Disclosure to Promote the Right To Information Whereas the Parliament of India has set out to provide a practical regime of right to information for citizens to secure access to information under the control of public authorities, in order to promote transparency and accountability in the working of every public authority, and whereas the attached publication of the Bureau of Indian Standards is of particular interest to the public, particularly disadvantaged communities and those engaged in the pursuit of education and knowledge, the attached public safety standard is made available to promote the timely dissemination of this information in an accurate manner to the public. इंटरनेट मानक “!ान $ एक न’ भारत का +नम-ण” Satyanarayan Gangaram Pitroda “Invent a New India Using Knowledge” “प0रा1 को छोड न’ 5 तरफ” Jawaharlal Nehru “Step Out From the Old to the New” “जान1 का अ+धकार, जी1 का अ+धकार” Mazdoor Kisan Shakti Sangathan “The Right to Information, The Right to Live” “!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता ह ै” Bhartṛhari—Nītiśatakam “Knowledge is such a treasure which cannot be stolen” IS 4247-2 (1992): Code of Practice Structural Design of Hydroelectric Power, Part 2: Superstructure [WRD 15: Hydroelectric Power House Structures]
Transcript
Disclosure to Promote the Right To Information
Whereas the Parliament of India has set out to provide a practical regime of right to information for citizens to secure access to information under the control of public authorities, in order to promote transparency and accountability in the working of every public authority, and whereas the attached publication of the Bureau of Indian Standards is of particular interest to the public, particularly disadvantaged communities and those engaged in the pursuit of education and knowledge, the attached public safety standard is made available to promote the timely dissemination of this information in an accurate manner to the public.
इंटरनेट मानक
“!ान $ एक न' भारत का +नम-ण”Satyanarayan Gangaram Pitroda
“Invent a New India Using Knowledge”
“प0रा1 को छोड न' 5 तरफ”Jawaharlal Nehru
“Step Out From the Old to the New”
“जान1 का अ+धकार, जी1 का अ+धकार”Mazdoor Kisan Shakti Sangathan
“The Right to Information, The Right to Live”
“!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता है”Bhartṛhari—Nītiśatakam
“Knowledge is such a treasure which cannot be stolen”
“Invent a New India Using Knowledge”
है”ह”ह
IS 4247-2 (1992): Code of Practice Structural Design ofHydroelectric Power, Part 2: Superstructure [WRD 15:Hydroelectric Power House Structures]
a) 'IS 456 : 2000 Plain and reinforced concrete - Code of practice (fourthrevision)' Jar 'IS 456 : 1978 Code of practice for plain and reinforcedconcrete (third revision)'.
b) 'IS 1346 : 1991 Code of practice for water proofmg 'of roofs withbitumen felts (third revision)' for 'IS 1346 : 1976 Code of practice forwater-proofing of roofs with bitumen felts (second revision)' •
c) 'IS 3036 : 1992 Code of practice for laying lime concrete for waterproofed roof finish (secondrevision)' 101' 'IS 3036: 1980 Code ofpracticefor laying lime concrete for a waterproofed roof finish (first revuion)'.
d) 'IS 3067 : 1988 Code of practice for general design details andpreparatory work for damp-proofmg and water-proofing of buildings(second revision)' lor 'IS 3067 : 1980 Code of practice for generaldesign, detail and preparatory work for damp-proofing and water-proofingofbuildings(first revision)'.
Amend No. I to IS 4247 (Part 2) : 1992
e) 'IS 4247 (Part 1) : 1993 Code of practice for structural design of surfacehydroelectric power stations: Part 1 Data for design (third revision)' lor\15 4247 (Part 1) : 1984 Code of practice for structural design of surfacehydroelectric power stations: Part 1 Data for design'.
(Page 6, Annex A) - Insert 'IS 4971 : 1968 Recommendations forselectionof industrial floor finishes' 'at the appropriate place.
(WRD 15)
Rcpl'OIfaphy Uni~ BIS~ New Delhi~ India
2
Hydroelectric Power House Structures Sectional Committee. RVD IS
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized bythe Hydroelectric Power House Structures Sectional Committee had been approved by the RiverValley Division Council.
