount of material finer
than 75 micron IS sieve shall not exceed 5 percent.
4IS :9498- 1980
4. MASS
4.1 The mass of perlite aggregate shall be not less than 100 kg/ms nor
more than 200 kg/m3.
4.2 The mass of vermiculite aggregate shall be not less than 100 kg/m3
nor more than 160 kg/m3.
5. IMPURITIES
5.1 Water soluble impurities in sand shall not exceed 0.15 percent by
mass and sodium ion content shall not exceed 0.02 percent by mass.
5.2 Sand, when subjected to the colourimetric test for organic impurities
shall develop a colour not darker than the standard [see IS : 2386
( Part II)-1963* 1 unless it is established by adequate tests that the
impurities causing the colour are not harmful in plaster.
6. SAMPLING
6.1 Samples of natural or manufactured sand shall be obtained in
accordance with IS : 2430- 19697.
6.2 For bagged aggregates, at least one bag shall be taken at random for
sampling from each 100 bags, but not less than 6 bags from each
shipment of 100 bags or more, and for smaller shipments not less than
6 percent of the bags, shall be sampled. Representative portions from
each bag selected shall be secured by means of a suitable sampling tube.
The sampling tube shall be inserted the full distance between diagonally
opposite corners of the bag with the bag lying in a horizontal position.
The portion so obtained shall be combined to produce a gross sample
having a volume of at least 28 dm3. At least one composite sample shall
be prepared and tested separately for each 2 000 bags of aggregate used.
6.3 Samples secured in accordance with 6.1 or 6.2 shall be reduced by
quartering or riffling to obtain samples of proper size for individual tests.
L
I 7. METHODS OF TEST
7.1 Sieve Analysis - Sieve analysis shall be done as per procedure
given in IS : 2386 (Part I )-19631, subject to the following modification :
The sample shall consist of approximately 500 ml bulk volume.
Where a mechanical sieving device is used, the sieving time shall be
-
*Methods of test for aggregates for concrete: Part II Estimation of deleterious
materials and organic impurities.
TMethods for sampling of aggregates for concrete.
$Methods of test for aggregates for concrete: Part I Particle size and shape.IS:9498 -1980
5 minutes. The volume of each sieve fraction. .s .h a_l l be measured in a
250 ml graduated cylinder. The aggregate shall be poured loosely into
the graduated cylinder without tamping or shaking, the surface levelled
with a spatula, and the volume read within f2 ml. The volume of the
individual sieve fractions shall be expressed as percentages of the sum of
the volumes of all fractions. The percentage retained on each designated
sieve shall be calculated by summing the individual percentages of all
fractions larger than that sieve.
7.2 Mass - The mass of lightweight aggregate shall be determined as
per procedure given in IS : 2386 (Part III )-1963’.
7.3 Organic Impurities - The organic impurities shall be determined
as per procedure given in IS : 2386 ( Part II )-19631_.
7.4 Water-Soluble Impurities - Weigh accurately a 10 g sample of
sand. Transfer to a 250-ml beaker. Add 100 ml of distilled water.
Heat to boiling and allow to a simmer on a hot plate for 5 minutes.
Filter through a fine paper into a tared evaporating dish. Wash with hot
distilled water until the volume of filtrate is about 125 ml. Evaporate
to dryness. The temperature of the dish shall not exceed 120°C during
final drying. Cool in a desiccator, weigh, and calculate the mass of
residue to percentage of water-soluble impurities.
8. PACKING AND MARKING
8.1 When lightweight inorganic aggregates are delivered in packages,
the name of the manufacturer, type of aggregate, minimum mass and
approximate volume of the contents shall be legibly indicated thereon.
9. REJECTION
9.1 The purchaser of materials covered by this specification shall have
the option of evaluating these materials for rejection, by either minimum 1
mass or approximate volume as stated.
9.2 Individual packages may be rejected when:
a) The contents, on a mass basis, are 5 percent less than that
indicated on the packages; or
b) The contents, on a volume basis, are 10 percent less than that
indicated on the packages.
*Methods of test for aggregates for concrete: Part III Specific gravity, density,
voids, absorption and bulking.
TMethods of test for aggregates for concrete : Part II Estimation of deleterious
materials and organic impurities.
6IS : 0498 - 1980
9.3 The entire shipment may be rejected on a mass basis when the
average contents of two packages for each 100 but not less than six
packages selected at random, in any one shipment, are less than that
indicated on the package and/or on a volume basis when the average
contents of two packages for each 100 but not less than six packages
selected at random, in any one shipment, differ by more than 5 percent
more or 10 percent less from that indicated on the package.
9.4 The net mass of the contents shall be determined by weighing the
package or packages and deducting the mass of the container.
9.5 The volume of the contents in the package shall be calculated by
determining the mass of the contents of the package and then obtaining
the mass per cubic metre of the aggregate, from an average mass
package of the samples selected on volume basis as in 9.3 and then
dividing the mass of the contents of the bag by the mass per cubic metre
of aggregate.INDIAN STANDARDS
ON
GYPSUM
TS:
2095-1964 Gypsum plaster boards
2469-1976 Glossary of terms relating to gypsum (jrst revision )
2542 (Part I/Set 1 to 12 )-1978 Methods of test for gypsum plaster, concrete and
products: Part I Plaster and concrete (first revision )
2542 (Part II )-1964 Methods of test for gypsum plaster, concrete and products:
Part I I Gypsum products
2547 ( Part I )-1976 Gypsum building plaster: Part I Excluding premixed lightweight
plasters ( jrst revision )
2547 ( Part II )-I976 Gypsum building plaster: Part II Premixed lightweight plasters
(first revision )
2849-1964 Non-load bearing gypsum partition blocks ( solid and hollow types )
8272-1976 Gypsum plaster for use in the manufacture of fibrous plaster boards
8273-1976 Fibrous gypsum plaster boards
.
|
4410_B_7.pdf
|
IS :4410 (Part 11/Sec 7 )-1984
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART 11 HYDROLOGY
Section 7 Quality of Water
Terminology Relating to River Valley Projects Sectional Committee,
BDC 46
Chairman Re@esenting
SHRIK. K. FRAMJI Consulting Engineering Services ( India ) Private
Limited, New Delhi
Members
SBRI P. ATTAWTIIARAIW Army Headquarters, Engineer-in-Chief’s Branch,
New Delhi
M~J C. S. BAJAJ (Wtemate )
CKIEFENGINEER( IRRIGATION) Public Works Department, Government of
Tamil Nadu, Madras
SFXIOR DEPUTY CHIEF
ENGINEER[ IRRIGATION) (Alternate )
CHIEFENGINEER~T.D.D. ) ‘ ‘ ‘-‘Irrigation Works, Government of Puni.ab.. Chandixarh
D,REGTORS.P.K. (T.D.O. ) ( Alternate )
SHRI S. M. DEB Irrigation and Water Works Department, Govern-
ment of West Bengal, Calcutta
DIRECTOR Irrigation Department, Government of Maharashtra,
Bombay
DIRECTOR,C.D.O. Irrigation Department, Government of
Madhya Pradesh, 13hopal
DIRECTOR(Alternate)
DIRECTOR( HYDIiOLOGY-I ) Central Water Commksion, New Delhi
DEPUTYDIRECTOR(HY~RO-
LOGY-I ) (~~ternate)
SIIRI N. K. DWIVEDI Irrigation Department, Government of
Uttar Pradesh, Lucknow
JOINTCOMMISSIONER Minist y of Agriculture and Irrigation, New Delhi
SERI K. V. KRISHNAMURTnY Hydro-Consult International Pvt Ltd, New Delhi
SHRI P. N. KUMRA (Alternate \)
MEMBRR( IRRIGATION) Bhakra Beas Management Board, Chandigarh
SUM J. K. BH~LLA (Alternate )
( Continued onpage 2 )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957 ) and
reproduction hswhole or in part by any means except with written permksion of the
publisher shall be deemed to be an infringement of copyright under the said Act.
. ..~
———
“1I
IS :4410 ( Part 11/Sec 7 ) -1984
( Continued from pa,ge 1 )
Members Representing
pKOF ~. ~.kT.kli .iJAN Indian Institute of Technology, New Delhi
SHRI G. S. OISEROI Survey of India, Debra Dun
SHRIK. N. SAXICNA(Alternat8 )
SJIRIG. PANT Geological Survey of India, Calcutta
SHRI R. P. SI~GH (Alternate )
SHRIDMIODAR SAHU Irrigation and Power Department, Government of
Orissa
DR P. P. SEnG~L University of Roorkee, Roorkee
SHIU G. R.mr.m, Director General, 1S1 (Ex-oJicioMember )
Director ( Civ Engg )
Secretaries
SHRIS. K. CEAUDHURI
Deputy Director (Civ Engg ), 1S1
SHRIHEMmvr KUMA~
Asstt Director (Civ Engg ), 1S1
Panel for Glossary of Terms Relating to Hydrology, BDC 46: P6
I&mener
DR P. N. KAPOOR Indian Institute of Techology, New Delhi
Members
SERI S. B~NERJI Indian National Committee for International
Hydrological Programme, New Delhi
SHRIV. B. L&L (Alternate)
SHRI MA=ESE CEANDER Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI D. C. DAS Soil and Water Conservation Division, Ministry of
Agriculture, New Delhi
SHRI S. SUBRA~ANIABS(Alternate)
SHRI A. D. MOEHLE Central Water Commission, New Delhi
DR V. V. N. MURTHY Punjab Agricultural University, Ludhlana
DR V. V. DIIIZUVANAEAYANA Central Soil Salinity Research Institute, Karnal .-
DR B. D. PATHAK Central Ground Water Board, New Delhi J
DR S. M. SErII National Institute of Hydrology, Roorkee
2
8IS :4410 ( Part 11/Sec 7 ) -1984
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART 11 HYDROLOGY
Section 7 Quality of Water
O. FOREWORD
0.1 This Indian Standard ( Part 11/See 7 ) was adopted by the Indian
Standards Institution on 28 February 1984, after the draft finalized by
the Terminology Relating to River Valley Projects Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have already been printed covering
various aspects of river valley projects and a large number of standards
are in the process of formulation. These standards include technical
terms, the precise definitions of which are required to avoid ambiguity
in their interpretation. TO achieve this end, the Institution is bringing
out glossary of terms relating to river valley projects ( IS :4410 ) which
is being published in parts. The other parts of this standard so far
published are given on page 8.
0.3 ( Part 11 ) covers the important field of hydrology which is a
separate science by itself. In view of the vastness of this subject, the
subject is being covered in different sections. Other sections will be the
following:
w. Section 1 General terms
Section 2 Precipitation and runoff
Section 3 Infiltration and water losses
Section 4 Hydrography
Section 5 Floods
Section 6 Ground water
Section 7 Quality of water
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
3
--JIS 4410 ( Part 11/Sec 7 ) -1984
field in this country. This has been met by deriving assistance from the
fO]]OWing publications:
UNITED NATIONS. ECONOMIC COMMISSION FOR ASIA ANDTHE FAR EAST.
Glossary of hydrologic terms used in Asia and the Far East.
1956. Bangkok.
INDIA. INTERNATIONAL COMMISSION ON IRRIGATION AND DRAINAGE.
Multilingual technical dictionary on irrigation and drainage.
1967.
INDIA. CENTRAL BOARD OF IRRIGATION AND POWER. Glossary of
irrigation and hydro-electric terms and standard notations used J
in India. 1954. Manager of Publications, Delhi.
Nomenclature for hydraulics. 1962. American Society of Civil
Engineers. NTewYork.
0.4.1 All the definitions taken from ‘Multilingual technical dictionary
on irrigation and drainage’ are acknowledged by asterisk(*) in the
standard.
1. SCOPE
1.1 This standard ( Part 1l/See 7 ) covers the definitions of terms
relating to quality of water in hydrology.
2. QUALITY OF WATER
2.1 Acidic — A solution is acidic when its ~El value is less than 7.
2.2 Alkaline — A solution is alkaline when its PH value is more than 7.
2.3 Alkalinity* — A term used to represent the content of carbonates,
bicarbonates, hydroxides, and occasionally berates, silicates and phos-
phates in water. It is expressed in parts per million or mg/1 of
equivalent calcium carbonate.
2.4 Anion* — A negatively charged ion.
2.5 Brackish Water
a) Water rendered unpalatable due to an excessive chloride content.
b) A mixture of sea water and surface run off which occurs, in
various proportions, at the lower reaches of streams that debouch
into an ocean.
2.6 Cations — A positively charged ion.
4IS :4410 (Part 11/Sec 7 ) -1984
2.7 Concentration — Amount of solid matter contained in liquid
usually expressed in mass of solid per unit volume of liquid.
2.8 Critical Concentration — The level of concentration of an
impurity in water above which it adversely affects its use for specific
purpose, such as drinking, industrial and agriculture.
2.9 Hardness ( of Water ) — A measure of calcium, iron and
magnesium salts ( carbonates, nitrates, sulphates, chlorides, etc ) express-
ed as parts of equivalent calcium carbonate per million parts of water
or mg~l.
2.10 Ions* — Acids, bases and salts ( electrolytes ) when dissolved in
c certain solvents are more or less dissociated into electrically charged
units or parts of the molecules called ions. Ions carry charges of
electricity and in consequence have different properties from the
uncharged radicals.
2.11 pH ( Value ) — The PH value of an aqueaous solution is the
logarithm to the base 10 of the reciprocal of hydrogen ion concentration
( expressed in g/1) of the solution Distilled water, which is neutral, has
a pH value of 7.
2.12 Quality of Water — A term used to describe the chemical,
physical and biological characteristics of water in respect to its suitability
for a particular purpose, such as drinking, irrigation, industrial use, etc.
2.13 Salinity — The relative concentration of salts, usually sodium
chloride, in a given water. It is usually expressed in terms of the
number of parts per million or mg/ 1of equivalent chlorine.
2.14 Salinometer — An instrument for measuring the amount of salt
in a solution; a hydrometer especially graduated so as to indicate
directly the percentage of a particular salt ( especially sodium chloride )
in a solution.
2.15 Salt Balance — The complete salt balance is expressed by the
‘~. following equation:
(
~S+~d= .1+Ul~l;a2y2 +—@F_IQ..–I– – 132Q2 n2 A ~
)
change in salt storage in the natural ground water
system for the time interval ~ t,
change in salt storage in the top 1 to 5 m layer soil,
quantity of salt introduced from the atmosphere in the
form of solid or liquid salt particles,
quantity of salt lost to the atmosphere,IS :4410 ( Part 11/Sec 7 ) -1984
al, az= concentration of salts in surface water inflow and
outflow,
/%, (32= concentration of salts in ground water inflow and
outflow,
Yl, y2 = quantities of surface water inflow and outflow,
Q1, Q2 = ~;~tiies of unconfined ground water inflow ancl
Y
At = time interval for which data are taken, and
F = area of the plot on which the data are taken.
1
2.15.1 The quantity of salt, that may develop in conjunction with ,
.
weathering and soil forming process is neglected. While studying salt
J
balance of irrigated areas, it is advisable in studies of moisture balance
to include balance of the salt totals for the soils, the zone of aeration and
the ground water system using the following equation for total salt
balance:
S02 ‘~1 = S03 + S04 + S05 + S“G + S“, – W8 — S09 – filo
where
S“2=
$1, initial and final amounts of salts stored in surface
streams and reservoirs, in the zone of aeration and
in the groundwater reservoir down to the under-
laying impervious bed ( tonnes/hectare );
quantity of salt introduced with precipitation;
quantity of salt introduced with irrigation water;
quantity of salt introduced with groundwater inflow
( comprised of lateral inflow in the unconfined
reservoir and possible vertical leakage from deeper
artesian aquifers );
S“6 = quantity of salt introduced by process of cultivation;
s“, = quantity of salt introduced with fertilizers; .+ i
S“8= quantity of salt removed by groundwater outflow; Q
S“g = quantity of salt removed by drainage water; and
solo = quantity of salt removed by crop harvesting.
NOTE— In most irrigated areas, values of S“$,S“c, SO,and SO1Omay be neglected,
thereby shortening and simplifying the expression.
2.16 Salt Index — A formula for ascertaining whether water is suitable
for irrigation
Salt Index = ( Total Na — 24”5 ) [ Total Ca — Cain
{ CaCOa+ + Ca ( HC03 )2} X 4s85 ]
61S: 4410( Part 11/Sec 7 ) -1984
All quantities in the formula refer to parts per 100000. The salt
index is negative for all good waters and positive for those unsuitable for
irrigation.
2.17 Sodium Adsorption Ratio ( SAR ) — A ratio for soil extracts
and irrigation waters used to express the relative activity of sodium ions
in exchange reaction with soil:
~Ta-t
SAR = _
_( Ca++- ~ Mg-I-+ )“
d 2
Where the ionic concentrations are expressed in m. eql/ 1.
2.18 Toxic ( Water ) — Poisonous; tending to reduce the yields of crops
below the normal. It may also damage the soil.
2.19 Turbidity — Reduction of transparency of water due to presence
of suspended particles. It is evaluated by comparison with standard
suspension in a standard light intensity and expressed in terms of
concentration of the material used in standard suspension, commonly
silica or mg ( silica )/litre. Alternatively it may also be expressed @
terms of mg/1 or parts per million of the suspended material present in
the actual water sample.
7
,— ——— ..._ ——.- )INDIAN STANDARDS
ON
GLOSSARY OF TERMS RELATING TO RIVER VALLEY PROJECTS
IS :
4410 ( Part 1)-1967 Glossary of terms relating to river valley projects: Part 1
Irrigation practice
4410 ( Part 2 )-1967 Glossary of terms relating to river valley projects: Part 2
Project planning
4410 ( Part 3 )-1967 Glossary of terms relating to river valley projects: Part 3 River
and river training
@..,
4410 ( Part 4 )-1967 Glossary of terms relating to river valley project% Part 4
‘%
Drawings
4410 ( Part 5 )-1968 Glossary of terms relating to river valley projects: Part 5Canals
4410 ( Part 6 )-1968 Glossary of terms relating to river valley projects: Part 6
Reservoirs
4410 (Part 7)-1982 Glossary of terms relating to river vaney projects: Part 7
Engineering geology
4410 ( Part 8 )-1968 Glossary of terms relating to river valley projects: Part 8 Dams
and dam sections
4410 ( Part 9 )-1982 Glossary of terms relating to river valley project% Part 9
Spillways and syphons
4410 (Part 10)-1969 Glossary of terms relating to river valley projects: Part 10
Civil works of hydro-electric generation system including water conductor
system
4410 IPart 11/See 1)-1972 Glossary of terms relating to rivervalley projects: Part 11
Hydrology, Section 1 General terms
4410 Part 1l/See 2)-1972 Glossary of terms relating to river valley projects Part 11
Hydrology, Section 2 Precipitation and runoff
4410 Part 11/See 3)-1973 Glossary..of terms r~lating to river valley projects: Part 11
Hydrology, Section 3 Infiltration and water losses
4410 ( Part 11/See 4 )-1973 Glossary of terms relating to river valley projects: Part 11
Hydrology, Section 4 Hydrography
4410 ( Part 1l/See 5)-1977 Glossary of terms relating to river valley projects: Part 11
Hydrology, Section 5 Floods
4410 ( Part 1l/See 7)-1984 Glossary of terms relating to river valley projects: Part 11
Hydrology, Section 7 Quality of water
4410 ( Part 12)-1973 Glossary of terms relating to river valley projects: Part 12
Diversion works
4410 ( Part 14/Sec 1)-1977 Glossary of terms relating to river valley projects: Part 14-
Soil conservation and reclamation, Section 1Soil conservation
4410 ( Part 14/Sec 2 )-1977 Glossary of terms relating to river valley projects: Part 14
Soil conservation and reclamation, Section 2Reclamation4410 (Part 15/Sec 1)-1973 Glossary of terms relating to river valley projects: Part 15
Canal structures, Section 1 General terms
4410 ( Part 15/Sec 2 )-1973 Glossary of terms relating to river valley projects: Part 15
Canal structures, Section 2 Transitions
4410 ( Part 15/Sec 3 )-1977 Glossary of terms relating to river valley projects: Part 15
Canal structures, Section 3Flumes
4410 ( Part 15/Sec 4 )-1977 Glossary of terms relating to river valley projects: Part 15
Canal structures, Section 4Regulating works
4410 (Part 15/Sec 5 )-1977 Glossarv of terms relating to river valley projects: Part 15
Canal structures, Section 5 Cross drainage works
4410 ( Part 16/Sec 1)-1979 Glossary of terms relating to river valley projects: Part 16
Gates and valves, Section 1Gates
4410 ( Part 16~Sec 2)-1982 Glossary of terms relating to river valley projects: Part 16
Gates and valves, Section 2 Valves
4410 ( Part 17)-1977 .Glossary of terms relating to river valley projects Part 17
Water requmements of cropsINTERNATIONAL SYSTEM OF UNITS ( S1 UNITS )
Base Units
QUAN,l~Y UNIT SYMBOL
Length metre m
Mass kilogram kg
Time second s
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton N 1 N = 1kg.m/s~
Energy joule J 1 J=l N.m
Power watt w 1 W=l J/s
Flux weber Wb lWb=l V.s
Flux density tesla T 1 T = 1Wb/m2
Frequency hertz Hz 1 Hz = I C/s (S-l)
Electric conductance siemen s 1 S=l A/V
Electromotive force volt v 1 V=l W/A
Pressure, stress pascal Pa 1 pa = 1N/ma
.— ,
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875_1.pdf
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IS : 875 (Part 1) - 1987
(IncorporatingIS:1911-1967)
(Reaffirmed1997)
Edition3.1
(1997-12)
Indian Standard
CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE)
FOR BUILDINGS AND STRUCTURES
PART 1 DEAD LOADS — UNIT WEIGHTS OF BUILDING MATERIALS AND
STOREDMATERIALS
( Second Revision )
(Incorporating Amendment No. 1)
UDC 624.042:006.76
© 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 Group12IS : 875 (Part 1) - 1987
C O N T E N T S
PAGE
0. FOREWORD 3
1. SCOPE
4
2. BUILDING MATERIALS 4
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS
1. Acoustical material 4
2. Aggregate, coarse 4
3. Aggregate, fine 4
4. Aggregate, organic 4
5. Asbestos 4
6. Asbestos cement building pipes 4
7. Asbestos cement gutters 5
8. Asbestos cement pressure pipes 5
9. Asbestos cement sheeting 5
10. Bitumen 5
11. Blocks 5
12. Boards 5
13. Bricks 6
14. Brick chips and broken bricks 6
15. Brick dust (SURKHI) 6
16. Cast iron, manhole covers 7
17. Cast iron, manhole frames 7
18. Cast iron pipes 7
19. Cement 7
20. Cement concrete, plain 7
21. Cement concrete, prestressed 8
22. Cement concrete, reinforced 8
23. Cement concrete pipes 8
24. Cement mortar 8
25. Cement plaster 8
26. Cork 8
27. Expanded metal 8
28. Felt, bituminous for waterproofing and damp-proofing 9
29. Foam slag, foundry pumice 9
30. Glass 9
31. Gutters, asbestos cement 9
32. Gypsum 9
33. Iron 9
34. Lime 9
35. Linoleum 10
36. Masonry brick 10
37. Masonry, stone 10
38. Mastic asphalt 10
39. Metal sheeting, protected 10
40. Mortar 10
41. Pipes 11
42. Plaster 16
43. Sheeting 16
44. Slagwool 17
1IS : 875 (Part 1) - 1987
PAGE
45. Soils and gravels 17
46. Steel sections 17
47. Stone 25
48. Tar, coal 25
49. Thermal insulation 25
50. Terra cotta 26
51. Terrazzo 26
52. Tiles 26
53. Timber 26
54. Water 28
55. Wood-wool building slabs 28
3. BUILDING PARTS AND COMPONENTS
TABLE 2 UNIT WEIGHTS OF BUILDING PARTS OR COMPONENTS
1. Ceilings 29
2. Cement concrete, plain 29
3. Cement concrete, reinforced 29
4. Damp-proofing 29
5. Earth filling 29
6. Finishing 29
7. Flooring 29
8. Roofing 30
9. Walling 31
4. STORE AND MISCELLANEOUS MATERIALS 31
APPENDIX A UNIT WEIGHTS OF STORE AND MISCELLANEOUS MATERIALS
1. Agricultural and food products 32
2. Chemicals and allied materials 33
3. Fuels 33
4. Manures 34
5. Metals and alloys 34
6. Miscellaneous materials 36
7. Ores 37
8. Textiles, paper and allied materials 37
2IS : 875 (Part 1) - 1987
Indian Standard
CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE) FOR
BUILDINGS AND STRUCTURES
PART 1 DEAD LOADS — UNIT WEIGHTS OF BUILDING MATERIALS AND
STOREDMATERIALS
( Second Revision )
0. F O R E W O R D
0.1This Indian Standard (Part1) (Second weights and measurements was adopted.
Revision) was adopted by the Bureau of Indian
0.3.1With the increased adoption of the code, a
Standards on 30 October 1987, after the draft
number of comments were received on
finalized by the Structural Safety Sectional
provisions on live load values adopted for
Committee had been approved by the Civil
different occupancies. Simultaneously, live load
Engineering Division Council. surveys have been carried out in America and
0.2 A building has to perform many functions Canada to arrive at realistic live loads based on
actual determination of loading (movable and
satisfactorily. Amongst these functions are the
immovable) in different occupancies. Keeping
utility of the building for the intended use and
this in view and other developments in the field
occupancy, structural safety, fire safety; and
of wind engineering, the Sectional Committee
compliance with hygienic, sanitation, ventilation
responsible for the preparation of the standard
and daylight standards. The design of the
has decided to prepare the second revision in
building is dependent upon the minimum
the following five parts:
requirements prescribed for each of the above
Part1 Dead loads
functions. The minimum requirements
Part2 Imposed loads
pertaining to the structural safety of buildings
are being covered in this code by way of laying Part3 Wind loads
down minimum design loads which have to be Part4 Snow loads
assumed for dead loads, imposed loads, snow Part5 Special loads and loads
loads and other external loads, the structure combinations
would be required to bear. Strict conformity to Earthquake load is covered in a separate
loading standards recommended in this code, it is standard, namely IS:1893-1984* which should
hoped, will not only ensure the structural safety be considered along with the above loads.
of the buildings which are being designed and 0.4This standard deals with dead loads to be
constructed in the country and thereby reduce assumed in the design of buildings and same is
the hazards to life and property caused by unsafe given in the form of unit weight of materials.
structures, but also eliminate the wastage caused The unit weight of other materials that are
by assuming unnecessarily heavy loadings. likely to be stored in a building are also
included for the purpose of load calculations
0.3 This Indian Standard code of practice was
due to stored materials.
first published in 1957 for the guidance of civil
0.4.1This standard incorporates IS:1911†
engineers, designers and architects associated
published in 1967. The unit weight of materials
with planning and design of buildings. It
incorporated in this standard are based on
included the provisions for the basic design loads
information available through published Indian
(dead loads, live loads, wind loads and seismic
Standards and various other publications.
loads) to be assumed in the design of buildings.
0.4.2This edition 3.1 incorporates Amendment
In its first revision in 1964, the wind pressure
No. 1 (December1997). Side bar indicates
provisions were modified on the basis of studies
modification of the text as the result of
of wind phenomenon and its effect on structures,
incorporation of the amendment.
undertaken by the special committee in
0.4.3 The values given in this standard have been
consultation with the Indian Meteorological
rounded off in accordance with IS : 2 - 1960‡.
Department. In addition to this, new clauses on
wind loads for butterfly type structures were
*Criteria for earthquake resistanT design of structures
included; wind pressure coefficients for sheeted
(third revision).
roofs both curved and sloping, were modified;
†Schedule of unit weights of building materials (first
seismic load provisions were deleted (separate revision).
code having been prepared) and metric system of ‡Rules for rounding off numerical values (revised).
3IS : 875 (Part 1) - 1987
1. SCOPE NOTE 1 — Table 1 gives the unit weight mass of
individual building materials in alphabetical order;
1.1This code (Part 1) covers unit weight/mass Table 2 covers the unit weight mass of parts or
of materials, and parts or components in a components of a building; and Appendix A gives unit
building that apply to the determination of weight mass of stored materials.
dead loads in the design of buildings.
1.1.1The unit weight/mass of materials that
are likely to be stored in a building are also 2. BUILDING MATERIALS
specified for the purpose of load calculations
along with angles of internal friction as 2.1The unit weight/mass of materials used in
appropriate. building construction are specified in Table 1.
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
1. Acoustical Material
Eelgrass 10 5.70 × 10–3 to 7.65 × 10–3 0.58 to 0.78 m2
Glass fibre 10 3.80 × 10–3 0.39 ,,
Hair 10 19.10 × 10–3 1.95 ,,
Mineral wool 10 13.45 × 10–3 1.37 ,,
Slag wool — 2.65 270 m3
Cork — 2.35 240 ,,
2. Aggregate, Coarse
Broken stone ballast:
Dry, well-shaken — 15.70 to 18.35 1 600 to 1 870 ,,
Perfectly wet — 18.85 to 21.95 1 920 to 2 240 ,,
Shingles, 3 to 38 mm — 14.35 1 460 ,,
Broken bricks:
Fine — 14.20 1 450 ,,
Coarse — 9.90 1 010 ,,
Foam slag (foundry pumice) — 6.85 700 ,,
Cinder* — 7.85 800 ,,
3. Aggregate, Fine
Sand:
Dry, clean — 15.10 to 15.70 1 540 to 1 600 ,,
River — 18.05 1 840 ,,
Wet — 17.25 to 19.60 1 760 to 2 000 ,,
Brick dust (SURKHI) — 9.90 1 010 ,,
4. Aggregate, Organic
Saw dust, loose — 1.55 160 ,,
Peat:
Dry — 5.50 to 6.30 560 to 640 ,,
Sandy, compact — 7.85 800 ,,
Wet, compact — 13.35 1 360 ,,
5. Asbestos
Felt 10 0.145 15 m2
Fibres:
Pressed — 9.40 960 m3
Sprayed 10 0.02 2 m2
Natural — 29.80 3 040 m3
Raw — 5.90 to 8.85 600 to 900 ,,
6. Asbestos Cement Building Pipes
(see under 41 ‘Pipes’ in this table)
*Also used for filling purposes.
(Continued)
4
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
7. Asbestos Cement Gutters
[see IS:1626 (Part 2)-1980*]
Boundry wall gutters:
400 × 150 × 250 mm 12.5 0.16 16.0 m
450 × 150 × 300 mm 12.5 0.16 16.0 ,,
300 × 150 × 225 mm 12.5 0.13 13.0 ,,
275 × 125 × 175 mm 10.0 0.085 8.5 ,,
Valley gutters:
900 × 200 × 225 mm 12.5 0.245 24.8 ,,
600 × 150 × 225 mm 12.5 0.160 16.1 ,,
450 × 125 × 150 mm 12.5 0.145 14.6 ,,
400 × 125 × 250 mm 12.5 0.130 13.2 ,,
Half round gutters:
150 mm 9.5 0.043 4.4 ,,
250 mm 9.5 0.079 8.1 ,,
300 mm 9.5 0.087 8.9 ,,
8. Asbestos Cement Pressure Pipes
(see under 41 ‘Pipes’ in this table)
9. Asbestos Cement Sheeting
(See IS:459-1970†)
Corrugated (pitch = 146 mm) 6 0.118 to 0.130 12.0 to 13.3 m2
Semi-corrugated (pitch = 340 mm) 6 0.118 to 0.127 12.0 to 13.0 ,,
Plain 5 0.09 9.16 ,,
10. Bitumen — 0.102 10.40 m3
11. Blocks
Lime-based solid blocks — 8.65 to 12.55 880 to 1 280 ,,
(see IS:3115-1978‡)
Hollow (open and closed cavity concrete
blocks)
[see IS:2185 (Part 1)-1979§]
Grade A — 1.41 144 ,,
(load bearing)
Grade B — 1.41 to 0.94 144 to 96 ,,
(load bearing)
Grade C — 1.41 to 0.94 144 to 96 ,,
(non-load bearing)
Solid concrete blocks — 17.65 1 800 ,,
12. Boards
Cork boards:
Compressed 10 0.04 4 m2
Ordinary 10 0.02 2 ,,
Fibre building boards
(see IS:1658-1977||)
6 0.028 to 0.047 2.88 to 4.80 ,,
8 0.038 to 0.063 3.84 to 6.40 ,,
Medium hardboard
10 0.047 to 0.078 4.80 to 8.00 ,,
12 0.056 to 0.095 5.76 to 9.60 ,,
*Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roofing fittings:
Part2 Gutters and gutter fittings (first revision).
†Specification for unreinforced corrugated and semi-corrugated asbestos cement sheets (second revision).
‡Specification for lime based block (first revision).
§Specification for concrete masonry units: Part 1 Hollow and solid concrete blocks (second revision).
||Specification for fibre hardboards (second revision).
(Continued)
5
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
3 0.024 to 0.035 2.40 to 3.60 m3
Standard hardboard 4 0.031 to 0.047 3.20 to 4.80 ,,
5 0.039 to 0.059 4.00 to 6.00 ,,
Tempered hardboard 6 0.047 to 0.071 4.80 to 7.20 ,,
9 0.071 to 0.106 7.20 to 10.80 ,,
Fire insulation board 9 0.035 3.6 ,,
(see IS:3348-1965*) 12 0.047 4.8 ,,
Fibre insulation board, ordinary 18 0.071 7.2 ,,
or flame-retardant type, 25 0.098 10.0 ,,
bitumen-bounded fibre
insulation board
Gypsum plaster boards 9.5 0.069 to 0.098 7.0 to 10.0 ,,
(see IS:2095-1982†) 12.5 0.093 to 0.147 9.5 to 15.0 ,,
15 0.110 to 0.154 11.25 to 15.75 ,,
Insulating board (fibre) 12 0.034 3.5 ,,
Laminated board (fibre) 6 0.034 3.5 ,,
Wood particle boards
(see IS:3087-1985‡)
Designation:
FPSI — 4.90 to 8.85 500 to 900 m3
FPTH — 4.90 to 8.85 500 to 900 ,,
XPSO — 4.90 to 8.85 500 to 900 ,,
XPTU — 4.90 to 8.85 500 to 900 ,,
Wood particle boards for insulation — 3.90 400 ,,
purposes
(see IS:3129-1985§)
High density wood particle boards
(seeIS:3478-1966||)
Type 1, Grade A — 0.117 12 m2
Type 1, Grade B — 0.088 9 ,,
Type 2, Grade A — 0.117 12 ,,
Type 2, Grade B — 0.088 9 ,,
NOTE 1 — Density of medium hardboard varies from 350 to 800 kg/m3.
NOTE 2 — Density of normal hardboard varies from 800 to 1 200 kg/m3.
NOTE 3 — Density of tempered hardboard varies according to treatment. The actual value may be had from the
manufacturers.
NOTE 4 — All the three types of hardboards are manufactured to width of 1.2 m.
13. Bricks
Common burnt clay bricks — 15.70 to 18.85 1 600 to 1 920 m3
(see IS:1077-1987¶)
Engineering bricks — 21.20 2 160 ,,
Heavy duty bricks — 24.50 2 500 ,,
(see IS:2180-1985**)
Pressed bricks — 17.25 to 18.05 1 760 to 1 840 ,,
Refractory bricks — 17.25 to 19.60 1 760 to 2 000 ,,
Sand cement bricks — 18.05 1 840 ,,
Sand lime bricks — 20.40 2 080 ,,
14. Brick Chips and Broken Bricks
(see under 2 ‘Broken bricks’ in this table)
15. Brick Dust (SURKHI) — 9.90 1 010 ,,
*Specification for fibre insulation boards.
†Specification for gypsum plaster boards (first revision).
‡Specification for wood particle boards (medium density) for general purposes (first revision).
§Specification for low density particle boards (first revision).
||Specification for high density wood particle boards.
¶Specification for common burnt clay building bricks (fourth revision).
**Specification for heavy-duty burnt clay building bricks (second revision).
(Continued)
6
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
16. Cast Iron, Manhole Covers
(see IS:1726*)
Double triangular (HD) 500 1.16 118 Cover
560 1.37 140 ,,
Circular (HD) 500 1.16 118 ,,
560 1.37 140 ,,
Circular (MD) 500 0.57 58 ,,
560 0.63 64 ,,
Rectangular (MD) — 0.78 80 ,,
Rectangular (LD):
Single seal (Pattern 1) — 0.23 23 ,,
(Pattern 2) — 0.15 15 ,,
Double seal — 0.28 29 ,,
Square (LD):
Single seal 455 0.13 13 ,,
610 0.25 26 ,,
Double seal 455 0.23 23 ,,
610 0.36 37 ,,
17. Cast Iron, Manhole Frames
(see IS:1726*)
Double triangular (HD) 500 1.09 111 Frame
600 1.13 115 ,,
Circular (HD) 500 0.83 85 ,,
560 1.06 108 ,,
Circular (MD) 500 0.57 58 ,,
560 0.63 64 ,,
Rectangular (MD) — 0.63 64 ,,
Rectangular (LD):
Single seal (Pattern 1) — 0.15 15 ,,
(Pattern 2) — 0.10 10 ,,
Double seal — 0.23 23 ,,
Square (LD):
Single seal 455 0.07 7 ,,
610 0.13 13 ,,
Double seal 455 0.15 15 ,,
610 0.18 18 ,,
18. Cast Iron Pipes
(see under 41 ‘Pipes’ in this table)
19. Cement
(see IS:269-1976†)
Ordinary and aluminous — 14.10 1 440 m3
Rapid-hardening — 12.55 1 280 ,,
20. Cement Concrete, Plain
Aerated — 7.45 760 ,,
No-fines, with heavy aggregate — 15.70 to 18.80 1 600 to 1 920 ,,
No-fines, with light aggregate — 8.65 to 12.55 880 to 1 280 ,,
With burnt clay aggregate — 17.25 to 21.20 1 760 to 2 160 ,,
With expanded clay aggregate — 9.40 to 16.50 960 to 1 680 ,,
With clinker aggregate — 12.55 to 17.25 1 280 to 1 760 ,,
With pumice aggregate — 5.50 to 11.00 560 to 1 120 ,,
With sand and gravel or crushed natural — 22.00 to 23.50 2 240 to 2 400 ,,
stone aggregate
With saw dust — 6.30 to 16.50 640 to 1 680 ,,
With foamed slag aggregate — 9.40 to 18.05 960 to 1 840 ,,
*Specification for cast iron manhole covers and frames.
†Specification for ordinary and low heat Portland cement (third revision).
(Continued)
7
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
21. Cement Concrete, Prestressed — 23.50 2 400 m3
(conforming to IS:1343-1980*)
22. Cement Concrete, Reinforced
With sand and gravel or crushed natural
stone aggregate:
With 1 percent steel — 22.75 to 24.20 2 310 to 2 470 ,,
With 2 percent steel — 23.25 to 24.80 2 370 to 2 530 ,,
With 5 percent steel — 24.80 to 26.50 2 530 to 2 700 ,,
23. Cement Concrete Pipes
(see under 41 ‘Pipes’ in this table)
24. Cement Mortar — 20.40 2 080 ,,
25. Cement Plaster — 20.40 2 080 ,,
26. Cork — 2.35 240 ,,
27. Expanded Metal
(conforming to IS:412-1975†)
Reference No. Size of Mesh, Nominal
SWM LWM
mm mm
1 100 250 0.030 3.08 m2
2 100 250 0.024 2.47 ,,
3 100 250 0.016 1.60 ,,
4 75 200 0.042 4.28 ,,
5 75 200 0.032 3.29 ,,
6 75 200 0.021 2.14 ,,
7 40 115 0.080 8.02 ,,
8 40 115 0.060 6.17 ,,
9 40 75 0.060 6.17 ,,
10 40 75 0.028 2.85 ,,
11 40 115 0.039 4.01 ,,
12 40 75 0.039 4.01 ,,
13 40 115 0.020 2.04 ,,
14 40 75 0.020 2.04 ,,
15 25 75 0.054 5.53 ,,
16 25 75 0.038 3.93 ,,
17 25 75 0.028 2.81 ,,
18 25 75 0.021 2.19 ,,
19 20 60 0.070 7.15 ,,
20 20 50 0.070 7.15 ,,
21 20 60 0.050 5.09 ,,
22 20 50 0.050 5.09 ,,
23 20 60 0.036 3.63 ,,
24 20 50 0.036 3.63 ,,
25 20 60 0.021 2.18 ,,
26 20 50 0.021 2.18 ,,
27 12.5 50 0.050 5.04 ,,
28 12.5 40 0.050 5.04 ,,
29 12.5 50 0.040 4.00 ,,
30 12.5 50 0.030 3.13 ,,
31 12.5 40 0.030 3.13 ,,
32 12.5 50 0.025 2.50 ,,
33 12.5 40 0.025 2.50 ,,
34 10 40 0.050 5.98 ,,
35 10 40 0.035 3.59 ,,
36 10 40 0.028 2.87 ,,
*Code of practice for prestressed concrete (first revision).
†Specification for expanded metal steel sheets for general purposes (second revision).
(Continued)
8
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Reference No. Size of Mesh, Nominal
SWM LWM
mm mm
37 9.5 28.5 0.050 5.19 m2
38 9.5 28.5 0.028 2.81 ,,
39 9.5 28.5 0.020 2.09 ,,
40 6 25 0.074 7.55 ,,
,,
41 6 25 0.048 4.88
,,
42 6 25 0.038 3.90
,,
43 5 20 0.050 5.01
,,
44 3 15 0.041 4.28
28. Felt, Bituminous for Waterproofing and
Damp-proofing
(see IS:1322-1982*)
Fibre base:
Type 1 (Underlay) — 8.34 × 10– 3 0.85 ,,
Type 2 (Self-finished felt):
Grade 1 — 21.48 × 10– 3 2.19 ,,
Grade 2 — 30.21 × 10– 3 3.08 ,,
Hessian base:
Type 3 (Self finished felt):
Grade 1 — 21.87 × 10– 3 2.23 ,,
Grade 2 — 35.70 × 10–3 3.64 ,,
NOTE 1 — The weight of untreated based shall be taken as in the dry condition.
