r.c.c detailing book

8/6/2019 r.c.c Detailing Book

1/31

IS : 5525 - 1969( Hea flinncd 1990 IIndian Standard .RECOMMENDATlONS FOR

DETAILING OF REINF ORCEMENT INREINFORCED CONCRETE WORKS

UDC 721.021:744.4:693.554

UUHEAIJ OF INDIAN STANDARDS.

(Reaffirmed 1999


2/31

ISr5525-1969( w c a m m l e d 1990)Indian StandardRECOMMENDATIONS FOR

DETAILING OF REINF ORCEMENT INREINFORCED CONCRETE WORKS

Joint Sectional Committee for Concrete Reinforcement, BSMDC 8 ,Chairman

P. MALncM#mbrrs

B. D. AHUJ ASHRI 0. N. GUP TA ( Al&raate )K. BASIJRI B. B. BH A-ITACHARJ EERI A. S. BISHNOIH. P. BODHANWALLAS. M. K. Cr im-rv

Central Public Works Department_National Buildings OrganizationSahu Cement Seavice, New DelhiIndian Iron & Steel Co Ltd, Calcutt aIRC Steels Ltd, Ca lcut taMinistry of Tra ns port & Sh ioping ( Roads Wing)Tata Iron &_Steel Co Ltd, JamshedpurCent;~or~eddm g Research Institu te ( CSIR ),Research Designs & Stan dar ds Organization

( Minist ry of Railways )UTY Dm%TOR STANDARns

(B & S)-1Assts r~~~ D~RIXTOR STANDARm( M/C) ( Altu mu la) Centr al Water & Power Commissiontu V. GULATI Heat ly & Gresha mB. N. G~JP TA k

td, New DelhiSHRI S. BA~~ERJ EEAltanaie ) St eel Re-Rolling MI 1s Associat ion of In dia , Calcut taP. K. GIJPTE National Metallurgical Labora tory ( CSIR ),JamshedpurIAR~HAND IN ~H Indian Steel and Wire Products Ltd, J amsh edpurSHRI R. R. KAPLISH ( kltcrnafr )

Rt c. L. h. IYENoAR The Concret e Associa tion of In dia , Bomba ySHRI Y. K. MEI-ITAAltematc )s. s. KASHYAP Gam mon India Limited, Bomba yS. Y. KHAN Killick Nixon & Co Ltd , Bomba ySmu S. M. BIL~RAMI( Alfsrnate )RI S. C. MAZUMDAR Gan non Dun kerley & Co Ltd, New DelhiSHRt N. H . PAI ( Alkmate )P. K. MOHANTY Tor Isteg Steel Corpora tion, Calcut taDR INO P. K. BANERJ EE Alternate )P. R. NAIR Iron & Steel Cont roller, Calcut taSH IU K. R. N. SWAMI ( Alternate )RI M. L. N ANDA Central Public Works DepartmentSUPERINTIINDINOURVEYOROF

WORKS ( NORTHE RNZONE ) ( Alfcrnatr )( CnntinucdOH aga 2 )


3/31

MnnbcrS Re~resdiagBnro 0. P . NARU~A Engineer-in-Chiefs Branch, Army HeadquartersSHRI B. K. PANT-Y Hindustan Construction Co Ltd, BombaySRRI P. G. V. hoPROF G. S. RAMASWAMY Directorate Getera ?f Supplies & Disposals. Struc~o~~ke~gmeermg Research Ccntrc ( CSIR ),

SHRI 2. GEORGE ( Ahnate)y&lE;w&I?;~vE M. N. Dastur & Co ( P) Ltd, BombayHindustan Steel Ltd, RanchiSHRI R. G. Joo ( AlternateSECRETARY Central Board of Irrigation & Power, New DelhiSHRI SHIRI~H H. SHAH Tensile Steel Ltd, BombaySHRI I%NESHP. MEKD ( Alkmati )&it V. M. T--rt SpunBapia and Construction Co ( Baroda ) Ltd,Sxisu R. NA~ARAJAN, Director General,/BlS ( Ex-o@io Member )Director ( Civ Engg )