Preliminary design of hydel power station generally consists of study of alternative schemes and costestimates for different site arrangements. The next stage usually involves detailed planningconsisting of comparative studies of different designs and arrangements of plants for the finallyagreed site and operating conditions. The final stage of design is normally concerned with thestructural design and building details, therefore orderly design procedure in the initial stages savestime in the long run and avoids replanning and difficult structural problems later OD.
Design of superstructure of a hydro power station is an important item and requires considerableattention. For maximum economy, judicious selection of a particular type of superstructure andits components amongst the various types in vogue, is essential. This standard is intended to helpthe designer in designing surface hydro power station for the loads likely to come on them duringconstruction, erection, operation, maintenance and repair. This code of practice represents astandard of good practice and, therefore, takes the form of recommendations.
This standard has been published in three parts, Part 1 covers data for design while Part 3 coverssubstructures.
This standard ( Part 2 ) was first published in 1968 and subsequently revised in 1978. The presentrevision has been made in view of the experience gained during the course of these years in useof this standard. The major modifications in this revision are in respect of design criteria.Construction details for galvanized corrugated steel sheet roofs design of columns and clause onchoice amongst various types of girders have been deleted. Also additional information regardingfloor finishes have been included.
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 be roundedoff in accordance with IS 2 : 1960 'Rules for rounding off numerical values ( revised )'. The numberof significant places retained in the rounded off value should be the same as that of the specifiedvalue in this standard.
, "lI ••••,.
IS 4147 ( Part 2) : 1992
Indian Standard
CODE OF PRACTICE FORSTRUCTURAL DESIGN OF SURFACEHYDROELECTRIC POWER STATION
PART 2 SUPERSTRUCTURE
( Second Revision)
1 SCOPE 6 TYPES AND LAYOUT OFSUPERSTRUCTURE
This standard ( Part 2 ) covers types, layout andthe structural design of superstructure of a surface 6.1 The superstructure of surface hydel powerhydroelectric power house. house can be, generally, classified into the
following types:
1 REFERENCES
The Indian Standards listed in Annex A arenecessary adjuncts to this standard.
3 TERMINOLOGY
3.0 For the purpose of this standard, the following definition should apply.
3.1 Superstructure
The portion of power house extending fromturbine floor/generator floor right up to the topincluding gantry columns, roofs, walls, etc.
4 DESIGN
The data to be collected for the design of asurface hydro power station should be in accordance with IS 4247 ( Part 1 ) : 1984.
5 MATERIAlS::
5.1 Structural Steel
The structural steel should conform to IS 2062 :1984 or IS 226 : 1975 and IS 8500 : 1977.
a) Outdoor Types - The power house inwhich generators, exciters, etc, are provided with local steel housings for weatherprotection but are otherwise fully exposedabove the intermediate structure. Theyrequire travelling gantry cranes for theerection and maintenance of the units.
b) Semi-outdoor Type - The power house hasa low roof or deck immediately over thegenerators. The height not being sufficientto house the overhead travelling crane. Theerection and maintenance of machine isdone through hatches provided in the roof.
c) Indoor Type - This type of power househas a superstructure high enough toaccommodate the overhead travellingcrane. In this case all the erection andmaintenance of the machinery is doneinside the building.
6.2 The factors generally influencing the choice ofthe types of superstructures are, site topography,approach road level, tail water level, weatherconditions, type of machine, security, economyand aesthetics.
The concrete should conform to IS 456 : 1978.Minimum M 20 grade of concrete should beused where structure comes in contact with water.
5.4 G.I'~DIzed Corruaated Steel Sbeets
Galvanized corrugated steel sheets should con"form to IS 277 : 1985~
5.1 Reinforcement~
The reinforcement steel should conformIS 432 (Part I ) : 1982 or IS 1786 : 1985.