NOTE 2 — The weights given above are indicative of the total weight of ingredients used in the manufacture of felt and
not of the ingredients determined from a physical analysis of the finished material.
29. Foam Slag, Foundry Pumice — 6.85 700 m3
30. Glass (see IS:2835-1977†)
2.0 0.049 5.0 ,,
2.5 0.062 6.3 ,,
3.0 0.074 7.5 ,,
Sheet 4.0 0.098 10.0 ,,
5.0 0.123 12.5 ,,
5.5 0.134 13.7 ,,
6.5 0.167 17.0 ,,
31. Gutters, Asbestos Cement (see under 7
‘Asbestos cement gutter’ in this table)
32. Gypsum
Gypsum mortar — 11.75 1 200 m3
Gypsum powder — 13.89 to 17.25 1 410 to 1 760 ,,
33. Iron
Pig — 70.60 7 200 ,,
Gray, cast — 68.95 to 69.90 7 030 to 7 130 ,,
White, cast — 74.30 to 75.70 7 580 to 7 720 ,,
Wrought — 75.50 7 700 ,,
34. Lime
Lime concrete with burnt clay aggregate — 18.80 1 920 ,,
*Specification for bitumen felts for waterproofing and damp-proofing (third revision).
†Specification for flat transparent sheet glass (second revision).
(Continued)
9
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Lime mortar — 15.70 to 18.05 1 600 to 1 840 m3
Lime plaster — 17.25 1 760 ,,
Lime stone in lumps, uncalcined — 12.55 to 14.10 1 280 to 1 440 ,,
Lime, unslaked, freshly burnt in pieces — 8.60 to 10.20 880 to 1 040 ,,
Lime slaked, fresh — 5.70 to 6.30 580 to 640 ,,
Lime slaked, after 10 days — 7.85 800 ,,
Lime, unslaked (KANKAR) — 11.55 1 180 ,,
Lime, slaked (KANKAR) — 10.00 1 020 ,,
35. Linoleum (see IS:653-1980*)
4.4 0.056 9 5.8 m2
3.2 0.040 2 4.1 ,,
Sheets and tiles
2.0 0.026 5 1.7 ,,
1.6 0.021 5 2.2 ,,
36. Masonry, Brick
Common burnt clay bricks — 18.85 1 920 m3
Engineering bricks — 23.55 2 400 ,,
Glazed bricks — 20.40 2 080 ,,
Pressed bricks — 22.00 2 240 ,,
37. Masonry, Stone
Cast — 22.55 2 300 ,,
Dry rubble — 20.40 2 080 ,,
Granite ashlar — 25.90 2 640 ,,
Granite rubble — 23.55 2 400 ,,
Lime stone ashlar — 25.10 2 560 ,,
Marble dressed — 26.50 2 700 ,,
Sand stone — 22.00 2 240 ,,
38. Mastic Asphalt 10 0.215 22 m2
39. Metal sheeting, Protected Galvanized Steel
Sheets and Plain
(seeIS:277-1985†)
1.60 0.131 13.31 ,,
1.26 0.104 10.56 ,,
Class 1 1.00 0.084 8.60 ,,
0.80 0.069 7.03 ,,
0.63 0.056 5.70 ,,
1.60 0.129 13.16 ,,
1.25 0.102 10.41 ,,
Class 2 1.00 0.083 8.45 ,,
0.80 0.067 6.88 ,,
0.63 0.054 5.55 ,,
1.60 0.128 13.01 ,,
1.25 0.101 10.26 ,,
Class 3 1.00 0.081 8.30 ,,
0.80 0.066 6.73 ,,
0.63 0.053 5.40 ,,
1.60 0.127 12.94 ,,
1.25 0.100 10.19 ,,
Class 4 1.00 0.081 8.22 ,,
0.80 0.065 6.66 ,,
0.63 0.052 5.32 ,,
40. Mortar
Cement — 20.40 2 080 m3
Gypsum — 11.80 1 200 ,,
Lime — 15.70 to 18.05 1 600 to 1 840 ,,
*Specification for linoleum sheets and tiles (second revision).
†Specification for galvanized steel sheets (plain and corrugated) (fourth revision).
(Continued)
10
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
41. Pipes
50 0.032 to 0.034 3.3 to 3.5 m3
60 0.032 to 0.043 3.3 to 4.4 ,,
80 0.051 to 0.054 5.2 to 5.5 ,,
Asbestos cement pipes
90 0.052 to 0.060 5.3 to 6.1 ,,
[see IS:1626 (Part) 1-1980*]
100 0.058 to 0.065 5.9 to 6.6 ,,
125 0.072 to 0.086 7.3 to 8.8 ,,
150 0.086 to 0.108 8.8 to 11.0 ,,
50 0.056 5.7 ,,
80 0.067 6.8 ,,
100 0.090 9.2 ,,
Asbestos cement pressure pipes 125 0.139 14.2 ,,
(seeIS:1592-1980†) 150 0.175 17.8 ,,
200 0.264 26.9 ,,
250 0.380 38.8 ,,
300 0.539 55 ,,
Cast iron Pipes:
Rainwater pipes
(see IS:1230-1979‡)
550 0.073 7.5 pipe
75 0.108 11.0 ,,
Standard overall length 1.8 m with 100 0.137 14.0 ,,
socket
125 0.196 20.0 ,,
150 0.255 26.0 ,,
50 0.064 6.5 ,,
75 0.093 9.5 ,,
Standard overall length 1.5 m with 100 0.123 12.5 ,,
socket
125 0.172 17.5 ,,
150 0.230 23.5 ,,
Pressure pipes for water, gas and sewage:
a) Centrifugally cast
(see IS:1536-1976§)
i) Socket and spigot pipes:
Barrel:
80 1.144 14.7 m
100 0.182 18.6 ,,
125 0.237 24.2 ,,
150 0.295 30.1 ,,
200 0.432 44.0 ,,
250 0.582 59.3 ,,
300 0.750 76.5 ,,
Class LA
350 0.944 96.3 ,,
400 1.146 116.9 ,,
450 1.383 141.0 ,,
500 1.620 165.2 ,,
600 2.156 219.8 ,,
700 2.778 283.2 ,,
750 3.111 317.2 ,,
80 0.157 16.0 ,,
100 0.201 20.5 ,,
125 0.259 26.4 ,,
150 0.326 33.2 ,,
200 0.472 48.1 ,,
Class A 250 0.637 65.0 ,,
300 0.824 84.0 ,,
350 1.030 105.0 ,,
400 1.262 128.7 ,,
450 1.530 156.0 ,,
500 1.775 181.0 ,,
*Specification for asbestos cement buildings pipes and pipe fittings, gutters and gutter fittings and roofing fittings:
Part1 Pipes and pipe fittings (first revision).
†Specification for asbestos cement pressure pipes (second revision).
‡Specification for cast iron rainwater pipes and fittings (second revision).
§Specification for centrifugally cast (spun) iron pressure pipes for water, gas and sewage (second revision).
(Continued)
11
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
600 2.367 241.4 m
Class A 700 3.056 311.6 ,,
750 3.422 348.9 ,,
80 0.172 17.3 ,,
100 0.216 22.0 ,,
125 0.281 28.7 ,,
150 0.352 35.9 ,,
200 0.511 52.1 ,,
250 0.692 70.6 ,,
300 0.896 91.4 ,, Class B
350 1.122 114.5 ,,
400 1.368 139.5 ,,
450 1.657 169.0 ,,
500 1.929 196.7 ,,
600 2.578 262.9 ,,
700 3.317 338.2 ,,
750 3.733 380.6 ,,
80 0.054 5.5 Socket
100 0.069 7.1 ,,
125 0.090 9.2 ,,
150 0.113 11.5 ,,
200 0.165 16.8 ,,
250 0.225 22.9 ,,
Sockets for Class LA, Class A and 300 0.292 29.8 ,,
Class B barrels 350 0.368 37.5 ,,
400 0.454 46.3 ,,
450 0.549 56.0 ,,
500 0.647 66.0 ,,
600 0.876 89.3 ,,
700 1.145 116.8 ,,
750 1.292 131.7 ,,
ii) Flanged pipe with screwed
flanges:
Barrel:
Class A 80 to 300 Same as for centrifugally cast socket and spigot pipes,
ClassA
Class B 80 to 300 Same as for centrifugally cast socket and spigot pipes,
ClassB
80 0.042 4.3 Flange
100 0.049 5.0 ,,
125 0.065 6.6 ,,
Flanges for Class A and Class B
150 0.080 8.2 ,,
barrels 200 0.112 11.4 ,,
250 0.144 14.7 ,,
300 0.182 18.6 ,,
b) Vertically cast socket and spigot
pipes
(see IS:1537-1976*)
Barrel:
80
Same as for centrifugally cast socket and spigot pipes, to Class A
750
800 3.82 389 m
Class A 900 4.65 474 ,,
1 000 5.59 570 ,,
1 100 6.59 672 ,,
1 200 7.67 783 ,,
1 500 11.98 1 222 ,,
80
Same as for centrifugally cast socket and spigot pipes, to Class B
750
800 4.15 423 m
Class B 900 5.07 516 ,,
1 000 6.07 619 ,,
1 100 7.23 739 ,,
1 200 8.35 851 ,,
1 500 13.07 1 333 ,,
*Specification for vertically cast iron pressure pipes for water, gas and sewage (first revision).
(Continued)
12
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
80
Same as for centrifugally cast socket and spigot pipes, to
Class A and Class B
750
800 1.45 147 Socket Socket for Class A and Class B
900 1.79 182 ,,
barrels 1 000 2.18 222 ,,
1 100 2.60 265 ,,
1 200 3.07 313 ,,
1 500 4.91 501 ,,
c) Sand cast (flanged pipes):
Barrel:
80 Same as for centrifugally cast socket and spigot pipes, to
Class A 750
Class A 800
Same as for vertically cast socket and spigot pipes, to
Class A 1 500
80 Same as for centrifugally cast socket and spigot pipes, to
Class B 750
Class B 800
Same as for vertically cast socket and spigot pipes, to
Class B 1 500
80 0.036 3.7 Flange
100 0.041 4.2 ,,
125 0.052 5.3 ,,
150 0.066 6.7 ,,
200 0.091 9.3 ,,
250 0.117 12.0 ,,
300 0.145 14.8 ,,
350 0.186 19.4 ,,
400 0.229 23.4 ,,
Flanges for Class A and Class B 450 0.250 26.5 ,,
Barrels 500 0.315 32.1 ,,
600 0.431 44.0 ,,
700 0.587 59.9 ,,
750 0.685 69.8 ,,
800 0.792 80.8 ,,
900 0.928 94.6 ,,
1 000 1.18 120.0 ,,
1 100 1.38 139.0 ,,
1 200 1.70 173.0 ,,
1 500 2.71 276.2 ,,
Concrete pipes (see IS:458-1971*)
80 0.19 19 m
100 0.22 22 ,,
150 0.30 31 ,,
Class NP1 (unreinforced non-pressure 250 0.40 41 ,,
pipes) 300 0.69 70 ,,
350 0.84 86 ,,
400 0.95 97 ,,
450 1.17 119 ,,
80 0.196 20 ,,
100 0.235 24 ,,
150 0.324 33 ,,
250 0.510 52 ,,
300 0.736 75 ,,
350 0.902 92 ,,
Class NP2 (reinforced concrete, light 400 1.02 104 ,,
duty, non-pressure pipes) 450 1.26 128 ,,
500 1.38 141 ,,
600 1.89 193 ,,
700 2.19 223 ,,
800 2.81 287 ,,
900 3.51 358 ,,
*Specification for concrete pipes (with and without reinforcement) (second revision).
(Continued)
13
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
1 000 4.30 438 m
1 100 5.15 525 ,,
Class NP2 (reinforced concrete, light 1 200 6.09 620 ,,
duty, non-pressure pipes) 1 400 8.18 834 ,,
1 600 9.93 1 013 ,,
1 800 12.58 1 283 ,,
350 2.35 240 ,,
400 2.63 269 ,,
450 2.91 297 ,,
500 3.19 325 ,,
600 4.02 410 ,,
Class NP3 (reinforced concrete, heavy 700 4.61 470 ,,
duty, non-pressure pipes) 800 5.92 604 ,,
900 7.39 754 ,,
1 000 8.13 829 ,,
1 100 10.34 1 054 ,,
1 200 11.18 1 140 ,,
80 0.196 20 ,,
100 0.235 24 ,,
150 0.324 33 ,,
250 0.510 52 ,,
300 0.736 75 ,,
350 0.902 92 ,,
400 1.02 104 ,,
Class P1 (reinforced concrete pressure
450 1.26 128 ,,
pipes safe for 20MPa pressure
500 1.38 141 ,, tests)
600 1.89 193 ,,
700 2.19 223 ,,
800 2.81 287 ,,
900 3.51 358 ,,
1 000 4.30 437 ,,
1 100 5.15 525 ,,
1 200 6.09 620 ,,
80 0.196 20 ,,
100 0.235 24 ,,
150 0.324 33 ,,
250 0.608 63 ,,
Class P2 (reinforced concrete pressure 300 1.01 103 ,,
pipes safe for 40 MPa pressure tests) 350 1.31 134 ,,
400 1.67 170 ,,
450 1.84 188 ,,
500 1.56 261 ,,
600 3.20 326 ,,
80 0.196 20 ,,
100 0.235 24 ,,
150 0.324 33 ,,
Class P3 (reinforced concrete pressure 250 0.736 75 ,,
pipes safe for 60 MPa pressure tests) 300 1.15 117 ,,
350 1.65 168 ,,
400 2.04 204 ,,
Lead pipes
[see IS:404 (Part 1)-1977*]
(service and distribution pipes to be
laid underground):
10 0.018 1.87 ,,
15 0.031 3.13 ,,
20 0.042 4.24 ,,
For working pressure 40 MPa 25 0.060 6.11 ,,
32 0.074 7.50 ,,
40 0.091 9.28 ,,
50 0.142 14.45 ,,
*Specification for lead pipes: Part 1 For other than chemical purposes (second revision).
(Continued)
14
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE OR WEIGHT/MASS
THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
10 0.022 2.26 m
15 0.038 3.83 ,,
20 0.050 5.11 ,, For working pressure 70 MPa
25 0.069 7.03 ,,
32 0.126 12.80 ,,
40 0.175 17.82 ,,
For working pressure 100 MPa 10 0.029 2.96 ,,
15 0.048 4.88 ,,
20 0.067 6.86 ,,
(see Note below)
25 0.105 10.75 ,,
(see Note below)
Service pipes to be fixed or laid above
ground:
10 0.014 1.45 ,,
15 0.021 2.15 ,,
20 0.027 2.74 ,,
For working pressure 40 MPa 25 0.036 3.67 ,,
32 0.059 6.00 ,,
40 0.091 9.28 ,,
50 0.142 14.45 ,,
10 0.018 1.81 ,,
15 0.024 2.47 ,,
20 0.030 3.11 ,, For working pressure 70 MPa
25 0.069 7.03 ,,
32 0.126 12.80 ,,
40 0.175 17.82 ,,
For working pressure 100 MPa 10 0.029 2.96 ,,
15 0.048 4.88 ,,
20 0.067 6.86 ,,
(see Note below)
25 0.105 10.75 ,,
(see Note below)
Cold water distribution pipes to be
fixed or laid above ground:
10 0.014 1.45 ,,
15 0.021 2.15 ,,
20 0.027 2.74 ,,
For working pressure 25 MPa 25 0.036 3.67 ,,
32 0.048 4.85 ,,
40 0.067 6.79 ,,
50 0.084 8.53 ,,
10 0.014 1.45 ,,
15 0.021 2.15 ,,
20 0.027 2.74 ,,
For working pressure 40 MPa 25 0.036 3.67 ,,
32 0.059 6.00 ,,
40 0.091 9.29 ,,
50 0.142 14.45 ,,
Hot water distribution pipes to be
fixed or laid above ground:
10 0.015 1.50 ,,
15 0.023 2.34 ,,
20 0.031 3.13 ,,
For working pressure 20 MPa 25 0.041 4.13 ,,
32 0.062 6.30 ,,
40 0.082 8.38 ,,
50 0.142 14.45 ,,
NOTE — The maximum working pressure for these sizes is 90 MPa.
(Continued)
15
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
10 0.015 1.50 m
15 0.027 2.34 ,,
For working pressure 35 MPa 20 0.045 4.56 ,,
25 0.085 8.69 ,,
32 0.132 13.51 ,,
50 0.050 5.07 ,,
Soil, waste, and soil and waste 75 0.073 7.48 ,,
ventilation pipes 100 0.097 9.88 ,,
150 0.160 16.36 ,,
20 0.020 2.09 ,,
25 0.025 2.56 ,,
Flushing and warning pipes 32 0.032 3.28 ,,
40 0.039 3.95 ,,
50 0.049 5.07 ,,
Gas pipes:
10 0.008 0.81 ,,
15 0.017 1.70 ,,
20 0.025 2.60 ,,
Heavy weight gas pipes 25 0.034 3.44 ,,
32 0.045 4.57 ,,
40 0.061 6.27 ,,
50 0.071 7.20 ,,
10 0.008 0.81 ,,
15 0.012 1.21 ,,
20 0.020 2.09 ,,
Light weight gas pipes 25 0.029 2.99 ,,
32 0.037 3.74 ,,
40 0.047 4.76 ,,
50 0.058 5.87 ,,
100 0.137 14 ,,
150 0.216 22 ,,
200 0.324 33 ,,
230 0.412 42 ,,
(see Note below)
Stoneware, salt-glazed pipes 250 0.510 52 ,,
(see IS:651-1980*) 300 0.775 79 ,,
350 0.980 100 ,,
400 1.26 128 ,,
450 1.44 147 ,,
500 1.77 180 ,,
600 2.35 240 ,,
42. Plaster
(see also 6 ‘Finishing’ in Table 2)
Cement — 20.40 2 080 m3
Lime — 17.25 1 760 ,,
Acoustic 10 0.078 8 m2
Anhydrite 10 0.206 21 ,,
Barium sulphate 10 0.284 29 ,,
Fibrous 10 0.088 9 ,,
Gypsum 10 0.186 19 ,,
43. Sheeting
Asbestos (see under 9 ‘Asbestos cement
sheeting’ in this table)
Galvanized iron (see under 39 ‘Metal
sheeting, protected’ in this table)
Glass (see under 30 ‘Glass’ in this table)
Plywood 1 0.007 0.7 ,,
NOTE — This is non-preferred size and its manufacture is permitted for a limited period.
*Specification for salt-glazed stoneware pipes and fittings (fourth revision).
(Continued)
16
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
44. Slagwool — 2.65 270 m3
45. Soils and Gravels
Aluvial ground, undisturbed — 15.69 1 600 ,,
Broken stone ballast:
Dry, well-shaken — 15.70 to 18.35 1 600 to 1 870 ,,
Perfectly wet — 18.85 to 21.95 1 920 to 2 240 ,,
Chalk — 15.70 to 18.85 1 600 to 1 920 ,,
Clay:
China, compact — 21.95 2 240 ,,
Clay fills:
Dry, lumps — 10.20 1 040 ,,
Dry, compact — 14.10 1 440 ,,
Damp, compact — 17.25 1 760 ,,
Wet, compact — 20.40 2 080 ,,
Undisturbed — 18.85 1 920 ,,
Undisturbed, gravelly — 20.40 2 080 ,,
Earth:
Dry — 13.85 to 18.05 1 410 to 1 840 ,,
Moist — 15.70 to 19.60 1 600 to 2 000 ,,
Gravel:
Loose — 15.70 1 600 ,,
Rammed — 18.85 to 21.20 1 920 to 2 160 ,,
Kaolin, compact — 25.50 2 600 ,,
Loam:
Dry, loose — 11.75 1 200 ,,
Dry, compact — 15.70 1 600 ,,
Wet, compact — 18.85 1 920 ,,
Loess, dry — 14.10 1 440 ,,
Marl, compact — 17.25 to 18.85 1 760 to 1 920 ,,
Mud, river, wet — 17.25 to 18.85 1 760 to 1 920 ,,
Peat:
Dry — 5.50 to 6.30 560 to 640 ,,
Sandy, compact — 7.85 800 ,,
Wet, compact — 13.35 1 360 ,,
Rip-rap — 12.55 to 14.10 1 280 to 1 440 ,,
Sand:
Dry, clean — 15.10 to 15.70 1 540 to 1 600 ,,
River — 18.05 1 840 ,,
Wet — 17.25 to 19.60 1 760 to 2 000 ,,
Shingles:
Aggregate 3 to 38 mm — 13.75 1 400 ,,
Fine sand:
Dry — 15.70 1 600 ,,
Saturated — 20.40 2 080 ,,
Silt, wet — 17.25 to 18.85 1 760 to 1 920 ,,
46. Steel Sections
Hot rolled [see IS:808 (Part 1)-1978*]
Beams — Designation
MB 100 — 0.113 11.5 m
MB 125 — 0.131 13.4 ,,
MB 150 — 0.147 15.0 ,,
MB 175 — 0.191 19.5 ,,
MB 200 — 0.249 25.4 ,,
MB 225 — 0.306 31.2 ,,
*Dimensions for hot-rolled steel sections: Part 1 MB series (beams) (second revision).
(Continued)
17
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Beams — Designation
MB 250 — 0.365 37.3 m
MB 300 — 0.452 46.1 ,,
MB 350 — 0.514 52.4 ,,
MB 400 — 0.604 61.6 ,,
MB 450 — 0.710 72.4 ,,
MB 500 — 0.852 86.9 ,,
MB 550 — 1.00 104 ,,
MB 600 — 1.21 123 ,,
Columns — Designation
[see IS:808 (Part 2)-1978*]
SC 100 — 0.196 20.0 ,,
SC 120 — 0.257 26.2 ,,
SC 140 — 0.327 33.3 ,,
SC 160 — 0.411 41.9 ,,
SC 180 — 0.495 50.5 ,,
SC 200 — 0.591 60.3 ,,
SC 220 — 0.690 70.4 ,,
SC 250 — 0.839 85.6 ,,
Channels — Designation
[see IS:808 (Part 3)-1979†]
Medium weight channel sections with
sloping flanges
MC 75 — 0.070 7.14 ,,
MC 100 — 0.098 10.0 ,,
MC 125 — 0.165 16.8 ,,
MC 150 — 0.192 19.6 ,,
MC 175 — 0.219 22.3 ,,
MC 200 — 0.256 26.1 ,,
MC 225 — 0.300 30.6 ,,
MC 250 — 0.356 36.3 ,,
MC 300 — 0.419 42.7 ,,
MC 350 — 0.491 50.1 ,,
MC 400 —
Medium weight channel sections with
parallel flanges (see Note below)
MCP 75 — 0.070 7.14 ,,
MCP 100 — 0.094 9.56
,,
MCP 125 — 0.128 13.1
,,
MCP 150 — 0.165 16.8
,,
MCP 175 — 0.192 19.6
,,
MCP 200 — 0.219 22.3
,,
MCP 225 — 0.256 26.1
,,
MCP 250 — 0.300 30.6
,,
MCP 300 — 0.356 36.3
,,
MCP 350 — 0.419 42.7
,,
MCP 400 — 0.491 50.1
,,
Equal leg angles — Size
[see IS:808 (Part 5)-1976‡]
3.0 0.009 0.9 m
ISA 2020
4.0 0.011 1.1 ,,
3.0 0.011 1.1 ,,
ISA 2525 4.0 0.014 1.4 ,,
5.0 0.018 1.8 ,,
3.0 0.014 1.4 ,,
ISA 3030 4.0 0.018 1.8 ,,
5.0 0.022 2.2 ,,
NOTE — These sections are steel in the developmental stage and may be available subject to agreement with the
manufacturer.
*Dimensions for hot-rolled steel sections: Part 2 Columns — SC series (second revision).
†Dimensions for hot-rolled steel sections: Part 3 Channels, MC and MPC series (second revision).
‡Dimensions for hot-rolled steel sections: Part 5 Equal leg angles (second revision).
(Continued)
18
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
3.0 0.016 1.6 m
4.0 0.021 2.1 ,,
ISA 3535
5.0 0.026 2.6 ,,
6.0 0.029 3.0 ,,
3.0 0.018 1.8 ,,
4.0 0.024 2.4 ,, ISA 4050
5.0 0.029 3.0 ,,
6.0 0.034 3.5 ,,
3.0 0.021 2.1 ,,
4.0 0.027 2.7 ,, ISA 4545
5.0 0.033 3.4 ,,
6.0 0.039 4.0 ,,
3.0 0.023 2.3 ,,
4.0 0.029 3.0 ,,
ISA 5050
5.0 0.037 3.8 ,,
6.0 0.044 4.5 ,,
5.0 0.040 4.1 ,,
6.0 0.048 4.9 ,,
ISA 5555
8.0 0.063 6.4 ,,
10.0 0.077 7.9 ,,
5.0 0.044 4.5 ,,
6.0 0.053 5.4 ,,
ISA 6060
8.0 0.069 7.0 ,,
10.0 0.084 8.6 ,,
5.0 0.048 4.9 ,,
6.0 0.057 5.8 ,,
ISA 6565
8.0 0.076 7.7 ,,
10.0 0.092 9.4 ,,
5.0 0.052 5.3 ,,
6.0 0.062 6.3 ,, ISA 7070
8.0 0.081 8.3 ,,
10.0 0.100 10.2 ,,
5.0 0.056 5.7 ,,
6.0 0.067 6.8 ,,
ISA 7575
8.0 0.087 8.9 ,,
10.0 0.108 11.0 ,,
6.0 0.072 7.3 ,,
8.0 0.094 9.6 ,,
ISA 8080
10.0 0.116 11.8 ,,
12.0 0.137 14.0 ,,
6.0 0.080 8.2 ,,
8.0 0.106 10.8 ,,
ISA 9090
10.0 0.131 13.4 ,,
12.0 0.155 15.8 ,,
6.0 0.090 9.2 ,,
8.0 0.119 12.1 ,,
ISA 100100
10.0 0.146 14.9 ,,
12.0 0.174 17.7 ,,
8.0 0.131 13.4 ,,
10.0 0.163 16.6 ,,
ISA 110110
12.0 0.193 19.7 ,,
16.0 0.252 25.7 ,,
8.0 0.156 15.9 ,,
10.0 0.193 19.7 ,,
ISA 130130
12.0 0.230 23.5 ,,
16.0 0.301 30.7 ,,
10.0 0.225 22.9 ,,
12.0 0.268 27.3 ,,
ISA 150150
16.0 0.351 35.8 ,,
20.0 0.432 44.1 ,,
12.0 0.362 36.9 ,,
16.0 0.476 48.5 ,,
ISA 200200
20.0 0.588 60.0 ,,
25.0 0.725 73.9 ,,
(Continued)
19
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Unequal leg angles — Size
[see IS:808 (Part 6)-1976*]
3.0 0.011 1.1 m
ISA 3020 4.0 0.014 1.4 ,,
5.0 0.018 1.8 ,,
3.0 0.015 1.5 ,,
4.0 0.019 1.9 ,,
ISA 4025
5.0 0.024 2.4 ,,
6.0 0.027 2.8 ,,
3.0 0.017 1.7 ,,
4.0 0.022 2.2 ,,
ISA 4530
5.0 0.027 2.8 ,,
6.0 0.032 3.3 ,,
3.0 0.018 1.8 ,,
4.0 0.024 1.8 ,,
ISA 5030
5.0 0.029 3.0 ,,
6.0 0.034 3.5 ,,
5.0 0.036 3.7 ,,
ISA 6040 6.0 0.043 4.4 ,,
8.0 0.057 5.8 ,,
5.0 0.040 4.1 ,,
ISA 6545 6.0 0.048 4.9 ,,
8.0 0.063 6.4 ,,
5.0 0.042 4.3 ,,
6.0 0.051 5.2 ,,
ISA 7045
8.0 0.066 6.7 ,,
10.0 0.081 8.3 ,,
5.0 0.046 4.7 ,,
6.0 0.055 5.6 ,,
ISA 7550
8.0 0.073 7.4 ,,
10.0 0.088 9.0 ,,
5.0 0.048 4.9 ,,
6.0 0.058 5.9 ,,
ISA 8050
8.0 0.076 7.7 ,,
10.0 0.092 9.4 ,,
6.0 0.067 6.8 ,,
8.0 0.087 8.9 ,,
ISA 9060
10.0 0.108 11.0 ,,
12.0 0.128 13.0 ,,
6.0 0.074 7.5 ,,
ISA 10065 8.0 0.087 9.9 ,,
10.0 0.120 12.2 ,,
6.0 0.078 8.0 ,,
8.0 0.103 10.5 ,,
ISA 10075
10.0 0.127 13.0 ,,
12.0 0.151 15.4 ,,
6.0 0.090 9.2 ,,
ISA 12571 8.0 0.119 12.1 ,,
10.0 0.146 14.9 ,,
6.0 0.099 10.1 ,,
8.0 0.131 13.4 ,,
ISA 12595
10.0 0.162 16.5 ,,
12.0 0.193 19.7 ,,
8.0 0.134 13.7 ,,
ISA 15075 10.0 0.167 17.2 ,,
12.0 0.198 20.2 ,,
8.0 0.160 16.3 ,,
10.0 0.197 20.1 ,,
ISA 150115
12.0 0.235 24.0 ,,
16.0 0.308 31.4 ,,
10.0 0.225 22.9 ,,
ISA 200100 12.0 0.268 27.3 ,,
16.0 0.351 35.8 ,,
*Dimensions of hot-rolled steel sections: Part 6 Unequal leg angles (second revision).
(Continued)
20
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
10.0 0.264 26.9 m
12.0 0.315 32.1 ,,
ISA 200150
16.0 0.414 42.2 ,,
20.0 0.510 52.0 ,,
Cold formed light gauge structural steel
sections (see IS:811-1965*):
Light gauge sections — angles Size:
3.15 0.047 4.81 ,,
100 × 100
4.0 0.060 6.07 ,,
2.5 0.030 3.05 ,,
80 × 80 3.15 0.037 3.82 ,,
4.0 0.047 4.82 ,,
2.0 0.018 1.82 ,,
2.5 0.022 2.26 ,,
60 × 60
3.15 0.028 2.83 ,,
4.0 0.035 3.56 ,,
1.6 0.012 1.21 ,,
2.0 0.015 1.51 ,,
50 × 50 2.5 0.018 1.87 ,,
3.15 0.023 2.34 ,,
4.0 0.029 2.93 ,,
1.2 0.007 0.75 ,,
1.6 0.009 0.96 ,,
40 × 40 2.0 0.012 1.19 ,,
2.5 0.014 1.48 ,,
3.15 0.018 1.84 ,,
1.2 0.005 0.56 ,,
1.6 0.007 0.71 ,,
30 × 30
2.0 0.009 0.88 ,,
2.5 0.010 1.08 ,,
1.2 0.004 0.36 ,,
20 × 20 1.6 0.005 0.46 ,,
2.0 0.006 0.56 ,,
Channels without lips Size:
3.15 0.070 7.15 ,,
100 × 100
4.0 0.088 9.01 ,,
2.5 0.044 4.52 ,,
80 × 80 3.15 0.056 5.66 ,,
4.0 0.070 7.12 ,,
2.0 0.026 2.69 ,,
2.5 0.033 3.35 ,,
60 × 60
3.15 0.041 4.18 ,,
4.0 0.051 5.24 ,,
1.6 0.018 1.79 ,,
2.0 0.022 2.23 ,,
50 × 50 2.5 0.027 2.76 ,,
3.15 0.034 3.44 ,,
4.0 0.042 4.30 ,,
1.25 0.011 1.12 ,,
1.6 0.014 1.42 ,,
40 × 40 2.0 0.017 1.75 ,,
2.5 0.021 2.17 ,,
3.15 0.026 2.70 ,,
1.21 0.008 0.82 ,,
1.6 0.010 1.04 ,,
30 × 30
2.0 0.013 1.28 ,,
2.5 0.015 1.58 ,,
*Specification for cold formed light gauge structural steel sections (revised).
(Continued)
21
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Channels without lips Size:
1.25 0.005 0.53 m
20 × 20 1.6 0.007 0.66 ,,
2.0 0.008 0.81 ,,
2.00 0.045 4.58 ,,
2.50 0.056 5.70 ,,
200 × 50
3.15 0.070 7.14 ,,
4.00 0.088 9.01 ,,
2.00 0.042 4.27 ,,
2.50 0.052 5.31 ,,
180 × 50
3.15 0.065 6.65 ,,
4.00 0.082 8.38 ,,
2.00 0.039 3.95 ,,
160 × 50 2.50 0.048 4.92 ,,
3.15 0.060 6.16 ,,
1.60 0.026 2.67 ,,
2.00 0.033 3.33 ,,
140 × 40
2.50 0.041 4.13 ,,
3.15 0.051 5.17 ,,
1.60 0.024 2.42 ,,
120 × 40 2.00 0.030 3.01 ,,
2.50 0.037 3.74 ,,
1.25 0.017 1.70 ,,
1.60 0.021 2.17 ,,
100 × 40
2.00 0.026 2.70 ,,
2.50 0.033 3.35 ,,
1.25 0.013 1.31 ,,
1.60 0.016 1.67 ,,
80 × 30
2.00 0.020 2.07 ,,
2.50 0.025 2.56 ,,
1.25 0.011 1.12 ,,
60 × 30 1.60 0.014 1.42 ,,
2.00 0.017 1.75 ,,
1.25 0.010 1.02 ,,
50 × 30 1.60 0.013 1.29 ,,
2.00 0.016 1.60 ,,
Channels with lips Size:
2.00 0.051 5.24 ,,
2.50 0.063 6.50 ,,
100 × 100
3.15 0.082 8.36 ,,
4.00 0.103 10.48 ,,
1.60 0.033 3.33 ,,
2.00 0.041 4.14 ,,
80 × 80
2.50 0.052 5.32 ,,
3.15 0.065 6.62 ,,
1.25 0.019 1.94 ,,
1.60 0.024 2.45 ,, 60 × 60
2.00 0.031 3.20 ,,
2.50 0.039 3.95 ,,
1.25 0.016 1.64 ,,
50 × 50 1.60 0.020 2.08 ,,
2.00 0.025 2.57 ,,
1.25 0.013 1.35 ,,
40 × 40 1.60 0.017 1.70 ,,
2.00 0.020 2.09 ,,
1.25 0.009 0.95 ,,
30 × 30
1.60 0.012 1.20 ,,
(Continued)
22
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Channels with lips Size:
1.60 0.047 4.84 m
2.00 0.059 6.02 ,,
200 × 80 2.50 0.075 7.67 ,,
3.15 0.094 9.59 ,,
4.00 0.118 12.05 ,,
1.60 0.045 4.59 ,,
2.00 0.056 5.71 ,,
180 × 80 2.50 0.071 7.28 ,,
3.15 0.089 9.10 ,,
4.00 0.112 11.42 ,,
1.60 0.043 4.34 ,,
2.00 0.053 5.39 ,,
160 × 80 2.50 0.068 6.89 ,,
3.15 0.084 8.60 ,,
4.00 0.106 10.79 ,,
1.60 0.038 3.84 ,,
2.00 0.047 4.76 ,,
140 × 70 2.50 0.058 5.91 ,,
3.15 0.075 7.61 ,,
4.00 0.094 9.54 ,,
1.25 0.025 2.52 ,,
1.60 0.031 3.21 ,,
120 × 60 2.00 0.041 4.14 ,,
2.50 0.050 5.12 ,,
3.15 0.063 6.38 ,,
1.25 0.021 2.13 ,,
1.60 0.027 2.71 ,,
100 × 50
2.00 0.033 3.35 ,,
2.50 0.043 4.34 ,,
1.25 0.017 1.74 ,,
80 × 40 1.60 0.022 2.20 ,,
2.00 0.027 2.72 ,,
1.25 0.012 1.25 ,,
60 × 30
1.60 0.015 1.57 ,,
1.25 0.011 1.15 ,,
50 × 30
1.60 0.014 1.45 ,,
Hat sections Size:
2.50 0.068 6.89 ,,
100 × 100 3.15 0.089 9.05 ,,
4.00 0.115 11.73 ,,
2.00 0.043 4.39 ,,
80 × 80 2.50 0.056 5.71 ,,
3.15 0.072 7.36 ,,
1.60 0.026 2.63 ,,
60 × 60 2.00 0.034 3.45 ,,
2.50 0.043 4.34 ,,
1.60 0.022 2.25 ,,
50 × 50
2.00 0.028 2.88 ,,
1.25 0.013 1.36 ,,
40 × 40
1.60 0.018 1.83 ,,
1.60 0.034 3.51 ,,
100 × 50 2.00 0.044 4.45 ,,
2.50 0.054 5.51 ,,
1.25 0.021 2.15 ,,
80 × 40 1.60 0.028 2.83 ,,
2.00 0.034 3.51 ,,
1.25 0.016 1.64 ,,
60 × 30
1.60 0.020 2.08 ,,
50 × 25 1.25 0.013 1.35 ,,
3.15 0.101 10.28 ,,
100 × 150
4.00 0.134 13.68 ,,
(Continued)
23
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Hat sections Size:
3.15 0.089 9.08 m
80 × 120
4.00 0.113 11.48 ,,
2.50 0.050 5.12 ,,
60 × 90 3.15 0.067 6.82 ,,
4.00 0.084 8.59 ,,
2.00 0.033 3.37 ,,
50 × 75 2.50 0.043 4.44 ,,
3.15 0.055 5.64 ,,
1.60 0.021 2.14 ,,
40 × 60 2.00 0.028 2.82 ,,
2.50 0.035 3.55 ,,
Rectangular box sections Size:
1.60 0.072 7.35 ,,
200 × 100
2.00 0.090 9.16 ,,
1.60 0.065 6.60 ,,
180 × 90
2.00 0.081 8.22 ,,
1.60 0.057 5.85 ,,
160 × 80
2.00 0.071 7.28 ,,
1.60 0.050 5.09 ,,
140 × 70
2.00 0.062 6.34 ,,
1.60 0.043 4.34 ,,
120 × 60
2.00 0.053 5.39 ,,
1.25 0.028 2.82 ,,
100 × 50
1.60 0.035 3.58 ,,
1.25 0.022 2.23 ,,
80 × 40
1.60 0.028 2.83 ,,
1.25 0.016 1.64 ,,
60 × 30
1.60 0.020 2.08 ,,
1.25 0.014 1.44 ,,
50 × 30
1.60 0.018 1.83 ,,
Square box section Size:
1.60 0.097 9.86 ,,
200 × 200
2.00 0.121 12.30 ,,
1.60 0.087 8.86 ,,
180 × 180
2.00 0.108 11.04 ,,
1.60 0.764 77.85 ,,
160 × 160
2.00 0.096 9.79 ,,
1.60 0.067 6.85 ,,
140 × 140
2.00 0.084 8.53 ,,
1.60 0.057 5.85 ,,
120 × 120
2.00 0.071 7.28 ,,
1.25 0.037 3.80 ,,
100 × 100
1.60 0.047 4.84 ,,
1.25 0.030 3.01 ,,
80 × 80
1.60 0.038 3.84 ,,
1.25 0.022 2.23 ,,
60 × 60
1.60 0.028 2.83 ,,
1.25 0.018 1.84 ,,
50 × 50
1.60 0.023 2.33 ,,
Rolled steel tee bars (see IS:1173-1978*)
Designation
ISNT 20 — 0.009 0.9 ,,
ISNT 30 — 0.014 1.4 ,,
ISNT 40 — 0.034 3.5 ,,
ISNT 50 — 0.044 4.5 ,,
ISNT 60 — 0.053 5.4 ,,
ISNT 80 — 0.094 9.6 ,,
ISNT 100 — 0.147 15.0 ,,
ISNT 150 — 0.223 22.8 ,,
*Specification for hot-rolled and slit steel tee bars (second revision).
(Continued)
24
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Designation
ISHT 75 — 0.150 15.3 m
ISHT 100 — 0.196 20.0 ,,
ISHT 125 — 0.269 27.4 ,,
ISHT 150 — 0.288 29.4 ,,
ISST 100 — 0.079 8.1 ,,
ISST 150 — 0.154 15.7 ,,
ISST 200 — 0.279 28.4 ,,
ISST 250 — 0.368 37.5 ,,
ISLT 50 — 0.040 4.0 ,,
ISLT 75 — 0.070 7.1 ,,
ISLT 100 — 0.125 12.7 ,,
ISJT 75 — 0.034 3.5 ,,
ISJT 87.5 — 0.039 4.0 ,,
ISJT 100 — 0.049 5.0 ,,
ISJT 112.5 — 0.063 6.4 ,,
Steel sheet piling sections
(see IS:2314-1963*)
Designation —
ISPS 1 021 Z — 0.483 49.25 ,,
ISPS 1 625 U — 0.641 65.37 ,,
ISPS 2 222 U — 0.811 82.70 ,,
ISPS 100 F — 0.541 55.20 ,,
47. Stone
Agate — 25.50 2 600 m3
Aggregate — 15.70 to 18.85 1 600 to 1 920 ,,
Basalt — 27.95 to 29.05 2 850 to 2 960 ,,
Cast — 21.95 2 240 ,,
Chalk — 21.50 2 190 ,,
Dolomite — 28.25 2 880 ,,
Emery — 39.25 4 000 ,,
Flint — 25.40 2 590 ,,
Gneiss — 23.55 to 26.40 2 400 to 2 690 ,,
Granite — 25.90 to 27.45 2 640 to 2 800 ,,
Gravel:
Loose — 15.70 1 600 ,,
Moderately rammed, dry — 18.85 1 920 ,,
Green stone — 28.25 2 880 ,,
Gypsum — 21.95 to 23.55 2 240 to 2 400 ,,
Laterite — 20.40 to 23.55 2 080 to 2 400 ,,
Lime stone — 23.55 to 25.90 2 400 to 2 640 ,,
Marble — 26.70 2 720 ,,
Pumice — 7.85 to 11.00 800 to 1 120 ,,
Quartz rock — 25.90 2 640 ,,
Sand stone — 21.95 to 23.54 2 240 to 2 400 ,,
Slate — 27.45 2 800 ,,
Soap stone — 26.45 2 700 ,,
48. Tar, Coal
Crude (see IS:212-1983†) — 9.90 1 010 ,,
Naphtha, light (see IS:213-1968‡) — 9.90 1 010 ,,
Naphtha, heavy — 9.90 1 010 ,,
Road tar (see IS:215-1961§) — 9.90 1 010 ,,
Pitch (see IS:216-1961|| ) — 9.90 1 010 ,,
49. Thermal Insulation
Unbonded glass wool — 12.75 to 23.55 1 300 to 2 400 ,,
Unbonded glass rock and slag wool — 11.30 to 19.60 1 150 to 2 000 ,,
Expanded polystyrene — 1.45 to 2.95 150 to 300 ,,
Cellular concrete
Grade A — Up to 29.40 Up to 3 000 ,,
Grade B — 29.50 to 39.20 3 010 to 4 000 ,,
Grade C — 39.30 to 49.00 4 010 to 5 000 ,,
Performed calcium silicate insulation (for — 19.60 to 34.30 2 000 to 3 500 ,,
temperature up to 650°C)
*Specification for steel sheet piling sections.