SecretarySHR~ ?. R. TANEJA

Deputy Director ( Civ Engg ), BlS

Panel for Detailing of Reinforcement, BSMDC 8 : PIConvener

BRXG0. P. NARULAMembers

Engineer-in-Chiefs Branch, Army Headquarters

SHRIA. K. BHATTACHARWA Railway BoardDa~un DIRECTOR S T A N D A R D s Research Designs & Standards OrganizationSgI? sb KHAMBHATI Public Works Department, Government of GujaratSHR~ h. s. JALUNDHWALA ( Altcrnah )SHRI G. P. LAHIRI, t iHRI N. V. &iAsTRISHRI C. N. SRINIVASAN

Chatterjee i?z Polk, CalcuttaCentral Public Works DepartmentM/s C. R. Narayana Rao, Madras

2


4/31

ls:5525-1!&9

Indian StandardRECOMMENDATIONS FOR

DETAILING OF REINFORCEMENT INREINFORCED CONCRETE WORKS

0. FOREWORDhis Indian Standard was adopted by the Indian Standards Institution

22 December 1969, after the draft finalized by the Joint Sectional Com-for Concrete Reinforcement had been approved by the Civil Engi-Division Council and the Structural and Metals Division Council.Much time, effort and expense can be saved in the design office and atsite of work, if simple, clear and comprehensive drawings are prepared.practices have hitherto been followed in various design offices inof reinforcing steel in reinforced concrete structures and this bsoften resulted in waste of time and energy in interpretation of designers

and instructions by various agencies connected with fabrication andof reinforcement and construction of reinforced concrete stru&,I! has !Jeen z trempted in his standard to present unified and improvedtf preparing drawings or the fabrication and placing of reinforcingril: ~oi&rs~r! c;k i-t%: structures. The use of these improved methods,xyeci, ~\i!i not only result in better reinforced concrete constructionwill also simplify and reduce the amount of work ordinarily requiredprepare such dix,: ings.

These recommendations sl:o~rld be read in conjunction with IS : 456-: 2502-1963t. \Vhile the common methods of detailing ofbased on. good practice have been recommended in thisd, suitable dc~iatlons may bc made in special cases, if warranted byrequireme:;ts, provided they satisfy the requirements of IS : 456-* and IS : 2502-i963t and ensure adequate safety by analysis or testFor the purpose c: &ciding \bhether a particular requirement of this

is cornpLed \bilh. iire Grral va!ue, observed or calculated, expressingresult of a test or anal\&, shall be rounded off in accordance with IS :The number of significant places retained in the rounded off valuebe the same as that of thl: specified value in this standard.


5/31

lS:5525-19681.SCOPE1.1 This standard deals with the general requirements of detailing of rein-forcement in reinforced concrete structures. The recommendationsmay beapplied to all reinforced concrete structures with suitable modifications asmay be necessary.2. SYMBOLS AND ABBREVIATIONS2.1. For the purpose of this standard and unless otherwise defined in the test,the symbols and abbreviations given in 2.1.1 to 2.1.4 may be used. Allreinforcement bars used in the structures shall be suitably designated andnumbered both in drawing and schedule.

2.1.1 Symbols Relating to Cross Sectional Shafl and Size of Reinforcement BarsPlain hound bar

es orI Diameter of plain round barPlain square bar

clor

Side of plain square barDeformed bar ( including square

#twisted bar )

orNominal size ( equivalent diameter orside ) of the deformed bar ( see Note )

NOTE - In accordance with IS : 1139-1966. and IS : 1786-19667, the nominal size ofthe deformed bar is equivalent to the diameter or side of a plain bar having the sameweight per metre run as the deformed bar.2.1.2 Symbols Relating to Shape of the Bar Along Its Length

Bt Bent barSt Straight barstp Stirrup38 Spiralct Column tie

*Specification for hot rollrd mild steel, medium tensile steel and high yield strengthJt%l deformed bars ior couerete reintorcement ( reCreO ).tbpeclficarion for cold twisted steel bars for concrete rrinfLxcement