5.3 Concrete
6.3 Important aspects in the layout of superstructure are positioning of gantry columns, fixing
to their heights and selection of suitable roofingsystem. The layout of gantry columns is affectedto quite an extent by the transverse joints provided in the substructure. Twin columns shouldnormally be provided at places where a jointoccurs in the substructure. The location of gantrycolumns is also influenced by the following:
a) Availability of space for foundations whichwould depend upon the layout of the scrollcase and the openings in the substructure;and
b) The likely size of gantry girder.
1·
IS 4247 ( Part 2 ) : 1992
6.3.1 The height of columns should be such thatthe crane hook in its highest position is able tohandle the biggest machine part with othermachines remaining undisturbed. Also theclearance of hook over the erection bay floor levelshould be enough for the biggest machine part tobe unloaded from the trailer. Suitable arrangement should be made for detanking of transformers but increasing the height of machine hall forthis reason alone is not desirable.
7 ELEMENTS OF SUPERSTRUCTURE
7.1 The superstructure of a power house generallyconsists of the following elements:
8) Roof,
b) Roof supports,
c) Gantry girder,
d) Gantry columns,
c) Beams or braces,
f) Panel walls,
g) Floors, and
h) Auxiliary rooms and service bay andunloading bay when they form part ofmain power house.
8 DESIGN LOADS AND FORCES
8.1 Dead Loads
These should consist of self load of the structureand the p~rmanent superimposed loads.
8.2 Live Loads
The live loads for roof and floors should be takenin accordance with IS 875 (Part 2): 1987respectively.
8.3 Wind Load
Wind load should be taken in accordance withIS 875 ( Part 3 ) : 1987.
8.4 Snow load should be taken in accordancewith IS 875 (Part 4) : 1987 wherever applicable.
8.5 Crane Loads
Crane loads should be considered in accordancewith IS 4247 (Part 1 ) : 1978.
8.6 Earthquake Forces
These should be considered in accordance withIS 1893 : 1984.
8.7 Water Pressure and Earth Pressure
Appropriate values of these forces under staticand dynamic conditions should be consideredwhere applicable as per IS 1893 : 1984.
2
8.8 Temperature. Etreetl
The total temperature variation in structureshould be considered as two-thirds of the averagemaximum annual variation in temperature. Thestructure should be designed to withstand stressesconsequent to + half the. total temperaturevariations.
NOTE - The maximum annual variation for thispurpose should be taken as the difference between themean of the daily minimum temperatures during thecoldest month of a year and the mean of the dailymaximum temperatures during the hottest month ofthe year.
8.' Special Loads
If the superstructure of the power station is to besubjected to any other load not covered in 8.1to 8.8 due to its special use, such as switch yard,transmission ca ble connected to columns, etc,appropriate additional loads should also beconsidered.
NOTE - The design based on the above loads (8.1to 8.8) should also be checked for erection andconstruction loads and crane testing load.
9 STRESSES
9.1 Permissible Stresses
The permissible stresses should be taken inaccordance with IS 456 : 1978 for concrete andreinforcement and IS 800: 1984 for structuralsteel.
Reduction in permissible stresses, if any, forcomponents of power house in contact with watermay be decided by the designer.
9.2 Increase In Permissible Stresses (or VariousLoad Combinations •
The design of superstructure should be checkedfor the combination of loads given in Table 1with the corresponding increase in permissiblestresses.
9.3 Fatigue Considerations
Steel members and their connections subjected tofluctuations of stresses should be designed according to permissible stresses given in IS 807 : 1976.The increase in permissible stresses should,however, remain the same as given in 9.1.
10 ROOF
10.1 Type of Roofs
The roof may be galvanized corrugated steelsheets or of reinforced concrete, precast or cast :in-situ. In the case of galvanized corrugatedsheet roof the supporting member may be a steeltruss of a gable steel frame whereas in the case oflatter it may either be a steel truss or beam or areinforced concrete beam arch or a gable frame.
IS 4247 ( Part 2 ) : 1991
Table 1 Permillible Increase In Stressel'for Various Load ComblaatioDS( Clause 9.2 )
SI No. Load Combinations.'