†Specification for crude coal tar for general use (second revision).
‡Specification for coal-based naphtha (first revision).
§Specification for road tar (revised).
||Specification for coal tar pitch (revised).
(Continued)
25
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
50. Terra Cotta — 18.35 to 23.25 1 870 to 2 370 m3
51. Terrazzo
Paving 10 0.24 24 m2
Cast partitions 40 0.93 95 ,,
52. Tiles
Mangalore pattern — 0.02 to 0.03 2 to 3 Tile
(see IS:654-1972*)
Polystyrene wall tiles 99 × 99 0.013 1.35 m2
(see IS:3463-1966†) 148.5 × 148.5 0.013 1.35 ,,
53. Timber
Typical Indian timbers
(see IS:399-1963‡)
Aglaia — 8.34 850 m3
Aini — 5.83 595 ,,
Alder — 3.63 370 ,,
Amari — 6.13 625 ,,
Amla — 7.85 800 ,,
Amra — 4.41 450 ,,
Anjan — 8.33 850 ,,
Arjun — 7.99 815 ,,
Ash — 7.06 720 ,,
Axlewood — 8.82 900 ,,
Babul — 7.70 785 ,,
Baen — 7.70 785 ,,
Bahera — 7.99 815 ,,
Bakota — 4.21 430 ,,
Balasu — 7.55 770 ,,
Ballagi — 11.13 1 135 ,,
Banati — 4.41 450 ,,
Benteak — 6.62 675 ,,
Ber — 6.91 705 ,,
Bhendi — 7.55 770 ,,
Bijasal — 7.85 800 ,,
Birch — 6.13 625 ,,
Black chuglam — 7.85 800 ,,
Black locust — 8.34 850 ,,
Blue gum — 8.34 850 ,,
Blue pine — 5.05 515 ,,
Bola — 6.42 655 ,,
Bonsum — 5.20 530 ,,
Bullet wood — 8.78 895 ,,
Casuarina — 8.34 850 ,,
Cettis — 6.42 655 ,,
Champ — 4.85 495 ,,
Chaplash — 5.05 515 ,,
Chatian — 4.07 415 ,,
Chikrassy — 6.62 675 ,,
Chilauni — 6.42 655 ,,
Chilla — 7.85 800 ,,
Chir — 5.64 575 ,,
Chuglam:
Black — 7.85 800 ,,
White (silver grey-wood) — 6.91 705 ,,
Cinnamon — 6.42 655 ,,
Cypress — 5.05 515 ,,
Debdaru — 6.28 640 ,,
Deodar — 5.35 545 ,,
Devdam — 7.06 720 ,,
Dhaman:
Grewia tiliofolia — 7.70 785 ,,
Grewia vestita — 7.40 755 ,,
Dhup — 6.42 655 ,,
Dilenia — 6.13 625 ,,
*Specification for clay roofing tiles, Mangalore pattern (second revision).
†Specification for polystyrene wall tiles.
‡Classification of commercial timbers and their zonal distribution (revised).
(Continued)
26
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Dudhi — 5.49 560 m3
Ebony — 8.19 835 ,,
Elm — 5.20 530 ,,
Eucalyptus — 8.33 850 ,,
Figs — 4.56 465 ,,
Fir — 4.14 450 ,,
Frash — 6.62 675 ,,
Gamari — 5.05 515 ,,
Gardenia — 7.40 755 ,,
Garuga — 5.98 610 ,,
Geon — 4.07 415 ,,
Gluta — 7.06 720 ,,
Gokul — 4.07 415 ,,
Grewia sp. — 7.55 770 ,,
Gurjan — 7.70 785 ,,
Gutel — 4.41 450 ,,
Haldu — 6.62 675 ,,
Hathipaila — 5.84 595 ,,
Hiwar — 7.70 785 ,,
Hollock — 5.98 610 ,,
Hollong — 7.21 735 ,,
Hoom — 7.21 735 ,,
Horse chestnut — 5.05 515 ,,
Imli — 8.97 915 ,,
Indian Chestnut — 6.28 640 ,,
Indian Hemlock — 3.92 400 ,,
Indian Oak — 8.48 865 ,,
Indian Olive — 10.35 1 065 ,,
Irul — 8.33 850 ,,
Jack — 5.83 595 ,,
Jaman — 7.70 785 ,,
Jarul — 6.13 625 ,,
Jathikai — 5.05 515 ,,
Jhingan — 5.63 575 ,,
Jutili — 7.85 800 ,,
Kadam — 4.85 495 ,,
Kail — 5.05 515 ,,
Kaim — 6.42 655 ,,
Kambli — 4.07 415 ,,
Kanchan — 6.62 675 ,,
Kanjuj — 5.84 595 ,,
Karada — 8.34 850 ,,
Karal — 7.99 815 ,,
Karani — 6.28 640 ,,
Karar — 5.34 545 ,,
Kardahi — 9.27 945 ,,
Karimgotta — 3.92 400 ,,
Kasi — 5.83 595 ,,
Kasum — 10.84 1 105 ,,
Kathal — 5.85 595 ,,
Keora — 6.13 625 ,,
Khair — 9.90 1 010 ,,
Khasipine — 5.05 515 ,,
Kindal — 7.55 770 ,,
Kokko — 6.28 640 ,,
Kongoo — 9.76 995 ,,
Kuchla — 8.63 880 ,,
Kumbi — 7.70 785 ,,
Kurchi — 5.20 530 ,,
Kurung — 9.76 995 ,,
Kusum — 11.28 1 150 ,,
Kuthan — 4.71 480 ,,
Lakooch — 6.28 640 ,,
Lambapatti — 5.34 545 ,,
Lampati — 5.05 515 ,,
Laurel — 8.33 850 ,,
Lendi — 7.40 755 ,,
Machilus:
Gamblei — 5.05 515 ,,
Macrantha — 5.20 530 ,,
Maharukh — 4.07 415 ,,
(Continued)
27
IS : 875 (Part 1) - 1987
TABLE 1 UNIT WEIGHT OF BUILDING MATERIALS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
(1) (2) (3) (4) (5)
Mahogany — 6.62 675 m3
Mahua — 8.97 915 ,,
Maina — 5.64 575 ,,
Makai — 3.14 320 ,,
Malabar neem — 4.41 450 ,,
Mango — 6.77 690 ,,
Maniawga — 7.40 755 ,,
Maple — 5.64 575 ,,
Mesua — 9.76 995 ,,
Milla — 9.12 930 ,,
Mokha — 7.99 815 ,,
Mulberry — 6.62 675 ,,
Mullilam — 7.21 735 ,,
Mundani — 6.77 690 ,,
Murtenga — 7.70 785 ,,
Myrabolan — 9.27 945 ,,
Narikel — 5.49 560 ,,
Nedunar — 5.05 515 ,,
Oak — 8.48 865 ,,
Padauk — 7.06 720 ,,
Padri — 7.06 720 ,,
Palang — 5.98 610 ,,
Pali — 6.28 640 ,,
Papita — 3.28 335 ,,
Parrotia — 8.48 865 ,,
Persian lilac — 5.84 595 ,,
Piney — 6.13 625 ,,
Ping — 8.97 915 ,,
Pinus insignis — 6.13 625 ,,
Pipli — 5.83 595 ,,
Pitraj — 6.77 690 ,,
Poon — 6.42 655 ,,
Poplar — 4.41 450 ,,
Pula — 3.78 385 ,,
Pyinma — 5.98 610 ,,
Rajbrikh — 8.48 865 ,,
Red sanders — 10.84 1 105 ,,
Rohini — 11.33 1 155 ,,
Rosewood (black wood) — 8.19 835 ,,
Rudrak — 4.71 480 ,,
Sal — 8.48 865 ,,
Salai — 5.64 575 ,,
Sandal wood — 8.97 915 ,,
Sandan — 8.34 850 ,,
Satin wood — 9.41 960 ,,
Saykaranji — 7.40 755 ,,
Seleng — 4.85 495 ,,
Semul — 3.78 385 ,,
Silver oak — 6.28 640 ,,
Siris — 3.92 400 ,,
Kala-siris — 7.21 735 ,,
Safed-siris — 6.28 640 ,,
Sisso — 7.70 785 ,,
Spruce — 4.71 480 ,,
Suji — 2.65 270 ,,
Sundri — 9.41 960 ,,
Talauma — 5.64 575 ,,
Tanaku — 2.99 305 ,,
Teak — 6.28 640 ,,
Toon — 5.05 515 ,,
Udal — 2.50 255 ,,
Upas — 3.14 320 ,,
Uriam — 7.40 755 ,,
Vakai — 9.41 960 ,,
Vellapine — 5.83 595 ,,
Walnut — 5.64 575 ,,
White bombwe — 5.98 610 ,,
White cedar — 7.06 720 ,,
White chuglam (silver grey-wood) — 6.91 705 ,,
White dhup — 4.22 430 ,,
Yon — 8.33 850 ,,
NOTE — The unit of timbers correspond to average unit weight of typical Indian timbers at 12 percent moisture content.
54. Water
Fresh — 9.81 1 000 m3
Salt — 10.05 1 025 ,,
55. Wood-Wool Building Slabs 10 0.059 6 ,,
28
IS : 875 (Part 1) - 1987
3. BUILDING PARTS AND COMPONENTS
3.1The unit weights of building parts or components are specified in Table 2.
TABLE 2 UNIT WEIGHTS OF BUILDING PARTS OR COMPONENTS
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
1. Ceilings
Plaster on tile or concrete 1.3 cm 0.25 25 m2
Plaster on wood lath 2.5 cm 0.39 40 ,,
Suspended metal lath and cement plaster 2.5 cm 0.74 75 ,,
Suspended metal lath and gypsum 2.5 cm 0.49 50 ,,
plaster
2. Cement Concrete, Plain (see 20 ‘Cement
concentrate, plain’ in Table 1)
3. Cement Concrete, Reinforced (see 21
‘Cement concrete, reinforced’ in Table 1)
4. Damp-Proofing (see 28 ‘Felt bituminous
for waterproofing and damp proofing’
in Table 1)
5. Earth Filling (see 45 ‘Soils and gravels’
in Table 1)
6. Finishing (see also ‘Floor finishes’ given
under 7 ‘Flooring’ and 8 ‘Roofing’ in
Table 1)
Aluminium foil —
Plaster:
Acoustic 10 0.08 8 m2
Anhydrite 10 0.21 21 ,,
Barium sulphate 10 0.28 29 ,,
Fibrous 10 0.09 9 ,,
Gypsum or lime 10 0.19 19 ,,
Hydraulic lime or cement 10 0.23 23 ,,
Plaster ceiling on wire netting 10 0.26 27 ,,
NOTE — When wood or metal lathing — 0.06 6 ,,
is used, add
7. Flooring
Asphalt flooring 10 0.22 22 ,,
NOTE — For macadam finish, add 10 0.26 27 ,,
Compressed cork 10 0.04 4 ,,
Floors, structural:
Hollow clay blocks including 100 1.47 150 ,,
reinforcement and mortar jointing 125 1.67 170 ,,
between blocks, but excluding any 150 1.86 190 ,,
concrete topping 175 2.16 220 ,,
200 2.55 260 ,,
NOTE — Add extra for concrete topping
Hollow clay blocks including 100 1.18 120 ,,
reinforcement and concrete ribs 115 1.27 130 ,,
between blocks, but excluding any 125 1.37 140 ,,
concrete topping 140 1.47 150 ,,
150 1.57 160 ,,
175 1.76 180 ,,
200 1.96 200 ,,
NOTE — Add extra for concrete topping.
(Continued)
29
Negligible
IS : 875 (Part 1) - 1987
TABLE 2 UNIT WEIGHTS OF BUILDING PARTS OR COMPONENTS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
Hollow concrete units including 100 1.67 170 m2
anyconcrete topping necessary 125 1.96 200 ,,
forconstructional purposes 150 2.16 220 ,,
175 2.35 240 ,,
200 2.65 270 ,,
230 3.14 320 ,,
Floors, wood:
22 0.16 16 ,,
Hard wood
28 0.20 20.5 ,,
22 0.11 11 ,,
Soft wood 28 0.13 13.5 ,,
Weight of mastic used in laying wood — 0.015 1.5 ,,
block flooring
NOTE — All thicknesses are ‘finished thicknesses’.
Floor finishes:
Clay floor tiles (see IS:1478-1969*) 12.5 to 0.10 to 0.2 10 to 20 ,,
25.4
NOTE — This weight is ‘as laid’ but
excludes screeding.
Magnesium oxychloride:
Normal type (saw dust filler) 10 0.142 14.5 ,,
Heavy duty type (mineral filler) 10 0.216 22 ,,
Parquet flooring — 0.08 to 0.12 8 to 12 ,,
Rubber (see IS:809-1970†) 3.2 0.048 to 0.062 4.9 to 6.3 ,,
4.8 0.070 to 0.09 7.1 to 9.5 ,,
6.4 0.093 to 0.130 9.5 to 13.2 ,,
Terra cotta, filled ‘as laid’ — 5.54 to 7.06 570 to 720 m3
Terrazzo paving ‘as laid’ 10 0.23 24 m2
8. Roofing
Asbestos cement sheeting
(see ‘Asbestos cement sheeting’ in Table 1).
Allahabad tiles (single) including battens — 0.83 85 ,,
(see Note below)
Allahabad tiles (double) including — 1.67 170 ,,
battens (see Note below)
Country tiles (single) with battens — 0.69 70 ,,
(seeNote below)
Country tiles (double) with battens — 1.18 120 ,,
(seeNote below)
Mangalore tiles with battens — 0.64 65 ,,
(seeNotebelow)
Mangalore tiles bedded in mortar over — 1.08 110 ,,
flat tiles (see Note below)
Mangalore tiles with flat tiles — 0.78 80 ,,
(seeNotebelow)
Copper sheet roofing including laps and 0.56 0.08 8 ,,
rolls 0.72 0.10 10 ,,
Flat Roofs:
Clay tiles hollow (see 7 ‘Flooring’ in
this table)
Concrete hollow precast (see 7
‘Flooring’ in this table)
Galvanized iron sheeting (see 39
‘Metal sheeting, protected’ in
Table1)
Glazed Roofing:
Glazing with aluminium alloy bars for 6.4 0.19 19.5 ,,
spans up to 3 m
Glazing with lead-covered steel bars 6.4 0.25 to 0.28 26 to 29 ,,
at 0.6 m centres
States on battens — 0.34 to 0.49 35 to 50 ,,
Thatch with battens — 0.34 to 0.49 35 to 50 ,,
NOTE — Weights acting vertically on horizontal projection to be multiplied by cosine of roof angle to obtain weights
normal to the roof surface.
*Specification for clay flooring tiles (first revision).
†Specification for rubber flooring materials for general purposes (first revision).
(Continued)
30
IS : 875 (Part 1) - 1987
TABLE 2 UNIT WEIGHTS OF BUILDING PARTS OR COMPONENTS — Contd
MATERIAL NOMINAL SIZE WEIGHT/MASS
OR THICKNESS
mm kN kg per
Roof finishes:
Bitumen mecadam 10 0.22 22 m2
Felt roofing (see 28 ‘Felt, bituminous 10 0.008 0.8 ,,
for water-proofing and
damp-proofing’ in Table1)
Glass silk, quilted 0.5 0.05 5 ,,
Lead sheet 0.8 0.07 7 ,,
Mortar screeding 10 0.21 21 ,,
9. Walling (IS:6072-1971*)
Autoclaved reinforced cellular concrete
wall slabs
Class A — 8.35 to 9.80 850 to 1 000 m3
Class B — 7.35 to 8.35 750 to 850 ,,
Class C — 6.35 to 7.35 650 to 750 ,,
Class D — 5.40 to 6.35 550 to 650 ,,
Class E — 4.40 to 5.40 450 to 550 ,,
Brick masonry (see 36 ‘Masonry, brick’ in
Table 1)
Concrete blocks (see 11 ‘Block’ in
Table1)
Stone masonry (see 37 ‘Masonry, stone’
in Table 1)
Partitions:
Brick wall 100 1.91 195 m2
Cinder concrete 75 1.13 115 ,,
Galvanized iron sheet — 0.15 15 ,,
Hollow glass block (bricks) 100 0.88 90 ,,
Hollow blocks per 200 mm of thickness:
Ballast or stone concrete 20 0.201 20.5 ,,
Clay 20 0.201 20.5 ,,
Clinker concrete 20 0.220 22.5 ,,
Coke breeze concrete 20 9.176 18 ,,
Diatomaceous earth 20 0.093 9.5 ,,
Gypsum 20 0.137 14 ,,
Pumice concrete 20 0.177 18 ,,
Slag concrete, air-cooled 20 0.196 20 ,,
Slag concrete, foamed 20 0.186 19 ,,
Lath and plaster — 0.392 40 ,,
Solid blocks per 20 mm of thickness:
Ballast or stone 20 0.451 46 ,,
Clinker concrete 20 0.300 30.5 ,,
Coke breeze concrete 20 0.221 22.5 ,,
Pumice concrete 20 0.221 22.5 ,,
Slag concrete, foamed 20 0.250 25.5 ,,
Terrazzo cast partitions 40 0.932 95 ,,
Timber studding plastered — 9.981 100 ,,
NOTE — For unit weight of fixtures and fittings required to buildings including builder’s hardware, reference may be
made to appropriate Indian Standards.
*Specification for autoclaved reinforced cellular concrete wall slabs.
4. STORE AND MISCELLANEOUS materials intended for dead load calculations
MATERIALS and other general purposes are given in
Appendix A.
4.1Units weights of store and miscellaneous
31
IS : 875 (Part 1) - 1987
A P P E N D I X A
[Clauses 1.1.1 (Note) and 4.1]
UNIT WEIGHTS OF STORE AND MISCELLANEOUS MATERIALS
MATERIAL WEIGHT/MASS ANGLE OF
kN/m3 kg/m3 FRICTION,
DEGREES
1. Agricultural and Food Products
Butter 8.45 860 —
Coffee in bags 5.50 560 —
Drinks in bottles, in boxes 7.35 750 —
Eggs, packed 2.95 300 —
Eats, oil 5.80 590 —
Fish meal 4.90 500 45
Flour in sacks up to 1 m height 2.20 to 5.90 225 to 600 —
Forage (bales) 1.25 125 —
Fruits 3.45 350 —
Grains:
Barley 6.75 690 27
Corn, shelled 7.55 770 27
Flax seed 7.35 750 30
Oats 5.30 540 30
Rice 6.55 670 33
Soyabeans 7.35 750 30
Wheat 8.15 830 28
Wheat flour 6.85 700 30
Grain sheaves up to 4 m stack height 0.98 100 30
Grain sheaves over 4 m stack height 1.45 150 30
Grass and clover 3.45 350 —
Hay:
Compressed 1.65 170 —
Loose up to about 3 m stack height 0.69 70 —
Honey 14.10 1 440 —
Hops:
In sacks 1.65 170 —
In cylindrical hop bins 4.60 470 —
Sewn up or compressed in cylindrical shape in 2.85 290 —
hopcloth
Malt:
Crushed 3.90 400 20
Germinated 1.85 190 —
Meat and meat products 7.05 720 —
Milk 10.05 1 025 —
Molasses 4.40 450 —
Onion in bags 5.40 550 0
Oil cakes, crushed 5.80 590 0
Potatoes 7.05 720 30
Preserves (tins in cases) 4.90 to 7.85 500 to 800 —
Salt:
Bags 7.05 720 —
Bulk 9.40 960 30
Seeds:
Heaps 4.90 to 7.85 500 to 800 25
Sacks 3.90 to 6.85 400 to 700 —
Straw and chaff:
Loose up to about 3 m stack height 0.45 45 —
Compressed 1.65 170 —
Sugar:
Crystal 7.35 750 30
Cube sugar in boxes 7.85 800 —
Sugar beet, pressed out 7.85 800 —
Tobacco bundles 3.45 350 —
Vinegar 10.40 1 080 —
32
IS : 875 (Part 1) - 1987
MATERIAL WEIGHT/MASS ANGLE OF
kN/m3 kg/m3 FRICTION,
DEGREES
2. Chemicals and Allied Materials
Acid, hydrochloric 11.75 1 200 —
Acid, nitric 91% 14.80 1 510 —
Acid, sulphuric 87% 17.55 1 790 —
Alcohol 7.65 780 —
Alum, pearl, in barrel 5.20 530 —
Ammonia, liquid 8.85 900 —
Ammonium chloride, crystalline 8.15 830 30-40
Ammonium nitrate 7.05 to 9.80 720 to 1 000 25
Ammonium sulphate 7.05 to 9.00 720 to 920 32-45
Beeswax 9.40 960 —
Benzole 8.90 910 —
Benzene hexachloride 8.75 890 45
Bicarbonate of soda 6.40 650 30
Bone 18.65 1 900 —
Borax 17.15 1 750 —
Calcite 26.50 2 700 —
Camphor 9.70 990 —
Carbon disulphide 12.75 1 300 —
Casein 13.25 1 350 —
Caustic soda 13.85 1 410 —
Creosole 10.50 1 070 —
Dicalcium phosphate 6.65 6.80 45
Disodium phosphate 3.90 to 4.80 400 to 490 30-45
Iodine 48.55 4 950 —
Oils in bottles or barrels 5.70 to 8.90 580 to 910 —
Oil, linseed:
In barrels 5.70 580 —
In drums 7.05 720 —
Oil, turpentine 8.50 865 —
Paints 9.40 960 —
Paraffin wax 7.85 to 9.40 800 to 960 —
Petroleum 9.90 1 010 —
Phosphorus 17.85 1 820 —
Plastics:
Cellulose acetate 12.25 to 13.35 1 250 to 1 360 —
Cellulose nitrate 13.25 to 15.70 1 350 to 1 600 —
Methyl methacrylate 11.60 1 185 —
Phenol formaldehyde 12.55 1 280 —
Polystryrene 10.40 1 060 —
Polyvinyl chloride (Perspex) 11.75 to 13.25 1 200 to 1 350 —
Resin bonded sheet 12.85 to 13.55 1 310 to 1 380 —
Urea formaldehyde 13.25 to 13.55 1 350 to 1 380 —
Potash 14.40 1 470 —
Potassium 8.65 880 —
Potassium nitrate 9.90 1 010 —
Red lead, dry 20.70 2 110 —
Red lead, paste 87.30 8 900 —
Rosin in barrels 6.75 690 —
Rubber:
Raw 8.90 to 9.40 910 to 960 —
Vulcanized 8.90 to 9.10 910 to 930 —
Saltpetre 9.91 1 010 —
Sodium silicate in barrels 8.35 850 —
Sulphur 20.10 2 050 —
Talc 27.45 2 800 —
Varnishes 9.40 960 —
Vitriol, blue, in barrels 7.05 720 —
3. Fuels
Brown coal 6.85 700 —
Brown coal briquettes heaped 7.85 800 35
33
IS : 875 (Part 1) - 1987
MATERIAL WEIGHT/MASS ANGLE OF
kN/m3 kg/m3 FRICTION,
DEGREES
Brown coal briquettes, stacked 12.75 1 300 —
Charcoal 2.95 300 —
Coal:
Untreated, mine-moist 9.80 1 000 35
In washeries 11.75 1 200 0
Dust 6.85 700 25
All other sorts 8.35 850 35
Coke:
Furnace or gas 4.90 500 35
Brown coal, low-temperature 9.80 1 000 35
Hard, raw coal 8.35 850 35
Hard, raw coal, mine-damp 9.80 1 000 35
Diesel oil 9.40 960 0
Firewood, chopped 3.90 400 45
Petrol 6.75 690 0
Wood in chips 1.95 200 45
Wood shavings, loose 1.45 150 35
Wood shavings, shaken down 2.45 250 35
4. Manures
Animal manures:
Loosely heaped 11.75 1 200 45
Stacked dung, up to about 2.5 m stack height 17.65 1 800 45
Artificial manures 11.75 1 200 24.30
5. Metals and Alloys
Aluminium
Cast 25.30 to 26.60 2 580 to 2 710 —
Wrought 25.90 to 27.45 2 640 to 2 800 —
Sheet per mm of thickness per m2 0.028 2.8 —
Antimony, pure:
Amorphous 60.90 6 210 —
Solid 65.70 6 700 —
Bismuth:
Liquid 98.07 10 000 —
Solid 95.02 to 97.09 9 690 to 9 900 —
Cadmium:
Cast 83.75 to 84.05 8 540 to 8 570 —
Wrought 85.03 8 670 —
Calcium 15.60 1 590 —
Chromium 63.95 to 66.00 6 520 to 6 730 —
Cobalt:
Cast 83.25 to 85.10 8 490 to 8 680 —
Wrought 88.45 9 020 —
Copper:
Cast 86.20 to 87.65 8 790 to 8 940 —
Wrought 86.70 to 87.65 8 840 to 8 940 —
Sheet per mm of thickness 0.09 8.7 —
Gold:
Cast 188.75 to 189.55 19 250 to 19 330 —
Wrought 189.55 19 330 —
Iron:
Pig 70.60 7 200 —
Grey, cast 68.95 to 69.90 7 030 to 7 130 —
White, cast 74.35 to 75.70 7 580 to 7 720 —
Wrought 75.50 7 700 —
34
IS : 875 (Part 1) - 1987
MATERIAL WEIGHT/MASS ANGLE OF
kN/m3 kg/m3 FRICTION,
DEGREES
Lead:
Cast 111.20 11 340 —
Liquid 105.00 10 710 —
Wrought 111.40 11 360 —
Sheet per mm of thickness 0.11 11 —
Magnesium 16.45 to 17.15 1 680 to 1 750 —
Manganese 72.55 7 400 —
Mercury 133.35 13 600 —
Nickel 81.20 to 87.20 8 280 to 8 890 —
Platinum 210.25 21 440 —
Silver:
Cast 102.0 to 102.85 10 400 to 10 490 —
Liquid 93.15 9 500 —
Wrought 103.35 to 103.55 10 540 to 10 560 —
Sodium:
Liquid 9.10 930 —
Solid 9.30 950 —
Tungsten 188.30 19 200 —
Uranium 180.45 18 400 —
Zinc:
Cast 68.95 to 70.20 7 030 to 7 160 —
Wrought 70.50 7 190 —
Sheet per mm of thickness 0.07 7 —
Alloys:
Aluminium and copper
Aluminium 10%, copper 90% 75.40 7 690 —
Aluminium 5%, copper 95% 82.00 8 360 —
Aluminium 3%, copper 97% 85.10 8 680 —
Aluminium 91%, zinc 9% 27.45 2 800 —
Babbit metal (tin 90%, lead 5%, copper 5%) 71.70 7 310 —
Wood’s metal (bismuth 50%, lead 25%, 95.00 9 690 —
cadmium12.5%, tin 12.5%)
Brasses:
Muntz metal (copper 60%, zinc 40%) 80.60 8 220 —
Red (copper 90%, zinc 10%) 84.25 8 590 —
White (copper 50%, zinc 50%) 80.30 8 190 —
Yellow (copper 70%, zinc 30%):
Cast 82.75 8 440 —
Drawn 85.10 8 680 —
Rolled 83.85 8 550 —
Bronzes:
Bell metal (copper 80%, tin 20%) 85.60 8 730 —
Gun metal (copper 90%, tin 10%) 86.10 8 780 —
Cadmium and tin 75.40 7 690 —
German Silver:
Copper 52%, zinc 26%, nickel 22% 82.75 8 440 —
Copper 59%, zinc 30%, nickel 11% 81.70 8 330 —
Copper 63%, zinc 30%, nickel 7% 81.40 8 300 —
Gold and Copper:
Gold 98%, copper 2% 184.75 18 840 —
Gold 90%, copper 10% 168.20 17 150 —
35
IS : 875 (Part 1) - 1987
MATERIAL WEIGHT/MASS ANGLE OF
kN/m3 kg/m3 FRICTION,
DEGREES
Lead and Tin:
Lead 87.5%, tin 12.5% 103.85 10 590 —
Lead 30.5%, tin 69.5% 81.10 8 270 —
Monel metal, cast (nickel 70%, copper 30%) 87.00 8 870 —
Steel:
Cast 77.00 7 850 —
Wrought mild 76.80 7 830 —
Black plate per mm of thickness 0.08 8 —
Steel sections (see 46 ‘Steel sections’ in Table 1)
6. Miscellaneous Materials
Aggregate, coarse 10.80 to 15.70 1 100 to 1 600 30
Ashes, coal, dry, 12 mm and under 5.50 to 6.30 560 to 645 40
Ashes, coal, dry, 75 mm and under 5.50 to 6.30 560 to 645 38
Ashes, coal, wet, 12 mm and under 7.05 to 7.85 720 to 800 52
Ashes, coal, wet, 75 mm and under 7.05 to 7.85 720 to 800 50
Asphalt, crushed, 12 mm and under 7.05 720 30-45
Ammonium nitrate, prills 3.55 to 8.35 360 to 850 27
Bone 18.65 1 900 —
Books and files, stacked 8.35 851 —
Calcium ammonium nitrate 9.80 1 000 28
Copper sulphate, ground 11.75 1 200 30
Chalk 21.95 2 240 —
Chinaware, earthenware, stacked (including cavities) 10.80 1 100 —
Clinker, furnace, clean 7.85 800 30
Diammonium phosphate 7.85 to 8.50 800 to 865 29
Double salt (ammonium sulphate nitrate) 7.05 to 9.30 720 to 950 34
Filling cabinets and cupboards with contents, in 5.90 600 —
records offices, libraries, archives
Flue dust, boiler house, dry 5.50 to 7.05 560 to 720 ≥ 30
Fly ash, pulverised 5.50 to 7.05 560 to 720 —
Glass:
Glass, solid 23.50 to 26.70 2 400 to 2 720 —
Wool 0.16 to 1.18 16 to 120 —
In sheets 25.50 2 600 —
Glue 12.55 1 280 —
Gypsum, calcined, 12 mm and under 8.60 to 9.40 889 to 960 40
Gypsum, calcined, powdered 9.40 to 12.55 960 to 1 280 45
Gypsum, raw, 25 mm and under 14.10 to 15.70 1 440 to 1 600 30-45
Hides
Dry
8.65 880 —
Salted
Ice 8.90 910 —
Leather put in rows 7.85 800 —
Lime, ground, 3 mm and under 9.40 960 ≥ 45
Lime, hydrated, 3 mm and under 6.30 640 30-45
Lime, hydrated, pulverized 5.00 to 6.30 510 to 640 30-45
Lime pebble 8.25 to 8.75 840 to 890 ≥ 45
Limestone, agricultural, 3 mm and under 10.60 1 080 30-45
Limestone, crushed 13.30 to 14.10 1 355 to 1 440 30-45
Limestone dust 8.65 to 14.90 880 to 1 520 38-45
Magnesite, caustic, in powder form 7.85 800 —
Magnesite, sinter and magnesite, granular 19.60 2 000 —
Phosphate, rock, pulverized 9.40 960 40-52
Phosphate rock 11.75 to 13.35 1 200 to 1 360 30-45
Phosphate sand 14.10 to 15.70 1 440 to 1 600 30-45
Potassium carbonate 7.95 810 30-45
Potassium chloride, pellets 18.85 to 20.40 1 920 to 2 080 30-45
Potassium nitrate 4.85 495 ≥ 30
Potassium sulphate 6.55 to 7.45 670 to 760 45
Pyrites, pellets 18.85 to 20.40 1 920 to 2 080 30-45
36
Only green
IS : 875 (Part 1) - 1987
MATERIAL WEIGHT/MASS ANGLE OF
kN/m3 kg/m3 FRICTION,
DEGREES
Pumice 5.80 to 9.90 590 to 1 010 —
Rubbish:
Building 13.80 1 410 —
General 6.30 645 —
Salt, common, dry, coarse 6.30 to 10.00 640 to 1 020 30-45
Salt, common, dry, fine 11.00 to 12.55 1 120 to 1 280 30-45
Salt cake, dry, coarse 13.35 1 360 30
Salt cake, dry, pulverized 11.20 to 13.35 1 140 to 1 360 35
Sand, bank, damp 17.25 to 20.40 1 760 to 2 080 45
Sand, bank, dry 14.10 to 17.25 1 440 to 1 760 30
Sand, silica, dry 14.10 to 15.70 1 440 to 1 600 30-35
Saw dust, loose 1.57 160 30
Silica gel 4.40 450 30-45
Soda ash, heavy 8.65 to 10.20 880 to 1 040 35
Soda ash, light 4.70 to 6.00 480 to 610 37
Sodium nitrate, granular 11.00 to 12.55 1 120 to 1 280 24
Sulphur, crushed, 12 mm and under 7.85 to 8.25 800 to 840 35-45
Sulphur, 76 mm and under 8.65 to 13.35 880 to 1 360 32
Sulphur, powdered 7.85 to 9.40 800 to 960 30-45
Single superphosphate (S.S.P.), granulated 7.65 to 8.25 780 to 840 37
Slag, furnace, crushed 14.90 1 520 35
Steel goods:
Cylinders, usually stored for carbonic acid, etc 13.80 1 410 —
Sheets, railway rails, etc, usually stored 44.00 4 490 —
Trisodium phosphate 9.40 960 30-45
Triple superphosphate 7.85 to 8.65 800 to 880 30-45
Turf 2.85 to 5.70 2 910 to 5 810 —
Urea, prills 6.40 650 23-26
7. Ores
Antimony 29.80 3 040 —
Ferrous sulphide 26.50 2 700 —
Ferrous sulphide ore 13.85 1 400 —
waste after roasting
Iron ore, compact storing 29.80 3 040 —
Magnesium ore 19.60 2 000 —
8. Textiles, Paper and Allied Materials
Cellulose in bundles 7.35 750 —
Cotton, compressed 12.75 1 300 —
Flax, piled and compressed in bales 2.95 300 —
Furs 8.90 910 —
Jute in bundles 6.85 700 —
Paper:
In bundles and rolls 6.85 700 —
Newspapers in bundles 3.90 400 —
Put in rows 10.80 1 100 —
Thread in bundles 4.90 500 —
Wood, compressed 12.75 1 300 —
37
Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
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without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
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 37
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 December 1997
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
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ISO10013.pdf
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lS/lSO~R 10013:2001
Wfk?flRIG-m
Indian Standard
GUIDELINES FOR QUALITY MANAGEMENT
SYSTEM DOCUMENTATION
(First Revision)
ICS 03.120.10
.
..
@ BIS 2002
I
BUREAU OF IN DIANST AN DARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2002 Price Group 7
I .JQuality Management Sectional Committee, MSD 2
NATIONAL FOREWORD
This Indian Standard (First Revision) which is identical with lSO/TR 10013:2001 ‘Guidelines for quality
management system documentation’ issued by the International Organization for Standardization (ISO)
was adopted by the Bureau of Indian Standards on the recommendation of the Quality Management
Sectional Committee (MSD 2) and approval of the Management and Systems Division Council.
This is the first revision of 1S/1S0 10013:1995, which was published in 1996, In this revision,
ISO~R 10013:2001 has been adopted so as to make Indian Standard identical with the International
Technical Report. Therefore, this standard cancels and replaces 1S/1S0 10013:1995.
The text of the ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain conventions are, however, not identical to those used in Indian Standards. Attention
is particularly drawn to the following:
Wherever the words ‘International Standard’ appear referring to this standard, they should be
read as ‘Indian Standard’.
In this adopted standard, normative reference appears to the following International Standard, for
which an Indian Standard also exists. The corresponding Indian Standard, which is to be substituted in
its place, is listed below along with its degree of equivalence for the edition indicated:
International Corresponding Degree of
Standard Indian Standard Equivalence
1s0 9000:2000 1S/1S0 9000:2000 Quality management systems — Identical
Fundamentals and vocabulary
in the adopted standard, informative references appear to certain International Standards for which
Indian Standards also exist. The corresponding Indian Standards, which are to be substituted in their
place, are listed below along with their degree of equivalence for the editions indicated:
International Corresponding Degree of
Standard Indian Standard Equivalence
1s0 9001:2000 1s/1s0 9001 : 2000 Quality management systems — Identical
Requirements
1s0 9004:2000 1S/1S0 9004:2000 Quality management system — do
Guidelines for performance improvementslS/lSO/TR 10013:2001
lndian Standard
GUIDELINES FOR QUALITY MANAGEMENT
SYSTEM DOCUMENTATION
(First Revision)
1 Scope
This Technical Report provides guidelines for the development and maintenance of the documentation necessary
to ensure an effective quality management system, tailored to the specific needs of the organization. The use of
these guidelines will aid in establishing a documented system as requirti by the applicable quality management
system standard.
This Technical Report may be used to document management systems other than that of the ISO 9000 family, for
example environmental management systems and safety management systems.
NOTE When aprocedure isdocumented, the term “written procedure” or“documented procedure” isfrequently used.
2 Normative reference
The following normative document contains provisions which, through reference in this text, constitute provisions of
this Technical Report. For dated references, subsequent amendments to, or revisions of, any of these publications
do not apply. However, parties to agreements based on this Technical Report are encouraged to investigate the
possibility of applying the most recent edition of the normative document indicated below. For undated references,
the latest edition of the normative document refered to applies. Members of ISO and IEC maintain registers of
currently valid International Standards.
ISO 9000:2000, Quality management systems — Fundamentals and vocabulary
._.-
.
3 Terms and definitions
,:
For the purposes of this Technical Report, the terms and definitions given in ISO 9000 and the following apply. An
organization’s quality management system may use different terminology for the defined types of documentation.
3.1
work instructions
detailed descriptions of how to perform and record tasks
NOTE 1 Work instructions maybedocumented ornot.
NOTE2 Work Instructions may be,for example, detailed written descriptions, flowcharts, templates, models, technical notes
incorporated into drawings, specifications, equipment instruction manuals, pictures, videos, checklists, orcombinations thereof.
Work instructions should describe any materials, equipment and documentation to be used. When relevant, work instructions
include acceptance criteria.
3.2
form
document used to record data required by the quality management system
NOTE Aform becomes arecord when data areentered..
iS/lSO/TR 10013:2001
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4 Quality management system d~,cumentation ,!*
4.1 General
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The arrangement of quality management system documentation typically follows either the processes of the
.,,
organization or the structure of the applicable quality standard, or a combination of both. Any other arrangement
,:
that satisfies the organization’s needs may also be used.
The structure of the documentation used in the quality management system maybe described as a hierarchy. This ~
structure facilitates the distribution, maintenance and understanding of the documentation. Annex A illustrates a
~
typical hierarchy of quality management system documentation. The development of a hierarchy depends on the
circumstances of the organization.
The extent of the quality management ~ystem documentation can differ from one organization to another due to
a) the size of the organization and type of activities,
b) the complexity of processes and their interactions, and
<
:
c) the competence of personnel.
J
The quality management system documentation may include definitions. The vocabulary used should be in
~
accordance with standard definitions and terms, which are referenced in ISO 9000 or in general dictionary usage.
$
The quality management system documentation usually includes the following:
a) quality policy and its objectives;
b) quality manual;
c) documented procedures;
---
d) work instructions;
‘.
e) forms;
j
f) quality plans; ,
9) specifications;
h) external documents;
i) records.
Quality management system documentation may be in any type of media, such as hard copy or electronic media.
NOTE Some advantages ofusingelectronic media arethefollowing:
a) appropriate personnel haveaccesstothesame up-to-date information atalltimes;
b) access and changes are easily made andcontrolled;
c) distribution isimmediate and easilycontrolled withtheoption ofprinting hard copies;
d) there isaccess todocuments from remote locations;
e) withdrawal ofobsolete documents issimple andeffective.
2lS/lSO/TR 10013:2001
4.2 Purposes and benefits
The purposes and benefits of having quality management system documentation for an organization include, but
are not limited to, the following:
a) describing the quality management system of the organization;
b) providing information for cross-functional groups so that they may better understand interrelationships;
c) communicating to employees management’s commitment to quality;
d) helping employees to understand their role within the organization, thus giving them an increased sense of
purpose and importance of their work;
e) providing mutual understanding between employees and management;
\
f) providing a basis for expectations of work performance;
9) stating how things are to be done in order to achieve specified requirements;
h) providing objective evidence that specified requirements have been achieved;
i) providing a clear, efficient framework of operation;
j) providing a basis for training new employees and periodic restraining of current employees;
k) providing a basis for order and balance within the organization;
1) providing consistency in operations based on documented processes;
m) providing a basis for continual improvement;
n) providing customer confidence based on documented systems;
o) demonstrating to interested parties the capabilities within the organization;
P) providing a clear framework of requirements for suppliers;
@ -providing a basis for auditing the quality management system;
r) providing a basis for evaluating the effectiveness and continuing suitability of the quality management system.