6/31

2.13 Sbo& Relating to Position and DirectionEW Each way

@ Spacing centre to centre

- Limit of area covered by bars- Direction in which bars extend

2.1.4 S bols Rdating to Viirio~ StructuralMmtbnsBm J 3eam 4co1 Column(s)FG Footing(s)

Girder(s); Joist(s)Lintel(s)LB Lintel Beam(s)S b Slab(s)WL Longitudinal WallWX Cross Wall

The symbols, abbreviations and notes shall be used in a manner thatnot create any ambiguity. For example, the notation 5 4 - 12 bothinterpreted as 12 No. 5 mm dia bars in each direction makingtotal of 24 or 6 Nos. 5 mm dia bars in each direction making a total of 12.this, it is better to write 5 4 St-12 EW, that is, 12 No. 5 mm dian round straight bars in each direction. The same would be true into each face of a concrete structure.

use of the same type of line for the same purpose considerablythe clarity and usefulness of the drawing. The following notationsA Concrete line___- -- D;:eposed concrete or masonry wall

Reinforcement-_- Centre line

I II I Dimension line::lX-_Q:: Concrete beam framing into columnwhich extends through floor

- __, _ r..__i&_.{&. Concrete beam framing into columnwhich stops at floor


7/31


8/31

IS t 5525 1969Exampk:

2WL - 1 Longitudinal Wall No. 1 atfloor 2 and 3 ) floor 2 ( between4Wx - 3 Cross Wall No. 3 at floor 4 ( between floor4 and 5 )

3.4 Floe--s and storeys shall be designated in accordance with requirements: 2332-1963*.4. SCALES4.1 Scales shall be so chosen as to bring out the details clearly and to keepthe drawings within workable size. The choice of scale will depend on thediscretion of the designer and no general recommendations can be givenin this respect, although commonly used scales are given below as examples:

Plan - 1:100,1:5Elevation - 1:5,1:30Sections - 1 : 50, 1 : 30, 1 : 25, 1 : 15, 1 : 10

5. STRUCTURAL DRAWINGS5.1 Structural drawings prepared by. the designer shall show details ofreinforcement and all other information needed for detailing the reinforce-ment. The drawings shall also indicate by separate notes, live loads, con-crete strength, quality and grade of steel, number of bars to be lapped andlengths of laps, cn~crete cover and if necessary, any special instructionsregarding erection of form work, fabrication and placing of steel.5.2 It is always convenient to detail and fabricate the reinforcement by unitswhich generally consist of footings, walls, columns, each floor and roof. Aseparate structural drawing supplemented by bar bending schedule shouldpreferably be made for each unit. For small structures the entire require-ments may be handled as one unit. For a large project a particular unitsuch as floor may be divided to correspond with the construction schedule,All sections should be kept as large as practicable, since it is more economicalto fabricate for large units, especially where there is liable to be a duplicationof bars. All the drawings in one set should preferably be of the same size.

5.2.1 In bridge work, especially for typical designs that are often repeatedit is customary to show the details of reinforcement bars on the generaldrawing5.3 To ensure that all of the reinforcement is properly placed or positionedin a unit, a longitudinal section or cross-section or both should be shown in


9/31

1 ACOL 2 E, COL 2 E, cOL2 E* COL 2 El\ n

6100 -- 6100COLl E, COLl E) COLl Es COLl EL

DETAIL OF Bm 6 DETAIL OF Bm 13AW Bm 7 SIMILAR AND Bm DE&L OF Bm 2014 SIMILAR ANO Bm 21 SIMILAB

1 8


10/31

Beam No. Floor Spanning Behvecn At LevelmmBmlB,14B,27B,28B,28A

( Landing Beam )B,29LB1LB9

1 El G1 +35001 G c3 +35001 B23 B31 +35001 c4 c5 $35001 c4 Gi +1750

%i B35 +350011 EI 6 +24401 A3 A4 -l-2440

1cFro. 1 TYPICAL ARRANOEMENT ORTHE KEY FRAMING PLAN ANP MARKING DIFFERENTSTRUCTURALMEMBERS &;