(1) (2)
i) Dead load. Jive load, moving crane loaded to half itl capacity andnormal tail water level
ii) Dead load, live load, standing crane load to its full capacity andnormal tail water level
iii) Dead load, live load, moving crane loaded to half its capacity,wind, temperature and normal tail water level
iv) Dead load, live load moving crane loaded to full capacity,temperature and normal tail water level
v) Dead load, live load, unloaded standing crane, temperature,earthquake and normal annual tail water level
vi) Dead load, live load, moving crane loaded to half its capacity,temperature and tail water level corresponding to design flood
vi i) Dead load and temporary or construction loads
PermissibleIncreale In Stresses
(3)
opercent
opercent
25 percent
25 percent
331 percent
331 percent
25 percent
NOTES1 Live loads should be as specified in IS 4241 ( Part 1 ) : 1984. Wind seismic and crane loads have been consideredas distinct from the live loads in the above table. While considering earthquake, live loads may be suitablymodified in accordance with IS 1893 : 1984.2 In case where there are some special conditions of loading particular to a power station as specified in 8.8 otherthan those mentioned in the above table, the same should also be accounted for appropriately.3 For rivets, bolts, tension rods, the permissible stresses should be increased by 2S percent only.
II ROOF SUPPORTS
10.3.1 Reinforced Cement Concrete Roofing
A minimum slope of 1 in 120 should be providedfor proper drainage of roof.
11.1.2 Concrete'
10.4 Waterproofing
Waterproofing of roof should be carried out inaccordance with the relevant Indian Standards(see IS 1346: 1976, IS 3036: 1980, IS 3067 :1988 and IS 4365 : 1967 ).
11.1 Type of Roof Supports
Power house roof supports, in general are eitherof steel or concrete. In either case it should bean integral part of a transverse frame. Its connection with the upstream and downstreamcolumns may generally be hinged or fixed depending upon the type of construction.
10.2 Choice of the TJpe of Roof
Th~cboiccof the type of roof primarily depends 11.1.1 Steelupon its use and the available constructionfacilities, time available for construction and the Steel roof support may either be a beam fixed toeconomics; the secondary consideration being the steel columns or a steel truss pin jointed toarchitectural appearance. the columns. In either case the top of roof
support may be flat or sloping depending upon10.3 Slope 01Roof the type of covering. In case of steel truss theThe slope of the roof should be as specified columns may either be of steel or concrete.
in 10.3.1 and 10.3.2.
10.1.1 Galvanized Corrugated Sheet Roof
Generally, the galvanized corrugated sheets ofthe roof are fixed on purlins supported on theroof members. The gauge of the galvanizedcorrugated sheet should depend on the load andthe spacing of the purlins or else the spacing ofthe purlins and rafters will have to be fixed tosuit a particular gauge for given design loads.However, the thickness of corrugated sheetshould be not less than 1·25 mm.
10.1.2 Reinforc(d Concrete Roof
The' reinforced concrete roof can either be precastor cast in situ, The distance between the twoadjacent roof supporting members may be, sometimes too large for slab to directly span the gap.It may generally be desirable to connect the roofmembers either by purlins or cross members orto use ribbed or any other suitable type of precastslabs.
10.3.1 Galvanized Corrugal.d Sheet Roofing Concrete roof support may either be an arch orThe ,slope of 'the roof should depend upon the a concrete beam fixed to the concrete columnstypo of truss to be used. Generally, a roof slope resulting in a frame. In case of beams, the top
, ,may be from 1/4 to 1/10. may either be fiat or sloping.
3
IS 4147 ( Part 2 ) : 1992
NOTE - Solnetimes the construction of the concretebeam at considerable height can be facilitated by theprovision of steel truss at the top of gantry columns tosupport the formwork and working platform. Thissteel truss which should be properly designed forconstruction loads, should be embedded in concreteand may form a part of reinforcement of the concretebeams.
11.3.3 The frame consisting of steel gantrycolumns with top steel girder fixed at ends shouldbeanalysed as a portal frame. The top steel beamshould be designed for bending moment, shearforce and thrust obtained from the frame analysis.The design should be done in accordance withIS 800 : 1984.