4.3 Quality policy and its objectives
The quality policy and its objectives should be documented and may be an independent document or be included
in the quality manual.
4.4 Quality manual
4.4.1 Contents
A quality manual is unique to each organization. This Technical Report allows for flexibility in defining the structure,
format, content, or method of presentation for documenting the quality management system for all types of
organizations.
A small organization may find it appropriate to include the description of its entire quality management system
within a single manual, including all the documented procedures required by ISO 9001. Large, multinational
3lS/lSO/TR 10013:2001
organizations may need several manuals at the global, national or regional level, and a more complex hierarchy of
documentation.
The quality manual should include the scope of the quality management system, the details of and justification for
any exclusion, the documented procedures or reference to them, and a description of the processes of the quality
management system and their interactions.
Information about the organization, such as name, location and means of communication, should be included in the
quality manual. Additional information such as its line of business, a brief description of its background, history and
size may also be included.
A quality manual should contain the elements described in 4.4.2 to 4.4.9, but not necessarily in the same order.
4.4.2 Title and scope
The title and/or scoc)e of the aualitv manual should define the organization to which the manual applies. The
manual should make reference to’ the specific quality manage~ent system standard on which “the quality
management system is based.
4.4.3 Table of contents
The table of contents of the quality manual should list the number and title of each section and its location.
4.4.4 Review, approval and revision
Evidence of the review, approval, revision status and date of the quality manual should be clearly indicated in the
manual.
Where practicable, the nature of the change should be identified in the document or the appropriate attachments.
4.4.5 Quality policy and objectives
Where the organization elects to include the quality policy in the quality manual, the quality manual may include a
statement of the quality policy and the objectives for quality. The actual quality goals to meet these objectives may
be specified in another part of the quality management system documentation as determined by the organization.
The quality policy should include a commitment to comply with requirements and continually improve the
effectiveness of the quality management system.
Objectives are typically derived from the organization’s quality policy and are to be achieved. When the objectives
are quantified they become goals and are measurable.
4.4.6 Organization, responsibility and authority
The quality manual should provide a description of the structure of the organization. Responsibility, authority and
interrelation may be indicated by such means as organization charts, flow charts and/or job descriptions. These
may be included or referenced in the quality manual.
4.4.7 References
The quality manual should contain a list of documents referred to but not included in the manual.
4.4.8 Quality management system description
The quality manual should provide a description of the quality management system and its implementation in the
organization. Descriptions of the processes and their “interactions ‘should be included in the quality manual.
Documented procedures or references to them should be included in the quality manual.
4lS/lSO/TR 10013:2001
The organization should document its specific quality management system following the sequence of the process
flow or the structure of the selected standard or any sequencing appropriate to the organization. Cross-referencing
between the se!ected standard and the quality manual maybe useful.
The quality manual should reflect the methods used by the organization to satisfy its policy and objectives.
4.4.9 Appendices
Appendices containing information supportive to the manual maybe included.
4.5 Documented procedures
4.5,1 Structure and format
The structure and format of the documented procedures (hard copy or electronic media) should be defined by the
organization in the following ways: text, flow charts, tables, a combination of the above, or any other suitable
method in accordance with the needs of the organization. The documented procedures should contain the
necessary information (see 4.5.2) and should contain a unique identification.
Documented procedures may make reference to work instructions that define how an activity is performed.
Documented procedures generally describe activities that cross different functions, while work instructions
generally apply to tasks within one function.
4.5.2 Contents
4.5.2.1 Title
The title should clearly identify the documented procedure.
4.5.2.2 Purpose
The purpose of the documented procedure should be defined. .4.
4.5.2.3 Scope
The scope of the documented procedure, including the areas to be covered and areas not to be covered, should be
described.
4.5.2.4 Responsibility and authority
The responsibility and authority of people and/or organizational functions, as well as their interrelations associated
with the processes and activities described in the procedure, should be identified. These may be described in the
procedure in the form of flow charts and descriptive text as appropriate for clarity.
4.5.2.5 Description ofactivities
The level of detail may vary depending on the complexity of the activities, the methods used, and the levels of skills
and training of people that is necessary in order for them to accomplish the activities. Irrespective of the level of
detail, the following aspects should be considered as applicable:
a) defining the needs of the organization, its customers and suppliers;
b) describing the processes interms of text and/or flow charts related to the required activities;
c) establishing what isto be done, by whom or by which organizational function; why, when, where and how;
d) describing process controls and controls of the identified activities;lS/lSO/TR 10013:2001
e) defining the necessary resources for the accomplishment of the activities (in terms of personnel, training,
equipment and materials);
f) defining the appropriate documentation related to the required activities;
g) defining the input and output of the process;
h) defining the measurements to be taken.
The organization may decide that some of the above information is more appropriate in a work instruction.
.{
4.5.2.6 Records
The records related to the activities in the documented procedure should be defined in this section of the
documented procedure or in other related section(s). The forms to be used for these records should be identifiedas
applicable. The method required to complete, file and keep the records should be stated.
4.5.2.7 Appendices
i
‘,:
Appendices containing information supportive to the documented procedure may be included, such as tables, j
graphs, flow charts and forms.
4.5.3 Review, approval and revision
1
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3
Evidence of review and approval, status and date of revision of the documented procedure should be indicated.
;
4.5.4 Identification ofchanges
Where practicable, the nature of the change should be identified either in the document or the appropriate
attach ments.
4.6 Work instructions
.-.,..-
.
‘1
,,
4.6.1 Structure and format .
j! 4
Work instructions should be developed and maintained to describe the performance of all work that would be
adversely affected by lack of such instructions. There are many ways of preparing and presenting instructions.
Work instructions should contain the title and a unique identification. (This information is stated in 4.6.4.)
The structure, format and level of detail used in the work instructions should be tailored to the needs of the
organization’s personnel and depends on the complexity of the work, the methods used, training undertaken, and
the skills and qualifications of such personnel.
The structure of the work instructions may vary from that of documented procedures.
The work instructions may be included in the documented procedures or referenced in them.
4.6.2 Contents
Work instructions should describe critical activities. Details which do not give more control of the activity should be
avoided. Training can reduce the need for detailed instructions, provided the persons concerned have the
information necessary to do their jobs correctly.
6lS/lSO/TR 10013:2001
.
4.6,3 Types ofwork instructions
Although there is no required structure or format for work instructions, they generally should convey the purpose
and scope of the work and the objectives, and make reference to the pertinent documented procedures.
Whichever format or combination is chosen, the work instructions should be in the order or sequence of the
operations, accurately reflecting the requirements and relevant activities. To reduce confusion and uncertainty, a
consistent format or structure should be established and maintained.
An example of work instructions is given in annex B.
4.6.4 Review, approval and revision
The organization should provide clear evidence of review and approval of work instructions and their revision level
and date of revision.
4.6.5 Records
Where applicable, the records specified in the work instruction should be defined in this section or in other related
section(s). The minimu,m records required are identified in ISO 9001. The method required to complete, file and
keep the records should be stated. The forms to be used for these records should be identified as applicable.
4.6.6 Identification of changes
i Where practicable, the nature of the change should be identified either in the document or the appropriate
attachments,
~
4.7 Forms
Forms are developed and maintained to record the data demonstrating compliance to the requirements of the
quality management system.
r
i
Forms should contain a title, identification number, revision level and date of revision. Forms should be referenced
in, or attached to, the quality manual, documented procedures and/or work instructions.
4.8 Quality plans
[
I
A quality plan is a part of quality management system documentation.
)
The quality plan needs to refer only to the documented quality management system, showing how it isto be applied
to the specific situation in question, and identify and document how the organization will achieve those
requirements that are unique to the particular product, process, project or contract.
The scope of the quality plan should be defined. The quality plan may include unique procedures, work
instructions, and/or records.
~
& 4.9 Specifications
Specifications are documents stating requirements. Specifications are not further detailed in this Technical Report
because they are unique to the product/organization.
4.10 External documents
The organization should address external documents and their control in its documented quality management
system. External documents can include customer drawings, specifications, statutory and regulatory requirements,
standards, codes and maintenance manuals.
7. ,
,4!_
lS/lSO/TR 10013:2001
4.11 Records
Quality management system records state results achieved or provide evidence indicating that the activities
indicated in the documented procedures and work instructions are performed. The records should indicate the
compliance with the requirements of the quality management system and the specified requirements for the
product. The responsibilities for preparation of records should be addressed in the quality management system
documentation,
NOTE Records arenotgenerally under revision control asrecords are notsubject tochange.
5 Process of preparing quality management system documentation
5.1 Responsibility for preparation
Quality management system documentation should be developed by those persons involved with the processes
and activities. This will lead to a better understanding of the necessary requirements and provide a sense of
involvement and ownership by personnel.
The review and utilization of existing documents and references can significantly shorten the quality management
system documentation development time, as well as being an aid in identifying those areas where quality
management system inadequacies need to be addressed and corrected.
5.2 Method of preparation of quality management system documentation
Organizations that are in the process of implementing, or have yet to implement, a quality management system B
should
a) identify the processes necessary for the effective implementation of the quality management system,
b) understand the interactions between these processes, and
c) document the processes to the extent necessary to assure their effective operation and control.
Analysis of the processes should be the driving force for defining the amount of documentation needed for the
quality management system. Itshould not be the documentation that drives the processes.
The sequence of preparation of quality management system documentation does not necessarily follow the
hierarchy illustrated in annex A, since documented procedures and work instructions are often prepared prior to
finalizing of the quality manual.
The following represents examples of actions which maybe initiated, as applicable:
a) decide which quality management system documentation requirements apply according to the selected quality
management system standard;
b) obtain data about the existing quality management system and processes by various means, such as
questionnaires and interviews;
c) establish and list existing applicable quality management system documents and analyse them to determine
their usefulness;
d) train the individuals involved regarding the preparation of documentation and the applicable quality
management system standard requirements or other selected criteria;
e) request and obtain additional source documentation or references from operational units;
f) determine the structure and format for the intended documents;
8lS/lSO/TR 10013:2001
g) prepare flowchads coveting processes within thescope of thequality system; seeannex B;
h) analyse the flowcharts for possible improvements and implement these improvements;
,,..
i) validate the documentation through trial implementation; ,,,
.:”
.1
j) use any other method suitable within the organization to complete the quality management system
documentation; and
1
k) review and approve documentation before release. \
i
5.3 Use of references
Whenever appropriate, and to limit the size of the documentation, reference to existing recognized quality
management system standards or documents available to the document user should be incorporated.
When using references, specifying the revision status should be avoided in order to preclude changing the
referencing document when revision status of the referenced document ischanged. j
“j
I
6 Process of approval, issue and control of quality management system documents
~
6.1 Review and approval z
Prior to issue, the documents should be reviewed by authorized individuals to ensure clarity, accuracy, adequacy
and proper structure. The intended users should also have the opportunity to assess and comment on the usability
of the documents and on whether the documents reflect actual practices. Release of documents should be
approved by the management responsible for their implementation. Each copy should have evidence of this
release authorization. Evidence of approval of documents should be retained.
6.2 Distribution
The method of distribution of the documents by authorized personnel should ensure that pertinent issues of
appropriate documents are available to all personnel who will need the information included in the documents.
Proper distribution and control may be aided, for example, by using serial numbers of individual copies of the
documents for recipients. Distribution of documents sudh as the quality manual and quality plan may include
external parties (e.g. customers, certification bodies and regulatory authorities).
6.3 Incorporation of changes
A process for the initiation, development, review, control and incorporation of changes to the documents should be
provided. The same review and approval process used in developing the original documents should apply when
processing changes.
6.4 Issue and change control
Document issue and change control are essential to ensure that the contents of the documents are properly
approved by the authorized personnel and that the approval is readily identifiable.
Various methods may be considered for facilitating the physical process of making changes.
A process should be established to ensure that only the appropriate documents are in use. Under cettain
circumstances, the appropriate document to be used may not be the latest revision of the document. Revised
documents should be replaced by the latest revision. A document master list with revision level may be used to
assure the users that they have the correct issue of authorized documents...
lS/lSO/TR 10013:2001 .1
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The organization should consider recording the history of changes to the documents for legal and/or knowledge ~‘.
p
preservation purposes.
6.5 Uncontrolled copies
For the purpose of tenders, customer off-site usage and other special distribution of documents where change ::/
,;
control is not intended, such distributed documents should be clearly identified as uncontrolled copies. ,t
NOTE Failure toprovide assurance ofthis processcancause unintended usage ofobsolete documents. II
i
10lS/lSO/TR 10013:2001
Annex A
Typical quality management system documentation hierarchy
Document contents
A: Describes the quality management
system in accordance with the stated
quality policy and objectives (see 4.3
and 4.4).
B: Describes the interrelated pro-
cesses and activities required to
implement the quality management
system.
Work instructions and other documents
C: Consists of detailed work docu-
for quality management system
ments.
NOTE1 The number oflevels maybe adjusted tomeet the organization’s needs.
NOTE2 Forms maybe applicable atalllevelsofthe hierarchy.
11lS/lSO/TR 10013:2001
Annex B
Example of structured text work instructions
i
B.1 Work instructions for sterilization of instruments
Number: Ttv 2.6 Date: Sept. 15, 1997 Revision: O
B.2 Disposable instruments
Place disposable instruments (e.g. syringes, needles, knives and stitch-removal instruments) into a special
container. The container shall be destroyed according to the waste disposal programme.
B.3 Hot-air sterilized instruments
B.2.1 Wipe secretions by using disposable tissue.
B.2.2 Dip instruments into a 10% chlorine solution (1 dl Klorilli liquid and 9dl water). The liquid shall be replaced
twice a week.
B.2.3 Soak the instruments for at least 2 h.
B.2.4 Wash the instruments with a brush using protection gloves.
B.2.5 Rinse and dry the instruments.
B.2.6 Check that the instruments are in good condition. Damaged instruments shall be sent for service.
B.2.7 Sterilization in a bag:
— place the instruments into a hot-air resistant bag;
— protect the sharp edges with gauze;
— fold the bag edge several times to obtain a tight seal;
— seal the bag with heat-resistant tape;
— mark the date and set a hot-air indicator onto the bag;
— put the bag into the hot air oven and leave itfor 30 min at atemperature of 180 “C.
The instruments are usable one month after sterilization ifthey are stored in a properly sealed bag.
B.2.8 Sterilization in a metal containec
— place a hot-air-resistant tissue at the bottom of the container to protect the instruments;
— put the instruments at the bottom of the containeu
— set a hot-air indicator into the containen
12
“t-’lS/lSO/TR 10013:2001
allow the container stay for 30min atatemperature of 180‘C.
One out ofthe two containers isused inturn everyday.
B.4 Other instruments (e.g. otoscopes)
Rinse the instruments after soaking inchlorine solution for 2h.
13lS/lSO/TR 10013:2001
Bibliography
[1] ISO 9001:2000, C?ua/itymanagement systems — Requirements
[2] ISO 9004:2000, Quality management systems — Guicf/ines forperformance improvements
14Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of hndian 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
6[S has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of 61S.This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), 61S.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such review indi-
cates that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest amend-
ments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc : No. MSD 2 (255).
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 f
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14 C.I.T. Scheme VI! M, V. 1.P.Road, Kankurgachi 3378499, 3378561
KOLKATA 700054 { 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 f6038 43
602025
-i
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 2541216,2541442
2542519,2541315
{
Western : Manakalaya, E9 MlDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 { 8327891, 8327892
Branches : AH ME DABAD. BAN GALORE. BHOPAL. BHUBANESHWAR. CO IMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
.-. —
Printed atPrabhat Offset press, New Delhi.2
I
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14215.pdf
|
IS 14215 : 1994
Indian Standard
DESIGN AND CONSTRUCTION OF FLOORS AND
ROOFS WITH PRECAST REINFORCED CONCRETE
CHANNEL UNITS - CODE OF PRACTICE
UDC 691-328-413 : 692-4 : 006.76
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1994 Price Grasp 5Housing Sectional Committee, CED 51
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Housing Sectional Committee had been approved by the Civil Engineering Division Council.
Considerable shortage of houses in the country, which is also increasing continuously, has led to
increasing stress being laid in the development programmes of Central and State governments on
facilitating speedy and economical construction of houses. Problem of housing being gravest amongst
the lower income groups, both rural and urban, the greatest stress is being laid on housing for these
target groups.
This standard is one of a series of standards being processed on new materials and techniques of roof/
floor construction which are likely to result in substantial savings in materials and cost of construction,
in addition to achieving speedy construction. The other standards in the series are:
a) Prefabricated brick panel and partially precast concrete joist for flooring and roofing -
Specification
b) Design and construction of floors and roofs with prefabricated brick panel - Code of
practice
c) Precast reinforced concrete channel unit for tlooring and roofing - Specification
d) Precast reinforced concrete planks and joist for flooring and roofing - Specification
e) Design and construction of floor and roof with precast reinforced concrete planks and RC
joist - Code of practice
f) Precast reinforced concrete L-panel units for roofing - Specification
g) Design and construction of roof using precast reinforced concrete L-panel units - Code of
practice
h) Construction of walls with precast concrete stone masonry blocks - Code of practice
The reinforced concrete channel units are channel ( inverted trough ) shaped precast beams which can
be used for intermediate floors and roofs supported on walls or RCC beams. Their shape ensures more
area of concrete in compression zone where it is required and less area on tension side and thus they
have an efficient section. Further, being precast, use of these units also saves the cost of shuttering,
ensures better quality control on concrete and speeds up construction work. All these lead to
substantial savings in materials as well as cost of construction.
The recommended width of the channel units has been selected keeping in view the requirements of
modular co-ordination
Considerable assistance has been rendered in the preparation of this standard by the Central Building
Research Institute, Roorkee.
The composition of the Committee responsible for the formulation of this standard is given at
Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of
significant places retained in the rounded off value should be the same as that of the specified value in
this standard.IS 14215 : 1994
Indian Standard
DESIGNANDCONSTRUCTIONOFFLOORSAND
ROOFSWITHPRECASTREINFORCEDCONCRETE
CHANNELUNITS -CODEOFPRACTICE
1 SCOPE 4 STRUCTURAL DESIGN
This standard lays down the recommendations for 4.1 The channel units shall have adequate strength and
design and construction of floors and roofs using stability in accordance with IS 456 : 1978 during the
precast reinforced concrete channel units. following stages:
i) Demoulding;
2 REFERENCES
ii) Handling, stacking, transporting and placing;
The Indian Standards listed in Annex A are necessary and
adjuncts to this standard. iii) Final stage with all design dead and imposed
loads acting on the floor/roof.
3 MATERIALS/ELEMENTS OF ROOFS AND
4.2 The units shall be designed either simply supported
FLOORS
or continuous depending upon actual end conditions.
Main reinforcement shall be either designed or shall be
3.1 Precast R. C. Channel [Jnits
taken directly from Tables 1 to 8 for residential loads.
The precast units used for construction shall conform
4.3 Design Stage 1 (Just After Placing of In-&u
to IS 14201 : 1994.
Concrete)
3.2 In-situ Concrete
4.3.1 At the time of laying the units, the load comprises
In-situ concrete shall conform to grade Ml5 of the self weight of the channel unit, weight of the in-situ
IS 456: 1978 with well graded coarse aggregate of
concrete in the joint between two units and also the
maximum size 12 mm.
incidental live load, likely to act on the structure at this
stage. In absence of more accurate information,
3.3 Reinfomement
incidental load may be taken as half the imposed load
likely to act on the structure at final stage as recom-
Steel used for reinforcement shall be as recommended
mended in IS 875 ( Part 2 ) : 1987.
in IS 456 : 1978.
Table 1 Design Table for 300 mm Wide Channel Ihits Simply Supported
( Clause 4.2 )
Elkdive Span Depth Mid Span Limit State Shear
Limit State Moment Reinforcement
Number Din
(1) (2) (4) (5) 9
m “llll AZ mm
2.1 150 1348 2 8 2 406
2.4 1.50 1760 2 8 2 774
2.7 150 2 228 2 8 3 140
3.0 150 2751 2 S 3 507
3.3 150 3 328 2 s 3 873
3.6 150 3 961 2 8 4 240
3.6 200 4 374 2 8 4 617
3.9 200 5 133 2. 8 5 022
4.2 200 5 954 z 8 5 427
4.5 200 6 834 2 10 5 832
1IS 14215 : 1994
Table 2 Design Table for 300 mm Wide Channel Units Continuous Over ‘Ike Equal Spans
( C&se 4.2 )
Effective Depth Mid Spau support Limit state
Shear
SPno
Limit State Reinforcement Limit State Reinforcement
Moment Moment --CI
Number Dia Number Dia
(0 (2) (4) (5) (7) (8) ;I
m mm mm tz mm
2.1 150 914 2 8 868 1 8 2406
2.4 1.50 1 194 2 8 1 134 1 8 2 714
2.7 is0 1510 2 8 1435 1 8 3140
3.0 150 1 865 2 8 1112 1 8 3507
3.3 150 2 2.56 2 8 2 144 1 10 3 a73
3.6 150 2 685 2 8 2 5.52 1 10 4240
3.9 150 3 151 2 8 2995 1 10 4607
4.2 1.50 3654 2 8 3 473 1 12 4 915
4.5 150 4 195 2 8. 3 987 1 12 5 341
3.6 200 3098 2 8 2 552 1 8 4 617
3.9 200 3 636 2 8 2995 1 8 5 022
4.2 200 4 217 2 8 3 413 1 10 5 427
4.5 200 4841 2 8 3 987 1 10 5 832
*Bottom bars of units of adjacent spans to be projected out and to be welded together.
Table 3 Design Table for 300 mm Wide Channel Units Continuous
Over Three Equal Spans, Residential Building
( Clause 4.2 )
FBedhe Depth Mid Span support Limit state
Spa0 Shear
Limit State Reinforcement Limit State Reinforcement
Moment Moment --
Number Dia Number Dia
(1) (3 (3) (4) (5) Iti (7) (8)
m “llll Nlll mm mm
2.1 150 1 108 2 8 127 1 8 2406
2.4 150 1 44-l 2 8 950 1 8 2 774
2.1 150 1 832 2 8 1203 1 8 3140
3.0 150 2 261 2 8 1485 1 8 3507
3.3 150 2 736 2 8 1791 1 8 3 873
3.6 150 3 256 2 8 2 139 1 10 4290
3.9 IS0 3 821 2 8 2 510 1 10 4607
4.2 150 4 432 2 10 2 911 1 10 4 975
4.5 150 5 088 2 10 3 341 1 12 5 341
3.6 200 3 669 2 8 2 139 1 8 4 617
3.9 200 4 306 2 8 2 510 1 8 5 022
4.2 x0 4 994 2 8 2 911 1 8 5 427
4.5 LOO 5 733 2 S 3 341 1 10 5 832IS 14215 : 1994
Table 4 Design Table for 600 mm Wide Channel Units Simply Supported, Hesidential Building
( Clultse 4.2 )
EXective Depth Mid Span Limit State
SL p an Shear
Limit Stale Moment Rekforcement
Dia
(1) (2) (5)
m mm mm
2.1 150 2447 8 4371
2.4 150 3 197 8 5 037
2.7 150 4046 8 5 7P3
3.0 150 4 995 10 6 369
3.3 1.50 6044 10 7 035
3.6 150 7 193 12 7 701
3.9 150 8441 12 8 367
3.6 200 7 533 10 7 9.51
3.9 200 8841 10 x649
4.2 200 10 253 12 9 346
4.5 200 11770 12 10044
Table 5 Design Tables for 600 mm Wide Channel ITnits Continuous
Over Two Equal Spans, Residential Building
( Clfzuse 4.2 )
lB&Ctive Depth Mid Span Support Limit State
SW Shear
Limit State Refinforcement Limit State Reinforcement
Moment Moment ---
Number Dia Number Dia
(0 (2) (4) (6) (7) (8)
“1 mm Is”,‘, ND1 mm
2.1 150 1579 2 8 1 736 1 8 4 371
2.4 150 2 063 2 8 2 268 1 10 5 037
2.7 150 2 611 2 8 2 870 1 10 5 703
3.0 150 3 223 2 8* 3 544 1 12 6369
3.3 150 3900 2 8’ 4 288 1 12 7 035
3.6 150 4640 2 8’ 5 103 1 16 7 701
3.9 150 5447 2 101 5 989 1 16 8 367
4.2 150 6 317 2 10’ 6946 1 16 9 033
3.6 200 4 981 2 8 5 103 1 12 7 951
3.9 200 5846 2 8 5 989 1 12 8 649
4.2 200 6 780 2 10 6945 1 16 9 346
4.5 200 7 784 2 10 7973 1 16 10044
*Bottom bars of units of adjacent spanst o be projected out and to be welded together.
3IS 14215 : 1994
Table 6 Design Tables for 600 mm Wide Channel Units Continuous
Over Three Equal Spans, Residential Building
( Ckww 4.2 )
Mid Span suppoll Limit
state Shear
Limit State Reinforcement Limit State Reinforcement
Moment Moment , . ~
Number Dia Number Dia
(4) (5) (6) (7) (8) ($
rCl mm Nm mm
2.1 1’0 1 968 2 8 1455 1 8 4 371
2.4 150 2 570 2 8 1900 1 8 5 037
2.7 150 3 253 2 8 2406 1 10 5 703
3.0 150 4 016 2 8 2 970 1 10 6 369
3.3 150 4 559 2 10 3 594 1 12 7 03.5
3.6 150 5 783 2 10* 4 277 1 12 7 701
3.0 150 6 787 2 10: 5 019 1 16 8 367
4.2 150 7 872 2 12* 5 821 1 16 9 033
4.5 150 9 036 2 12’ 6 883 1 16 9 699
3.6 200 6 124 2 8 4 277 I IO 7 951
3.9 700 7 187 2 10 5 019 1 12 8 649
4.2 ‘00 8 335 2 10 5 821 1 12 9 346
4.5 LOO 9 568 2 10 6 682 1 16 10 044
‘*H otturn bars of units of adjacent spans to he projected out and to he welded together.
Table 7 Limit State Moment of Resistance and Shear Capacity of 300 mm Wide <Xannel Unit
( Clrutse 4.2 )
Depth Mid Span support Shear
Capacity
Reinforcement Moment of Reinforcement Moment of
Resistance Resistance
Number Dia Number Dia
(1) (2) (3) (4) (5) (6) (7) (;I
mm mm Nm mm Nm
150 2 8 4 397 1 8 2116 5 344
150 2 10 658.5 1 10 3 081 6 426
150 1 12 3443 7 356
200 2 8 6 202 1 S 3019 6 544
200 2 10 9 437 1 10 4 506 7 776
Table X Limit State Moment of Resistance and Shear Capacity of 600 mm Wide Channel Unit
( Clause 4.2 )
Deptl1 Mid Span support Shear
Cnpa@ty
Reinforcement Moment of Reinforcement Moment of
Resistance 7 Resistance
Number Dia Number Dia
(1) (2) (3) (‘5)
mm mm mm
150 2 8 4564 1 8 2 116 5344
150 2 10 6990 1 10 3 081 6 426
150 2 12 9 676 1 12 3 443 7 356
III 1 16 3 443 8 796
I!(1 0 2 8 6 369 1 10 4.506 7 776
ZOO 1 10 9840 12 6 092 9 116
‘(10 2 12 13 758 1 16 6496 10 988
4IS 14215 : 1994
4.3.2 Effective Section IS 456 : 1978 may be used. These coefficients shall be
used for imposed live load as well as dead load of
At this stage of loading, as the in-situ concrete has not
finishing but not for dead weight of units (including that
attained any strength to ensure monolithicity, the effec-
of in-situ concrete). To the bending moment and shear
tive width of channel unit shall be taken as width of
forces so found out, simply supported moment and
flange portion only (see Fig. 1).
shear force due to dead weight of units (including that
4.4 Design Stage 2 ( With Full Design Load ) of in-situ concrete) shall be added.
4.4.1 Loads 4.6 In-situ concrete, which brings monolithic comtec-
tion and continuity between precast units, shall be
At this stage, the loads acting on the structure shall
designed in accordance with IS 3935 : 1966.
comprise dead load and full imposed load as per IS 875
(Part 2) : 1987. This shall be the maximum load likely 4.7 When precast units are used for the construction of
to act on the structure during its lifetime. For calculat- buildings in high seismic zones the floor and roof shall
ing the limit state of collapse at the critical section, a be strengthened in accordance with 9 of IS 4326 : 1993.
combined load factor of at least 1.5 shall be applied for
5 STORAGE, TRANSPORTATION AND
calculating the limit state of collapse load.
ERECTION OF PRECAST ELEMENTS
4.4.2 Effective Section
5.1 Handling and Transportation of [Jnits
& the in-situ concrete has attained strength at this
stage, an effective width equal to the nominal width The precast units shall be handled by placing slings
(see Fig. 1) of the unit shall be taken for calculating the placed at about l/5 of span from ends. Care shall be
strength of the section. taken to see that no support is placed at the centre of span
4.5 Design Bending Moment and Shear Force and the main reinforcement is always at the bottom of
stacked units, that is trough shall be facing downwards.
When the floors/roofs consist of three or more con-
5.2 lkansportation
tinuous and approximately equal spans, the values of
bending moment and shear force coefftcients given in The unit shall be lifted either manually, or preferably with
-CORRUGATIONS
-1Omm PROJECTION
STIRRUPS @ 300 clc
SECTION AT BB
265/565
t-
ELEVATION C
Ro. 1 ACHANNFLU NIT
5IS 14215 : 1994
the help of a chain pulley block or mechanically with a to avoid developmeut of thermal stresses.
hoist and placed side by side across the span to be
5.4 Bearing
covered.
The precast units shall have a minimum end bearing of
5.3 Placing and Aligning
75 mm, aud a minimum side bearing of 50 mm.
The top surface of the wall or beam support shall be
5.5 Negative Reinforcement
levelled so as to provide uniform bearing to the webs
of channel units. While placing the units, care shall be Negative reinforcement, required in case of continuous
taken to see that they have the specified bearing on floor/roof slabs, shall consist of one bar of required
supporting wall/beam. While aligning and levelling the
diameter designed in accordance with 4.
units, care shall be taken not to drag the units or apply load
5.5.1 The negative reinforcement shall be placed in
eccentrically which may damage the unit. The tops of
walls/beams on which units are to be placed should be position, at supports, upto a distance from support as
levelled with 6 mm thick plaster (1 cement : 3 tine sand) specified in IS 456 : 1978, near the top, in the joints
finished with a Ooating coat of neat cement plaster and a between the units (see Fig. 2).
thick coat of lime wash or kraft paper. This is necessary to 5.6 Cemeut wash, shall be applied to the sides of the
roof
allow free movemeut of the over the walls/beams so as units aud the joints shall be filled with concrete. The
2A Top Plan of Channel Units
EGATIVE REINFORCEMENT
IN-SITU CONCRETE
LEVELLING PAD
f1.L CEMENT MORTAR!
26 Section ‘A’ 2C Section ‘B’ 20 Section ‘C’
Y FLOOR FINISHAS REWIRED NEGATIVE
TEINf,
CAST IN-SITU CONCRETE
SUPPORT \
2E Section ‘E’ (Wail) 2F Section ‘D’ (Beam) 2G Section ‘E
FIG. 2 DETAILSO FJ OINTSIN A FLIERW ITHC HANNEL UNITS
6IS 14215: 1994
concrete shall be compacted by either vibration or
rodding.
6 CURING OF IN-SITU CONCRETE
6.1 In-situc oncrete shall be cured for at least one week
by sprinkling water. It shall further be aircured for a
week. A coat of cement slurry may then be applied to
the joints to fill the hairline cracks that might have
developed.
7 FIxTlJRES
7.1 Designers shall indicate provisions for fixtures like hOx30 WOODEN PLU6
fanhooksfinsertsfelectric conduits, etc, to be incor-
porated within the precast units or in-situ joints. Some
typical iIIustrations are given for guidance in 7.1.1 to 7.1.3.
7.1.1 In case of concealed wiring, conduits may be 8 PROJECTION OF BALCONY
placed within the joints along the length or within the
8.1 In case of projection in the same direction as the
screed wherever it is provided before concreting. If
length of units, the unit itself can be projected out for
adequate .tbickness is available, it can be concealed
short cantilever by designing and providing necessary
within the floor/roof finish.
reinforcement for cantilever moment in accordance
7.13 Holes, openings and fixtures required to be
with IS 456 : 1978. However, care shali be taken to see
provided within the precast units shall be fixed ac-
that the projecting part of the precast channel unit is
curately with adequate embedment at the precasting
kept supported till in-situ concrete in the joint hardens.
stage. Drilling of holes or cutting of edges shall not be
Alternatively, the cantilever can be cast in-situ. In such
permitted.
a case, reinforcement shall be kept projecting out from
7.1.3 For’fixing fan hooks, electric junction boxes and units or from the joints between the units as shown in
wooden plugs shall be as given in 7.1.3.1t o 7.1.3.3. Fig. 5.
7.1.3.1F an hooks No person should be allowed to walk on the floor or
These may be provided in the cast in-situ concrete of roof for at least 3 days after the in-situ concrete has been
the units by slightly chipping off the edges of the units laid in the joints between the units.
at the location of the fan (see Fig. 3).
7.1.3.2 Electric junction boxes
CANTILEVER PORTION
CAST IN-SITU AFTER
THE UNIT IS LAID
CHANNEL UNIT
EINFORCEMENT
L PRECAST
CHANNEL UNIT PROJECTING OUT
OF UNIT
CAST IN-SITU -,
FIG.5 BALCONY CWJA PROJECTIOh
~NTINUOUSWI'IHUNIT
LITT
FOR 9 FLOOR/ROOF FINISHING
TING
9.1 Floor/roof finishing as desired may be provided
c, 12 FAN HOOK -
directly over the slab erected by using these units.
FIG. 3 FEXINGO F FAN Hooks Guidance in this connection may be taken by refer-
ring to the relevant Indian Standards. For water
These may be fixed with raw1 plugs in the cast in-situ
proofing treatment of roofs IS 1346 : 1976,
joint between units or embedded during tilling of the
IS : 4365 : 1967, IS 3036 : 1992 and IS 9918 : 1981
joint.
may be referred.
7.1.3.3 Wooden plugs
Wooden plugs for electrical wiring or any other tixture 9.2 The joints in the ceiling may be finished with deep
shall be provided as illustrated in Fig. 4. ruled lines for better appearance (see Fig. 6 ). The ruled
7IS 14215 : 1994
differetrtial shrinkage of in-situ joittt concrete attd the
cottcrete in precast units as well as atty difference in the
thickness of the units.
If! fXECAUTIONS DIJRING AND AFTER
CC NSTRUCTION
PO.1 During construction, no heavy loading should be
permitted over the units until the cast in-situ concrete
filled in the joints attains full strength.
10.2 During all stages of erection, the units should be
handled so that the main reinforcetnent is always ott the.
underside only.
V ‘JOINT 10.3 The uttits should be stacked on a level ground
sprittkled with a thitt layer of sand in sittgle tier or
RULED JOINT
ttiultiple tiers up to a maxitnutn of 5.
FIG. 6 D~AII.S OF ‘V’ JON-AND RULED JOINT 10.4 In-&u cottcretittg in the joittts betweett adjacettt
units at their ettds alottg the lettgth should also be
joittts also have the added advatttage as they cottceal properly compacted attd its watertightness ettsured so
the cracks at the joittt, which are likely to occur due to as to avoid tnoisture ingress.
ANNEX A
(Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS
IS No. Tille IS No. Title
3036 : 1992 Code of practice for laying lime
432 (Part 1) : 1982 Snecificatiott for tnild steel attd
concrete for a waterproofed roof
tt;ediuttt tettsile steel bars attd hard-
finish ( second revision )
drawtt steel wire for concrete reitt-
Code of practice for composite
forcetttettt: Part 1 Mild steel attd 3935 : 1966
cottstructiott
tnediuttt tettsile steel bars ( third
revision ) 4326 : 1993 Code of practice for earthquake
resistant design and cottstruction
456 : 1978 Code of practice for plain attd of buildittgs
reittforced cottrrete
( “lird 4365 : 1967 Code of practice for application of
revision ) bitumett tttastic for waterproofing
of roofs
875 (Part 2) : 1987 Code of practice for desigtt loads
(other thatt earthquake) for build- 9918 : 1981 Code of practice for in-situ
ittgs attd structures: Part 2 ltttposed waterproofittg attd damp-proofing
loads ( second revision ) treatntettts with glass fibre tissue
reittforced bihtmett (first revision )
1346 : 1991 Code of practice for waterproofittg 14201 : 1994 Specificatiott for precast reitt-
of roofs with bitutnett felts ( third forced cottcrete chanttel uttits for
revision ) cottstructiott of floors and roofs
8IS 14215: 1994
ANNEXB
(Forf?word)
COMMlTTEE COMI’OSITION
Housing Sectional Conlmittee, CED 51
Chuirman Keyresenfiq
DR P. S. A. SUNDARAM Ministry of Urban Development, New Delhi
Members
SHRl G. R. &CWANI Municipal Chrporatiun of Delhi, Delhi
S~ru AROMAR R 4v1 The Action Research Unit, New Delhi
PROti H. P. HAHARI School of Planning and Architect, New Delhi
PROFS UHIRS AM ( Alfernate )
SHRl K. K ~ATNAGAR Housing and Urban Development (.‘orporation, New Delhi
SHRI M. N. JOGLEKAR( AIfernate)
SHRt H. u. ih-4Nl In personal capacity (I, Sadhna Enclnve, Pun&heel Purk, New Delhi
110017)
SHRt S. N. C’HATIERJEE Calcutta Municipal Corporation, C’alcutta
CHIEF ARctimc-r Central Public Works Department, New Delhi
SENIOR ARctmwr(H & TP - 1) (Alternate )
CHIEF ENGINEER, AWHORI-IY Maharashtra Housing and Area Development Authority, Homlxly
b&wt-tzcT, AUTHOWW (Alternate )
CHIEF ENGINEER(D ) Central l’uhlic Works Department, New Delhi
SUWUNIENDINGE NGINEER(D ) ( A lternafe )
ENGINEERM EMBER, DDA Dclbi Development Authority, New Delhi
SHRl Y. K. (iAR(i National Housing Hank, New Delhi
SHRI C’HETANV AIDYA ( Altcrnatr )
SHR~0 . P. G~t2y~L.t National (‘ouncil for (‘cment illld Building Materials, New Delhi
DR N. K. JAIN( Alternate )
SHR, T. N. c;UPTA Building Materials & Technology Promotion (‘ouncil, New Delhi
SHR~H ARHINDERS INGH Public Works Department, Government of Kajasthan, Jaipur
SHKI R. N. ACWWAL (Alternate )
DR K. S. JACXIISH (‘entrc for Application of Sciencea nd Technology tn Rural Areas
( ASTRA), Bangalore
DR B. V. VENKATAWMAR EDDY (Alternate )
SHR~N . N. JAVDEKAR (X)(*0, Maharashtra
SHRI P. M. DESHPANDE( Alternate )
SHRI T. P. KALIAPPAN Tamil Nadu Slum Clearance Board, Government of Tamil Nadu, Madras
SHRI J. BHWANESWARAN(A /term& )
Miss NINA KAPOOR The Mud Village Society, New Delhi
SHR~A . K. M. KARtM Housing Department, Government of Meghalnya, Shillon::
SHRl K. R. S. KRISHNAN Department of Science Rr Technology ( DST), New Delhi
C’QL D. V. PADSALGIKAR M/s H. G. Shirke & c’o, Pune
SHUTR /UA SINC~H II?CQN, New Delhi
SHRI S. SELVANTHAN( A kernute )
DR A. G. MADHAVAR AO Structural Engineering Research (‘entre ( (‘SIR ), Madras
SHRt 1. K. MANI ( Alternate )
Stfu T K. SAHA l3ngineer-in-C’hicE’s Branch, New Delhi
SHRI R. K. MITTAL ( Alternate )
StttuJ . S. SHARh4A Central Building Research Institute ( (‘SIR ), Roorkee
SHRI 13. H. GARG ( Ahernafe )
SHR~J . VENYATARAMAN, i)irector General, HIS ( Lx-o//iici/j Monhcr )
Director ( (‘iv Engg )
Member Secretnry
SHKI_ I.K . PRASAD
Joint Director ( Civ Engg ), HISIS 14215 : 1994
( Confinuedfrom page 9 )
Composition of the Panel for Modular Coordination and Prefabrication for
Mass Scale Housing: CED 51 : P2
C’onvener Representing
sHP.1 T. N. Gi~pTA Ministry of Urban Development
Members
SHN Y. K. GARG National Housing Rank, New Delhi
SHKIS UNILb 3c~v (Alternate )
SHN M. N. JOGLEK~R Housing ad 1Jrban Development Corporation, New Delhi
PROF V. P. RAOIU School of Planning Rc Architects, New Delhi
I’ROF P. K. ~IIOIIDIIARY ( Alferno/e )
SCIRJG . S. RAO National Building C’onstruction Corporation, New Delhi
RE~RESENIATIVE M/s H. G. Shirke Xr (‘0, Pune
LIK A. G. MADIWVAR AO Structural Englnecring Research C’entre, Madras
SW R. MANI( Alternafe )
SHN S. ROY Hindustan I’refah Ltd, New Delhi
SHRIM . KUNDU( AIfrrnufe )
SW J. S. SIIARMA Central Building Research Institute, Roorkee
SHRI M. P. JAISINC;(H A Ifernafe)
SUPEIUNIENDIN(I ENGINEER(I I) (‘entral Public Works Department, New Delhi
EXECIITIWE NGINIZE(HRQ ) ( Akernufe )
10Bureao of Indian Standards
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This Indian Standard has been developed from Dot No. CED 51 (5056)
Amendments Issued Since Poblicatioo
Amend No. Date of Issue Text Affected
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Is 334:2002
fag% a
3?R f W+m
Am
Im ?Iwld?