E!w8


11/31

IS : 5525 1969

rIXL& r;,,%

WL8

NX8WLll

w2

WL l L

wL6

NXSWJ

wxsW&s

w2

w4

WLlO

N&o Wl

II WL13

WL l 5

w5 WXl6

WL l S

FPG. 2 TYPICAL MARKING DETAILS FOR WALLS5.4 The drawing should be complete and clear, so as to leave no doubton any point of construction. Complete and accurate dimensions shallbe shown. Clear and adequate details for special and .unusual conditionsshall bc given to ensure proper placing of reinforcement. Details at cor-ners and intersections of walls, bridge seat construction joints, window anddoor openings and similar special conditions should be shclvn in rherelevant drawings along with sketches if necessary.5.5 For clear dcmarcatiott of rcinfnrcement bars, those in the near face shallbe shown in full lines and those that are placed in the far face shall be shownin dotted line.5.6 All bar


12/31


13/31


14/31

Isr!b!m-I%@

mwmd6tffzmn1cRuA1rCatDCMImQ)

12mm $I 61 @ 25cm (ALTERNATE END CRANKED)FIG. 4 TYPICAL DETAILS OF SLAB REINFORCEMENTNSTRUCTURAL DRAWING5.11.3.1 In skewed panels, .bars shall be fanned to maintain givenin the mid span. Additional bars for reinforcing the openingsbe as shown on plan ( see Fig. 5 ).

Walls-The reinforcement for walls shall be indicated on theelevation and section with the details for various types of bent barsin schedule in a manner similar to that for beams and slabs.Columns - The reinforcement for columns may be shown in aschedule ( see Fig. 3 ). When pedestals are used, they should bein the column schedule. Piles and pile caps should be treatedseparate units and separate .details or schedule.or both may be provided.main schedule may be supplemented with a smaller schedule for tiesbent bars, diagrams showing the arrangement and bending of the ties,any special feature of the construction pertinent to the fabrication andof the column reinforcement ( see Fig. 6 and 7 ). In case of rectan-

column the reinforcement details may be indicated with reference toplan. In case of square columns designed for .building and axialwith unequal reinforcement in two directions, detailed plan should bethe reinforcement, the beams framing into the column, and


15/31

OPEN

TRIYWINOedsAl TOP *MD SOTtOM

! C-+lOrnrn 9 0ARS1, @JOmm/Csomm--j/--50mmti L50 mm

5A

ADDITIONAL REINFORCINOBARS

58NOTE Cross-sectional area of the extra bars p&cd parallel to principal reinlkce-mcnt should bc at least equal to the area of principal reinforcement disturbed by tbe

opening.5 TYPICAL REI NFO RCEMENT ETAILSFOROP ENINGS N SLAB

14


16/31

IS : 5525 - 1969In addition to showing size and regular spacing of column ties, theshall also show any additional ties required for special conditionssplices, offset-bends, ctc ( seeFig. 6 ).

(b)

(d) (0)

SLO106

(f)


17/31


18/31

IS:5525-lB695.11.6 DOW& and Bar &p~orts - Dowels and bar supports, spacer bur,chairs, etc, should be specifically. listed on the structural drawing mdbe scheduled in that portion of the structure in which they are firstso that they can be delivered with the reinforcement and arefor placement at proper time. Footing dowels shall be scheduled

footings rather than in column schedules.5.11.7 Other Struc tures - On some types of structures, such as bridges,and conduits, and certain components of buildings, such asspecial procedures may be used and adapted to the particular struc-( seeFig. 8 ). The principal object is to show the reinforcement in aeasy manner. This may be accomplished by a smallsketch of each bar or type of bar with a table of dimensions.