11.1 Choice of Type of Roof Supports 11.3.4 Concrete Beam
NOTE - In cases where steel truss Is embedded inconcrete beam for facility of construction, the beamsection containing steel truss and reinforcement barsshould be checked for final loads ignoring the initialstresses in the truss due to construction load (se.Note under 11.1.2 ).
12 GANTRY GIRDERS
lZ.2 Arrangement of Gantry Girder
12.2.1 Gantry girders may either be supported onbrackets connected to the column or on stepsprovided in the columns at a level. determined bycrane clearance, etc.
11.1 Type of Girders
The gantry girders may be either of the followingtypes:
a) SteelI) Plate girder,2) Lattice girder, and3) Box girder.
b) Concrete1) Reinforced cement concrete, and2) Prestressed cement concrete.
12.2.1 Seating for Gantry Girder
12.2.2.1 Steel girder
The steel girder may either be simply supportedor continuous over the gantry columns. There.should be clear joints in the girder at the locationsof expansion joints. In either case the girdershould be supported on suitably formed seats,which generally consist of a bearing plate weldedto the top of the steps in the column. The loadfrom the girder to the column is transferred eitherthrough the bottom flange of the girder J in casesufficient bearing area is available, or through a
1 bearing plate welded to the underside of the plategirder. In either case the. bearing surface shouldbe suitably machined. The·girder should be ',~
secured to the columns suitably. Provision shouldbe made, where necessary, to permit longitudinalmovement due to temperature variation anddeflection. The girder should normally be connected to the column near the top ftange in eachcase in order to restrain it from lateral bendiftSand twisting at tbe ~upport. '
11.3.1 Stell Truss
11.3.1.1 Spacing
11.3.1.1 Camber
The choice of type of roof support depends on In this case a frame similar to that givenlocal weather conditions, construction equipment in Il.3.31hould be analysed and concrete beamfacility. time needed for construction, types of should be designed for the moment, thrust andgantry columns, whether steel or concrete, and shear force in accordance with IS 456 : 1978.economics.
11.3.1.3 Bracing
Suitable bracing should be provided both in endand intermediate panels of each bay of the powerhouse as follows:
a) End panels - Suitable diagonal andlongitudinal bracings should be providedboth in the plane of top chords if purlinsare not provided. In case purlins are provided longitudinal' bracings in the plane oftop chord should be dispensed with.
b) lntermediate panels - Suitable diagonalbracing should be provided both in theplane of top and bottom chords if purlinsare not provided. In case purlins areprovided, diagonal bracing in the plane oftop chord should be dispensed with.
11.3.1 Steel Girder
The steel girder should preferably be a weldedstructure. These should be provided with suitablediagonal bracing in the end panels when purfinsare provided. In case purlins are not provideddiagonal bracing should be provided in' .allpanels.
11.3 Structural Design
The roof supporting member should be designedas part of the superstructure frame consisting ofroof supporting member, gantry columns, beams,walls and the Boors. if they form a part of theframe.
The spacing of roof trusses is governed by thespacing of columns which is fixed from otherconsiderations and limitations.
For better appearance a camber in the bottomchords of roof trusses is desirable. Cambershould be limited to 1/40 of the span as cambering the lower chord more than 1 in 40 wouldconsiderably add to the weight of the truss.
4
lZ.1.1.1 Concrete girder
Concrete girders should normally form an integralpart of the longitudinal frame along with columnsbetween two expansion joints.
11.2.3 Buffer Stops
At theend of crane runways, suitable buffer stopsshould be provided to withstand the maximumcrane striking force as specified by the cranesuppliers. Buffer stops should be provided withsuitable cushion pads to act as shock absorber.A limiting switch should be provided in front ofthe buffer stops.
11.3 Structural Design
11.3.1 Gantry girders should be subjected tomoments. shear force and thrust transmitted toit by the longitudinal frame analysis in which thecrane loads are positioned to give the worsteffect. In addition to the above, the girdershould also be subjected to horizontal loads. Assuch the girders should be designed as membersin biaxial bending, torsion and direct thrustaccording to the relevant Indian Standard.