(dh7?7jpawl)
Indian Standard
GLOSSARY OF TERMS RELATING
TO BITUMEN AND TAR
( Third Revision)
ICS01 040.75; 75.140
Q BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2002 Price Group 3
r
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/Bitumen, Tar and Their Products Sectional Committee, PCD 6
FOREWORD
This Indian Standard (Third Revision) was adopted by the Bureau of Indian Standards, afler the draft finalized
by the Bitumen, Tar and Their Products Sectional Committee had been approved by the Petroleum, Coal and
Related Products Division Council.
This standard was first published in 1953 and subsequently revised in 1965 and 1982. Due to considerable
developments in the application of bitumen, tar and their products in the engineering and chemical fields
resulting in an increase inthe number of terms used, itbecame necessary to revise the standard to standardize
the terminology on amore exact basis so asto avoid ambiguity and confusion. It ishoped that the glossary of
terms in this revision would help in fixing amore precise meaning of words which have acquired too general
usage. To facilitate ease of reference, the terms have been arranged alphabetically.
In the formulation of this standard, due weightage has been given to International co-ordination among the
standards and practices prevailing inother countries and this has been met by drawing assistance tlom ASTM
D 8-1997 ‘Standard Terminology Relating to Materials for Roads and Pavemenk’ issued by the American
Society for Testing and Materials, USA.
The composition of the Committee responsible for formulation of this standard isgiven inAnnex AIs 334:2002
Indian Standard
GLOSSARY OF TERMS RELATING
TO BITUMEN AND TAR
( Third Revision)
1SCOPE voidless and impermeable solid or semi-solid mass
under normal atmospheric temperature condition.
Thisstandard definesthetermsrelatingtotheproducts
commercially known asbitumen andtar. Asphalt, Natural or Native — A mixture occurring
in nature in which bitumen is associated with ineti
2 DEFINITIONS mineral matter.
A Asphalt, Rock — A naturally occurring rock for-
mation, usually calcareous, a sandstone in the pores
Adhesion — The property by means of which a
material inaliquidorsemi-solid formadheresorsticks and veins, ofwhich isfound impregnated.
to the surface of a solid body. It is achieved by B
molecular attraction of molecules of two different
Bitumen — A black or dark brown non-crystalline
bodies.
solid or viscous material having adhesive properties,
Adhesion Active — When bitumen in hot condition derived from petroleum either by natural or refinery
is able to coat wet aggregates, it is termed as active processes and substantially soluble in carbon
adhesion. disulphide.
Adhesion Agent — Asubstance usedforthepurpose Bitumen, Blown—Bitumen, theproperties ofwhich
of improving the adhesion orbond between the solid are modified by blowing air through it at a
body and the binder used to coat it. comparatively high temperature and pressure.
Adhesion Passive — When aggregates coated with Bitumen, Concrete (Asphaltic Concrete) — Awell
bitumen are immersed in water and bitumen film is
graded mixture of high quality aggregates with
retained, it is called passive adhesion.
designed proportion of bitumen, hot mixed hot laid
Anthracene Oil — The heavy fraction of distillate and rolled into a uniform dense mass with specified
oil obtained tlom coal tar (above 300”C) having a design criteria.
specific gravity between 1.05and 1.1at38”C.
Bitumen Cutback—Bitumen, theviscosity ofwhich
Ash — Inorganic residue remaining after ignition of isreduced with a suitable volative dilueng usually a
combustible substances. petroleum distillate.
Asphalt — A natural or artificial mixture in which Bitumen Cutback Rapid Curing— Bitumen, which
bitumen is associated with inert mineral matter. The isblended with anaphtha type distillate.
word’ asphalt’shouldalwaysbequalifiedbyindkation
Bitumen Cutback, Medium Curing — Bitumen,
of itsorigin or nature.
which isblended with akerosene type distillate.
Asphaltic Bitumen — A subdivision of the generic
Bitumen Cutbackj S1OWCuring— Bitumen, which
bitumen, which is manufactured by the oil industry
isblendedwithhighboiling oilsorcontaining ahigher
from petroleum.
viscous oil than inmedium or rapid curing cutback.
Asphaltenes — Thehydrocarbon fraction ofbitumen
Bitumen Cutback, Digboi Type — A cutback
which is soluble in carbon disulphide, but insoluble
bitumen made out of bitumen from paratllnic crude
in n-heptaneln-pentane, etc.
ofAssam.
Asphalt, Lake — A solid or semi-solid naturally
Bitumen, Digboi Type — Bitumen obtained tlom
occurring asphalt existing in well defined surface
processing ofparaftlnic crude of Assam.
deposits.
Bitumen Emulsion — A liquid product in which a
Asphalt, Mastic — An intimate mixture of mineral
substantial amount ofbitumen isdispersed inafinely
fillers, well graded sand andor stone chippings with
divided droplets in an aqueous medium containing
ahardgrade ofbitumen, cookedandlaidhotmanually
an emulsifier and a stabilizer.
or mechanically. The mixture settles to a coherent,Is 334:2002
Bitumen Emulsion, Anionic —Anemulsioninwhich improved by addition of polymers, namely,
the anion of the emulsifier isatthe interface with the styrene-butadiene-styrene (SBS), ethyl vinyl acetate
bitumen particles, which are negatively charged and (EVA) orpolyethylene (PE).
the aqueous phase is alkaline.
Bitumen, Semi-Solid — Bitumen having a
Bitumen Emulsion, Cationic — An emulsion in penetration of more than 10 at 25°C under a load
which the cation of the emulsifier is at the interface of 100gapplied for 5s and apenetration ofnot more
with the bitumen particles, which are positively than 350 at25°C under aload of 50g applied for one
charged and the aqueous phase is acidic. second.
Bitumen Emulsion, Rapid Setting —A quicksetting Bitumen, Solid — Bitumen having a penetration
emulsion used for surface treatment, penetration of not more than 10at 25”C, under a load of 100 g
macadam and tack coat. applied for 5 s.
Bitumen Emulsion, Medium Setting — A medium Bitumen, Steam Refined —Residuefrom distillation
I
breaking emulsion used for plant or road mixes with ofcrudepetroleum processed furtherwiththeinjection
tine aggregates between 5 percent and 20 percent of steamto aspecified viscosity orpenetration.
retained on 2.36 mm sieve. Used for open graded
Bitumen, Straight Run — Bitumen obtained as the
premix work and bituminous macadam.
end product or residue from refining of crude
Bitumen Emulsion, S1OWSetting —Aslowbreaking petroleum under direct distillation.
emulsion used for plant or road mixes with graded
Bitumen Primer — A cut-back bitumen product of
tine aggregates greater than 20 percent, passes a
lowviscosity that penetrates into abase/sub-base and
2.36 mm sieve and a portion of which may pass a
stabilizes loose particles upon application.
75 ~m sieve. Used in slurry seal, seal coat, soilhand
stabilization, etc. Bituminous — Containing or treated with, bitumen,
tar or other shnilar materials.
Bitumen, Fluxed — Paving bitumen, viscosity of
which isreduced byaddingasubstantiallynon-volatile c
diluent.
Carbenes — The organic components of bitumen
Bitumen, Industrial — Also known as blown or which are soluble in carbon disulphide but insoluble
oxidized bitumen used in a variety of industrial in carbon tetrachloride.
applications.
Carboids —The inorganic matter present inbitumen
Bitumen, Lake — see Asphalt, Lake. which are insoluble in carbon disulphide.
Bitumen, Liquid — Bitumen having apenetration of Carbon, Fixed —Theorganic matter ofresidual coke
more than 350 at 25°C under a load of 50 g applied obtained from heating hydrocarbon products in a
for one second. covered vessel inthe absence of oxygen.
Bitumen, Mastic — see Asphalt, Mastic. Cohesion — It is the molecular attraction of the
molecules ofthe sameproduct. In bitumen molecular
Bitumen, Macadam — An open graded mixture of
attraction isrevealed by ductility test.
high quality aggregate with designed proportion of
bitumen hot-mixed and hot-laid and rolled Creosote Oil — The oils or a blend of oil fractions
into ‘c’ most. obtained from coal tar, when distilled between
200”C and 300°C.
Bitumen, Natural or Native — seeAsphalt, Natural
or Native. Curing — The process of evaporation of the volatile
petroleum oils from bitumen incut-back bitumen.
Bitumen, Paving — Solid or semi-solid bitumens of
specified penetration used forpaving roads, airfields, D ,,!
etc.
Dielectric Strength (Electric Strength) —Ameasure
Bitumen, Rock — seeAsphalt, Rock. of the electrical insulating properties of bitumen, as
the breakdown occurs when a specified voltage is
Bitumen Rubberized — A straight run bitumen
reached, when an increasing alternating voltage is
whose characteristics have been modified by addition
applied to a sample under specified conditions. The
of crumb or natural rubber.
dielectric strength ismeasured inkV/mm anddepends
Bitumen Polymer Modified — A straight run upon the conditions of testing.
bitumen, the characteristics of which have beenIS 334:2002
Ductility — Theproperty bywhich amaterial canbe N
drawn in fine thread without breaking. For bitumen,
Newtonian Liquid — Itisa liquid in which the rate
itismeasured’bythe distance incentimetres towhich
of shear is proportional t~ the shearing stress. The
itwill elongate before breaking, when two ends of a
ratiooftheshearingstresstotherateofshearistermed
briquettespecimenofthematerialofthespecifiedform
as the viscosity of the licuid. If this ratio is not
and cross-section are pulled apart under a specified
constant, the liquid istermed as non-Newtonian.
speed and temperature.
o
Dynamic Shear Rheometer — An equipment used
to measure the dynamic properties ofbitumen under Oils — The constituent of bitumen obtained after
cyclic loading. separation of resins from maltenes.
E P
Emulsifier/Emulsifying Agent —Anadditive ofthe Penetration —Ameasure ofhardness orconsistency
anionic or cationic type to facilitate dispersion oftwo ofthe bitumen. Itisthe vertical distance traversed by
immiscible phases in fme droplets of 5 pm to 20 pm astandardneedleenteringthematerial under specified
diameter. conditions of load, time and temperature; and is
expressed in one-tenths of millirnetre.
Emulsion Breaking — The coagulation of the
dispersedmaterial inanemulsionwhereby itseparates Penetration Ratio — It is the ratio of penetration
from the aqueous part of the emulsion. at4“C,200 g,60s to penetration at25”C, 100g, 5 s.
Emulsion, Stability — The property of an emulsion It is a measure of temperature susceptibility of the
whereby itresist coagulation to causqbreaking. material.
Equiviscous Temperature (EVT) —Thetemperature Phenols — An oily constituent of coal tar, coal tar
in degrees centigrade at which time for outflow fractions or hydrogenated coal products, soluble in
of 50ml material is50 sasmeasured bythe standard aqueous caustic soda solution.
tar viscometer (STV) using 10mm cup. I
Pitch, Coal Tar —Theblack ordarkbrown, solid or
F semi-solid, fusible and agglomerative residue
remaining after partial evaporation or fractional
Fire Point — The lowest temperature at which the
distillation of coal tar.
material gets ignited and burns continuously under
specified conditions oftest. Pitch, Mastic — A well graded mixture of mineral
matter andcoaltarpitch suitably blended, cooked and
Flash Point — The lowest temperature atwhich the
laidhot manually or mechanically by suitable float.
vapour ofthe material canbeignited momentarily by
aflame under specified conditions oftest. R
Float Value — A measure of the consistency of Resins — The dark brown sticky constituent of
cut-back bitumens andisthetimeins elapsedbetween bitumen separated by absorption on Fuller’s earth,
placing a briquette bitumen in water and the water silica gel, etc, from the maltenes.
breaking through itunder specified conditions oftest
and temperature. The normal testing temperature is Residue of Specified Penetration — It is the
percentage bymassofaresidue obtained byheating a
50”C.
bituminous material to the required temperature and
Flux Oil — A substantially volatile/non-volatile having aspecified penetration value,
diluent used for reducing the viscosity ofbituminous
Road Oil — A heavy petroleum distillate usually
materials.
employed forpreparation of slow curing cutbacks.
FRASS Breaking Point —Thetemperature atwhich
Road Tar — A product obtained by blending pitch,
bitumen first becomes brittle as indicated by the
anthracene oil and creosote oil in such amanner that
appearance of cracks, when athin filmofbitumen on
it conforms to a specification which defines its
ametal plate iscooled and flexed inaccordance with
suitability for road use.
specified conditions ofthe test.
s
L
Loss on Heating — The loss in mass of water, oil Setting — A process by which a bitumen emulsion
and other constituents of bitumen when heated at a breaks-by neuhalization of charge or evaporation of
standardtemperature of 163°Cfor5hunder specified water and thereby reverting to original bitumen.
conditions oftest.
31
I
:,
Is 334:2002 i,
Softening Point — Thetemperature (in “C)atwhich Tar, Horizontal Retort — Tar obtained as a by--
astandard ball passes through asample ofbitumen in product in the carbonization of coal in a horizontal
!
amould and fallsthrough adistance of2.5 cm,when retort. i
heated under water orglycerin atspecified conditions
Tar, Low Temperature — It is obtained by low
oftest.
temperature carbonization of inferior quality coal.
Specific Gravity — The ratio of the mass of agiven Such tars are generally rich in phenolic components.
volume of amaterial to the mass of an equal volume In low temperature, inferior quality coal is heated
of water, the temperature of both being specified. to 750”Cto 1Ooo”c. ‘r,
,,
Stripping — The displacement of coated bituminous Tar, Refined — Tar obtained by direct distillation of
film from the surface of a road stone in presence of coal tar or by fluxing tar pitch with anthracene oil
water. and creosote oilto the required consistency.
T Tar,Vertical Retort—Tarobtained asabye-product
in carbonization of coal in vertical retorts.
Tack Coat — Bitumen, road tar or an emulsion
sp~yed as a thin film on a surface to achieve the Tar, Wood — Tar obtained from the destructive
adhesion with superimposed course, distillation ofwood.
Tar —Aviscousmaterialheavingadhesiveproperties, v
obtained from the destructive distillation of certain
Viscosity—Thepropertyofaliquidbywhich itresists
types of organic materials. The word ‘tar’ shall be
flow due to internal fkiction and is measured by the
preceded bythe name ofthe material from which itis
ratio of the shearing stress to the rate of shear and is
obtained, that is, coal, shale, peat, etc. Its mode of
calledtheco-eftlcient ofviscosity.
production shall also be indicated.
Viscosity, Absolute or Dynamic of a Newtonian
Tar, Coal (Crude Coai Tar) —Tar produced bythe
Liquid — It is the tangential force required to
destructive distillation of bituminous coal.
maintain a velocity between the two layers unit
Tar, Coke Oven — Tar produced asabye-product in distance apart. The CGS unit for viscosity ispoise.
acoke oven plant where coal isheated inacoke oven
Viscosity, Kinematic — The ratio of the absolute
above 1000”C.
viscosity tothedensity ofthe liquid. Itisameasure of
Tar, Emulsion —Anemulsion inwhich finedroplets the resistance to flow of a liquid under gravity. The
.----“
oftararesuspended inwaterwithasuitableemulsifier. S1unit ofkinematic viscosity ism2/sfor practical use
asubmultiple of(mm*/s)ismore convenient. The unit
Tar, Gas House — Tarproduced in retorts during
centistroke is 1mm2/sand isused customary.
production of illuminating gas ftom coal. t
w
Tar, High Temperature —Thetarobtainedasaby--
product inhigh temperature carbonintion ofcoal. In Water Content —Thequantity ofwater present ina
high temperature carbonization, coal is heated material and expressed as apercent by weight of the
above 1OOO°C. material.
4t,,
+
IS 334:2002
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Bitumen, Tar and Their Products Sectional Committee, PCD 6
Organization Representative(s)
Central Road Research Institute, New Delhi PROFP.K.SoaMR(ChuJrn&zn)
SruuSutaLBOSE(Alternate I)
DRP.K.JAM(Alternate 11)
Bharat Petroleum Corporation Limited, Mumbai SmuJ.A.JANAI
DRNOBUGEORGS(Alternate)
Budding Materials andTechnology Promotion Council, New Delhi SssruR K.Cl?UY
SmuB.ANUKUMAR(Ahvnate)
Central Public Works Deparbnen~ New Delhi sumammmwEtwmmR
TNEExscwnvz Erwmwm(Alfernute)
Central Fuel Resemch Institute, Dhanbad DRSHRMATIAB.NATrAWYA
SriruU.BNATTAmYA (Alrernufe)
Cochin Refineries Limited, Cochin Smuv.PArLY
SmuR.VStWJOOPA(ALlternate)
DrUppal’s Testing andAnalytical Laboratory, Ghaziabad SmuRS.SNLKLA
Durgapur Projects Limited, Durgapur DRH.S.SARKAR
Directorate General ofSupplies andDisposrds, New Delhi
Dkectorate General ofBorder Roads, New Delhi sHisU.s.PORWAL
SmuA.K.GUPTA(Alternate)
Engineer-in-Chiefs Branch, Army HeadQuarters, New Delhi COLV.K.P.SrNGH
LT-COL R.S.BHANWAL(AAlternate)
Highway Resemch Station, Chemai
- -OR (Alternate)
HindustrrrrPetroleum Corporation Limited, Mumbai SIUUS.K.BHATNAGAR
SmuA.S.psw~(~bnute)
SSUUPI.wFNmAN
Hhrdustan Colas Limited, Mumbai
SmrH.PADMANALU(SAfAteNrrrure)
Indian Institute ofPetroleum, Dehmdun .%R1u.c. GUPTA
SmuMOHDANWAR(Akrnde)
Indian 0]1Corporation Limited (Marketing Division), Mumbai SmuR.S.SrWDIA
SSDUPREMKuMAR(A/temute)
Indian 011Corporation Limited [(R&D) Centre], Faridabad SW B.R ‘fVAGI
SmuM.P.KAU (Altemafe)
Indian 011Corporation (R&P), New Delhi SmuU.K.BASU
SmuS.K.PRASA(OAJtemafe)
Indian Roads Congress, New Delhi SmuK.B.RAJORL4
SNRSA.V.SrNFM(Altemafe)
Lloyd Insulations (India)Limited, New Delhi SmuMonrrKnANNA
SNRSK.K.MrTM(A@nu/e)
Ministry ofSurface Transport (Department ofSurface Transport), New Delhi SHSUC:C.BHATIMWRYA
WattS.P.SrNar(Abwde)
Ministry ofDefence (DGQA), New Delhi SmuK.H.GANDra
SmuA.K.SrNHA(Aftemute)
Madras Refinery Limited, Chennai SMUM.S.SHAYAMSUNDSX
SmuB.S.aMM(Afternute)
National Test House, Kolkata StDUA.K.@MUMBORN
SHRIS.K.AGARwAL(A&nate)
National Building Organization, New Delhi SmrrA.K.LAL
SmuA.G.EMONGAD(SAlternate)
Public Works Department Government ofWestBengal, Kolkata SNSUAMITAVACW4~
SmulL+BSNDRANATNBA(SAUl&mUtS)
Public Works Department, Mumbai SmuBoRaV. B.
Public Works DepmtrnenG UttarPradesh SHRIV.P.BANSAL
LhtG.P.S.CHAUNAN(Alternate)
(Continued onpage 6)Is 334:2002
(Continuedfrom page 5)
Organization Representative(s)
Public Works Department, Tamil Nadu SW N. DAYANANOAN
SmoP.JAYARAMAN(Alternate)
Regional Research Laboratory, Jorhat DRR.C. BARUAH
STPLimited. Kolkata Sm T.K.ROY
StauS.BHANOSEKHAR(Akerrru[e)
University of Roorkee, Roorkee PROFH,C.MEHNDIRATTA
BISDirectorate General Sm ANJANIL+& Director& Head (PCD)
~epresenting Director General (Ek-o~cio)]
Member-$ecretary
SrrroT.K.wuvm+m
Joint Director (PCD), BIS
1
..
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Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
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!
t
This Indian Standard has been developed from Doc :No. PCD 6(1340).
I
1.
Amendments Issued Since Publication
Amend No. Dateof Issue TextAffected
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12200r.pdf
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IS : 12200 - 1987
UDC 627’01*078’3*OW9( 50 26 ) ( First Reprint OCTOBER 1993 1, ( Reaffirmed 1991)
hdian Standard
.
CODE OF PRACTICE FOR
PROVISION OF WATERSTOPS AT TRANSVERSE CONTRACTION
JOINTS IN MASONRY AND CONCRETE DAMS
0. Foreword
0.1 This Indian Standard was adopted by the Bureau of Indian Standards on 30 October 1987, after
the draft finalized by the Dams ( Overflow and Non-overflow ) Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 The opening of the contraction joints provides passages through the dam which unless sealed,
would permit the leakage of water from the reservoir to the downstream face. To stop this leakage,
waterstops consisting of metal strips, asphalt, rubber or PVC should be installed in the joints
adjacent to the upstream face.
0.3 For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test, shall be rounded off in
accordance with IS : 2 - 1960*. The number of sionificant places retained in the rounded off
value should be the same as that of the specified v&e in this standard.
1. scope
1.1 This standard deals with provision of waterstops across ungrouted transverse contraction
joints In masonry and concrete dams.
2. Types of Waterstops
2.1 The following types of waterstops are generally used:
a) Metal waterstops,
b) Rubber waterstops, and
c) PVC waterstops.
2.2 Asphalt waterstops are used as secondary waterstops to those listed,in 2.1.
3. Metal Waterstops
3.1 Types - The following two types of metal waterstops are normally used:
a) Copper waterstops, and
b) Stainless steel waterstops.
3.1.1 Copper waterstops
3.1.1.1 Material - The waterstops shall be made out of strips of minimum thickness la5 mm
conforming to IS : 1972 - 19777.
3.1 .I .2 Shape and dimensions - The following two shapes are generally used:
a) Z shape, and
b) M shape.
The details of thair shapes and dimensions are given in Fig. 1 (a) and 1 (b).
3.1.2 Stain/es steel waterstops
3.1.2.1 Material - The waterstops shall be made out of strip 1.5 mm thick conforming to
IS : 6911 - 1972x.
*Rules for rounding off numerical valuee ( revised ).
tSgecification for copper plate, sheet and strip for industrial purpose ( Prstrevision ).
$Specification for stainless steel plate sheet and strip.
Adopted 30 October 1987 @ February 1988, BIS Gr 4
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llC1002IS:12200- 1987
3.1.2.2 Shape and dimensions - The shapes and dimensions of stainless steel waterstops are
the same as given in 3.1.1.2 [ (Fig. 1 (a) and 1 (b) 1.
4. Rubber Waterstops
4.1 Material -* The waterstops should be fabricated from natural rubber and shall meet the
requirements given in Table 1.
4.2 Testing Procedure - The material shall be tested in accordance with the procedure specified
in relevant parts of IS : 3400*.
4.3 Shape and Dimensions - The details of shape and dimensions of rubber waterstops are given
in Fig. 2.
=:
250 i,,, L
rl c
IA DETAILS OF Z-SHAPE 18 DETAILS OF .M-SHAPE METAL
METAL WATER STOP WATER STOP
All dlmensions In mllllmetrrs.
FIG. 1 METAL WATERSTOPS
_, 15 I 45 I L5 45
I- I
I
Note - The above are minlmum dimensions In mlllimetres.
FIG. 2 DETAILS OF RUBBR/PVC WATERSTOPS
5. PVC ( Polyvinyl Chloride ) Waterstops
5.1 Material - The waterstop should be fabricated from a plastic. compound, the basic resin Of
which shall be polyvinyl chloride. The compound shall contain any additional resins, plasticizers,
inhibitors or other materials such that when the material is compounded it shall meet the require-
ments given in Table 1.
5.2 Testing Procedure - The material shall be tested in accordance with the procedure specified
in relevant parts of IS : 85437.
5.3 Shape and Dimensions - The shape and dimensions of PVC waterstops are given In Fig. 2.
6. Asphalt Waterstops
6.1 An asphalt waterstop is constructed by forming a well of square opening across the contraction
joints and filling the opening with an asphaltic compound. The well may be fitted in advance with
a steam pipe or an electrical heat conductor for reiiquefying the asphalt.
*Methods of test for vulcanized ru$be’rs.
Wethods of testing plastics.IS:12200 - 1987
TABLE 1 PERFORMANCE REQUIREMENTS OF RUBBER/PVC WATERSTOPS
(Clauses 4.1 and 6.1 )
Chardctrrlrtlc Unit VdIlO
2.
0 Tensile strength N/mm’ it-0, Mln
ii) Ultimate elongation % 399, Min
Iii) fear resistance N/mm’ 4’9, Min
iv) Stiffness in flexure N/mms 2.46, Mln
v) Accelerated extraction
a) Tenslb #trOnQth N/mm’ 105, Mln
b) Ultin8te elon98tion % 269, Min
vi) Effict of alkali : 7 days
a) Weight increase % * 0’10, Max
d) Welght decrease % 0’10, Max
c) Hardnrsa change Point *g
vii) Effect of alkali : 28 days
a) WelQht Increase % 0’40, Max
b) WeiQht decrease % p’s0, Max
c) Dimension chan9e % fl
*
I___A ~---____ 1 a.
__-___~clcr-,
/g i0-R STEEL I
@ 10 MS/B-TOR STEEL 500 LONG,HOOKED’
AT ONE END AND BRAZED TO SEALING I* FOR MASONRY DAMS ONLY
STRIP @ 1 rn c/c NO SUCH BLOCKOUT IS
REQUIRED FOR CONCRETE
DAMS
4
Z/t4 TYPE COPPER OR
;;TEy SEALING STRIP 1.5 mm
. 600 I
+200 FORMED TRAP DRAIN
r
All dlmensions in mlllimetres.
FIG. 3 SECTIONAL PLAN AT CONTRACTION JOINT c DOWEL BARB BETWEEN C~NCBETE/MAB~NRY
FACE OF THE BLOCKOUT NOT SHOWN (See Clause 7.3) ]
3Is : 12200 - 1987
6.2 Recommended specifications of asphalt are given below:
a) Oensity 1015 - t065 kg/m8
b) Penetration at 25°C 200 - 300
c) Softening point 80 - 90°C
(Ring and bail test )
d) Brittleness test on 22 mma specimen, at 5”C, 997 kg.m
energy absorbed
6.3 Shape and Dimensions - The location, shape and dimensions of asphalt waterstop generally
followed are given in Fig. 3.
7. Installation of Waterstops
7.1 The metal waterstops shall be erected in place with the help of anchor rods.
7.2 In the caseof masonry dams, the surfaceadjacent to the blockouts ( shown by dotted lines
in Fig. 3 ) shall be irregular and the joints in the masonry shall be raked out when mortar is green,
with some stone protruding beyond dotted lines regularly in both directions. No such blockouts
shall be provided in concrete dams where concreting on either side of the water seals is done
along with the concreting of the rest of the concreting block.
7.3 25 mm dia dowel bars, 1 500 mm long ( 500 mm in concrete and 1 000 mm in masonry ) 500 mm
c/c in both directions shall be provided at the concrete/masonry interface of the biockout in case
of a masonry dam to prevent shrinkage crack at the interface.
7.4 The biockout may be concreted in lifts not more than 1.5 m. Minimum grade of concrete to be
used in the biockout shall be M 20 ( see IS : 456 - 1978* ).
7.5 The blockout of one block may be concreted first and the joint face given a coat of coaltar
black paint conforming to IS : 290 - 196lt and then only the blockout of the second block should
be concreted so as to have a clear contraction joint.
7.6 Typical details of waterstop arrangement ( at contraction joints between two monoliths of a
dam ) near the top Of a non-overflow section are shown in Fig. 4, near the crest of an overflow
section in Fig. 5 and near the bottom of the dam in Fig. 6.
TOP OF DAM
U/S FACE
OF DAM
125x125 FORMED
HOLE FILLED
WITH ASPHALT
-PVC/RUBBER
WATER STOP
‘Z’TYPE
COPPER/
MONEL STRIP
912 ASPHALT HEATING1 \. 9 200 TRAP DRAIN
All dimensions in millimettes.
FIG. 4 TYPICAL WATERSTOP DETAILS NEAR THE TOP OF NON-OVERFLOW
SECTION OF DAM
*Code of practice for plain and reinforced concrete ( third revision ).
tSpecificatlon for coaltar black paint ( revised ).
4. DETAIL ‘6’
.
,-METAL SEALING STRIP
DETAIL ‘A’
RUB EER/PVC WATER
STOP
If I V A Y I
CREST PROFILE
f
AXIS OF .DAM
2503250 STEEL PLATE
u/S FACE WELDED TO 9 200
OF DAM- STEEL PIPE
* fwc /RUBBER
4~ WATER STOP
+20o TRAP DRAIN
912 ASPHALT HEATING
rPIPES CONNECTED TO
GALLERY
J
-_ _-z
F-E-L
125x125 FORMED
HOLE FILLED
WITH ASPHALT -
DETAIL ‘6’
t
A. I
k’12 ASPHALT HEATING PIPES
All dimensions in millimetres.
F16.5 TYPICAL WATEFSTOP DETAILS NEAR THE CREST OF OVERFLOW SECTION
5IS:12200- 1887
7.7 Rubber/PVC waterstops shall be provided around galleriesladits at the contraction joint
between two monoliths of a dam as shown in Fig. 7.
8. Jointing .
8.1 Rubber/PVC waterstops shall be jointed in straight reaches only.
125 x125 FORMED HOLE
F ILLEO WITH ASPHALT -
\
U/S FACE
OF DAM+
L r 9 200 STEEL PIPE
-
CONNECTED TO
.
‘2’ FOUNDATION
TYPE
GALLERY DRAIN
COPPER/MONEI
J=
STRIP -
T
0 1’
c -9200 TRAP
ORAIN
*
T-
-PVC /RUBBER
WATER STOP
1000
L
ACCEPTABLE
DAM FOUNDATION
1; ,200 L-d 12 jSPHA;:p:;ATING
All dimensions in millimetres.
FIG. 6 TYPICAL WATERSTOP DETAILS NEAR BOTTOM OF DAM
8.2 Jointing in copper/stainless water seals shall be by careful brazing/welding respectively SO
as to form a continuous water-tight diaphragm./RUBBER/PVC WATER STOP
-
A
!
500
GALLERY/A011
All dlmenrionr in mlllimrtror.
FIG. 7 RUBBER/PVC WATERSTOP AROUND GALLERY/ADIT AT CONTRACTION JOINTS
7
Reprography Unit, BIS, New Delhi, India
|
1122.pdf
|
METHOD OF TEST FO-R
I
DETERMINATION OF TRUE SPECIFIC’ GRAVITY :
OF NATURAL BUILDING STONES
( First Revision)
Third Reprint APRIL 1988
UDC 691.21:531.75
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 February 1975
- .
,+
c.;! ‘* .I : . f ‘: , : /
_: 2, ;.Is t 1122- I974
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF TRUE SPECIFIC GRAVITY
OF NATURAL BUILDING STONES
( First Revision)
f3ton.aS ectionaCl ommitteeB, DC 6
Chairman Re@reseating
SEW C. B. L. MATHUR public Works Departmeat, Government of
Rajasthan, Jaipur
iUembers
SHBI ‘K. K. AaabwbLb Builderr’ Association of India, Bombay
SriarK.K. MbDJiOK (~hnak)
SHFCIT . N. BEARoAVA Mini&y of Shippin & Transport ( Roads Wing )
CErElr AnClirrECT Central Public Wor !s De partment, New Delhi
LbLa G. C. DAS National Teat House, Ca cutta
SEXI P. R. DAE ( Aksrmatc )
DEPUTY DZRECTO~ ( Rasroaaorr ) Public Works” Department, Government of
Uttar Pradesh, Lucknow
DEPUTY DIRECTOR ( RESEAIWH ), public Works Department, Government of Oriaaa,
CowTao~ 83 R%SEAR~SI Bhuvaneshwar
LABORATOEY
Da M. P. Dara CenE;lhToad Research Xnstitute ( CSIR ) , New
SHBI R. L. NANDb ( Altemats )
UIRBCTOB Engineering Research Institute, Baroda
D~~E~TOB ( CSMRS ) Central Water ik Power Commission, New Delhi
DEPUTY Dmmxoa ( CSMRS ) ( A¬e )
DIBECTOR, MERI Building ik Communication Department,
Government of Maharashtra, Bombay
RE~EARCI OPFICEB, MBRI (Alternate)
SERI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATEAK ( Alternate)
DR hJBbL ALI Engineering Research Laboratory, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LINaAld ( Alternate )
I Continued on baoe 2 f
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 meanr except with written permission of the
publisher ahall be deemed to be an infringement of copyright under the aaid Act.( Confind from flop 1 )
Members Representing
SRRI D. G. KADRADE Hindustan Construction Co Ltd, Bombay
SERI V. B. DESAI ( Alter&e )
Snnx T. R. MEHANDRU Institution of Engineers ( Inqia ), Calcutta
SnRI PREX SWARUP Department of Geology & Mming, Government of
Uttar Pradesh, Lucknow
SJ~RIA . K. A~A~WAL ( Alternate)
DH A. V. R. RAO National Buildings Organization, New Delhi
DEPLTTP DIRECTOR ( MATERIALS ) ( Alfcrnute )
SHRJ M. L. ShTHI Department of Geology and Mining, Government
of Rajasthan, Jaipur
SRRI Y. N. DAVE ( Alternafe )
DR B. N. SINHA Geological Survey of India, Calcutta
SUPERINTENDINO E N o I NE E R Public Works Department, Government of Mysore,
,&.;.;c3;,“,;~INE WOBKa ) Bangalore
E N o I N E E R Public Works Department, Government of Tamil
( DESIGN ) Nadu, Madras
DEPUTY CEIEF ENaxNEER ( 1 8c D ) ( Alternate )
SVPERINTENDIN~ E N o I N E E K Public Works De artinent, Government of Andhra
( DESIGN ) Pradesh, Hy f erabad
SUPERINTENDINO E N c I N E E R Public Works Department, Government of West
( PLANNING CIRCLE ) Bengal, Calcutta
S~~PERINTENDIN~ SURVEYOR OF Public Works Department, Government of
WORKS Himachal Pradesh, Simla
SURI M. V. YOGI Engineer-in-Chief’s Branch ( Ministry of Defence )
SHRI J. K. CHARAN ( Mertrate )
Smtr D. AJITHA SIXHA, Director General, BIS( EL-oficio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Bngg ), BIS
2fS:1122-EmI
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF TRUE SPECIFIC GRAVITY
OF NATURAL BUILDING STONES
( First Revision)
0. FOREWORD
0.1T his Indian Standard ( First Revision) was adopted by the Indian
Standards Institution on 8 October 1974, after the draft finalized by .the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Building stones are available in large quantity in various parts of the
country and to choose and utilize them for their satisfactory performance it
is necessary to know the various strength properties determined according to
standard procedure. This standard had, therefore, been formulated to cover
the standard method for determining the specific gravity, apparent and true
porosity of various stones. This standard was first published in 1957 and is
being revised based on the actual use of the standard in the past 17 years and
the experience gained in testing of building stones for these properties in the
various research laboratories of this country. In this revision only the property
of true specific gravity has been covered as apparent specific gravity and true
porosity have been covered in IS : 1124-1974*. It is further clarified that
the property of true specific gravity is generally not used for selecting stones
for construction purposes and for this generally apparent specific gravity as
covered in IS : 1124-1974* is followed. However, for research work and
also for certain specialized river valley projects where it is important to know
the total porosity of stone, this property may be needed and hence it has
been retained in this revision.
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.
*Method of test for determination of water absorption, apparent specific gravity and
porosity of natural building stones (jirst reuision ).
IRules for rounding off numerical values ( w&cd ).
3IS 8 1122 - 1974
1. SCOPE
1.1 This standard lays down the procedure for determining true specific
gravity of natural building stones used for constructional purposes.
2. SELECTION OF SAMPLE
2.1 The sample shall be selected to represent a true average of the type of
grade of stone under consideration.
2.2 The sample shall be selected from the quarried stone or taken from the
natural rock, as described in 2.2.1 and 2.2.2 and shall be of adequate size to
permit the preparation of the requisite number of test pieces.
2.2.1 Stones from Ledges or Quarries -The ledge or quarry face of the
stone shall be inspected to determine any variation in different strata,
Differences in colour, texture and structure shall be observed. Separate
samples of stone weighing at least 25 kg each of the unweathered specimens
shall be obtained from all strata that appear to vary in colour, texture and
structure. Pieces that have been damaged by blasting, driving wedges,
heating, etc, shall not be included in the sample.
2.2.2 Field Stone and Boulders - A detailed inspection of stone and boulders
over the area shall be made where the supply is to be obtained, The
different kinds of stone and their condition at various quarry sites shall be
recorded. Separate samples for each class of stone that would be considered
for use in construction as indicated by visual inspection shall be selected.
2.3 When perceptible variations occur in the quality of rock, as many
samples as are necessary for determining the range in properties shall be
selected.
3. TEST SAMPLE
3.1 From the specimen as selected in 2, take 05 kg of stone. Thoroughly
wash to remove dust and other coatings from surface and dry the pieces.
Crush the pieces between hardened steel surfaces to a maximum of 3 mm
size particles, thoroughly mix and reduce to a test sample of 50 g.
3.2 The entire 50 g sample shall be ground in an agate mox&r to such
fineness that it will pass 150-micron IS Sieve. Any magnetic material
introduced in crushing or grinding shall be removed by a magnet.
4. APPARATUS
4.1 Analytical Balance and Weight
4.2 Specific Gravity Bottle - 50-ml with capillary tube stopper.
4IS : 1122 - 1974
43 Thermometer
4.4 Drying oven
4.5 Weighing Bottle and Desiccator
5. PROCEDURE
5.1 The 50 g sample shall be placed in a weighing bottle and dried to a
constant weight at 105 to 110°C and cooled in a desiccator.
5.2 The specific gravity bottle with the stopper shall be cleaned, washed
and dried to constant weight at 105 to 1 10°C and cooled in a desiccator and
weighed in an analytical balance ( Wr ).
5.2.1 The stopper of the specific gravity bottle is removed and about 15 g
of the dried stone powder from the weighing bottle is introduced in the
bottle. The specific gravity bottle is closed with the stopper and weighed
with the sample ( W, ). The stopper shall be removed again and distilled
water shall be poured to fill the bottle to about three-fourths of its volume.
Entrapped air shall be removed by boiling gently the contents of the bottle
for at least 10 minutes while occasionally rolling the bottle to assist in
the removal of the air. The bottle shall then be cooled to room temperature
and then filled fully with distilled water, stoppered and then outside of the
bottle cleaned and dried with a clean dry cloth. The bottle with its stopper
and contents shall then be weighed ( Ws ) . The specific gravity bottle shall
then be emptied, cleaned and washed. It shall then be filled fully with
distilled water, stoppered and weighed at room temperature ( Wa ). The
room temperature ( t ) during the test shall be recorded from the
thermometer.
6. EVALUATION AND REPORTING
6.1 The true specific gravity shall be calculated from the following formula:
w, - WI
True specific gravity at PC = -
(w4-w,>-(u’s-w,>
where
t = room temperature;
WB - weight in g of the bottle with stopper and powder;
WI = weight in g of the empty specific gravity bottle with stopper;
w4 ’ = weight in g of the bottle with stopper filled with distilled
water at room temperature; and
W3 = weight in g of the bottle with stopper, powder and distilled
water to fill rest of the bottle at room temperature.
6.2 The true specific gravity shall be expressed as a numerical value and
shah be based on average of three determinations.
6.3 Identification of the sample, date when sample was taken and type of
stone shall be reported.
.
5.
BUREAU 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
CHANDIGARH 160036 { 31641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
41 25 19
{ 41 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg. Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29, R. G. Barua Road,
5th Byelane, GUWAHATI 781003
5-8-56C L N. Gupta Marg. (Nampally Station Road), 22 10 83
HY D ERABAD 5obool
Rt4 Yudhister Marg, C Scheme, JAIPUR 302005 6 34 71
6 98 32
117/418B Sarvodaya Nagar, KANPUR 208005 21 68 76
{ 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambarr. Grant Road, 89 66 28
Bombay 400007
tSaler Office in Calcutta is at 6 Chowrin9hrr Approach. P. 0. Princrp 27 68 00
Street. Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
228_22.pdf
|
IS 228( Part 22 ) :2003
mT22mfh=mmn wfhR-lma~*4wm
(m#Fi=romfh$hf@irh5$0m)
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 22 DETERMINATION OF TOTAL HYDROGEN IN STEEL BY THERMAL
CONDUCTIVITY METHOD ( HYDROGEN 0.1 ppm TO 50 ppm )
lCS 77.080.20
0 BIS 2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2003 Price Group 1Methods of Chemical Analysis of Ferrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard ( Part 22 ) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Methods of Chemical Analysis of Ferrous Metals Sectional Committee had been approved by the Metallurgical
Engineering Division Council.
IS228, which was first published in 1952 and subsequently revised in 1959, covered the chemical analysis of plain
carbon and low alloy steels, alongwith pig iron and cast iron. It was revised again to make it comprehensive in
respect of steel analysis and to exclude pig iron and cast iron which were being covered in separate standards.
During its second revision the standard has been split up in several parts.
