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* Copy Link * Readcast * Collections * 1 CommentsGo Back Download IS13920:1993 (Reaffirmed1998)Edition1.2(2002-03) Indian Standard

DUCTILE DETAILING OF REINFORCEDCONCRETE STRUCTURES SUBJECTED TOSEISMIC FORCES — CODE OF PRACTICE

(Incorporating Amendment Nos. 1 & 2)UDC 69.059.25 (026):624.042.7 ©BIS2002 B U R E A UO FI N D I A NS T A N D A R D S MANAK BHAVAN , 9 BAHADUR SHAH ZAFAR MARGNEW DELHI 110002 Price Group7

Earthquake Engineering Sectional Committee, CED39FOREWORDThis Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized bythe Earthquake Engineering Sectional Committee had been approved by the Civil EngineeringDivision Council.IS4326:1976 ‘Code of practice for earthquake resistant design and construction of

buildings’while covering certain special features for the design and construction of earthquake resistantbuildings included some details for achieving ductility in reinforced concrete buildings. With a view to keep abreast of the rapid developments and extensive research that has been carried out inthe field of earthquake resistant design of

reinforced concrete structures, the technical committeedecided to cover provisions for the earthquake resistant design and detailing of

reinforced concretestructures separately.This code incorporates a number of important provisions hitherto not covered in IS4326:1976.The major thrust in the formulation of this standard is one of the following lines:a)As a result of the experience gained from the performance, in recent earthquakes, of reinforced concrete structures that were designed and detailed as per IS4326:1976, manydeficiencies thus identified have been corrected in this code.b)Provisions on detailing of beams and columns have been revised with an aim of providingthem with adequate toughness and ductility so as to make them capable of

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undergoingextensive inelastic deformations and dissipating seismic energy in a stable manner.c)Specifications on a seismic design and

detailing of reinforced concrete shear walls have beenincluded.The other significant changes incorporated in this code are as follows:a)Material specifications are indicated for lateral force resisting elements of frames.b)Geometric constraints are imposed on the cross section for flexural members. Provisions onminimum and maximum reinforcement have been revised. The requirements for detailing of longitudinal

reinforcement in beams at joint faces, splices, and anchorage

requirements aremade more explicit. Provision are also included for calculation of design shear force and fordetailing of transverse reinforcement in beams.c)For members subjected to axial load and flexure, the dimensional constraints have beenimposed on the cross section. Provisions are included for detailing of lap splices and for thecalculation of design shear force. A comprehensive set of

requirements is included on theprovision of special confining

reinforcement in those regions of a column that are expected toundergo cyclic inelastic deformations during a severe earthquake.d)Provisions have been included for estimating the shear strength and flexural

strength of shear wall sections. Provisions are also given for detailing of reinforcement in the wall web,boundary elements, coupling beams, around openings, at construction joints, and for thedevelopment, splicing and anchorage of reinforcement.Whilst the common methods of design and construction have been covered in this code, specialsystems of design and construction of any plain or reinforced concrete structure not covered by thiscode may be permitted on production of satisfactory evidence regarding their adequacy for seismicperformance by analysis or tests or both.The Sectional Committee responsible for the preparation of this standard has taken intoconsideration the view of manufacturers, users, engineers, architects, builders and technologistsand has related the standard to the practices followed in the country in this field. Due weightagehas also been given to the need for international co-ordination among standards prevailing indifferent seismic regions of the world.In the formulation of this standard, assistance has been derived from the following publications:i)ACI318-89/318R-89, Building code requirements for reinforced concrete and commentary,published by American Concrete Institute.ii)ATC-11.Seismic resistance of reinforced concrete shear walls and frame joints:Implicationsof recent research for design engineers, published by Applied Technology Council, USA.iii)CAN3-A23. 3-M84, 1984,Design of concrete structures for buildings, Canadian Standards Association.iv)SEADC, 1980,Recommended lateral force requirements and commentary, published byStructural Engineers Association of California, USAThe composition of the technical

committees responsible for formulating this standard is given in Annex A.This edition 1.2 incorporates Amendment No. 1 (November 1995) and Amendment No. 2(March2002). Side bar indicates modification of the text as the result of incorporation of theamendments.