Congestion of steel should be avoided at points where members intersect.be ensured that all reinforcement shown can be properly placed.example, at the intersection of a beam and girder, the beam bars shouldplaced at a different elevation than those in the girder SO as to avoidwhen the steel is being placed. Another very troublesome pointthe intersection of columns with beams and girders and a large-scale layoutshould be shown on the drawing for guidance of steel setter (see

It should be ensured that hooked and bent bars can be placed in the formand have adequate concrete cover.It should be ensured that the unusual bends shown in the drawing canmade \vitll bending equipment normally available ( see IS : 2502-1963* ),

6.4 When a member has a break in its direction so thaL the reinforcementin tension tends toseparate from the body of the concrete, special anchorageshall be provided and shown in detail. Examples are the junction ofstairs and landings ( see Fig. 8 ) the sofit of a beam forming an angle,inside corners of walls, and inside corners of rigid frames.6.4.1 Where slabs frame flt@h with the bottom of upstand ,beams,adequate reinforcement shall be provided to take care of extra tension.6.5 \Vhcre the !engths of bars are not si~~~~l~rally ired, such a$ fur tempera-ture steel, slabs on ground and tie bars in tloor\ culvcrt~ and retaining walls,stock lengths or lengths \\hirh C;LII IX CIII fr~ml \IOC~ length with a minimumof waste should be used.6.6 \Vhen larger diamctcr bars are required in columns or in beams, andto avoid congestion they have to be rveldcd rather than lapped for splicing,the method of welding should be specified as we11 as the location of the stag-gered welds at heights or positions convenient for welding.

*Code of practice for bending and fixmg of bars for concrete reinforcement.


19/31

IS I 5525 - 1969

BA STRAIGHT STAIR FLIGHT

BB STRAIGHT STAIR FLIGHT WITH LANDING

BC STRAIGHT STAIR FLIGHT SUPPORTED ON BRICKWORKFIG. TYPICAL DETAILSOFREINFORCEMENT INSTAIR FLKCMT

6.7 Splices - \Vhere beams or girders require bars longer than carriedin stock, the splicrs in the bars shall be made where the stress in the bar isminimum, that is, at tilt point of inflection. Splices in bent bars can some-times be avoided by using straight top and bottom bars, though bent barsaid in carrying diagonal tension.


20/31

ENLARGED ENLARGED ENLARGEDSECTION XX SECTION VV SECTION 22FIG. 9 TYPICAL REINFORCEMENTDETAILS AT JUNCTIONOFCOLUMNAND BEAM

Splices shall be staggered and shall be made by lapping, welding or otherconnections. Lap splices should, however, not be used for 45 mm50 mm deformed bars in tension. Splices shall be avoided where theLapped bars, if used, may be either inor separated.

6.7.1 Lap @Aces - Since the strength of a lap splice does not increasewith the length of lap, but varies with bar diameter, concreteposition of the bar, distance from other bars, and type of stresscompression or tension ), it is necessary for the designer to show length andof all lap splices.6.7.1.1 At splice points, sufficient bars ( or dowels ) from the lowershall extend into the upper column to provide not legs t/la11 thearea of the bars in the upper column. These bars shall cxtcndleapt the minimum distance required for column splices. The remainingin the lower column shall extend to within 75 mm of the top of theto within 75 mm of the top of other member transmitting theload to the column.6.7.1.2 Where the tops of column bars arc less than I.8 m abovetop of footings or pedestals, the bars shall extend into the footing or pedes-unk~s specifically indicated by the designer.6.7.1.3 Dowels shall have a cross-sectional area at least equal to thatthe bars above and they shall extend both above and below the points

19


21/31


22/31

structure. Dowels should always be detailed first so that they will beered to the job at the proper time. Except for special cases in columns,els shall be of the same number, size, and grade as the bars joined andof sufficient length to splice with the main bars.Reinforcement fo? Column -Where a column at a

floor is smaller ( in cross-sectton ) than the column immediatelyvertical bars from the lower column shall be offset to comethe upper column, or dowels shall be used. The slope of the inclinedn shall not exceed 1 in 6 ( see Fig. 6 ). In detailing offset columnbar diameter should be added to the desired offset; and in theof square columns, the bars should be offset on the diagonal.6.9.1 Longitudinal reinforcement bars in squarer or rectangular columnsLongitudinal re-inforcing barsround columns where columns size is not changed should be offset bent if

number of bars are desired in the column above. Generalis to sketch the offset for, the corner bars which should be bentand make this the typical offset dimension for all the bars in6.9.2 For any offset between column faces up to a maximum of 75 mmlongitudinal bars should be offset bent. When the offset exceedsmm, the longitudinal bars in the column below should be terminated at theb and separate dowels used.