This part covers the method for determination of total hydrogen in steel by thermal conductivity method. The
other parts of this series are:
(Partl ): 1987 Determination of carbon by volumetric method ( for carbon 50 percent ) ( third
revision )
(Part 2): 1987 Determination of manganese in plain carbon and low alloy steels by arsenite method
( third revision )
(Part 3): 1987 Determination of phosphorus by alkali-metric method (third revision )
(Part 4): 1987 Determination of total carbon by gravimetric method (for carbon greater than or equal
to 0.1 percent ) (third revision )
(Part 5):1987 Determination of nickel by dimethyl glyoxime (gravimetric )method (for nickel greater
than or equal to 0.1 percent ) ( third revision )
(Part 6): 1987 Determination of chromium by persulphate oxidation method (for chromium greater than
or equal to 0.1 percent ) (third revision )
(Part 7): 1990 Determinant ion of molybdenum by alphabenzoinoxime method (for molybdenum greater
than 1percent ) ( third revision )
(Part 8): 1989 Determination of silicon by gravimetric method (for silicon 0.05 to 0.50 percent )(third
revision )
(Part 9): 1989 Determination of sulphur in plain carbon steels by evolution method (for sulphur 0.01
to 0.25 percent ) ( third revision )
(Part O): 1989 Determination of molybdenum by thiocyanate ( photometric ) method in low and high
alloy steels (for molybdenum 0.01 to 1.5 percent) (third revision)
(Part 1):1990 Determination of total silicon by reduced molybdosilicate spectrophotometric method
in carbon steels and low alloy steels ( for silicon 0.01 to 0.05 percent) ( third revision )
(Part 2): 1988 Determination of mangtmese by periodate spectrophotometric method in low and high
alloy steels ( for manganese 0.01 to 2.0 percent ) (third revision )
(Part 13):1982 Determination of arsenic
(Part 14):1988 Determination of carbon by thermal conductivity method ( for carbon 0.005
to 2.000 percent)
(Part 15):1992 Determination of copper by thiosulphate iodide method (for copper 0.05 to 5percent )
(Part 16):1992 Determination of tungsten by spectrophotometric method ( for tungsten O.1
to 2 percent )
( Continued on third cover)IS 228( Part 22 ): 2003
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 22 DETERMINATION OF TOTAL HYDROGEN IN STEEL BY THERMAL
CONDUCTIVITY METHOD ( HYDROGEN 0.1 ppm TO 50 ppm )
1 SCOPE 5.4 Sodium Hydroxide on Asbestos ( Commonly
known as Ascarite )
This standard ( Part 22 ) covers the determination
of total ( diffusible and residual ) hydrogen in steel 5.5 Copper Turnings
(0.1 ppmto 50 ppm ).
6 CALIBRATION
2 SAMPLING
k} &Mih-a%nrdy&’%u%ru’
2.1 The sample should be collected in a suitable 43, }. ql%yw,%wA”fc&li,-&’hm’nKmmmfL”a~k
metal sampler as prescribed by the instrument instructions laid down by the manufacturer.
manufacturer.
6.1.2 Use certified reference materials of the desired
2.2 Immerse the sampler in the molten metal for concentration range for calibration.
2 to 4s to allow the sample to be drawn into the inner
6.1.3 Weigh the sample and follow the calibration
chamber. Excessive immersion time may cause
procedure as laid down in the operation manual of
misleading results. Immersion depth mustbeaminimum
the instrument and establish the instrument response.
of51 mm into the molten metal.
6.1.4 Verify the response of the instrument by
2.3 Immediately after removing the sampler from the
analyzing a standard sample after calibration. The
molten metal, plunge the end of the sampler into cold
value should bewithin the allowable limits of certified
water. Agitate it to hasten cooling.
value of the standard. If not, repeat the calibration
3 PRINCIPLE and verification.
NOTE— Repeat the calibration when the carrier gas
In steel the total hydrogen is present in two
supply has been changed or when the system has not
forms as diffusible hydrogen and the residual
been used for long time.
hydrogen. The diffusible hydrogen is the hydrogen
which diffuses out during the solidification of the 6.2 Calibration by Gas Dosing
sample. This is contained within the sample tube.
Some instruments have provision for calibration
During the analysis for the diffusible hydrogen,
by hydrogen gas dosing. Follow the procedure
the sample tube is pierced and the diffused
suggested by the manufacturer of the instrument for
hydrogen is swept out with nitrogen and measured.
calibration by analyzing acertified reference standard
The residual hydrogen is the hydrogen which is
sample.
remaining after the solidification of sample. This
hydrogen is released by heating the sample in a 7 ANALYSIS
nitrogen atmosphere. Carbon dioxide and moisture
7.1 Analyze the samples collected using the
released along with hydrogen are removed by
patented sampler for diffusible and residual hydrogen
suitable absorbent. Hydrogen is then measured by
content.
thermal conductivity method.
7.2 Diffusible Hydrogen
4 APPARATUS
7.2.1 Insert the sample tube into the pierc~ng unit
Any commercial analyzer can be used consisting of
of the instrument. The analysis cycle starts
essentially furnace and a measurement unit.
automatically. The diffused hydrogen contained in
the sample tube is carried by the carrier gas to the
5 REAGENTS
detector and displayed as diffused hydrogen.
5.1 Nitrogen Gas (Above 99.99 Percent Purity)
7.3 Residual Hydrogen
5.2 Hydrogen Gas (Above 99.99 Percent Purity)
7.3.1 After the completion ofthe diffusible hydrogen
5.3 Anhydrous Magnesium Perchlorate (Commonly analysis, take out the sample tube from the piercing
known asAnhydrone ) unit and cut it to get out the pin sample, followingIS 228( Part 22 ) :2003
the manufacturer’s recommendations. start the analysis. The sample isheated to atemperature
of 1000”C to 1050”C ‘and the residual hydrogen
NOTE —Theresidual hydrogen isdetermined byheating
liberated is carried by the carrier gas and measured.
the samole in a furnace in nitrozen atmosr)here. The
furnace;ormally isatubularfurnac; capableif generating
atemperature of 11OO°C.Itshallbeprovidedwithproper 8 REPRODUCIBILITY
temperature measurement and control devices.
7.3.2 Weigh the pin sample and enter the weight in The reproducibility/precision of,analysis should be
the system. Put the sample in the reaction tube and within * 10percent.
2( Continuedfrom second cover)
(Part 17):1998 Determination of nitrogen by thermal conductivity method
(Part 18):1998 Determination of oxygen by instrumental method
(Part 19):1998 Determination of nitrogen by steam distillation
(Part 20):1987 Determination of carbon and sulphur by infra-red absorption method
(Part21 ): 1987 Determination of copper by spectrometric method ( for copper 0.02 to 0.5 percent )
( third revision)
(Part 23 ): 2003 Determination of nitrogen in steel by optical emission spectrometer (nitrogen 0.002 to
1.0 percent )
(Part 24 ): 2003 Determination of nitrogen in steel by inert gas fusion — Thermal conductivity method
(nitrogen 0.001 to 0.2 percent)
In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or
calculated, isto be rounded off, it shall be done in accordance with IS 2: 1960 ‘Rules for rounding off numerical
values (revised )’.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright ofall itspublications. No part ofthese publications maybe reproduced inany form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; ifthe review indicates that changes are needed, it istaken 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. MTD 2(4270 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9“Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 23230131,23233375,2323 9402 (Common to all offices)
Regional Offices: Telephone
Central: Manak Bhavan, 9 Bahadur Shah Zafar Marg 23237617
NEW DELHI 110002 { 23233841
Eastern: 1/14 C. 1.T. Scheme VII M, V. I.P. Road, Kankurgachi 23378499,23378561
KOLKATA 700054 { 23378626,23379120
Northern: SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 609285
Southern: C. 1.T. Campus, IV Cross Road, CHENNAI 600113 22541216,22541442
{ 22542519,22542315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 28329295,28327858
MUMBAI 400093 { 28327891,28327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGp~. NALAG~. pATNA. pUNE. RAJKOT. THIRWANANTHAPURAM.
VISAKHAPATNAM.
PrintedatNew IndiaPrintingPress, Khurjq India
|
1200_14.pdf
|
IS : 1200 ( Part 14 ) - 1984
( Rcallirmed 1994 )
hdiun Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART 14 GLAZING
Third Revision
f
Second Reprint AUGUST 1997
UDC! 69.003.12:698.3
@ Copyright 1985
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 February 1985IS t 1200 ( Part 14 ) - 1984
(RenWmed1991)
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART 14 GLAZING
( Third Revision-)
Method of Measurement o Works of Civil Engineering
( Excluding River Val f ey Projects >, BDC 44
Chairman Representing
SHRI A. C. PANCHDHARI Central Vigilance Commission, New Delhi
Members
ADHISHASI ABAYANTA ( PARSHIKSAN) Public Works Department, Lucknow
DEPUTY DIRECTOR ( GAWESHAN) ( Alrernate )
SHRI B. G. AHUJA Builders Association of India, Bombay
SHRI K. D. ARCOT Engineers India Limited, New Delhi
SHUI T. V. SJTARAM ( Alternate )
SHRI N. K. AROMA Bhakra Management Board, Nangal Township,
Chadigarh
SHRI R. M. JOLLY ( Alternate )
SHRI G. B. BAJAJ Bombay Port Trust, Bombay
~HRI P. BANEHJEB Ministry of Shipping and Transport ( Roads
Wing )
SHR~ R. G. T~AWANI ( Alternate )
SHRJ G. K. DESHPANDE Publia Works Department, Bombay
DIRECTOR ( IRI ) Irrigation Department, Government of Uttar
Pradesh, Lucknow
DIRECTOR ( RATES AND COSTS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR (RATES
AND COSTS) (Alternate)
SHRI P. N. GADI Institution of Surveyors, New Delhi
SHRI D. S. TAMBANKAR ( Alternate )
SHRI P. S. HARI RAO Hin2esEtay Construction Company Limited,
SHRI N. M. DA~TANE( Alternate)
SHRIG.B. JAHAGIRDAR The National Industrial Development Corpora-
tion Limited, New Delhi
( Continued on page 2 )
@ Copytight 1985
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Acr ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publirher shall be deemed to be an infringement of copyright under the said Act.AS : 12QO( Part 14 ) - 1984
( Continuedfrom page 1 )
Members Representing
JOINTD IRECTORC D ) National Buildings Organization, New De!h!
SHRI A. K. LAL ( Alternate )
SHRI ASHIT RANJAN KAR Calcutta Port Trust, Calcutta
SHRIS.K. LAHA Institution of Engineers ( India ), Calcutta
SHRI K. K. MADHOK MES Builders Association of India ( Regd ),
New Delhi
6r-fti.R. K. BAHL (Alternate )
SHRI DAITA S. MALIK Indian Institute of Architects, Bombay
\
PROF M. K. GODBOLE ( Alternare)
SHRX R. S. MURTHY Gammon India Limited, Bombay
SHRIH . D. MATANGE ( Alternate )
SHRI C. B. PATBL M. N. Dastur and Company Private Limited,
Calcutta
SHRI B. C. PATEL( AZternate )
SHRIK . A. PATNAXK Bureau of Public Enterprises, New Delhi
SHRI V. G. PATWARDHAN Ministry of Defence
SHRI C. G. KARMARKAR ( Alternate )
DR R. B. SINGH Banaras Hindu University, Banaras
SHRI R. A. SUBRAMANIAM Hindustan Steel Works Construction Limited,
Calcutta
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
SHRI G. RAMAN, Director General, Is1 ( Ex-officio Member )
Director ( CIV Engg )
Secretary
SHRI K. M. MATHUR
Senior Deputy Director ( Civ Engg ),
2?S : 1200 (Part 14 ) - 19SJ
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART 14 GLAZING
( Third Revision )
0. F 0.1~ E W 0 R D
n * -h-t_:_*_ A:_._ F,__>__., , n__&1 ” \ I v-,.’ 3 l-3 -z-‘-._ \ .~ _>- ~_ 3 I.- .,
v.1 11115~ IIUIZrI>I ~iluuaicfl r art 14 I \ 1 nlru nevlsnon 1 was auoprea oy rnC
Indian Standards Institurio.1 on 12 December 1981, after the draft finalized
by the Method of Measurement of Works of Civil Engineering ( Excludimr
River Valley Projecis 1 Sectional Committee had been approved by the Civs
Engineering Division Council.
0.2 Measurement occupies a very important place in the planning and
execution of any civil engineering work from the time of first estimates io
the final completion and settlement of payments of the projtct. The
methods followed for the measureme:lt are not uniform, and considerable
.._
dtnerences exist between the practices foiiowcd by one construction agency
and another and also between various Central and State Government
departments. While it is recognized that each system of measurement has
to be specifically related to the administrative and financial organizations
within the department responsible for the work, a unification of the
various systems at the technical level has been accepted as very desirable,
specially as it permits a wider circle of operation for civil engineering
contractors and eliminate ambiguities and misunderstandings arising out
of inadequate understanding of the various systems followed.
0.3 Among the various civil engineering items, measurement of building
had been the first to be taken up for standardization and a consolidated
standard ( IS : 1200 j, having provisions relating to building works, was firat
published in 1958 and subsequently revised in 1964 and 1970.
0.4 In the course of usage of this standard by various constructiocr
agencies in the country, several clarifications and suggestions for modifica-
rL:,,.“,,, ,s .w_.c,;.,.I.^; ,,-c-;,L.:c..,.“1c ;u and as a iesult of st.tdy, AL.. P~~c:~-irl 0-&-:*L”-
Lilt; 3ecL‘“llal L”IIIIIILLLCL
responsible for the preparation of this standard decided that its scope
besides being applicable to building, should be expanded so as also to
cover the method of measurement applicable to civil engineering works,
such as industrial and river va!ley project works.
3IS : 1200 (Fart 14 I- 1981
0.5 Since measurement of one type of trade is not related to that of
another one, and aiso to facilitate the second revision of IS : 1200 - 1964*,
the Sectional Committee decided that each type of trade as given in IS:
1200-I 964* be issued separately as difl’crent parts. This will also be helpful
to the specific users in various trades in using the standard.
0.5.1 This part 14 covering glazing was, therefore, issued as a separate
standard for the first time in 1970 and has now been revised in order
to keep the provisions in line with the latest practice.
0.6 For the purpose of decid;ng whether a particular requirement of this
standard is complied with the tinal value, observed or calculated, express-
ing the result of a measLI<ement, shall be rounded ofT in accordance with
1s : 2-1960t 7‘he number of significant places retained in the rounded off
va!ue should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard ( Part 14 1 covers the method of measurement of glazing
n buildings and civil engineering works.
2. GENERAL RULES
2.1 Clubbing of Items - Ttems may be clubbed together provided these are
on the basis of the detailed dcsc tion of items stated in this standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall be
consistent and generally in the sequence of length, breadth or width and
eight or depth of thickness.
2.3 Description of Items - 7 he description of each item shall, unless
stated otherwise, be held to include, where neecessary, conveyance and
elivery, handling, loading, unloading, storing and waste.
1
2.4 Measurements - All works shall be measured net in decimal system, as
fixed in its place as given in 2.4.1 and 2.4.2.
2.4.1 Dimensions shall be measured to the nearest 0’01 m.
2.4.2 Areas shall be worked out to the nearest 0’01 m’.
2.5 Bills of Quantities - The bills of quantities shall fully describe the
*Method of measurement of’building and civil engineering works (revised).
tRules for rounding off numerical values ( revised ).
4L _---_.-. .. __.-
I_--_I--~
IS : 1200 ( Part 14 ) - 1984
materials and workmanship, and accurately represent the work to be
executed.
2.6 The various kinds of sheets for glazing like glass and other materials
shall be described and shall be measured separately. In the case of wired
glass design or pattern of reinforcement shall be described and in case of
frosted glass it shall be stated whether it is on one or both sides.
2.7 Work in wood, metal concrete and the like shall be measured
separately.
2.8 The method of glazing shall be described and measured separately
under the following classification. The type and putty shall also be
described:
a) Front and back putty and sprigged or fixed with glazing pins,
b) Bedded in putty and fixed with beads, and
c) Bedded in rubber or velvet and fixed with beads (wherever
required).
3. METHOD OF MEASUREMENT
3.1 Work shall be measured in square metres stating the thickness.
3.1.1 The dimensions of each pane shall be clear dimensions of opening
plus width of rebates of structural member of window/door. The pane
other than rectanguiar or square shaii be measured as the smaliest rectan-
gular area from which pane can be cut. Straight cutting shall be deemed
to be included in the item.
3.2 Circular cutting shall be measured as extra in running metres. The
term circular shall be deemed to include any form of curve.
3.3 Glass and sheet louvres shall be described and enumerated.
3.4 Hacking-out old broken glass and preparing for new glass shall be
measured in square metres.
3.5 Holes drilled in work shall be enumerated stating diameter of the hole,
type and thickness of the glass/sheet and size of the pane.
3.6 Grinding, polishing and rounding off edges of glass or glazing sheet
shall be described and measured in running metres.
5
i’
.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 Officesj
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 3237617
*Eastern : l/l 4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9, Behind Maroi Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
$Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Bu,ildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
3cI a_ v. ,. t: r* ,. .: ~ ~“_ lI- ,_ pI ,_ a. x_ , .I. ,I.D,-. Tu . I. no_u_a_ol , *“lnlnn_L)ll~~~rr>hn~vrr .rrrC\. ” I “” I 8-ii is96
5315 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 5411 37
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/l 421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 10 85
CALCUll-A 700072
$Sales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
SSales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Dee Kay Printers, New Delhi, India~.
~~
AMENDMENT NO. 1 MAY 2002
TO r
IS 1200( Part 14 ) :1984 METHOD OF MEASUREMENT
OF BUILDING AND CIVIL ENGINEERING WORKS
PART 14 GLAZING
(Third Reviswn )
( Page 5, clause 3.1.1,last sentence ] — Substitute the following for the
existing sentence:
‘Cutting to make a circumscribing rectangle shall be deemed to be included in
theitem.’
(Page 5,clause 3.2) — Substitute the following for theexisting clause:
‘3.2 Cutting required for panes other than rectangular or square shall also be
deemed to be included in the item. The shape required shall be detailed in the
drawings orotherwise desired.’
(CED 44 )
Reprography UniQBIS, New Delhi, India
|
7436_1.pdf
|
Indian Standard
GUIDEFORTYPESOFMEASUREMENTSFOR
STRUCTURESINRIVERVALLEYPR~JEKTSAND
CRITBRIAFORCHOICEANDLOCATIONOF
MEASURINGINSTRUMENTS
PART 1 FOR EARTH AND ROCKFILL DAMS
First Revision )
(
UDC 627.824058
0 BJS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 19% Price Group 3Hydraulic Structures Instrumentation Sectional Committee, RVD 16
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Hydraulic Structures Instrumentation Sectional Committee had been approved by the
River Valley Division Council.
Increase in the height of structures and varied topographical conditions have focussed attention to the
study of the behaviour of structures in the construction as well as operation stage, both from the point
of view of safety and knowledge of behaviour pattern. In addition, various assumptions which are
commonly made either explicitly or implicitly in the dam design need verification.
A number of these structures in India have been located in regions of seismic activity. Hence, there is a
need to establish adequate instruments both in the structure as well as the foundation to evaluate and
understand the influence of various parameters in the structural performance.
Periodical and timely observations will provide the means of evaluating the behaviour of the structure
and, if need be, take appropriate remedial measures on the basis of observed data. It is, therefore,
imperative that adequate means should be established within the structure so that measurements of
vital significance can be made and compared with design criteria.
It is emphasized that field -measurements cannot eliminate all the uncertainties of earth and rockfill
dam design, construction and operation and they are no substitute for proper understanding of the
problems involved.
This standard was first published in. 1974. A revision of the standard has been taken up to incorporate
certain changes found necessary. in the standard in the light of comments from the users, The major
changes in this revision are inclustons m clmometers and choice of instruments to measure movements.
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 actor_
dance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant
places retained in the rounded off value should be the same as that of the specified value in this
standard.IS 7436 ( Part 1) : 1993
Indian Standard
GUIDEFORTYPESOFMEASUREM[ENTSFOR
STRUCTURESINRIVERVALLEYPROJECTSAND
CRITERIAFORCHOKEAND LOCATIONOF
MEASURINGINSTRUMENTS
PART 1 FOR EARTH AND ROCKFILL DAMS
First Revision )
( ”
1 SCOPE deformation of the upstream and downstream slopes
under~the cycles of reservoir operation~may indicate the
1.1 This standard covers the various types of measurc-
likely development of shear failure at weak points.
ments nccdcd for monitoring the behaviour of earth and
rockfill dams and provides guidelines for choice of
3.1.3 Seepage
instruments and their locations.
1.1.1 Generally the same type of instruments are Measurement of seepage through and past a dam, may
suitable for earth and rockfill dams. For the latter, indicate erosion or blocking of downstream drains and
however, graded material is used between the rockfill reliefwclls, by increase ordecrease of seepage, respec-
and the instrument so that the instrument does not get tively at constant reservoir conditions. Seepage and
damaged-by the rock pieces. erosion along the lines ofpoorcompaction and through
cracks in foundations and fills may specially be indi-
2 REF-ERENCES
cated by such measurements.
The Indian Standards listed below are necessary ad-
juncts to this standard : 3.2 Straius and Stresses
IS No. Title
Design analysis of earth and rockfill dams is based on
4967 : 1968 Recommendations for seismic in- radical simplifications of the stress pattern and the
strumentation for river valley projects shape of the rupture planes. Stress measurements,
therefore, require considerable judgement in inter-
4986 : 1983 Code of practice for installation of rain-
pretation. Accurate measurement of stress is difficult
gauge (non-recording type) and meas-
and distribution of stress in earth and rockfill dams is
urement of rain (first revision )
complex. Strains may be calculated from displace-
5225 : 1969 Spccificationforraingauge,non-record- ments or measured directly.
ill& 3.3 Dyuamic Loads (Earthquakes)
5235 : 1969 Specification for raingauge, recording
Earthquake causes sudden dynamic loading and meas-
3 TYPES OF MEASUREMENTS urement of vibrations in dams located in areas sub-
3.1 Pore Pressure, Movements and Seepage jected to seismicity is important for evolving design
criteria for such conditions.
3.1.1 Fore Pressure
3.4 Other Measurements
The measurement of pore pressure is probably the most
important and usual measurement to be made in the 3.4.1 Reservoir and Tail Wuter Level
embankments. Their measurement enables the seepage Reservoir and tail water heads being one of the prin-
pattern set up after impounding of reservoir to be cipal loading to which a structure is subjected, the
known, the danger of erosion to be estimated, at least measurement of reservoiraud tail water levels is essen-
partially, and the danger of slides in the dam and tial for interpretation and realistic asscssmcnt of the
abutments to be estimated if the relia~ble shear strength structural behaviourofthereservoirrctainingstructure.
is known. Valuable informaLion about behaviour during
3.4.2 Wave Height
construction and drawdown is obtained.
Records of wave height data along with wind velocity
3.1.2 Movements
and other pertinent data help in deciding free board
Measurement of movements is as important as the requirements more realistically.
measurement of pore pressures. Movements conform-
3.4.3 Rainfnll
ing to normal expectations are basic requirements of a
stable dam. An accurate measurement of internal and This measurement is necessary for interpretation of
external movements is of value in cohtrolling con- pore water pressure and seepage development in earth
stability. The measurement of the plastic dams.
StNdOll
1IS 7436 (Par-t 1) :1993
3.4.4 Data Aboat A4aterial Properties 5.1.1.1 Surface markers may be established on lines
parallel to the centre line of the dam at 50 to 100 m
The knowlectge of properties of materials which are
centres. The lines may be at the edge of the top width
relevant to the type of measurement are essential for
ofthe dam, at the edge of berms or atsuitable intervals
interpretation of instrument observations.
along the slope, at the toe.of the dam and at 50 m and
4 PLANNIN{; INSTRIJMENTS SYSTEM
100mfrom toe iffoundationsoil-is not firm. These may
4.1 Careful attention should bc given to planning an be provided both on upstream and downstream slopes
instrumentation system to emure that required infor- excepting Ioeations on upstream slope which retnain
mation isobtained both during construction aswellas throughout the year below Iake water.
during the life of the structure. The requirements ofthe 5.1.2 Cross-Arm Installation
system and the procedures tothe used for analyzing the
It consists of telescopic steel easing to which are
observations should be formula led in detail and selec-
attached horizontal cross-arms at predetermined verti-
tion of measuring devices and their location chosen to
cal intervals. As the soil settles, sections of casing are
meet these requirements.
dragged down and these are thus relocated intheir new
4.1.1 In genera 1,from the consideration of usefulness positions by lowering down the casing aproblem fitted
of data obtainilble, no instruments except for seepage, with retractable claws which engage the bottom ofeach
rainfall and rescrvoirwater levels are required for dams section in turn or by using an electrical probe. Cross-
up to 30 m height. Although this li~i~itmay seem arms are used in order to eliminate any possibility of
superfluous, lhe actual requircments “may be best the easing sections notsettling along with the surround-
guided by consideration of fourelation and constmction ing soil.
materia1s, the imports nce of \he structure, design
5.1.3 Hydraulic Device
methods and criteria adopted. Provision of instruments
for measuring pore pressures and movements should be Itismade from two 50-nun diameter brass pipe nipples
provided fors[ructures having greater height. Provision soldered to a common diaphragm. Pipe caps are
of instruments [or measuring strain and stress and secured at both ends of the assembly which is then
dynamic effects of earthquake may be made for afew mounted vertically on asteel base plate for anchorage
selected cases where dam heights are more and ade- inthe embankment. The diaphragm separates the upper
quate trainectstaffisavailable. Anearth or rockfiIl dam (air) chamberfrom the lower (overflow) chamber and
with weak soi1sin the foundation of embankment isto encloses a plastic float valve which prevents water
bc treated asaspecial case irrespective of itsheight and from entering the air chamber during flushing of the
instruments should be provided to suit the observation lower chamber. Three 8-n~m outer diameter plastic
requirements from the points of view of safety and tubes are embedded intrenches which are exeavated to
collecting data for future similar designs. maintain continuous downward slopes to the instru-
ment terminal. The instrument terminal is equipped
4.1.2 Where dam Icngtks are more and foundation
with a pump, air compressor and high precision pres-
strata varies along the length, location of instruments
suregauges.
at two or three sertiom should bc considered.
5.1.4 Geonor Probe
4.1.3 Mcasuri ng instruments for pore water pressures
aad movemenLs should be installed in close proximity Itconsists ofathree-pronged tip connected to adouble
rod which islowered down abore hole or driven insoft
sothat analysis and interpretation of dam ismeaningful.
ground todesired depth. When the outer rod isheld and
4.1.4 Suitable access should preferably be available
the inner rod driven with hammer, the three prongs are
for taking measurements throughout the year.
forecd out inthe surrounding soil. The outer rod isthen
4.2 In..tallati(ln of instruments should be made under uncovered from, the tip and withdrawn a few ecn-
constant surveillance of a qualified responsible in- timetres. The top of the inner rod, which remains in
dividual. contact with the anchored tip is used as a reference
4.3 Instruments should be ~ui] rded against damage or point to measure the settlement of the tip. This device
destruction by construction operations. isparticularly well suited for measuring settlements of
soft foundations under-low embankments.
5 INSTRIJMENTS FOR MEASUIUNG
5.1.5 Foundation Settlement Measuring Device
MOVEMINT
It is a base plate placed on the foundation line with a
5.1 Vertical Movement Gauges vertical column of steel tubings. The position of the
base plate is determined by a surrounding device
5.1.1 Surjilcc Markers
lowered from the top open end of the steel tubings.
Surface marker points consist of steel bars which are
5.1.6 Magnetic Probe Extensometer
driven vertically into the embankment or the ground
aad embcddcd in concrete. A reference base Iine is This system consists of a magnetfleed switch probe of
established ONa firm ground outside the area of move- approximately 15 mm diameter connected to an in-
ment due to reservoir and embankment load. Position dicator with a marker connecting cable. Magnetic ring
of surface stilkcs or markers fixed on the embankment markers with stainless steel spring parts are installed
over a series of PVC access pipes of 33 mm outer
are determi ncd by survey with referenee to this line. It
diameter and 27 mm inner diameter jointed together.
measures horizo ntaI movcm ents atso.
.
—.IS 7436 ( I’illt 1 ) : 1993
The probes whcu lnwcrcd through the access pipe will HorizoutaI strains in the range of 0.1 to 0.3 pcrceut
give iudications in the indicator where the magnet cause cracking in earth dams. Therefore, horizontal
ularker rings arc located. When seltling takes place~thc strain need to be measured near Ihc abutments by
u\arkcr riags will IUOVC with Ihc soil aud the l&h providing soil exlcnsninetcrs lo dclccl tcnsinn znncs.
positions nl’ the marker rings indicate’ the anmunt of Soil cxteusouletcrs consist ol’lwo l>laIe anchors welded
se~tlc~ncnlsw iIh respect IO earlier logged yosilion. to two slaiuless steel rods protected by telescoping
5.1.7 ltlduction Coil Type Extcnsorndcrs tubes. The strain measuringdevicc tnauntcd on the rods
This induction coil type exIcnsometers consist of an inay bc bonded resistance strain gauge, vibrating wire
cIc‘c’Iric;tIp robe made of PVC and having~ad iameter of strain gauge or potentiometer and is electrically con-
35 uuu or 43 IIII~ which houses a primary electrical ucctcd to a rtmote readout. Soil extensonletcr should
exit. The probe is conuccted to an indicator electrical be provided in two groups near Ihc lop of dam on each
caldr. Indicator has a volt/anunetcr to measure Ihc abutnml only up IO quarter Icngth of Ihc dam from the
voliagc/currcut incrcasc when the primary coil enters a abutn~ent~bothin core as well as shell zones.
secondary coil, when there is a steel marker ring or
pla~c, it will indicale a curreut/volIage which could bc
The cross-am insIallation for vertical n~ovcn~cn~s has
mid Illrough lhc indicator. Scrics of marker rings
inslallcd over a corrugalcd PVC pipe iitstallcd over a hreu a slaudard practice, it being eilSic?rt o fabricate and
install, but its maintcnanrc isvery dill‘irult asslush may
PVC access ~ubcs or inrlinou~etcr tube should help
cuter the pipe and render Ihc device inopcrativc. Fur-
rnouitoriug lhc scltlculcul.
Ihrr Ihc use of the asseulbly appears to Ix: limited to
dalIIs of low IO nlcdiuul height~becausc wiIh iucrcasiug
height IIIC asscnlbly tuay unt remain in pluu~b and
observations by torpedo luay bccomc difficult. Alter-
nalivcly, the hydraulic device can bc used fnr high
This i nsIall;rIiou is similar tn thaI described iu 4.1.2 but
daIus. Whcrc snli fouudatious are ~ICI wiIh, USC of
instead of cross-arm fixed at dil’lcsrcnt sections Ihcrc
Geonor prnbc is recmmcndcd. Fnr the nmsurcment
arc Iwo VcrlicaI plates at lhc same level placed at a
0l’horiz0lllill n~oVcnlcnls, lhc incliiinn~clcr is a superior
c*rri;liu disk1I ICC al)art. The relative .horizontaI IIIOVC- i~~cta1laIinn as it gives inl?muatinn ol’hnriznnIa1 movc-
n Ir~ iie tn isl ns lillinb gc lwce Ihn c I sih iue l ct w bo y c ur lo cis lns- s ar om f a a Cr ae b lm e e Ina s au pre ild ir b 0y 1 sm lic du int ga sulo rn f;g a ccits nic an yu ~ bp clc , It hc crI ec ln hg rI eh , da cu ld c rnth iie n cdp o as citi co un r alo cf -
(‘oulllrrwrigllls, which IIIOVC:v crlic.ilIly’itl the tubing. A ly. Further with the prnvisinn of telcscopiug coupling,
solllldilrg probe silnililr 10 Illill UScd ill IIu)iISWCIIlCIll Of nlclal rings at lhc cuds of sections and inctal discs lo
vcrIica1 lll~~vc’lIlcl11 il~S~illli~liOl~d elcmincs Ihc posilim surrnuud the tubing, vertical ~novc~~~cn~usla y be a Iso
of~ihe ~~~~~~Icr-wci~l~Is.
nlcasurcd at a little extra cost. The fabricatinu and
5.2.2 Itic~liiiot,li,ter.s illsI;lllaIinu, hnwcvcr, requires precision and the insIru-
Pl;lsIic or ;lluulilCuu1 Iuhing is placed vertically in the urcrrt is njurh costlier Ihau the cross-am arrangcnlcnt.
iIau1 will1 ils I~ollonl iIilCilORXl to firm unyicldiug Howcvcr au allcruatc dcvire which is l:asy li)r inslalla-
sir;lIurrl. The iuclirlatiou of Ihe tubing is measured by a lieu and nbscrvatinn is bascd~on Ihc principle drscribcd
sl’nsilivc clcclriciil in~linon~cIcr, s1i.p by slrp, sliirting in 5.2.2.
froni the 1~0l101i1o f the lubiug. tlorizonlal niovcnicuts 5.4 (Xoire of IA)~ilti~~tl of Instrunwllts to Measure
arc ~~~nil~iilrd by inlrgraling lhc ii~ovcrncnls slarliug Movements
from the IX~IIOIII, OII the basis ofchangs in Ihe inclina-
lion. Vc.rticill l\\oVClIJCIIIS1 lMy i\lSO 1X Illei~SUrCXlb y The iustallaliou should IX at critical. lnrati~~~s where
using lclcscoping c7)ul)lings li)r coiirlecliug the sections dcsigncorlsidcriltions show weak ZOIICS.S oft Clays aud
01’ tlic tulGiigs ;ind iioliug Ihc positions of llic rids 0C fissured clay in the limudation are parlicularly susccp-
c*ilCh scclion by ii llll~~hill1iC;lI l;~lchillg ilcvicc, or if tiblc IO long Irrut INO~CIIXIIIS and uccd a careCu watch.
IllClillr ings are cllllXddcd ia the cud portions Of I’lilSliC By llleatls or surf;lcc surveys it III;IY 1~ pnssiblc to
luh ttg, by il II clcclroiwigttelic device. Ebcll srcliott of locate arcas in which Irnsinn of’ coullmssinn is
lubiiig is illllk~rd I0 Ihc surrnuuding soil nliiss by drvclopiug, cspc~ially in earth dams, which tuay help
I‘isiug Ilaugcs or collars to the tubing. Altcrnativcly, in Jocaliug incipiciil slope instability. While locating a
whcii ii11c lcl~lr0ltlilgl~~li~ sounding device is usrd, the IIIOVCIIICIIId cvicc, it shouid Ix: kept iu view~Ih;lt maxi-
plastic IulGug psscs Ihrnugh clfcircling metal discs IIIIII~ horizonlat IIIOVCIIICIIIS gcncrally occur at mid-
which arc I’m lo IIIoVc iIlOl\g with the IXrth IllaSS ad SIO~CSa nd ulaxiuluuI vcrIicaI umvculcuts occur at ulid
UK position of thcsr discs are detcmined by Ihc device. hcighl OCl he structure.
5.2.3 HtrrizonIaI IIIOVCIIICImIIaS y also bc mcasurrd by 6 I’IE%OMET’I‘EKS
runniug a II clccIrolll;lgllctic. probe Ihrough Iclcscoping
6.1 Picmwtrls conunonly used an: given in 6.1.1 to6.IA
l~lasti~ Iubing laid horizouIally across the Danea xis.
6.1 .l Porous 7ipf Tdw Picwrneter
5.2.4 III nlcdiuu~ and high dams tension cracking call
occur near Ihc abutnICllIs in Ihc core as well as shell 6.1.1.1 This is a steel or PVC pipe 10 to 40 nun in
mncs ilS il result of diffcrcnlial scltlemcnt and surllrce diauleter placed vertically duriug conslrurtiou or in a
irrcgulariiics iu the abuln~~~t prolilc. Shaq) SIO~CS tllily borehole alirr construction. A pornus clrmcnt is Gxcd
aIs0 c.ouIribuIc IO tramverse crackiug in the core. al IIIC bo~~orn ol’ the pip or ahcruaiivcly, the lower
3IS 7436 (Part 1) : 1993
portion is perfora~cd, and soil prevented from entering lead to .more time lag. Installation of twin-tube
the pipe by surrounding the perforated portion by brass hydraulic piezometers has been a standard practice.
wire mesh and a gunny bag filled with filter material. Factors considered in its favour include relalive
With increase or decrease of pore water pressure in the economy and availability of materials and ease of
soil near the perforated portion, water level rises or installation. But presence of air-bubbles in the tubing
drops in the pipe and this level is fioted by as electrical which may become difficult to remove is one of the
sounding device or a bell sounder. disadvantages. Electrical piezometers have instan-
taneous response and are available indigenously. A
6.1.1.2 The piezometer consisting of PVC vertical pipe
final choice regarding selection will be best judged
12 to 15 mm outer diameter extending above ground or
upon the accuracy of results required, the importance
embankment surface with carborandutialundum
of such records, and the cost involved.
porous tube tip having 37 mm outer diameter and
length 30 to 60 cm at the measuring point is known as 6.3 Choice of Location for Installation of Piezometer
porous tube type piezometer. It is free frqm electrolytic Pore water pressures indicate whether the various
action and attack by chemicals in water.or soil. It has zones in an earth/rockfill dab are functioning properly.
also less response time compared to ordinary stand pipe These also indicate th? effectiveness of the seepage
piezometer with bottom end open or with perforated barrier provided in case of pervious foundations, the
bottom section. effectiveness of chimney filters and horizontal drains
6.1.2 Closed System Hydraulic Piezometer provided in the upstream embankment in case of earth
dams, etc. As such the piezometers are required to be
it consists of a porous element which is connected by
located at critical ~points of a cross-section and loca-
two plastic tubes to pressure gauges located in a ter-
minal house or terminal well. The terminal house or tions. Typical installation arrangements are shown in
well contains pumping and vacuum equipment, an air Fig. 1. Structures made up of inferior materials or
trap and a supply of de-aired water besides pressure resting on soft, slow draining foundations should have
gauges. Use oftwo plastic tube makes possible,circula- adequate number of piezometers. Piezometets located
in the upstream and downstream of the filter and
tion of water through the porous element to de-air the
upstream and downstream side of the under seepage
system. The pore-water pressure is noted by means of
barriers casing of not freely draining materials would
gauges.
indicate drawdown pore pressures, and those in the
6.1.2.1 There are two types oftips. The foundation type
downstream casing would give information about
can by installed in a bore hole. The embankment type
seepage conditions.
is rcquircd to be placed during construction.
7 INSTRIJMENTS FOR MEASURING SEEPAGE
6.1.3 Electrical Piezometers
7.1 Rectangular or V-notches are fixed at suitable
Electrical piezometer consists of. a tip having a
points on the main collecting drains to measure the
diaphragm which is deflected by the pore water pres-
seepage water. There should be a clear fall over the
sure against one face. The deflection of the diaphragm
notch and-the approach velocity should be reduced as
is measured by a suitable strain gauge which may be
far as practicable. The head ofwater is measured by the
suilably calibrated to read pore water pressure. The
graduations on the~notchand the discharge is calculated
str;lin gauge is either electrical resistance (unbonded
by using appropriate formula.
strain gauge) type or vibrating wire type.
6.1.4 Pneumcrtic Piezometers 8 INSTRUMENTS FOR MEASURING EARTH
PRESSURE
In the pneumatic piezometers, the diaphragm deflec-
tion due to pore water pressure is balanced by a known 8.1 Earth Pressure Cells
air/gas pressure and recorded at the outside indicator The usual instrument to measure earth pressure is the
end using pneumatic pressure gauges or pressure earth pressure cell. It uses a stiff diaphragm on which
transducers. the earth pressure acts. The action is transmitted
6.2 Choice of Instruments to Measure Pore Water through an equalizing, confined, incompressible fluid
l’ressutx (Mercury) on to a second pressure responsive element,
the deflection of which is proportional to the earth
6.2.1 Piezometer observations are of prime importance
pressure acting. The deflection is transformed into an
and are to be continued over an extended period of time. electrical signal by a resistance wire (unbonded strain
It is, therefore, imperative that limitations will be im-
gauge) or vibrating wire strain gauge and transmitted
posed as to the selection of particular instruments
through a cable embedded in the earth work tb a
because of its reliability and durability. Other factors
receiver unit on the surface. The measure of the electri-
that influence the selection are time lag and sensitivity.
cal signal indirectly indicates the earth pressure by
The significance of time lag depends to a considerable
appropriate calibration.
extent on the nature of the anticipated fluctuations of
pore pressure. 8.1.1 The earth pressure cell may be designed to .
measure effective or total earth pressure or both. When
6.2.2 Stand pipes, though durable and reliable, are not
it measures total earth pressures only, piezometers
generally used for measuring pore pressures during
should be placed by their side to measure pore pressure
construction, there being no water flow. Installation of
which when deducted from the total earth pressure to
a stand pipe in impervious or semi-pervious soils will
4IS 7436 ( Part 1) : 1993
give effective earth pressure. For observations of a servations, automatic continuous water level recorder
retaining wall, when it is intended to note the change should be fixed in shafts suitably located.
in the coefficient of earth pressure, clinometers should
11 INSTRUMENTS FOR MEASURING WAVE
be fixed to the wall near the earth pressure cell to
HEIGHTS
measure ita tilting.
11.1 Automatic wave height recorders are installed to
9 INSTRUMENTS FOR MEASURINGEFFECTS measure wave heights. One type of this instrument
OFDYNAMIC LOADS DUE TO EARTHQUAKES provides an electriccircuit, which is completed by lake
water. The change in level of lake water due to wave,
9.1 These measurements are made by installing seis- causes change in resistance/capacitance of the circuit
mographs, adcelerographs and structural response re- which is automatically recorded by a recorder. Suitable
corders in accordance with IS 4967 : 1968. calibration of change in resistance/capacitance in terms
of change in water level gives the desired observation.
10 INSTRUMEN’IX FOR MEASURING
The installation of such recorders will be required only
RESERVOIR A-‘YDT AIL WATER LEVELS
for those reservoirs with long fetch which is likely to
experience high velocity winds.
10.1 Hydrostatic pressure is exerted on a dam by lake
water and tail water. Headwater and tail water levels 12 INSTRUMENTS FOR MEASURING
are observed daily by means of gauges (scales) fixed RAINFALL
on the dam, at locations conveniently visible. Where
12.1 Measurement of rainfall at the dam site is made
the hourly rate of variation of water level is rapid and
by installing a raingauge (see IS 4986 : 1983, IS 5225:
this information is important for interpretation of~ob-
1969 and IS 5235 : 1969).