13 GANTRY COLUMNS
13.1 Type of Columns
The gantry columns of a surface hydroelectricpower houses may be of steel, concrete or both.
13.1 Choice of Type of Columns
The selection of a particular type of columndepends upon construction equipment facility,construction schedule, availability of materialsand aesthetics.
13.3 Straetural Design
13.3.1 The design of gantry columns necessarilyconsists in analysing a space frame consisting ofupstream and downstream gantry columns locatedin between two expansion joints, roof supportingmember at the top of columns and any otherstructural members connected with gantrycolumns.
NOTE - For shnplicity, this space frame may beanalysecL,by splitting it up into separate transverse andIODgitudinal frames. However, the results obtainedfrom a two-dimensional analysis should normally beused (OJ preliminary dimensioning. The final desianmay bebased on a comprehensive three-dimensionalanalysis. '
13.3.2 A judicious disposition' of various loadsfor the combinations specified in 9.2 is necessaryto ensure required safety and economy in thedesign of structure.
13.3.3 Column FountltJliolU
,The column foundations in caseof surface hydroelectric p.ower houses may sometimes be laid onedge. of mass concrete. Keeping the above intoconsideration the column foundations should be
IS 4147 (Part Z) : 199%
so designed as to limit the pressures below thebase to safe bearing values of mass concrete andto ensure such rigidity and restraints as have beenallowed for in the design of superstructureincluding resistance to all horizontal forces.
13.3.3.1 Steel columns
In case of steel columns the base plate of thecolumn should be so dimensioned as to satisfythe bearing pressure requirement. The baseplate of the column should be so fixed to thefoundation concrete as to comply withIS 800 : 1984. If the steel column is placed onedge of mass concrete the procedure describedfor edge load treatment in case of concretecolumns ( see 13.3.4.2 ) should also be applied.
13.3.3.1 Concrete columns
In case of concrete columns, the mix used issometimes of high compressive strength and ofmass concrete on which the columns arc to befounded is of comparatively less strength. Inorder that the mass concrete of the substructuremay be able to withstand such high stresses, apocket whose dimensions should be increasedfrom those of columns in the ratio of compressivestrength of column and mass concrete should beprovided and suitably reinforced. The depth ofthis rich concrete should be found out afterapplying the edge load theory. The columnshould be treated as concentrated load placed onthe edge of mass concrete.
14 BEAMS OR BRACES
14.1 FunctioDs
The beams and braces are provided to stiffen thecolumns in the longitudinal and transverse direction. Cross beams also provide support to thepanel walls. The probable locations for theprovision of cross beams are the various floor andgantry girder levels and at about 4 to 5 metresvertical spacing in the remaining portion of thecolumn, with one at level of truss.
14.1 Choice of Type
Cross beams may be either of steel or concrete.The choice will mainly depend upon the type ofcolumns. In case the adoption of concrete crossbeams with concrete columns presents constructional difficulties, steel beams may be used providedthey are rilidly connected.. to the columns. Bracesare, generally, of steel and are provided with steelcolumns.
14.3 DesiID
The cross beams should be treated as part of thelongitudinal and transverse frame and should thenbedeslgned for the moments, and thrusts obtainedfrom frame analysis, as well as for other loadscoming over them.
15 PANEL WALLS
1~.1 Panel walls may be of reinforced cementconcrete, precast concrete blocks, reinforcedbrickwork.
5
IS 4247 ( Part 2) : 199%
15.2 The choice between concrete and masonrychiefly depends upon the availability of material,economy and the expediency in construction. Thechoice will differ from place to place.
IS.3 The panel walls should bedesigned accordingto the conditions of their fixity with the columnsand/or cross beams. Reinforcement interruptedby openings should be concentrated on its sidestogether with additional steel equivalent to steelinterrupted. In addition inclined bars should beprovided at the corners.
15.4 It i. not desirable to embed pipes havingfluids at pressure greater th~n 10 kg/ems an~/ortemperature higher than 65 C. Embedded pipesshould be placed in the middle third of wall andtheir outer diameter should not normally exceed20 percent of the wall thickness or else the wallshould be adequately reinforced.