6.9.2.1 Where upstand beam is not provided, the height of the column

6.9.3 When the bar arrangement changes between floors, bars maythrough, stop off, or require separate dowels. Each situation requiresown solution. Steel equal in area and bond capacity to that in the6.9.3.1 Column bars shall be spliced at the top of upstand beams rather

6.9.4 Where column verticals are offset bent, additional ties shall benot more than eight bar diameters from the pointFor practical purposes, three closely spaced ties are usually used,which may be part of the regularly spaced ties plus two extra ties,designer should indicate the general arrangements of vertical bars and6.9.5 Welded splices or other positive connections may be used as buttfor vertical column bars instead of lapped splices.- For bars of sizemm and above such splices or connections may be used to avoid overcrowd-

of the bars due to the extremely long laps which would otherwise be. Special preparation of the ends of the vertical bars is usually21


23/31


24/31

IS : 5525 1969of the lowest horizontal reinforcement in the slab, drop panel, or beamIn a column with a capital, it shall extend to the plane at which theor width of the capital is twice that of the column. If the designlateral reinforcement in the column between the top of the mainand the floof level above, it shall be provided by a stub spiral ( shortof spiral ) or by circular column ties! This is necessary to permit

of the reinforcement in the floor system. Where stub spirals are used,should be attached to the main spiral for transportation or carefullyby bar type numbers.6.11.3 Piles - The most common use of spirals is in reinforced concreteThey restrain the longitudinal bars during driving of the pile andstructural loads. Piling spirals are generally furnished formed torequired diameter and with the proper number of turns, but unmounted,is without rigid spacers to hold the spirals to a designated pitch. Thetied and transported in a compact bundle. On the job it is untied andout over the longitudinal piling bars for the proper specified distance.is then tied to the longitudinal bars at the required pitch. The diameterwith each turn. Two types of spiral are fabricated, the circular spiralround or octagonal piles and the square spiral for square piles. Spiralsbe supplied in two or more pieces. The tapered spiral is always fur-separately and the constant shaped spiral may be furnished in moreone piece to suit the length of spiral stock available or the fabricatorsUnless the separate pieces contain the same number of turns,should be carefully marked to ensure proper placing. At least one andextra turns of spiral should be provided at the ends of each sectionspiral and the extra turns from one section lapped into that of the adjoin-

6.11.3.1 Spirals are also used in circular caissons, columns of conti-for viaducts, columns over arches, and other special cases.thus used, they are generally mounted on spaces to hold the spiralplace at the desired pitch during placing of the concrete.E d g e B e a m s - Where the designer shows stirrups in any edge orbeam, these stirrups shall be closed and at least one longitudinalall be located in each corner of the beam section, the size of this barbe at least equal to the diameter of the stirrup but not less than 12 mm 4.details shall be clearly indicated by the designer. Typical detailsshown in Fig. 11 for normal and upturned edge or spandrel beams.ng of the longitudinal bars in the beam, details for two-closed stirrups are also shown. For the same reason, the 90hook is referred ( see Fig. 11 ). The designer should show the general

o P all such bars and stirrups.Wall Inttrstttions a n d Corntro - Horizontal wall reinforcementrequired by the designer to resist moment, shear, or merely changesdue to temperature or shrinkage. In any case, unless the designer


25/31

IS : 5525- 1969

4LLBEA

.-24d--r(300 MINI cm-dSTIRRUPS IN EDGEM SHALL BE CLOSED-0 u

120 MIN BARS CONTINUOUSEXCEPT WHEN SPLICED TOOTHER TOP STEEL. THESEBARS SHALL BE OF SAMESIZE AS STIRRUPS IF STIRRUPSARE LARGER THAN 126CORNER EARS SHALL BE PROPERLYANCHORED AT SUPPORTS