IS13920:1993 1

Indian Standard

DUCTILE DETAILING OF REINFORCEDCONCRETE STRUCTURES SUBJECTED TOSEISMIC FORCES — CODE OF PRACTICE

1 SCOPE1.1

This standard covers the requirements fordesigning and detailing of monolithic reinforcedconcrete buildings so as to give them

adequatetoughness and ductility to resist severeearthquake shocks without collapse.

1.1.1

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structures which arelocated in seismic zone III, IV or V. 1.1.2

The provisions for reinforced concreteconstruction given herein apply specifically tomonolithic reinforced concrete construction.Precast and/or prestressed concrete membersmay be used only if they can provide the samelevel of ductility as that of a monolithicreinforced concrete construction during or afteran earthquake.

2 REFERENCES2.1

The Indian Standards listed below arenecessary adjunct to this standard: 3 TERMINOLOGY3.0

For the purpose of this standard, thefollowing definitions shall apply. 3.1 Boundary Elements

Portions along the edges of a shear wall thatare strengthened by longitudinal andtransverse reinforcement. They may have thesame thickness as that of the wall web.

3.2 Crosstie

Is a continuous bar having a 135° hook with a10-diameter extension (but not < 75 mm) ateach end. The hooks shall engage peripherallongitudinal bars. 3.3 Curvature Ductility

Is the ratio of curvature at the ultimatestrength of the section to the curvature at firstyield of tension steel in the section.

3.4 Hoop

Is a closed stirrup having a 135° hook with a10-diameter extension (but not < 75 mm) ateach end, that is embedded in the confined coreof the section. It may also be made of two piecesof reinforcement; a U-stirrup with a 135° hookand a 10-diameter extension (but not < 75 mm)at each end, embedded in the confined core anda crosstie.

3.5 Lateral Force Resisting System

Is that part of the structural system whichresists the forces induced by earthquake.

3.6 Shear Wall

A wall that is primarily designed to resistlateral forces in its own plane. 3.7 Shell Concrete

Concrete that is not confined by transversereinforcement, is also called concrete cover.

3.8 Space Frame

A three dimensional structural systemcomposed of interconnected

members, withoutshear or bearing walls, so as to function as acomplete self-contained unit with or withoutthe aid of horizontal diaphragms or floorbracing systems.

3.8.1

Vertical Load Carrying Space Frame

A space frame designed to carry all verticalloads. 3.8.2

Moment Resisting Space Frame

A vertical load carrying space frame in whichthe members and joints are capable of resistingforces primarily by flexure.

IS No. Title

456:1978Code of practice for plain andreinforced concrete ( thirdrevision

)1786:1985 <http://../../../link/15to30/1786.Bis>Specification for high strengthdeformed steel bars and wiresfor concrete reinforcement(

third revision

)1893:1984 <http://../../../link/15to30/1893.Bis>Criteria for earthquake designof structures (

fourth revision )

<http://../../../link/15to30/1893.Bis> <http://../../../link/15to30/1786.Bis>

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IS13920:1993 2

4 SYMBOLS

For the purpose of this standard, the followingletter symbols shall have the meaningindicated against each; where other symbolsare used, they are explained at the appropriateplace. All dimensions are in mm, loads

inNewton and stresses in MPa (N/sq mm) unlessotherwise specified. 5 GENERAL SPECIFICATION5.1

The design and construction of reinforcedconcrete buildings shall be governed by theprovisions of IS456:1978, except as modifiedby the provisions of this code.

5.2

For all buildings which are more than3storeys in height, the minimum grade of concrete shall be M20 (

f ck

= 20 MPa). 5.3

Steel reinforcements of grade Fe 415 ( see

IS1786:1985) or less only shall be used.However, high strength deformed steel bars,produced by the thermo-mechanical treatmentprocess, of grades Fe500 and Fe550, havingelongation more than 14.5percent andconforming to other requirements of IS1786:1985 may also be used for thereinforcement. A