AXIS OF DAM
/-
l l 0 0 0 .I” 0 0 TERMINAL ‘WELL’
1 A Homogeneous Dam
16 High Dam (117 m Height)
LcsMdr
10 Foundation Piezometer lip 0 Impervious
0 Embankment Piezometet Tip Q) Relatively Pervious
Q) Pitching
FIG. 1 TYPICALS TATIONSSH OWINGPIEZLMEIENRS TKLLNIONS
5IS7436(Part1):1993
13 DATA ABOUT MATERIAL PROPERTIES of construction pore pressures is contemplated,
13.1 Properties of soilsnear the instruments should be laboratory construction pore pressure tests should be
determined while they are being installed. Grain size carried out. Permeability of compacted soils near
distribution, specific gravity and consistency limit tests piezometers should Abe determined. If assumptions
should be carried out for soils near all types of instruments. made during stability analysis are to be verified; ap-
Average field density and water content of soil layer in propriate shear tests should be done. For earth pressure
which the instrument is installed should also be noted. In measurements, laboratory test should be run to deter-
case of instruments for observations of movements, con- mine the coefficient of earth pressure tit rest or accord-
solidation tests should be done. When measurement ing to anticipated stress paths.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 producer. Standard marked products are also continuously checked by BIS for con-
formity to that standard as a further safeguard. Details of conditions under which a licence
for the use of the Standard Mark may be granted to manufacturers or producers may be
obtained from the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau af 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
BXS 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 &uch 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 reference1
Dot : No. RVD 16 ( 81 )
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 8 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
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Printed at New India PriPtinp Pmr. Uurie. ~n,ua
|
1367_6.pdf
|
1s 1367 (Part 6) : 1994
IS0 898-2:1992
Indian Standard
/
TECHNICAL SUPPLY CONDIT-IONS FOR THREADED
i
STEEL FASTENERS
PART 6 MECHANICAL PROPERTIES AND TEST METHODS FOR NUTS
WlTtl SPECIFIED PROOF LOADS
( Third Revision )
(IS0 Title : Mechanical properties of fasteners -
Part 2 : Nuts with specified proof load values - Coarse thread)
UDC 621.882.3:620.17:DO687
0 BIS 1994
‘*.
il
BUREAU“,OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1994 Price Group 7Bolts, Nuts and Fasteners Accessories Sectional Committee, LM 14
NATIONAL FOREWORD
This Indian Standard (Part 6) which is identical with IS0 898-2:1992 ‘Mechanical propemes of fasteners -Part 2:
Nuts with specified proof load values- Coarse thread’ 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 (LM 14) and approval of Light Mechanical Engineering Division Council.
The second version of this standard published in 1980 was based on Draft International Standard ISO/DIS 898111
‘Mechanical properties for fasteners - Part II Nuts with specified proof load values’ issued by ISO. This revision
has been made by the adoption of latest version IS0 898-2:1992 The following major changes have been made
in this revision:
1) Mechanical properties and other requirements for nuts of st_yle 1, style 2 and thin nuts have been
incorporated.
2) Marking symbols for nuts of different property classes have been made mandatory in accordance with the
designation system.
In the adopted standard, certain terminology and conventions are not identical with those used in the Indian
Standard, attention is especially drawn to the following:
a) Comma (,) has been used as a decimal marker while in Indian Standards, the current practice in to use
point (.) as the’ decimal marker.
b) Wherever the words International Standard’ appear, referring to this standard, they should be read as
.
‘Indian Standard’.
In the adopted standard, reference appears to certain International Standards for which Indian Standards also exist.
The corresponding Indian Standards which have been substituted in their place are listed below along with their
degree of equivalence for the editions indicated
International Corresponding Indian Degree of
Standard Standard Equivalence
IS0 1:1975 IS 196:1966 Atmospheric conditions for testing Technically
(revised ) equivalent
IS0 68:1973 IS 4218 (Part 1):1976 IS0 metric screw threads: Technically
Part 1 Basic and design profiles (first revision) equivalent
IS0 261:1973 IS 4218 (Part 2):1976 IS0 metric screw threads: Technically
Part 2 Diameter pitch combinations (first revision) equivalent
IS0 262:1973 IS 12241 :1987 IS0 general purpose metric screw Identical
threads - Selected sizes for screws, bolts and
nuts
IS0 272:1982 IS 9519:1980 Dimensions for width across flats for Technically
hexagon head bolts and nuts equivalent
IS0 286-2:1980 IS 919 (Part 2):1993 IS0 system for limits and fits: Technically
Par-t 2 .Tables of standard tolerances grades and equivalent
limit deviations for holes and shafts (first revision)
IS0 724:1978 IS 4218 (Part 3):1976 IS0 Metric screw threads: Technically
Part 3 Basic dimensions for design profiles (first equivalent
revision)IS 1367( Part6): 1994
Is0 666-2: 1992
Indian Standard
TECHNICAL S-UPPLY COND.ITIONS FOR THREAD~ED
STEEL FASTENERS
PART~6MECHANlCAC PROPERTIES AND TEST METHODS FOR NUTS
W-ITH SPECIFIED PROOF LOADS
Third Revision )
(
(IS0 Title : Mechanical properties of fasteners -
Part 2 : Nuts with specified proof load values - Coarse thread)
1 Scope - corrosion resistance (see IS0 3506);
This International Standard specifies the mechanical - ability to withstand temperatures above
properties of nuts with specified proof load values + 300 “C or below - 50 “C.
when tested at room temperat~ure (see IS0 1). Prop-
NOTES
erties will vary at higher and lower temperature.
1 Nuts made from free-cutting steel should not be used
It applies to nuts
above + 250 “C.
with nominal thread diameters up to and includ- 2 ‘For special products such as nuts for high-strength
ing 39 mm; structural bolting, and overtapped nuts for use with hot-
dipped galvanized bolts, see the product standards for
ol triangular IS0 thread and with diameters and appropriate values
pitches according to~lS0 68 and IS0 262 (coarse
3 For assemblies with threads having tolerances wider
thread);
than 6H/6g, there is an increased risk of stripping; see
also table 1.
with diameter/pitch combinations according to
IS0 261 (coarse thread); 4 In the case of thread tolerances other or larger than
6H, a decrease of the stripping strength should be con-
with thread tolerances 6H according to IS0 965-l sidered (see table 1).
and IS0 965-2;
with specific mechanical requirements;
Table 1 - Reduction in thread strength
with widths across flats as specified in IS0 272
Test load, %
or equivalent;
Thread
Thread tolerances
with nominal heights ~greater than or equal to greater less than or
0,5U’; than equal to 6H 7H 6G
I I I
made of carbon steel or low alloy steel.
It does not apply to nuts~requiring special properties
such as
- locking abilities (see IS0 2320);
- weldability;
‘) I) is the nominal diameter of the internal thread in accordance with IS0 724.
1IS 1367( Part6): 1994
IS0 898-2 : 1992
2 Normative references IS0 6507-1:1982, Metallic materia/s - Hardness test
- Vickers test - Part 1: HV 5 to HV 100.
The following standards contain provisions which,
through reference in this text, constitute provisions IS0 6508:1986, Metallic materials - Hardness test -
of this part of IS0 898. At the time of publication, the Rockwell test (scales A - B - C - D - E - F - G - H -
editions indicated were valid. All standards are K).
subject to revision, and parties to agreements based
on this part of IS0 898 are encouraged to investigate
the possibility of applying the most recent editions
of the’ standards indicated below. Members of IEC 3 Designation system
and IS0 maintain registers of currently valid Inter-
national Standards.
IS0 1:1975, Standard reference temperature for in- 3.1 Nuts with nominal heights > 0,8D
dustrial Iength measurements. (effective lengths of thread > 0,611)
IS0 68:1973, /SO genera/ purpose screw threads - Nuts with nominal heights > 0,811 (effective lengths
Basic profile. of thread > 0,6ZI) are ~designated by a number to
indicate the maximum appropriate property class of
IS0 261:1973, IS0 general purpose metric screw bolts with which they may be mated.
threads - General plan.
Failure of t:lreaded fasteners due to over-tightening
IS0 262:1973, IS0 general purpose mtifric screw can occur by bolt shank fracture or by stripping of
threads - Selected sizes for screws, ~bolts and nuts. the threads of the nut and/or bolt. Shank fracture is
sudden and therefore easily noticed. Stripping is
IS0 272:1982, Fasteners - Hexagon products - gradual and therefore difficult to detect land this in-
troduces the danger of partly failed fasteners being
Widths across flats.
left in assemblies.
IS0 286-2:1988, /SO system of limits and fits -
It would therefore be desirable to design threaded
Part 2: Tables of standard tolerance grades and limit
connections so that thkir mode of failure would al-
deviations for holes and shafts.
ways be by shank fracture but, unfortunately, be-
cause of the many variables which govern stripping
IS0 724:1978, /SO metric screw threads - Basic di-
strength (nut and bolt materi?! strengths, thread
mensions.
clearances, across-flats dimensions, etc.), nuts
would have to be objectionably thick to guarantee
IS0 965-1:1980, IS0 general purpose metric screw
this mode in all cases.
threads - Tolerances .- Pat-t 1: Principles and basic
data.
A bolt or screw of thread M5 to M39 assembled with
a nut of the appropriate property class, in accord-
IS0 965-2:1980, IS0 general purpose metric screw
ance with table2, is intended to provide an as-
threads - Tolerances - Part 2: Limits of sizes for
sembly capable of being tightened to the bolt proof
general purpose bolt and nut threads - Medium
load without thread stripping occurring.
quality.
However, should tightening beyond bolt proof load
IS0 4964:1984, Steel - Hardness conversions. take place, the nut design is intended to ensure al
ieast 10 % of the over-tightened assemblies fail
IS0 6157-2:.-l), Fasteners - Surface discontinuities through bolt breakage in order to warn the user that
- Part 2: Nuts with threads M5 to M39. the installation practice is not appropriate.
IS0 6506:1981, Metallic materiais - Hardness test - NOTE 5 For more detailed information on the strength
Brine// test. of screw thread assemblies, see annex A.
1) To be published.
2IS 1367 ( Part 6 ) : 1994
IS0 696-2 : 1992
Table 3 - Designation system and stresses under
Table 2 - Designation system for nuts with nominal
proof load for nuts with nominal heights > 0;5D but
heights > 0,8L)
< 0,8D
Nominal stress Actual stress
Property class of under proof load under proof load
I nut I
N/mm* N/mm*
nut I I
Property class Thread ranges
I
4 Materials
Nuts shalt be made of steel conforming to the
chemical composition limits specified in table 4.
Table 4 - Limits of chemical composition
fl
------_I__.___LL-I_..
NOTE In general, nuts of a higher property class can re-
place nuts of a lower property class. This is advisable for a
bolt/nut assembly going into a stress higher than the yield
stress or the stress under proof load. 4 1); 5 1); 6 1) 1 -- j 0,50 ) -- ) 0,060 ) 0,150
3.2 Nuts with nominal heights > 0,5D but
< 0,81) (effective heights of thread > 0,41) but
< 0,611)
1) Nuts of these property classes may be manufactured
Nuts with nokinal heights > 0,5D but < 0,8L) (effec- from free-cutting steel unless otherwise agreed between the
tive height of thread 2 0,411 but < 0.611) are desig- purchaser and the manufactut-er. In such cases, the following
maximum sulfur, phosphorus and lead contents are per-
nated by a combination of two numbers: the second
missible:
indicates the nominal stress under proof load on a
hardened test mandrel, while the first indicates that sulfur 0,34 %; phosphorus 0,ll %; lead 0,35 “/o.
the loadability of a bolt-nut assembly is reduced in
2) Alloying elements may be added, if necessary, to de
comparison with the loadability on a hardened test
velop the mechanical properties of the nuts
mandrel and also in comparison with a bolt-nut as-
sembly described in 3.1. The effective loading ca-
pacity is not only determined by the hardness of fhe Nuts of property classes 05, 8 (style 1 above Ml6),
nut and the effective height of thread but also by the 10 and 12 shall Abe hardened and tempered.
tensile strength of the bolt with which the nut is as-
sembled. Table 3 ~gives the designation system and
the stresses under proof load of the nuts. Proof
5 Mechanical properties
loads are shown in table6. A guide for minimum
expected stripping strengths of the joints when
When tested by the methods described in clause 8,
these nuts are assernbled with bolts of various
ihe nuts shall have the -mechanical properties set
property classes is shown in table 7.
out in table5.
3Table 5 - Mechanical properties
T
Property class
04 05 4
l- i
-T- T
1
Thread Stress II Stress stress
I under Vicken under Vickers under Vlckers
proof hardness Nut proof hardness Nut proof hardness Nut
1
teed HV load HV load I-W
i
SP - SP SP I
less I
greater than or
rhan eaual to N/mm2 min. max. N/mm2 min. ) max. sty1e Nimm2 min. max. state sWe
L
-i-+4-
I
-
G--j-Gi -380 188 302 NfjTl) thin 500 272 353 PTd thin i
-M1(1 j
L 510 117 302 N’QTl) 1
--
T 1
Proparry class
I
5 3) 6
r
T l- T T 1
Thread Stress Stress Stress Stress
under Vickers under 1Vickers under Vickers
:
under Vickers
pmof hardness Nut proof hardness Nut proof hardness Nut proof hardness Nut
load ItlV load HV load HV load HV
t
sP I sP sP SP
I I -I- -I-
i
tN /mm2 state style N/mm2 min. max state N/mm2 Lm in. max state sty1e N/mm2 min. max. state style
c i-
- 1 M4 520 --?- 800 180 t
M4 / M7 T- 5 80 670 855
l-- 150 i 302 NQTll - - - -
M7 1 Ml0 590 I 680 302 NQ131 1 200 1 !
t
t 610 700 ! 880 1: c
t
Ml6 1 M39 I 720
L
- 1- 7I 0 920 t i: -2 I3
-
3 353 L1 QT 2J
i L
NQTl) 1 2Proper w CIWS
9 10 12
T I T
Thread Stress r Stress Stress stress
under Vickers under Vickera under Vickers under Vicken
Proof hardness Nbt proof hardness Nut proof hardness proof hardness Nut
load HV load HV load HV load HV
~ SP S? SP : s P
I I I
+
N/mm9 state sty1 e N/mm9 min max state style N/mm9
i
-m ax style *N /mm2
t
min. mar state !style
900 1 040 1 140 1 1 150
:
i 915 1 040 1 140 1 150 i
295 QT2) t 1 1
940 -I NQTl) 2 1 040 272 353 1 140 t 1 160 272 353 QT21 2
t i
950 1 050 1 170 t 1 190
! - i
920 1 060 - - 1 - - 1 200
I I _I_
1) NQT = Not quencnea orlemperea.
2) QT = Quenched and tempered.
3) The maximum bolt hardness of property classes 5.6 and 5.8 will be changed to be 220 HV in the next revision of IS0 898-1:1888. Thus is the maximum bolt hardness in the thread engagement area
whereas only the thread end or the head may have a maxfmum hardness of 250 HV. Therefore the values of stress under proof load are based on a maxlmum bolt hardness Of 220 HV.
NOTE - Minimum hardness is mandatory only for heat-treated nuts and nuts too large to be probf-load tested. For all other nuts, mfnfmum hardness is not mandatory but is provfded for gufdance only.
For nuts which are not hardened and tempered, and which satisfy the proof-load test, mfnfmum t ardness shall not be cause for WeCtiOn.IS 1367( Part6): 1994
Is0 898-2: 1992
6 Proof load -values d3 is the minor diameter of the external
thread;
Proof load values are given in table6.
d3 = d, - +
The nominal stress area ,4; is calculated as follows:
where
d, is the basic minor diameter of the ex-
ternal thread;
where
II is the height of the fundamental trian-
cI;) is the basic pitch diameter of the external gle of the thread.
thread;
‘) See IS0 724.Table 6 - Proof load values - Coarse thread
TT
Property cl&s
Thread I ' Nominal s1tr ess area 05 4 5 6 8 9 10 12
of the mandrel I
pitch
Thread AS i
i Proof load (A, x S,)
N
mm mm2 style 1 style 1 style 1 style 1 style 2 style2 j style1 style 1 style 2
M3 05 503 1 910 2 500 - 4 500 5200 5 700 5 800
M3,S 036 6,?8 2 580 3 400 - 6 100 7050 7 700 7800
M4 037 %,?8 3340 4400 - I 7 900 9 150 10000 10100
M5 098 !4,2 5400 7100 - 8 250 ' 9500 72 140 - 13 000 14 800 16200 18 300
M6 1 20,l 11 700 13500 17 200 - 18400 20 900 22 900 23100
M7 1 28,9 11 COO 14500 - :6800 19400 '24 700 - 26400 30100 32 900 33 200
M6 I,25 3636 13 900 18300 ' - 21 600 24 900 31 800 - 34400 38 100 41 700 42 500
* Ml0 195 58 22 000 2booO - 34200 39 400 50 500 - 54500 60300 86100 67 300
linl2 I,75 8433 32000 1 42200 , - 51 400 59 Ocio 74 200 - 80 100 86 500 96 600 100300
Ml4 2 115 43 700 57500 - 70 200 80 500 101 200 - 109300 120800 134600 136900
Ml6 2 157 59 700 78500 - 95 800 109900 138 260 - 149200 164900 183 700 186600
Ml6 275 192 73cOu. 96 000 97 900 121 000 138 200 176 600 170 900 176600 203500 - 230400
-
M!ZO 2,s 26 93 100 122500 ?25000 154400 176400 225 400 218 Ibo 225400 259700 -. 294000
M22 295 303 115 100 151 500 154500 190 900 218 200 278 800 269700 278 800 321 200 - 363600
M24 3 353 134100 176500 18OOCG 222 400 254200 324 800 314200 314 800 374200 - 423 600
J.
M27 3 459 174400 229500 234100 289 200 330 500 422 300 408500 422 300 486500 - 550800
M30 395 561 213 200 280500 286100 353400 403 900 516 100 499 300 516 100 594700 - .673 200
M33 395 894 263 700 347000 353900 437 200 499 700 638 500 Sli 700 638500 735600 - a32 800
M36 4 817 310500 408 500 416 700 514 700 588 200 751 600 727 100 751 600 866000 - 980400
d39 4 976 370 900 488 000 497 dOu 814 900 702 700 897 900 868 600 897 900 1035000 - 1 171 OalIS 1367( Part6): 1994
IS0 696-2 : 1992
7 Failure loads for nuts with nominal shall be the last quarter of the 6g range on the
minimum material side.
height > 0,50 but < 0,80
The values of failure loads given in table 7 for guid-
ance apply to different bolt classes. Bolt stripping is
the expected failure mode for lower strength bolts,
while nut stripping can be expected for bolts of
higher property classes.
Table 7 - Minimum bolt stress when stripping
occurs
Proof load Mininwm stress in the core of
slress of-the bolt when stripping occurs
Property
dass of nut N/mm*
the nut N/mm* for bolts with property class
6.8 0.8 10.9 12.9
04 300 260 300 330 350
.-
05 500 290 370 410 480
8 Test methods
1
load
8.1 Proof load test
‘) DllistakenfromtSO2BE2.
The proof load test shall be used wherever the ca-
pacity of available -testing equipment permits, and
Figure 1 - Axial tensile test
shall be the referee method. for sizes > M5.
The nut shall be assembled on a hardened and
threaded test mandrel as shown in figures 1 and 2.
For referee purposes, the axial.tensile test is decis-
1Lo ad
ive.
The proof load shall be applied against the nut in an
axial direction, and shall be’ held for 15 s. The nut
shall resist the load without failure by stripping or
rupture, and shall be removable by the fingers after
the load is released. If the thread of the mandrel is
damaged during the test, the test should be dis-
carded. (It may be necessary to use a manual
wrench to start the nut in motion. Such wrenching is
permissible provided that it is restricted to one half
turn and that the nut is then removable by the fin-
gers.)
The hardness of the test mandrel shall be 45 HRC
minimum.
Mandrels used shall be threaded to tolerance class
5h6g except that the tolerance of the major digmeter Figure 2 - Axial compressive test
8IS 1367( Part6): 1994
IS0 696-2 : 1992
8.2 Hardness test The Rockwell hardness test shall be carried out in
accordance with the requirements of IS0 6508.
For routine inspection, hardness tests shall be car-
ried out on one bearing surface of the nut and the 8.3 Surface integrity test
hardness shall be taken as the mean of three values
spaced 120” apart. In case of dispute, the hardness For the surface integrity test, see IS0 6157-2.
tests shall be carried out on a longitudinal section
through the nut axis and with impressions placed as 9 Marking
close as possible to the nominal major diameter of
the nut thread.
9.1 Symbols
The Vickers hardness test is the referee test, and
Marking symbols are shown in tables 8 and 9.
where practicable a load of HV 30 shall be applied.
If Brinell and Rockwell hardness tests are applied, 9.2 Identification
the conversion tables in accordance with IS0 4964
shall be used. Hexagon nuts of threads > M5 and all property
classes ~shall be marked in accordance with the
The Vickers hardness test shall be carried out in designation system described in clause 3, by in-
accordance with the requirements of IS0 6507-I. denting on the side or bearing surface, or by
embossing on the chamfer. See figures 3 and 4.
The Brinell hardness test shall be carried out in ac- Embossed marks shall not protrude beyond the
cordance with the requirements of\lSO 6506. bearing surface of the nut.
Marking dot may he repbced
!mnutacb~refs mark here
i
rr”n
_+
-- t--
@ @
Figure ~3 - Examples of marking with designation Figure 4 - Examples of marking with code symbol
symbol (clock-face system)
9Table 8 - Marking symbols for nuts with properly classes in accordance with 3.1
or code symbol
(clock-face system)
=
u
‘) The marking dot cannot be replaced by the manufacturer’s mark.
Table 9 - Marking for nuts with property classes in accordance with 3.2
Property class
MarkingIS 1367( Part6): 1994
IS0 896-2: lgg2
_.-
9.3 Marking of left-hand thread
!E
__ -.._
Nuts with left-hand thread shall be marked as shown c=
E
in figure 5 on one bearing surface of.the nut by in-
--.
denting.
5 =
11 .r = widlh across Rats.
Figure 6 - Alternative left-hand thread marking
- +
9.4 Alternative marking
@
Alternative or optional permitted marking as stated
Figure 5 - Left-hand thread marking
in 9.1 to 9.3 is left to the choice of the manufacturer.
9.5 Trade (ldentiflcation) marking
The trade (identification) marking of the manufac-
turer is mandatory on all products covered by the
Marking is required for nuts with threads 2 M5. obligatory marking requirements for property
classes, provided this is possible for technical rea-
The alternative marking for left-hand thread shown sons. Packages, however, shall be marked in all
in figure6 may ako be used. cases.
11-IS 1367( Part6): 1994
Is0 898-2: 1992
Annex A
(informative)
Loadability of bolted connections
(Explanatory note concerning the specifications of Technical Committee lSO/TC ~2
regarding nut stiength and nut design.)
Following the ,introduction of the IS0 Recommen- Following publication of both IS0 Recommen-
dation on property classes for bolts and screws dations, this system of property classes has been
(ISO/R 898-1:1968), an. IS0 Recommendation .on introduced worldwide and has proved to be a suc-
property classes for nuts (ISO/R 898-2) was pub- cess.
lished in 1969. These IS0 Recommendations to-
In 1973 the Sub-Committee SC 1 of ISO/TC 2 com-
gether produced a new system for the property
menced revision of the IS0 Recommendations on
classes of bolts, screws and nuts, and, in conjunc-
the basis of experience gathered and also planned
tion with new marking requirements, provided a
to convert both Recommendations into IS0 Stan-
clear statement of the loadability of a bolt-nut as-
dards. In 1974, a draft lSO/DIS 898-l on property
sembly.
classes for bolts and screws was published, incor-
a) In the case of bolts and screws, the symbol indi- porating certain modifications and supplements,
cates: which, however, did not change the system of the
property classes in principle. This draft was then
minimum tensile strength and yield to ultimate revised once more. A second draft was prepared in
stress ratio. 1977 and has since been adopted by a large majority
of the member bodies of ISO. While considerable
EXAMPLE effort was required to develop thoroughly this draft
concerning property classes for bolts and screws, it
Properly class 8.8 was finally resolved to the satisfaction of the inter-
ested countries within Sub-Committee SC 1 of
First figure (“8” in 8.8) = l/100 of the ISO/TC 2 and now is agreed to by ISO. More exten-
minimum tensile strength, in newtons per sive by far, -and touching the substance of the
square millimetre. specifications, was the work on a revised version of
the IS0 Recommendation ISO/R 898-2 and its con-
Second figure (“8” in 8.8) = 10 times the version into an IS0 Standard on property classes for
yield stress ratio (0.8). nuts.
Multiplication of these two figures Experience had shown that, while the. concept of
(8 x 8 = 64) = l/IO of the minimum yield property classes in conjunction with a nominal 0,8D
stress in newtons per square millimetre. nut height is simple land straightforward, certain
practical difficulties arise. First, it is sometimes dif-
b) In the case of nuts: ficult or impossible to achieve specified nut proper-
ties with the most economical materials and
designation number = l/100 of the minimum methods, for example with fine threads and certain
tensile strength, in newtons per square milli- sizes of coarse threads. Secondly, compliance with
metre, of a bolt and screw, which, when mated the requirements does not necessarily provide the
with the nut, can be loaded up to the minimum assurance that the assembly would resist thread
yield stress.
stripping during tightening. Previously it was con-
sidered adequate if the nut proof load was designed
EXAMPLE
equal to the bolt minimum ultimate strength, how-
-ever, the advent of yield point tightening methods
Bolt or screw 8.8 - nut 8
and improved understanding of the interaction be-
tween nut and bolt threads showed the nuts required
connect/on loadable up to minimum yield
re-design to provide greater resistance to stripping
stress of the bolt or screw.
of both the internal and external threads.
12IS 1367 ( Part 6-) : 1994
IS0 898-2: 1992
For example, consider that the effective tensile discussed within Sub-Committee SC 1 as well as in
strength of a bolt of class 8.8 may be between the various national committees.
800 N/mm* and about 965 N/mm* (determined from
the maximum hardness) in sizes up to M16. Conse- Despite the initial reluctance of the committee to
quently the yield stress may range between permit changes in existing specifications, the test
640 N/mm* and 772~N/mm* for a yield to ultimate programme clearly indicated that there was inad-
stress ratio of 80 %. With the use of yield point equate resistance to assembly stripping, brought
tightening it will be seen that the tightening sfress about largely by the improved tightening methods
approaches the proof stress. Recent research has, and upgrading of mechanical properties. The prob-
in addition, shown that a nut tested with a hardened lem was both one of bolt thread stripping and nut
mandrel is capable of sustaining a higher load be- thread stripping, and, as a result, it was concluded
fore stripping than when tested with a bolt of the that the most viable means of overcoming the prob-
appropriate property class. For example, a property lem was by increasing the nominal 0,8D nut height
class-8 nut when tested with a mandrel of 45 HRC where required. It is not the purpose of this annex
will be capable of approximately 10 % higher load to provide a detailed description of the tests con-
than when lested with a property class 8.8 bolt of ducted and the nut design method developed, for
dimensions similar to the mandrel, Therefore, a nut which the reader is referred to the following publi-
that just meets a proof stress of 800 N/mm* with a cation which provides a summary of results and the
hardened mandrel might only be expected to sustain method employed: “Analysis and Design of Threaded
a load of approximately 720 N/mm* when mated with Assemblies”, E.M. Alexander, 1’977 SAE Trans-
a property class 8.8 bolt of minimum dimensions. It actions, Paper No. 770420.
will be seen that stripping of the threads may occur
The calculation for nuts of property classes 4 to 6
when tightening to stresses in excess of this, and
according to the Alexander theory was not based on
from the bolt mechanical properties it will be seen
the maximum bolt hardness 250 HV, as given in
that this could be a frequent occurrence with yield
IS0 898-1, see tableA.l, because this is a hardness
point tightening. It might be argued, however, that
which may occur at the bolt end or the head only.
under torque tension loading the tensile strength of
Therefore it was agreed to make calculations on the
the bolt is reduced by about 15~%, but it should also
basis of the effective maximum hardnesses within
be realized that the stripping strength of the as-
the thread engagement part of the bolt, which are
sembly i’s also reduced by almost the’ same amount
given intableA.2.
under torque tension loading. In addition to Lhe .in-
troduction of yield point tightening methods,
Similar graduated hardness values were specified
changes in certain IS0 standards were under con-
in ISO/R 898-1:1968.
sideration that would also adversely affect this
stripping tendency. Upgrading of bolt and screw The above work showed that many factors influ-
mechanical properties was proposed as shown in enced resistance of the stripping of threads, includ-
tableA. (which is an excerpt from IS0 898-l.), the ing tolerances, pitch, bell mouthing of nut minor
purpose of which was to utilize fully the available diameter, size of countersink in nut, relative strength
strength of the commonly used materials for grades of nut threads to bolt threads, length of engagement,
4.8, 5.8, 8.8 (above M16), 10.9 and 12.9. width across flats of nut, and style (fcr example
hexagon flange), coefficient of friction, number of
threads in the grip, etc. Analysis of the various sizes
Another proposed change under consideration at
of fasteners on this basis indicated that it was not
this time was to reduce the width across flats of
appropriate to have a fixed nominal nut height, for
certain sizes of hexagon products to provide econ-
example 0,811 as before; but rather each standard
omies through optimized material use. As a result
assembly should be designed to give a suitable re-
of these and other factors, certain member countries
sistance to stripping. The result of this analysis
(Canada, Germany, Netherlands, Sweden, UK, USA)
gives the nut heights shown in tableA.3.
of Sub-Committee SC 1 of ISO/TC 2 conducted re-
search and extensive testing of nut-bo.lt assemblies. It will be seen that there are two styles of nut,
Tests included a full variety of product sizes, style 2 being approximately 10 % higher than
strength levels and materials. In general, tests were style 1. Style 1 height is intended for property
conducted on typical production fasteners utilizing classes 4, 5, 6, 8, 10 and 12 (up to M16) in conjunc-
standard materials. Test parts were accurately tion with appropriate mechanical properties, while
measured for dimensions and material strength style 2 dimensions are intended for use with prop-
which then allowed appropriate statistical interpret- erly classes 8, 9 and 12, also with appropriate me-
ation of the data. Results of the various investigators chanical properties. The higher style of nut was
were evaluated by Canada and found to correlate primarily developed as an economical cold-formed
well. A general series of formulae resulted that nut to be used with property class 9.8 bolts and
could be applied to predict the assembly strength screws and it also provides suitable dimensions for
of threaded components with the IS0 68 basic a heat-treatable nut of good ductility for use with
thread profile. These findings were thoroughly property class 12.9 bolts and screws. The intended
t3IS 1367 ( Part 6 ) : 1994
IS0 696-2 : 1992
applications of the two styles of nuts are detailed in The values of table5 are only related to nuts with
table 5, from which it is seen that this additional style coarse thread. The same applies also to the test
of nut does not mean that dual stocking of part ge- loads given in table 1. For nuts with fine pitch thread,
ometry will result. see IS0 898-6.
An overlapping between style 1 and style 2 occurs The loads given in table 1 are based on a test
only in two cases. In the case of style 1, property mandrel as specified in this part of IS0 898 with a
class 8 allows the employment of nuts, not minimum hardness of 45 HRC and thread tolerance
quenched and tempered (cold-worked low-carbon of 5h6g (major diameter of 6g in the last quarter).
steel) only up to and including M16; above Ml6 the
nut style 1 ~has to be quenched and tempered. How- IS0 898-? and this part of IS0 898 on mechanical
ever, it is possible in this case to use alternatively properties, IS0 4014 to ISQ 4018 on hexagon bolts
the thicker, n$ quenched and tempered, style 2. and screws, and IS0 4032 to IS0 4036 on hexagonal
This is a question of economics in the final analysis. nuts have been published reflecting the revised
In the case of~property class 12, it is not appropriate mechanical properties, changes in nut heights and
to use style 1 nuts above size M16. Due to the re- changes in width across flats (width across flats of
quired proof loads, it would be necessary to raise MIO, M12, Ml4 and M22 revised to 16 mm, 18 mm,
the hardness of the nut to such an extent that its 21 mm ’ and 34 mm respectively from 17 mm,
ductility, which is necessary from the functional 19 mm, 22 mm and 32 mm) as recommended by
point of view, would be impaired. Hence, the thicker ISO/TC 2.
style 2 nuts quenched and tempered are necessary
This part of IS0 898 makes the following statement
in this case. If necessary, it would be possible to
concerning the property classes for nuts with full
restrict the use of these nuts to sizes above M16, so
loadability:
that then no overlapping between style 1 and
style 2 would occur in the case of property class 12.
A bolt or screw of a particular property class as-
Once nut dimensions were determined based on sernbled with the equivalent property class of
assembly strength criteria, the proof loads of these nut, in accordance with table2, is intended to
nuts with a restricted size hardened mandrel were provide an assembly capable of being tightened
determined. The result was that stresses under to achieve a bolt tension equivalent to the bolt
proof load were not constant for each property class proof load or yield load without stripping. Ad-
of nut but varied with size. Accordingly, table5 ditionally, geometry and mechanical properties
shows revised stresses under proof load and hard- of nuts up to M39 and property class 12 of 6H
ness values for nuts. The property classes 04 and thread tolerances are .designed to provide for a
OS‘(previously 06) for hexagon thin nuts with result- high degree of resistance lo stripping (at least
ant reduced loadability are also indicated in this ta- 10 % bolt breakage of individual lots even under
ble. These nuts incidentally were not designed to adverse minimum material conditions) when in-
provide resistance to stripping and are simply based advertently overtorqued, in order to warn the
on a fixed height of 0,611. user that the installation practice is not appro-
priate.
The stresses under proof load given in table 5 are for
the standard tolerance of 6H usually applied to nuts Certain users of the referenced standards could not,
for mechanical fasteners. Where a laraer tolerance of necessity, participate in their detailed develop-
or allowance is applied, these stress& should be ment and it is hoped that this explanatory note will
modified by a factor as shown in table 1. provide increased understanding of this relatively
complicated subject.
Table A.1 - Property classes for bolts and screws
Property class 3.6 4.6 4.0 5.6 5.8 6.8 8.8 9.8 10.9 12.9
Q Ml6 > Ml6
Tensile nom. 300 400 400 500 500 600 800 600 900 1 000 1200
strength, R, -
N/mm2 min. 330 400 420 ,500 520 600 800 830 900 1 040 1 220
__- ___-
Vickers hrrd-
ness max. 250 HV 250 HV 250 HV 250 HV 250 HV 250 HV 320 HV 335 HV 360 HV 380 HV 435 HV
14IS 1367 ( Part 6)m: 1994
IS0 898-2 : 1992
Table A.2 - Effective maximum hardness within the
thread engagement part of the bolt
Property class Maximum hardness
3.6 158 HV
4.6; 4.8 180 HV
5.6; 5.8 220 HV
6.8 250 HV
Table A.3 - Heights of hexagon nuts
Nut height
Width across flats Style 1 Style 2
Thread I-
--
min. max. m/D min. max. mlD
mm mm mm mm mm
M5 8 494 4,7 0.94 4.8 5,l 1,02
- -._
M6 10 4.9 52 0.87 5,4 5.7 0,95
M7 11 6,14 6,50 0,93 6.84 7,20 1,03
M8 13 6,44 6,80 0,85 7,14 7,50 O,94
Ml0 16 8,04 8.40 0,84 8,94 9,30 0.93
-- ---
Ml2 18 10.37 IO,80 0.90 II,57 12,00 1, oo
Ml4 21 12,l 12,8 0,91 13,4 14,l 1.01
-_
Ml6 24 14,l 14,8 0.92 157 16,4 1,02
-- -__
Ml8 27 15.1 158 0,88 16,9 17,6 0,98
-- - -____- -
M20 30 16,9 18,0 0,90 19,0 20,3 1.02
-
M22 34 18,l 19,4 0,88 20,5 21,8 0,93
..---___--- --_-_. __~_.
M24 36 20,2 21,5 0,90 22,6 23,9 1 ,oo
~-
M27 41 22,5 23.8 688 25.4 26,7 0.99
-
M30 24,3 25,6 0,85 27,3 28,6 0,95
--
M33 50 27,4 28,7 0.87 30,9 32.5 0.98
M36 55 294 31,o 0,86 33,l 34,7 0,96
-_- --_.-.--___. - -~
M39 60 31,8 33,4 0,86 35,9 375 0,96
I
15IS 1367( Part6) :1964
IS0 898-2:1992
Annex 8
(informative)
Bibliography
[I] IS0 3506:1979, Corrosion-resistant stainless [6] IS0 4018:1988, Hexagon head screws - Prod-
steel iastenefs - Specifications. uct grade C.
[2] IS0 4014:1988. Hexagon head bolts - Product [7] IS0 4032:1986, Hexagon nuts, style I -Product
grades A and B grades A and B.
[3] IS0 4015:1979, Hexagon head bolts - Product [S] IS0 4033:1979, Hexagon nuts, style 2 - Product
grade B - Reduced shank (shank diameter ap- grades A and B.
proximately equal to pitch diameter).
[9] IS0 4034:1986, Hexagon nuts - Product grade
[4] IS0 4016:1988, Hexagon head bolts - Product C.
grade C.
[lo] IS0 4035:1986, Hexagon thin nuts (chamfered)
[S] IS0 4017:1988, Hexagon head screws - Prod- - Product grades A and B.
ucf grades A and B.
[ll] IS0 4036:1979, Hexagon thin nuts - Product
grade B (unchamfefed).
16(Continued from second cover)
International Corresponding Indian Degree of
Standard Standard Equivalence
IS0 965-l :1988 IS 4218 (Part 4):1976 IS0 metric screw threads : Technically
Part 4 Tolerancing system (first revision) equivalent
IS0 965-2:1980 IS 4218 (Part 6):1978 IS0 metric screw threads: Technically
Part 6 Limits of sizesforcommercial bolts and nuts equivalent
(diameter range 1 to 52 mm) (first revision)
IS0 4964:1984 IS 4258.1982 Hardness conversion tables for Technically
metallic materials (first revision) equivalent
IS0 6506:1981 IS 1500:1983 Method for Brine11 hardness test for Technically
metallic materials (second revision) equivalent
IS0 6507:1982 IS 1501 (Part 1):1984 MethodforVickers hardness Technically
test for metallic materials: Part 1 HV 5 to HV 100 equivalent
(second revision)
IS0 6508:1986 IS 1586:1985 Method for Rockwell hardness test Technically
for metallic material (Scales A-B-C-D-E-F-G-H-K) equivalent
(second revision)
The IS0 6517-2 is under publication. The concerned technical commrrtee has reviewed the provision of
IS0 6157-2 referred in this adopted standard and has decided that this is acceptable for use in conjunction with this
standard. The related Indian Standard of IS0 6175-2 is IS 1367 (Pan 10) :1979 ‘Technical supply conditions for
threaded steel fasteners: Part 10 Surface discontinuities on nuts (second revision)‘.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 maybe reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publication), BIS
Revision of Indian Standards
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
neede&, 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 dcvclopcd from Dot No. l-M-14 (0207)
Amendments Issued Since Publication
--- -
&nd No Date of Issue Text Affected
--_
--
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 33101 31,331 13 75 Telegrams : Manaksanstha
Common to all offices)
.
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI 110002 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 G 7 86 26, 37 86 62
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1 53 23 84
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Printed at Dee Kav Printers, New Delhi-110015, India
“’
r
|
12089.pdf
|
IS : 12089- 1987
Indian Standard
SPECIFICATION FOR GRANULATED
SLAG FOR THE MANUFACTURE OF
PORTLAND SLAG CEMENT
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA National Council for Cement and Building Mate-
rials, New Delhi
Members
ADDITIONAL DIRECTOR STANDARDS Research, Designs & Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR STANDARDS ( B&S )
( Alternate )
SHRI K. P. BANERJEE Larsen & Toubro Limited, Bombay
SHR~ 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 ENQINEER ( DESIQNS ) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER (D) III ( Alternate )
CHIEB ENGINEER ( RESEARCH-CUM- Irrigation & Power Research Institute, Amritsar
DIRECTOR )
RESEAR~E 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-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C & MDD-I )
( Alternate )
SHRI V. K. GHANEKAR Stru;voaiezngineering Research Centre ( CSIR ),
SHRI S.GoPINATE India Cements Ltd, Madras
SHRI T. TAMILAKARAN ( Alternate)
SHRI A. K. GUPTA Hyderabad Industries Ltd, Hyderabad
( Continued on page 2 )
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copvright under the said Act.IS : 12089- 1987
( Continuedf rom pug6 1 )
Members Representing
SH~I P. J. JAOOS Associated Cement Companies Ltd, Bombay
Da A. K. CHATTERJEE ( Altcrnote)
SHRI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SH~I R. L. KAPOOR Ministry of Transport ( Department of Surface
Transport ) ( Roads Wing )
SHRI R. K. SAXENA ( dlternatc )
SHBI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( Allcrnals )
DR A. K. MULLICE National Council for Cement and Building Mate-
rials, New Delhi
SHR~ S. N. PAL M. N. Dastur c(r Co Pvt Ltd, Calcutta
SHRI BIMAN DASCXJPTA ( Alternate )
SHRI H. S. PASRICHA Hindustan Prefab Ltd. New Delhi
SHRJY. R. P~ULL Indian Roads Congress, New Delhi; and Central
Road Research Institute ( CSIR ), New Delhi
SHRI M. R. CHATTERJEE Cent;e;hToad Research Institute ( CSIR ), New
( Alternate )
DR MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( Aftcrnafe )
SHRI A. V. RA~ANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARAN~ ( Ahertmte )
SHRI G. RAMDAS Directorate General of Supplies & Disposals,
New Delhi
Da A. V. R. RAO National Buildings Organization, New Delhi
SEI~I J. SEN~GUPTA ( AIlcrnotc )
SHRI T. N. SUBBA RAO Gammon India Ltd, Bombay
SHRI S. A. REDDI ( Altcmore )
De M. RAMAIAH Struc;;i:angineering Research Centre ( CSIR ),
DR A. G. MADRAVA RAO I Alternate 1
SERI A. U. RIJHSINOHANI Cement Corporation of India, New Delhi
SHRI C. S. SEARMA ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI K. R. SAXENA ( Alternate )
SHRI H. S. SATYANARAYANA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI V. R. KOTNIS ( Alternate )
SERI R. K. SINHA Development Commissioner for Cement Industry
( Ministry of Industry ), New Delhi
SHRI S. S. MIQLANI ( Alternate)
SUPERINTENDINO EN o I N F, R R Public Works Department, Government of Tamil
( DESIQNS ) Nadu, Madras
EXECUTIVH ENGINEER ( S. M. R.