16 FLOORS
16.1 The layout of the various floors in the powerhouse is decided along with the general layout ofpower house and it is not possible to codify itsince it should be specific to every power house.
16.2 The design of floors in a power house is akinto the design of floor in a general building whiehis covered in IS 456 : 1968 for concrete membersand IS 800 : 1984 for steel members.
16.3 Floor Finishes
The type of ftoor finishes for different floors in the'surface hydro power house depends upon theaesthetics, type of loading, extent of wear and- thespecific use to which a particular floor is put to.
16.3.1 The use to which the floor finishes invarious locations of power house is likely to beput will determine the specifications of the finishfor which IS 497J : 1968 may be referred. Forgeneral guidance, the following are given below:
a) Service Bayi) Erection fioor-ironite/granoJithic flooring.
The above mentioned floor finishes should conform to relevant IS Codes of practice.
TilleSpecification for high strengthdeform· d steel bars and wiresfor concrete reinforcement(third revision) SupersedingIS 1139: 1966Criteria for earthquake resistantdesign of structures (fourthrevision)Specification for weldablestructural steel ( third revision)Code of practice for laying limeconcrete for a waterproofedroof finish (firsJ revision)Code of practice for genera)design, detail and preparatorywork for damp-proofing andwater proofing of buildings(first revision >.
4247 Code of practice for structural(Part 1) : 1984 design of surface hydroelectric
power stations: Part 1 Data for ,"designCode of practice for applicationof bitumen mastic for waterproofing of roofsCode of practice for joint,·: insurface hydro-electric power,stations (first revision )Weldable structural' Lmedium .and biBb stroDsth qualities)
277 : 1985
456 : 1978
IS No.226 : 1975
800: 1984
807 : 1976
ANNEX A( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
Title IS No.Specification for structural steel 1786: 1985( standard quality)Specification for galvanized steel( plain and corrugated) ( secondrevision)
432 Specification for mild steel and 1893: 1984( Part 1) : 1982 medium tensile steel bars and
hard-drawn steel wire for con-crete reinforcement: Part I Mild 2062: 1984steel and medium tensile steelbars ( third revision) 3036 : 1980Code of practice for plain andreinforced concrete (thirdrevision)Code of practice for general con- 3067: 1980struction in steel ( secondrevision)Code of practice for design,manufacture, erection and testing(structural portion) of cranesand hoists (first revision)
875 Code of practice for design loads( Part 2) : 1987 (other than earthquake) for
buildings and structures: Part 2 4365: 1967Imposed loads ( second revision)
875 Code of practice for design loads( Part 3 ): 1987 (other than earthquake) for 4461: 1979
buildings and structures: Part 3Wind loads ( secondrevision)Code of practice for water-proofing of roofs with bitumen 8500: 1977felts ( second re·,lsion )
1346 : 1976
Standard Mark
The use of the Standard Mark is governed by tbe provrsions of the BUT~au of IndianStandards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark onproducts covered by an Indian Standard conveys the assurance that they have been producedto 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 theproducer. Standard marked products are also continuously checked by BIS for conformityto that standard as a further safeguard. Details of conditions under which a licence for theusc of the Standard Mark may be granted to manufacturers or producers may be obtainedfrom the Bureau of Indian Standards.
Bureau or Indian Standard.
BIS is a statutory institution established under the Bureau of Indian Standard! Act, 1986 to promoteharmonious development of the activities of standardization. marking and quality certification of goodsand attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced inany form without tl~e prior permission in writing of BI~. This does not preclude t.he free use, in thecourse of implementing the standard, of necessary details, such as symbols and Sizes, type or gradedesignations. 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, areissued from time to time. Users of Indian Standards. should ascertain that they are in possession ofthe latest amendments or edition. Comments on this Indian Standard may be lent to BIS giving the
'following reference :
Doc : No. RVD IS ( 18)
Amendments Issued Since Publication
Amend No. Date of Issue
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