STIRRUPS AS CLOSED TIESTANDARD 98 HOOKEXTENSION = 12 d

\-I70 MN RARS CONTINUOUS. - - -WHEN SPLiCED TOAS STANDARD 9; SftRRUpHOOK EXTENSION = 6d

SflRRUPS AND TOP BARSFORM CLOSED fl E129 MN BARS CONTlNUOUS m~CEPT WHEN SPLICED IOTHER TOP SFEEL-WHERE REQUIRED BY DESIGNER-\w-l STRAGHT BAR SPLICE ;LAP LENGTH SPECIFIEDBY DESIGNERLCORNER BARS SHALL BEPROPERLY ANCHORED ATSUPPORtS

TWO-PIECE STIRRUPS FORM CLOSED T+EAll dimensions in millimetr a.

Fro. 11 TYPICAL DETAILS OF REINFORCEMENT N EDGE ANDSPANDREL B~lua

24


26/31

I9 : 5525 - 1969imes both faces of a wall should be sufficiently extended past aor intersection to be fully developed ( see Fig. 12 ). Neverthelessnecessary for the designer to indicate which, if any, horizontal reinforce-should be extended for full development at intersections and cornersTypical details are shown in Fig. 12 for resistanceinward, outward, or both, with the reinforcement from theiate face or faces anchored.

c/c a;1 5 02a k

1 0 # J @ 1 3 0c / c a 3

04I i I I

4 0 # Q 1 3 0c / c a i

12A TYPICAL CORNER

LIO # @ 3 04 / c a 41 2 4 Q 1 5 0c / c a 5a5 LI-Fa 3l4 3 1 0 # 4 0 1 5 0 @ 1 3 0c / c a 5c / c a 2

1 2 d MI N1 0 4 @ 1 3 0

T --1ii.+

a53

a 2

.-lb,

~

c/c 5%2

1 0 ( p a ? 1 5 0c / c a 2

128 TYPICAL INTERSECTION DETAILSFm. 12 TYPICAL CORNER AND INTERSECTIONETAILS OR WALLSWELDED WIRE FABRIC

- Welded wire fabric is either oblong mesh or square meshThe details regarding material,25


27/31


28/31

II KI 1 I-__-x_ p3-.-------------+ 1_____ ---__-- ____J ----_ L-4---_-----_____tL--:,:. ECT,;f; J1lI 2740 -Fabric placed at bottom

Fabric placed at topAll dimcnsionr in millimctrcs.

PLAN S~IOWING YPICAL DETAILS OF WELDED WIRE FABRICAT TOP AND BOTTOMOF SLAB

27


29/31


30/31

7.4.3 In other cases for end laps, vvelded wire fabric shall be lapped notless than one mesh plus 50 mm, that is, the length of the lap shall be 50 mmreater than the spacing of wires parallel to the lap ( see Fig. 16B ). Foredge laps, a lap of 50 mm is sufficient ( see Fig. 16C ).MESH + 50mm+ 2 END OVERHpNGS,LAP TIP TO TIP OF WIRE

16A MORE THAN HALF STRESS END AND EDGE LAPS

16B HALF STRESS END LAP

16C HALF STRESS EDGE LAPFIG. 16 TYPICAL DETAILS FOR LAPS IN WELDED WIRE FABRIC

7.4.4 These requirements for lapping should be covered by suitablein the general specifications. But whether specified by wording orthe plans, certain distinctions should be made between edge laps7.4.5 The width of an edge lap shall be indicated as the centre to centrebetween the out\ide or selvage longitudinal wires of the overlappingillustrated in Fig. 16.7.4.6 The length of an end lap shall be indicated as the tip-to-tip distancethe ends of the longitudinal wires of the overlapping sheets as

in Fig. 16.29


31/31

r.c.c detailing book

Documents