DIVISION ) ( Afternuts )
SHRI L. SWAROOP Orissa Cement Ltd, New Delhi
SFIR~I -I. BHATTACEARYA ( Alternate )
SERI S. K. GUHA TEAKURTA Gammon Dunkerley & Go Ltd, Bombay
SHRI S. P. SANKARANARAYANAN ( Alternate )
SHRI G. RAXAN, Director General, BIS ( Ex-o&o Member )
Director ( Civ Engg )
Secretary
SHRI N. C. BANDY~PADHYAY
Deputy Director (Civ Engg ), BIS
( Continued on page 8 )
2IS t 12089- 1987
Indian Standard
SPECIFICATION FOR GRANULATED
SLAG FOR THE MANUFACTURE OF
PORTLAND SLAG CEMENT
0. FOREWORD
0.1 This Indian Standard was adopted by the Bureau of Indian Standards
on 27 May 1987, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Granulated slag is used for the manufacture of hydraulic cement by
mixing Portland cement clinker, gypsum and granulated slag in suitable
proportions and grinding the mixture to get a thorough and intimate mix
between the constituents. Portland slag cement may also be manufactured
by separately grinding Portland cement clinker, gypsum and granulated
slag and then mixing them intimately.
6.3 This standard contains clause 5.1 which calls for agreement between
the purchaser and the supplier regarding the manner in which granulated
slag shall be supplied and whether moisture content is to be determined.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with., the final value, observed or calculated, expres-
sing the result of a test or analysis, shall be rounded off in accordance ~with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard,
1. SCOPE
1.1 This standard covers the requirements of granulated slag used in the
manufacture of Portland slag cement conforming to IS : 455-1976t.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition shall apply.
*Rules for rounding off numerical values ( revised ).
*Specification for Portland slag cement ( third revision ).
3IS : 12089- 1987
2.1 Granulated Slag - Slag is a non-metallic product consisting essenti-
ally of glass containing silicates and aluminates of lime and other bases, as
in the case of blastfurnace slag, which is developed simultaneously with
iron in blastfurnace or electric pig iron furnace. Granulated slag is obtain-
ed by further processing the molten slag by rapidly chilling or quenching
it with water or steam and air.
3. COMPOSITION
3.1 The physical state of aggregation of granulated slag shall be in the
form of granules. The proportion of lumps exceeding 50 mm size shall not
constitute more than 5 percent of the mass of slag.
3.2 When tested in accordance with the methods given in IS : 4032-1985*,
the composition of granulated slag shall comply with the following chemi-
cal requirements:
Constituent Percent, Max
Manganese oxide 5.5
Magnesium oxide 17.0
Sulphide sulphur 2.0
3.3 The percentages of major oxides in the granulated slag, determined in
accordance with the methods given in IS : 4032-1985*, shall satisfy at least
one of the following:
CaO+ MgO+ l/3 AleOs
> 1.0
SiO,+2/3 AlsOs
CaO+MgO+AlsOs
SiOZ
However, in case of slags containing more than 2.5 percent of man-
ganese oxide (MnO), the slag shall also satisfy
CaO + CaS+-l/2 MgO + Al,Os
> 1.5
SiOs+MnO
3.4 The insoluble residue of dried samples of granulated slag, determined
in accordance with IS : 4032-1985* shall not be more than 5 percent.
3.4.1 The glass content of granulated slag shall not be less than 85 per-
cent as determined by the method of optical microscope given at
Appendix A.
*Method of chemical analysis of hydraulic cement (first nuision ).
4IS t 12089- 1987
4. SAMPLING
4.1 Granulated slag shall be supplied in. lots of 500 tonnes each. If the
quantity of slag delivered is less than 500 tonnes, it shall be considered
a lot.
4.2 Samples shall be drawn from at least five points of the wagon or truck
as the case may be. Each sample shall weigh about one kg.
4.3 The samples belonging to one lot collected as in 4.2, shall be thoroughly
mixed and a composite sample of 20 kg shall be collected.
4.4 The sample of 20 kg, obtained, as under 4.3, shall be divided into two
equal parts. One part shall be retained in a tightly sealed container for
future reference.
4.5 From the remaining portion ofthe slag sample, three samples of about
one kg each shall be drawn by methods of reduction and used for the
determination of moisture content adopting the procedure given in
Appendix B.
4.6 The remaining sample of slag, after drawing three samples as under
4.5, shall be air dried and blended thoroughly with the dry samples
obtained from 4.5 and tested for conformity with 3.1. The coarse and fine
fractions obtained in this test shall be blended again thoroughly and ground
to pass 150 pm IS sieve. The material obtained as above shall be treated
as the sample for all the tests under 3.2, 3.3 and 3.4.
NOTE - In case the moisture content of the slag is not to be determined,4.5 may
be skipped and the entire material remaining after 4.4 shall be air dried and tested
for conformity with 3.1.
5. INSPECTION
5.1 The manner in which granulated slag shall be supplied should be
decided by agreement between the purchaser and the supplier. In case the
moisture content is to be determined, the method given in Appendix B
shall apply.
NOTE - The moisture content in granulated slag shall be as agreed to between
the purchaser and the manufacturer.
5.2 The manufacturer shall guarantee the conformity of the ~granulated
slag with the requirements of the standard and furnish each lot of supplied
slag with a certificate bearing the following:
a) Name and address of the manufacturer,
b) Certificate number and date of issue, and
c) Number of wagons containing the said lot.
5IS t 12089- 1987
5.2.1 If desired by the purchaser, the test results of the consignment
according to this standard shall also be supplied.
APPENDIX A
( Chse 3.4.1 )
METHOD OF TEST FOR GLASS CONTENT OF
GRANULATED SLAG
A-l. APPARATUS
A-l.1 Microscope - The microscope used for the purpose shall be
polarizing microscope used generally for the examination of thin sections,
and should have provision for mechanical stage and point counting. The
magnifying power of the microscope shall not be less than 100 x .
A-2. REAGENT
Ai2.1 Bromoform - Bromoform shall be of A.R or G.R grade
chemical.
NOTE - Any other liquid having refractive index between 1’5 to 1’6 may also
be used as an alternative to bromoform.
A-3. PROCEDURE
A-3.1 From about 5 g of a representative sample of powdered slag, a frac-
tion passing through 90 pm iS Sieve and retained on 52 pm IS Sieve shall
be treated as the sample for microscopic investigation as under A-3.2.
A-3.2 About one mg of powdered slag is placed on a rectangular glass
slide and a cover glass having its size less than the width of the rectangular
slide is placed on the material. One or two drops of bromoform or any
other suitable liquid ( see A-2.1 ) is added at the rim of the cover glass. It
is seen that the liquid enters between the cover glass and glass slide. A
gentle relative motion between the slide and cover glass shall be created to
disperse the material evenly in the immersion liquid. No attempt shall be
made to rub one slide over the other after the bromoform has been added.
The powder immersion section is examined with transmitted light under
the polarizing microscope at a magnification of about 200. About 1 500
grains are counted (JI,) by changing the field of view and traverses using
a mechanical stage with the help of cross-wire in the eye piece. Subsequcn-
tly under crossed nicols, the same field of view already scanned is examined
once again in similar fashion and grains which appear anisotropic and
opaque are counted (Jv,).
6IS : 12089 1987
l
A-4. CALCULATION
A.4.1 Calculate the glass content of granulated slag as_follows:
( Jvl - Jv2 1
Glass content, percent = 100 X
Nl
APPENDIX B
. ( Clauses 4.5 and 5.1 )
METHOD FOR DETERMINATION OF MOISTURE CONTENT
OF GRANULATED SLAG
B-l. APPARATUS
B-1.1, Drying Chamber - The air oven or other device such as an
infra-red moist determinator used for the purpose shall have adequate
chamber space to contain at least three samples of about one kg each of
granulated slag, when the material is spread in a metallic tray, with the
thickness of the material layer not exceeding 3 cm. The drying chamber
shall also have provision for temperature control at 110 f 5°C. The
drying chamber shall be an electrically operated unit.
-B-2. PROCEDURE
B-2.1 The mass of the three samples of moist granulated slag of about one
kg are determined, nearest to one g ( W1, W,, W’s). The samples are
spread separately in metallic rays of suitable dimensions such that the
thickness of the slag layer does not exceed 3 cm. The trays are kept in the
drying chamber maintained at 110 f 5”C, and retained there till the
mass of sample becomes constant nearest one g, as determined by periodic
weighing. The final masses of the dry samples are recorded as IV,, Wg, We
respectively.
B-3. CALCULATION
B-2.1 Calculate the moisture content of granulated slag as follows:
Moisture content, percent = 100x( w1+w2 +Ws)-( _~___W ,+W,+W~s_) __
( w,+ws+wr!>
7Is: 12089 - 1987
( Continuedfrom page 2 )
Cement Subcommittee, BDC 2 : 1
Convener Re@senting
~DR H. C. VISVESVARAYA National Council for Cement and Building Materi-
als, New Delhi
Members
DR A. K. MULLICK
DR ( MRS ) S. LAXMI ( Alternates to
DC H. C. Visvesvaraya )
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI SOMNATH BANERJEE Cement Manufacturers’ Association, Bombay
CHIEB ENGINEER ( RESEARCH-CIJX- Irrigation Department, Government of Punjab,
DIRECTOR ) Chandigarh
RESEARCH OFBICER ( CT ) ( Alternate )
DEVELOPMENT OFFICER Directorate General of Technical Development,
New Delhi
DIRECTOR Maharashtra Engineering Research Institute,
Nasik
RESEARCH OFFICER ( Alternate )
DIRECTCR ( CMDD ) Gentral Water Commission, New Delhi
DEPUTY DIRECTOR ( CMDD ) ( Alternate )
SARI R. K. GATTANI Shree Digvijay Cement Co Ltd, Bombay
SHRI A. K. VAISHNAVI ( Alternate )
SHRI P. J. JAQUS Associated Cement Go Ltd, Bombay
DR A. K. CHATTERJEE ( Ahrnatc )
JOINT DIRECTOR, RESEARCH Research, Designs and Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR, RESEARCH ( B&S )-I
( Alternate )
SHRI R. L. KAPOOR Ministry of Transport ( Department of Surface
Transoort ) ( Roads Wine 1
SHRI R. K. DUTTA ( Alternate )
SHRI W. N. KARODU Hindustan Construction Co Ltd, Bombay
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
SHRI Y. R. PHULL Central Road Research Institute (CSIR ), New
Delhi
SHRI M. R. CHATTERJEE ( Alternate )
SHRI A. V. RA~ANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARANQ ( Alternate )
DR A. V. R. RAO National Buildings Organization, New DeIhi
SHRI J. SEN GUPTA ( Alternate)
LT-COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI N. S. GALANDE ( Alternate )
SERI S. A. REDDI Gammon India Ltd, Bombay
DR S. S. REHSI Cent~ol,r~e;lding Research Institute ( CSIR ),
DR IRSHAD MASOOD ( Alternate)
SHRI A. U. RIJHSINQHANI Cement Corporation of India Ltd, New Delhi
SHRI R. K. SINHA Development Commissioner for Cement Industry
( Ministry of Industry ), New Delhi
SHRI S. S. MIQLANI ( Alternate)
( Centinued on page 9 )
8IS:liO89 - i987
( continued from jage 8 )
Members Rep,esenhg
SHRI L. S~ARO~~ Orissa Cement Ltd, New Delhi
SHRI H. BHATTAOHARYA ( Allmate )
SUPERINTENDINQ ENQINEER (D) Public Works Department, Government of Tamil
Nadu, Madras
SENIOR DEPUTY CHIEF ENQINEER _
( GENERAL ) ( Alternate )
SHRI C. D. THATTE Gujarat Engineering Research Institute,
Vadodara
SHRI J. K. PATEL ( Alternate )
SHRI V. M. WAD Bhilai Steel Plant, BhilaiINTERNATIONAL SYSTEM OF UNITS (SI UNITS)
Base Units
Quantity Unit Symbol
Length met re m
Mass kilogram kg
Time second S
Electrid current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
Quantity Unit Symbol
Plane angle radian fad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol Definition
Force newton N 1 N = 4 kg.m/sa
Energy joule J 1 J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/mz
Frequency hertz Hi! 1 Hz = 1 c/s (s-1)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volts V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/ma
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1609.pdf
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IS 1609 : 1991
Indian Standard
DAMP-PROOFINGTREATMENTUSING
BITUMENFELTS- CODEOFPRACTICE
( Third Revision )
First Reprint DECEMBER 1996
UDC 699’82 : 691’165
@I BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1lOOOt
September 199 1 Price Group 2WaterprooGrg and Damp-Proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Rureau of Indian Standards, after the
draft firalized by Watcrproofirg ard Damp-Proofing Sectional Commit tee had been approved by
the Civil Engineerir g Division Council.
This is the third revision of the stardard. A number of standards referred in the second revision
of the stardard have undergone revision since its publication in 1976. This revision is based on
further experience gained in this work since its previous revision and it takes care of the latest
revision of the referred standards.
Bitumen felt is extensively used for damp-proofing and waterproofing purposes both in basement
and in roof finish. The specification for the material is covered in IS 1322 : 1982 and IS 7193 :
1974. IS 1346 : 1991 gives the guidance related to waterproofing of roofs with bitumen felt and the
general features relating to damp-proofing and waterproofing with regard to design details, surface
preparation, drainage, etc, are covered in IS 3067 : 1988. This standard is intended to cover only
the execution part of the work relating to application of bitumen felt to damp-proofing treatment
to foundation, walls and basement.
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 to the
practices in the field in this country.IS 1609 : 1991
Indian Standard
DAMP-PROOFINGTREATMENT USING
BITUMENFELTS- CODEOFPRACTICE
1 SCOPE 6.2 Damp-Proofing Treatment Above Ground
Level
1.1 This standard covers the methods of
The damp-proofing treatment for floors and for
application of bitumen felts for damp-proofiing
walls shall be as described below. If a bitumi-
treatment to foundations, basements and walls
nous primer has been recommended, this shall
of buildings to prevent the penetration of
first be brushed over the roof surface and
moisture and water from an external source at
allowed to dry. Generally a quantity of 0’2 to
or below ground level.
0’4 l/m* is recommended:
2 REFERENCE a) For Floors
2.1 The standard listed in Annex A are neces- 1) Hot applied blown bitumen at the rate
sary adjuncts to this standard. of 1’5 kg/m*.
2) Hessian base self-finished felt Type 3,
3 TERMINOLOGY
Grade 2 or glass fibre base Type 2,
Grade II; and
3.1 Multiple Layer Damp-Proofing Treatment
3) Hot applied blown bitumen at the rate
Two or more layers of bitumen felt laid with of 1’5 kg/m”.
overlapping joints and bonded together with
bitumen. b) For W’ulls
One or two layers of hessian base self-
4 NECESSARY INFORMATION finished felt Type 3, Grade 2 or glass fibre
base felt Type 2, Grade II shall be laid
The designer of the building shall make sure
according to the life of the building using
that he has sufficient information as specified in
the bonding bitumen between the wall and
IS 3067 : 1988.
the felt.
5 MATERIAL NOTE - Adopt one layer of the felt for an expect-
ed life of building up to 10 years and two layers for
5.1 The materials used for preparing surface on
more than 10 years.
which the damp-proof treatment is to be laid
shall be cement-sand mortar ( 1 : 4 ). The cement 6.3 Damp-Proofing Treatment for Basemeots and
shall conform to IS 269 : 19S9. The sand used Structures Below Ground Level
shall conform to IS 2116 : 1980 and shall be free
from deleterious matter. The multiple layer damp-proofing treatment
shall be according to either of the three methods
5.2 Bitumen Primer described below. Tt shall be noted that fibre
based self-finished felt is not recommended for
Primer shall conform to the requirements of use in basements:
IS 3384 : 1986.
a) Normal Treatment ( Two Layers of Felt ):
5.3 Felts
1) Primer ( for vertical faces only ) at the
Felts shall conform to the requiremzuts of rate of 0’27 l/m2;
IS 1322 : 1982 and 1s 7193 : 1974. 2) Hot applied blown bitumen at the rate
of 1’5 kg/me;
5.4 Bitumen Bonding Material
3) Hessian base self-finished felt Type 3,
The bonding material shall be blown bitumen g;Te :Ior glass fibre base felt Type 2,
conforming to IS 702 : 1988. The rscommended
,
grade of bitumen are 85125 or 90115.
4) Hot applied blown bitumen at the rate
6 DAMP-PROOFING TREATMENT of 1’5 kg/m2;
6.1 The types and grades of bitumen felt referr- 5) Hessian base self-finished felt Type 3,
ed to under 6.2 and 6.3 are those given in Grade 2 or glass fibre base felt Type 2,
IS 1322 : 1982 and 1s 7193 : 1974. Grade II; andIs 1609 : 1991
6) Hot applied blown bitumen at the rate 7.2 Preparation of Site
of 1’5 kg/m2.
In addition to the details covered in IS 3067 :
1988 the following points shall be noted:
b) Heavy Treatment ( Three Layers of Felt ):
a>
The site shall be kept free of water by
1) Primer ( for vertical faces only ) at the
continuous pumping till the whole work
rate of 0’27 l/m2;
and the construction of required structural
2) Hot applied blown bitumen at the rate protection for the damp-proofing treat-
of 1’5 kg/m2; ment is completed. To ensure good
3) Hessian base self-finished felt Type 3, adhesion between structural surface and
Grade 2 or glass fibre base felt Type 2, damp-proofing treatment, suitable methods
Grade II; to dry the surface shall be adoptl:d,
where\ er necessary;
4) Hot applied blown bitumen at the rate
of 1’5 kg/m2; b) In spite of the best arrangements made
for pumping out the water, the horizontal
5) Hessian base self-finished felt Type 3,
surface on which the damp-proofing treat-
Grade 2, or glass fibre base felt Type 2,
ment is to be laid may remain wet. Jn
Grade II;
such a case the first coat of bitumen which
6) Hot applied blown bitumen at the rate is laid hot on damp surface may not stick,
of 1’5 kg/m2: however, the purpose is served if the first
7) Hessian base self-finished felt Type 3, layer of felt adheres to the bitumen and
Grade 2, or glass fibre base felt Type 2, sufficient care is taken to ensure that the
Grade II; and overlapping joints are well stuck; and
8) Hot applied blown bitumen at the rate c> T he walls shall normally remain dry so
of 1’5 kg/ma. that the first course of the bitumen shall
adhere without difficulty and the felt
c) Extra Heavy Treatment ( Four Layers of
adheres to the bitumen.
Felt ):
1) Primer ( for vertical faces only ) at the 7.3 Laying of Felt
rate of 0’27 l/m2;
The felt shall be laid as mentioned below:
2) Hot applied blown bitumen at the rate
of 1’5 kg/ma; a) The felt shall be first cut to required
3) Hessian base self-finished felt Type 3, lengths, brushed clean of dusting mate-
Grade 2 or glass fibre base felt Type 2, rials, and laid out flat on a level, dry and
Grade IJ; clean surface.
4) Hot applied blown bitumen at the rate
b) After the surface had been prepared and
of 1’5 kg/m2;
the cement rendering and the corner
5) Hessian base self-finished felt Type 3, fillets have set and a primer coat has been
Grade 2 or glass fibre base felt Type 2,
applied, the strip of felt prepared for
Grade II;
laying is rolled up.
6) Hot applied blown bitumen at the rate
cl The laying shall commence on the floor
of 1’5 kg/mz;
and shall be completed before treatment
7) Hessian base self-finished felt Type 3, is applied to the walls.
Grade 2 or glass fibre base felt Type 2,
Grade II; 4 The rolled up felt is laid on one end of
the floor the hot bonding material is
8) Hot applied blown bitumen at the rate poured on to the floor in front of it accross
of 1’5 kg/m*;
the fuli width of the felt which is then
9) Hessian base self-finished felt Type 3, unrolled gradually with a slight pressure
Grade 2 or glass fibre base felt Type 2, to squeeze out the excess bitumen.
Grade II; and
4 After the whole floor has been covered
IO) Hot applied blown bitumen at the rate
and the overlapping joints properly sealed,
of 1’5 kg/m2.
the felt is laid on the vertical face of the
walls in a similar manner. In this case
7 METHOD OF LAYING DAMP-PROOFING
the roll of felt is held at floor level and
TREATMENT
then gradually unrolled up the wall face
7.1 General as hot bitumen is poured between the
roll and the wall face.
The damp-proofing treatment shall be laid in
such a way so as to ensure an effective barrier f> The minimum overlapping joints at sides
all over against water penetration. For this pur- and ends of strips shall be 100 mm; and
pose, the damp-proofing treatment shall be d The subsequent layers of felt shall break
continuous throughout and the overlap joints in joint midway between the joints of the
felts, wherever they exist, shall be correctly made. layer immediately beneath it.
2IS 1609 : 1991
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Tif le
269 : 1989 33 Grade ordinary portland 3067 : 1988 Code of practice for general
cement ( fourth revision ) design details and preparatory
work for damp-proofing and
702 : 1988 Industrial bitumen ( second waterproofing of buildings ( first
revision )
revision )
1322 : 1982 Bitumen felts for waterproofing 3384 : 1986 Bitumen primer for use in water-
and damp-proofing ( third proofing and damp-proofing
revision 1 ( jirsl revision )
4911 : 1986 Glossary of terms relating to
1346 : 1991 Code of uractice for waternroof-
bituminous waterproofing and
ing of roofs with bitumen felts
damp-proofing of building ( first
( third revision )
revision )
2116 : 1980 Sand for masonry mortars ( first 7193 : 1974 Glass fibre base coal tar pitch
revision ) and bitumen feltsBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 41 ( 4878 I ’
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
.
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 83 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335336, Sector 34-A CHANDIGARH 160022 60 38 43
1 60 20 25
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 { 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA.
THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
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13633.pdf
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ISl3633:1993
Indian Standard i
SHIPBUILDING- MEASUREMENTAND
REPORTINGOFLOCALVIBRATIONDATAOF
SHIPSTRUCTURESANDEQUIPMENT-
CODEOFPRACTICE
UDC 629: 12: 534q1.08
Q BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
l
NEW DELHI 110002
June 1993 Price Group 5Shipbuilding Sectional Committee, TED 17
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Shipbuilding Sectional Committee had been approved by the Transport Engineering Division Council.
The term ‘ local vibration ‘, as used in the shipbuilding industry, applies to the dynamic response of a
structural element, an assembly of structural elements, machinery or equipment which vibrates at an I
amplitude significantly greater than that of the basic hull girder at the location. This vibration may
occur at a frequency of the hull girder or of a machinery component. Typical examples include the
vibration of parts of the superstructure, smokestack, mast, binnacle, turbine, pipe or deck plate. These
local vibrations generally result from:
a) local flexibility of supporting structural elements; or
b) the vibratory characteristics of the machinery concerned.
In this standard, the term ‘ vibration severity ’ is used to describe the vibration conditions in the ship
and, based on long established practice in the industry, the peak value of vibration velocity has been
chosen as the primary quantity of measurement; since, however, much data have been accumulated in
terms of vibration acceleration and vibration displacement, a plotting sheet has been adopted on which
data may easily be plotted using any of these quantities of measurement.
This standard establishes uniform procedures for gathering and presenting data on vibration of local
structural elements or equipment in sea-going merchant ships. The procedures, where applicable, can
also be used for inland ships and tug boats. Such data are necessary to establish uniformly the vibration
characteristics present in various compartments on board ship and to provide a basis or design predic-
tions, improvements and comparison against environmental vibration reference levels or criteria relative
to reliability ( of machines ), safety ( of structures ) and habitability. The data are not intended to
apply to the evaluation of the vibration of machines with respect to noise control or to the design of
the machine or eqmpment under consideration. These latter cases will generally require specific
diagnostic treatment and include a broader frequency range and more specialized instrumentation than
is necessary for these general considerations.
Concern over local vibration may be caused by:
a) the stresses due to the vibration, for example, in the structure, in the equipment or
attachments;
b) the necessity of maintaining trouble-free operation of a machine or other equipment which
might be jeopardized by the malfunction or degradation of components;
c) the physical strain on man ( habitability and performance );
d) the effects of the vibration on its environment, such as adjacent instruments, machines,
equipment, etc.
This standard gives general principles of vibration measurement on board ships to improve vibration
engineering. Therefore, in individual case, items to be measured may be selected or added to meet the
aims of the vibration measurement of each ship.
In the preparation of this standard, considerable assistance has been derived from IS0 4868 : 1984
‘ Code for the measurement and reporting of local vibration data of ship structures and equipment ‘,
issued by the International Organization for Standardization ( IS0 )
For the purpose of deciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accor-
dance with IS 2 : 1960 ‘ Rules for rounding off numerical values ( revised )‘. The number of significant
places retained in the rounded off value should be the same as that of the specified value in this
standard.IS 13633: 1993
Indian Standard
SHIPBUILDING -MEASUREMBNTAND
RBPORTINGOFLOCALVIBRATIONDATAOF
SHIPSTRUCTURBSANDEQUIPMBNT-
CODEOFPRACTICE
1 SCOPE 3.5 Severity of Vibration
1.1 This standard deals with local vibration The peak value of vibration ( velocity accelera-
measured on structural elements, superstructures, tion or displacement ) during periods of steady-
decks, bulkheads, masts, machines, foundations, state vibration, representative of maximum
equipment, etc, and only relates to the measure- repetitive behaviour, under the conditions defined
ment and reporting of the local vibration of the in 4.2.
structure or equipment mounted thereon.
When using autographic records, suitable lengths
The frequency range considered includes propul- of record may easily be recognized.
sion shaft rotational frequencies, rotational
When using electronic methods of recording and
frequency of machines and other significant source
frequencies, such as diesel firing, blade or vane analysis, care shall be taken to use lengths of
passage etc. record, time constants and averaging times so that
good approximation to the steady-state amplitude
is obtained.
2 REFERENCE
4 MEASUREMENT OF DATA
IS 13290 : 1992 ‘Shipbuilding - Measurement
and reporting of shipboard vibration data - Code
of practice’ is a necessary adjunct to this standard. 4.1 Instrumentation
41.1 Measurements shall preferably be made
3 TERMINOLOGY
with an electronic system which produces a per-
manent record. The transducers may generate
For the purpose of this standard, the following
signals proportional to acceleration, velocity or
definitions shall apply.
displacement. Recording can be made either on
magnetic tape, paper oscillographs, or a combina-
3.1 Free Route
tion of both. Use of paper oscillographs during the
tests means that the vibration traces can be
That condition achieved when the ship is proceed-
inspected directly and is very helpful in evaluating
ing at a constant speed and course with minimum
existing vibration problems. When displacement
throttle or helm adjustment.
rather than either velocity or acceleration is
recorded, the desired low-frequency signals asso-
3.2 Hull Girder
ciated with significant vibratory motion are the
The primary hull structure such as the shell major components of a recorded trace. Thus, they
plating and continuous strength decks contributing are readily evaluated since they overshadow
to flexural rigidity of the hull and the static and possible higher frequency signals with low
dynamic behaviour of which can be described by displacement amplitudes.
a free-free non-uniform beam approximation.
4.1.2 Provision shall be made for suitable attenua-
3.3 Hull Girder Vibration tion control to enable the system to accommodate
a wide range of amplitudes.
That component of vibration which exists at any
particular transverse plane of the hull so that there 4.1.3 An event marker shall be provided on the
is little or no relative motion between elements propeller shaft. Its position with respect to top
intersected by the plane. dead centre of cylinder No. 1 and a propeller
blade shall be noted.
3.4 Local Vibration
The dynamic response of a.structural element, 4.1.4 The complete measuring system shall be
deck, bulkhead or piece of equipment which is calibrated in the laboratory prior to the test and
significantly greater than that of the hull girder at it is desirable to check the calibration of each
that location. recording channel before each stage of the test.
1IS 13633 : 1993
4.1.5 Portable electronic and mechanical instru- 4.3.5 Local Machinery and Equipment Vibration
ments capable of single-point measurement may
Vertical, athwartship and longitudinal vibration
be used.
at the outside of machinery where there is
4.2 Preferable Test Conditions evidence of large vibration amplitudes.
4.2.1 The preferable test conditions shall be as 4.4 Quantities to be Measured
follows:
The quantities to be measured are as follows:
a) The test shall be conducted in a depth of
4 Any one of displacement, velocity, accele-
water not less than five times the draught
of the ship, with machinery running under ration, pressure and strain;
normal conditions, unless otherwise specifi- b) Frequencies in cycles per second ( Hz ) or
ed;
cycles per minute;
NOTE - For exploratory purposes, tests may be
cl Shaft rotational frequency ( speed ) in
carried out at the quayside if there is no reason to
suppose that shallow water will influence the revolutions per minute or revolutions per
results. second; and
b) The test shall be conducted in a quiet sea 4 Phase, where appropriate.
[ sea State 3 ( equivalent to wind speed of
11 to 16 knots ) or less 1; 4.5 Test Procedure
4 The ship shall be ballasted to displace- 4.5.1 Calibration of Recording Equipment
ment as close as possible to the operating
Each channel shall be checked after completion of
conditions within the ordinary ballasting
installation to ensure proper working condition,
capacity of the vessel. The draught aft shall
desired amplification setting and phasing. Checks
ensure full immersion of the propeller;
shall be made at regular intervals. The calibration
d) During the free-route portion of the test, the shall be recorded.
rudder angle shall be restricted to about
4.5.2 Performance of Measurements
two degrees port or starboard ( minimum
rudder action is desired ); and The data in the following conditions shall be
recorded:
e) Individual machines may be run in isola-
a>
tion as required to investigate particular In free route, at 3 to 10 rev/min increments
from one-half to maximum speed. Addi-
problems.
tional runs at smaller increments are
4.2.2 Any divergence from these conditions shall required in the vicinity of critical speeds
be clearly stated in Table 4. and near service speed;
4.3 Transducer Locations b) Free route runs at the operation speeds;
4.3.1 Stern and
Vertical, athwartship and longitudinal measure- cl Special runs at speeds reported to cause
ments as close as possible to the centreline and local vibrations, as needed.
the stern, to establish the hull girder vibration
NOTE - For fire-route runs, permit the ship to
characteristics. The location shall be chosen so steady on constant speed. Hold the speed for a
that the results are not influenced by local sufficient time to permit recording of maximum
vibration effects. and minimum vibration values ( about 1 min ).
In multiple shaft ships, all shafts shall be run at,
4.3.2 Superstructure or as close as possible to, the same speed to deter-
mine total vibration levels. In certain instances it
Vertical, athwartship and longitudinal measure- may be preferable to run with a single shaft for
the determination of vibration modes.
ments on the superstructure front bulkhead, at a
minimum of three different deck levels. 5 ANALYSIS AND REPORTING OF DATA
4.3.3 Local Structures
5.1 Analysis
Vertical, athwartship and longitudinal measure- Analysis shall provide the following information
ments at any local structure where evidence of for all runs:
local vibration occurs.
a) Severity of vibration at the propeller shaft
4.3.4 Local Deck Traverse rotational frequency for hull girder
Vertical, athwartship and longitudinal measure- transducers;
ments at a sufficient number of points in the area b) Severity of vibration at blade rate
of local vibration to determine the relative frequencies for hull girder and machinery
vibration with respect to the hull girder. transducers;IS 13633 : 1993
Severity of vibration of each detectable f-1 Hull girder natural frequencies identified
harmonic of shaft rotational frequency or from stern measurements and any unusual
blade rate for hull girder and machinery vibration condition encountered;
transducers;
g) Results from manoeuvres tabulated as
d) Severity of local structural vibration at all
indicated in Tables 6 and 7;
measurement locations;
h) Weather conditions during the measure-
e) Mode shape of local vibrations. Use hull
ments, including sea state and direction
girder vibration as reference for the mode
relative to the ship;
shape;
f 1 Severity of vibrations of local machinery or j) Method of analysis of results; and
equipment at all measurement locations;
k) Type of instrument used.
EdF or additional optional measurements, if
specified, see IS 13290 : 1992.
6 RULES FOR PRESENTATION OF
NOTE - The presence of beating effects, if any, VIBRATION TEST RESULTS
shall be noted by recording maximum and mini-
mum values of the amplitudes and the frequency
of the beat. 6.1 Use one graph each ( see Fig. 1 ) for vertical,
athwartship and longitudinal hull vibration at
5.2 Reporting of Data
stern.
Data reported shall include the following:
Identify severity of vibration for evaluation of
a>
The principal ship design characteristics: habitability. Use l for objectionable, (J for
1) Complete Tables 1, 2, 3 and 4. questionable, and 0 for acceptable vibrations.
2) Provide a sketch of the inboard profile
6.2 Use one graph ( see Fig. 1 ) each for all
of hull and superstructure.
measuring points and directions of measurement.
b! A sketch showing locations of hull girder
and local transducers and their directions 6.3 Additional graphs shall be used to identify
of measurement. phasing relationships, etc.
NOTE - For local vibration measurements, it is
particularly important that the precise position 6.4 The following marks shall be used throughout
of transducers shall be noted since very small the report for easy identification:
changes in position can lead to large changes in
measured amplitude.
0
Propeller shaft frequency
cl Plots of displacement of velocity or accele-
ration amplitudes versus speed for shaft
rotational frequency, blade rate or any Blade rate
harmonic thereof. Make use of forms of the 0
kind shown in Fig. 1, using the rules given
A Twice blade rate
in Table 5. Linear plots may also be used;
d) Profiles of local deck vibration at each
resonate from port to starboard and from Three times blade rate
the nearest aft to the nearest forward 0
v
structural bulkhead; Higher frequencies ( identify )
e) Tables of all significant vibration severities
X Engine frequency ( identify predominant
and their location and frequency, for
orders )
machinery excited vibration;IS 13633 : 1993
Table 1 Particulars of Test Ship
[ Claus5e.2 (a) J
Ship Name
Particulars of Ship
Builder/Year Built
Hull Main engines
Kind and Type No., kind and type
Class Year Built
_
Bore and stroke, mm
Construction
No. of cylinders
. -
Length Lop between perdendicuIars, m Power, kW
Breadth B moulded, m Speed, revjmin
-
Depth D moulded, m Location*
Draught I ( full load, ) m MVl
_ .
DisplacementA ( full load ), t Unbalance couplet, N.m Mv2
.
Block coefficient Cn Mll
Dead weight, t
- _ Propellers
Light weight, t
-~
Second moment of area of IV No. and type ___
midship section, m4 -
-z No. of blades
-
Shear area of midship Av Pitch ratio
section, ms
I-- Ah I Expanded area ratio
Sketch of midship section Skew in degrees
_p
Diameter Dp, m
Speed, rev/min
Type and number of rudders
Sketch of screw aperturet
Remarks :
*For diesel engines, the distance from the aft perpendicular to centre of engine. For turbine, the approximate
location, for example, amidships, semi-aft or aft.
tin the case of an engine having unbalanced forces and/or any other excitation necessary to describe the
vibratory phenomenon, the value shall be added in the ‘Remarks’ column.
$Substitute appropriate sketch in multiple screw or ducted propeller ship. .
4IS 13633 : 1
Table 2 Particulars of Propulsion-Shaft System
[ Clause 5.2(a) ]
Particulars of Propulsion-Shaft System Number of Shafts
Maximum and Normal Speed, rev/min
Type of Bushing Material
Shaft Alignment ( Straight or Rational )
-
Rotating Parts Stationary Parts
Diameter Length Diameter C* Support* ,
mm mm mm mm
_____--p
1 Tall Shaft a) Stern tube aft bearing
__
2 First intermediate shaft b) Stern tube forward bearing I I
- -_ - ____
3 Second intermediate shaft c) First intermediate bearing
_ --
4 Third intermediate shaft d) Second intermediate bearing
-_ ____ _~__ -
5 Fourth intermediate shaft e) Third intermediate bearing
___- -
6 Thurst shaft I I f ) Fourth intermediate bearing
____
__Y
Diumcter Mass Mass polar mo- g) Fifth intermediate bearing I !
mm t ment of inertia - ---
t.ms h) Sixth intermediate bearing
- -- ___ --
Second reduction gear j) Seventh intermediate bearing
-._...J- -- --
First reduction gear k) Eighth intermediate bearing
-- I ._ ___ --
Flywheel 1 I m) Ninth intermediate bearing
--
Aft part of the shafting n) Thrust block
. _ . .- -
Mass, t, and density, p) Bull gearing aft bearing
kg/ma, of propeller
--
Mass polar moment of q) Bullgearing forward bearing
inertia of propeller, I I
t.ms
-
Stz$ess Distance Sketch of thrust block and its foundation with major
N/m mm scantlings
Aft support of tail $
shaft
Forward support of §
tail shaft
Intermediate bearing
frequency
First (-/ (-
I
c/min
Second
Sketch of shaft system showing relative location of rotating and stationary parts. Indicate the length of aft
bushing (L) and (L/D).
*Diametral clearance.
TFor example, on double bottom, in propeller bossing.
IDistance between the propeller centre of gravity and aft support of the tail shaft.
§Distance between two tail shaft supports.IS 13633 : 1993
Table 3 Particulars of Main Diesel Engines or Turbine Driven Plants
[ Clause 5.2(a) ]
Particulars of Main Engine
Manufacturer
Natural frequency of shafting and crankshaft or gearing
and turbines, c/min*
Kind
Type Mode Longitudinal Torsional
Maximum Normal First
Output, kW Brake :
Second
Shaft :
Rotational frequency, Third
rev/min
Main diesel engine
-
Number of cylinders Mass and position in 1ongitudinaI and vertical direction of
centre of gravity relative to crankshaft axis
Cylinder bore
Cylinder stroke
Indicate angle and Mass polar moment of inertia with respect to crankshaft
cylinder No., axis
Propeller blade
and event marker Stiffness values of thrust block, N/m
FORWARD RUNNING
( LOOKING FORWARD)
Order FOOX couple
N N.m
Firing order
First
Free forces and
couples due to
unbalance
Second
.
_
. .
Guide forces (H ) .
and couples ( K )
_
_
-
Sketch of crankshaft or reduction gear system showing its major scantlings.
*Give details of balances, detuners, dampers, etc, which could influence vibration.
6IS 13633 : 1993
Table 4 Conditions During Vibration Measurements
[ Clauses 4.2.2 and 5.2 (a) ]
Test Conditions Date
Place
Sea state ( Beaufort No. ) Type and characteristics of measuring instruments
Height of swell, m I ~~
RELATIVE HEADING
ANGLE, 1N DEGREES
/
‘&Y/E DIRECTION
Depth of water, m
Draught forward, m
Draught aft, m
Mean draught, m
Test displacement A, t
_
Propeller immersion from shaft centre-
line to water surface, m
-
Loading Plan
Table 5 Results of Vibration Measurements
[ Clause 5.2 (c) ]
Listing of Location OF Measurements Shaft Speed Peak Amplitude* and Frequency
( Refer to Sketch ) rev/min Hz
Station Frame Item Transducers Vertical Athwartship Longitudinal Remarks
Location c- _h__7r-_~---_?C_-_
t Hz t HZ t HZ
(1) (2) (5) (4) (5) (6) (7) (8) (9) (10) (11) (121
I !
Ship :. . . . . . . . . .. . .. . .. . . . . .. . . . .- . . . . Test date .*. . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . . . . --_
*Indicate whether velocity, acceleration or displacement amplitudes are reported.
TEnter the following units accordingly:
mm for displacement
mm/s for velocity ( preferred )
mm/s* for acceleration.
7IS 13633 : 1993
Table 6 Results of Vibration Measurements During Manoeuvres ( Optional )
[ Clause 5.2 (g) )
Manoeuvres Initial Order* Frequency, Hz, and Maximum Amplitude?
/ Shaft Speed
rev/min Stern Other Selected Location identify
/ Vertical Athwart- Longitu- Vertical Athwart- Longitu-
RR, 2xBR ship dinal ship dinal
(1) (2) (3) _ (4) (5) _____-- (6) (7) (8) (9)
Hard turn to
port I
Hard turn to
starboard / __-
I I
Crashback
Notes:
Ship: _. . . .._.._. _.._....... .. .._....... Test date: . . .._. . . . . . . . . . . _ . . . ._.... .. . __
*After order number, identify blade rate ( BR ) or twice blade rate ( 2 x BR ).
+Indicate whether velocity, acceleration or displacement amplitudes reported and enter the following unite
accordingly:
mm for displacement
mm/s for velocity ( preferred )
mm/s* for acceleration.
Table 7 Longitudinal Vibration of the Propulsion System During
Manoeuvres ( Optional )
[ Clause 5.2 (g) ]
Manoeuvres Run No. II ntitial Shaft Frequency, Hz, and Maximum Amplitudes*
Speed
rev/min Thrust Thrust Bull Gear Gear HP HP Conden-
Bearing Bearing Gear Case Case Tur- Tur- ser
Housing Founda- Shaft Foun- Top bine bine
tion dation
(1) (2) (3) (4) (5) (6! (7) (8) (9) (10; (11)
--
Hard turn to
port
Hard turn to
starboard
Crashback
Notes:
Ship: . . . . _. . . . . . . . . . . . . . . .._..........._. Test date: .-......- . . . . .._....... . . . . . . . .._.
*Indicate whether velocity, acceleration or displacement amplitudes are reported and enter the following units
accordingly:
mm for displacement
mm/s for velocity ( preferred )
mm/s* for acceleration.
8Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau qf 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 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 Standurds Act, I986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced m 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
1
Amendments are issued to standards as the need arises on the basis of comments. Standards are any
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. TED 17 ( 827 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Afar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 331 01 31, 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
Eastern : l/ 14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 1 37 86 26, 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
I 53 23 84
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
1 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZTABAD. GUWAHATT. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
.
Prlnted at New India Prlntfng Press, Khorja. India
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