g

—gross cross sectional area of column, wall A

h

—horizontal reinforcement areawithin spacing S

v A k

—area of concrete core of column A

sd

—reinforcement along each diagonalof coupling beam A

sh

—area of cross section of bar formingspiral or hoop A

st

—area of uniformly distributed vertical reinforcement A

v

—vertical reinforcement at a joint C

w

—centre to centre distance betweenboundary elements D

—overall depth of beam D

k

—diameter of column core measuredto the outside of spiral or hoop d

—effective depth of member d

w

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E s

—elastic modulus of steel f

ck

—characteristic compressive strengthof concrete cube f

y

—yield stress of steel h

—longer dimension of rectangularconfining hoop measured to itsouter face h

st

—storey height L

AB

—clear span of beam l

o

—length of member over whichspecial confining reinforcement isto be provided l

w

—horizontal length of wall l

s

—clear span of coupling beam M

u

—factored design moment on entirewall section—hogging moment of

resistance of beam at end A—sagging moment of resistance of beam at end A—hogging moment of resistance of beam at end B—sagging moment of

resistance of beam at end B—moment of resistance of beamframing into column from the left

M u, lim Ah M u, lim As M u, limBh M u, limBs M u, limbL

—moment of resistance of beamframing into column from the right M

uv

—flexural strength of wall web P

u

—factored axial load S

—pitch of spiral or spacing hoops S

v

—vertical spacing of horizontalreinforcement in web t

w

—thickness of wall web—shear at end A of beam due to deadand live loads with a partial factorof safety of 1.2 on loads—shear at end B of beam due to deadand live loads with a partial factorof safety of 1.2 on loads

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V j

—shear resistance at a joint V

u

—factored shear force V

us

—shear force to be resisted byreinforcement—depth of neutral axis from extremecompression fibre

α

—inclin tion of di gon lreinforcement in coupling be m ρ

—vetical einfocement atio

ρ c

—compession einfocement atio ina beam

ρ max

—maximum tension einfocementatio fo a beam

ρ min

—minimum tension einfocementatio fo a beam

τ c

—shear srengh of concree—maximum permissible shear sressin secion

τ v

—nominal shear sress

M u, limbR V DL+a V DL+b x u, x *u τ c,max IS13920:1993 3

6 FLEXURAL MEMBERS6.1 General

These requiremens apply o frame membersresising earhquake induced

forces anddesigned o resis flexure. These members shallsaisfy he

following requiremens.

6.1.1

The facored axial sress on he memberunder earhquake loading shall

no exceed0.1

f ck . 6.1.2

The member shall preferably have awidh-o-deph raio of more han 0.3.

6.1.3

The widh of he member shall no be lesshan 200mm.

6.1.4

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clearspan.

6.2 Longiudinal Reinforcemen6.2.2

The maximum seel raio on any face aany secion, shall no exceed

ρ max = 0.025. 6.2.3

The positive steel at a joint face must beat least equal to half the negative steel at thatface.

6.2.4

The steel povided at each of the top andbottom face of the membe at

any section alongits length shall be at least equal to one-fouth of the

maximum negative moment steel povidedat the face of eithe joint. It

may be claifiedthat edistibution of moments pemitted inIS456:1978

(clause 36.1

) will be used only fo vetical load moments and not fo lateal

loadmoments. 6.2.5

In an extenal joint, both the top and thebottom bas of the beam shall

be povided withanchoage length, beyond the inne face of thecolumn,

equal to the development length intension plus 10 times the ba diamete

minusthe allowance fo 90 degee bend(s) (

see

Fig.1). In an intenal joint, both face bas of the beam shall be taken

continuously thoughthe column.

6.2.6

The longitudinal bas shall be spliced,only if hoops ae povided ove

the entie splicelength, at a spacing not exceeding 150mm (

see

Fig. 2). The lap length shall not be less thanthe ba development length

in tension. Lapsplices shall not be povided (a) within a joint,(b)

within a distance of 2 d

fom joint face, and(c) within a quate lengh of the membe

wheeflexual yielding may geneally occu unde theeffect of eathquake

foces. Not moe than50pecent of the bas shall be spliced at onesection.

6.2.7

Use of welded splices and mechanicalconnections may also be made, as pe

25.2.5.2

of IS456:1978. Howeve, not moe than half the einfocement shall be

spliced at a sectionwhee flexual yielding may take place. Thelocation

of splices shall be govened by

6.2.6 .

6.3 Web Reinfocement6.3.1

Web einfocement shall consist of vetical hoops. A vetical hoop is a

closedsti up having a 135° hook with a 10 diameteextension (but not <

75 mm) at each end that is 6.2.1

a)The top as well as bottomeinfocement shall consist of at leasttwo

bas thoughout the membelength.b)The tension steel atio on any face,

atany section, shall not be less than ρ min = 0.24; whee f ck and f

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y ae in MPa. f ck f y ⁄ F IG .1A NCHORAGE OF B EAM B ARS IN AN E XTERNAL J OINT F IG .2L AP , S PLICE IN B EAM IS13920:1993

4embedded in the confined coe (

see

Fig. 3a). Incompelling cicumstances, it may also be madeup of two

pieces of einfocement; a U-stiupwith a 135° hook and a 10 diamete

extension(but not < 75 mm) at each end, embedded in theconfined coe and

a cosstie (

see

Fig.3b). Acosstie is a ba having a 135° hook with a 10diamete

extension (but not < 75 mm) at eachend. The hooks shall engage peipheallongitudinal bas.

6.3.2

The minimum diamete of the bafoming a hoop shall be 6mm. Howeve,

inbeams with clea span exceeding 5m, theminimum ba diamete shall be 8 mm.

6.3.3

The shea foce to be esisted by the vetical hoops shall be the

maximum of:a)calculated factoed shea foce as peanalysis, andb)shea

foce due to fomation of plastichinges at both ends of the beam plus

thefactoed gavity load on the span. This isgiven by (

see

Fig. 4):whee,and,ae the sagging and hogging moments of esistance

of the beam section at ends A and B, espectively. These ae to be

calculated as pe IS456:1978.L

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is clea span of beam. andae the sheas at ends A and B, espectively,

due to vetical loads with a patial safety facto of 1.2 on loads. The

design shea at end A shall be thelage of the two values of

V u,a

computed above. Similaly, the design shea at end B shall be thelage

of the two values of V

u,b

computed above.i)fo sway to ight:andandii)fo sway to left:andF

IG .3B EAM W EB R EINFORCEMENT M u, lim As M u, lim Ah M u, limBs M u, limBh V DL+a V DL+b IS13920:1993 5 6.3.4

The contibution of bent up bas andinclined hoops to shea esistance

of the sectionshall not be consideed.

6.3.5

The spacing of hoops ove a length of 2d ateithe end of a beam shall

not exceed (a) d/4,and (b) 8 times the diamete of the

smallestlongitudinal ba; howeve, it need not be lessthan 100mm (

see

Fig. 5). The fist hoop shallbe at a distance not exceeding 50 mm fom

the joint face. Vetical hoops at the same spacing asabove, shall also

be povided ove a lengthequal to 2d on eithe side of a section

wheeflexual yielding may occu unde the effect of eathquake foces.

Elsewhee, the beam shallhave vetical hoops at a spacing not exceedingd/2.

7 COLUMNS AND FRAME MEMBERSSUBJECTED TO BENDING AND AXIALLOAD7.1 Geneal7.1.1

These equiements apply to famemembes which have a factoed axial

stess inexcess of 0.1

f ck

unde the effect of eathquakefoces.

7.1.2

The minimum dimension of the membeshall not be less than 200mm.

Howeve, infames which have beams with cente to centespan exceeding 5

m o columns of unsuppotedlength exceeding 4 m, the shotest dimension

of the column shall not be less than 300 mm. 7.1.3

The atio of the shotest coss sectionaldimension to the pependicula

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7.2 Longitudinal Reinfocement7.2.1

Lap splices shall be povided only in thecental half of the membe

length. It should bepopotioned as a tension splice. Hoops shall

bepovided ove the entie splice length atspacing not exceeding 150mm

cente to cente.Not moe than 50pecent of the bas shall bespliced at

one section. 7.2.2

Any aea of a column that extends moethan 100 mm beyond the confined

coe due toachitectual equiements, shall be detailed inthe following

manne. In case the contibutionof this aea to stength has been

consideed,then it will have the minimum longitudinal andtansvese einfocement as pe this code.F

IG .4C ALCULATION OF D ESIGN S HEAR F ORCE FOR B EAM IS13920:1993

6Howeve, if this aea has been teated asnon-stuctual, the minimum einfocementequiements shall be govened byIS456:1978 povisions

minimum longitudinaland tansvese einfocement, as peIS456:1978 (

see Fig. 6).

7.3 Tansvese Reinfocement7.3.1

Tansvese einfocement fo ciculacolumns shall consist of spial o

cicula hoops.In ectangula columns, ectangula hoops maybe used. A ectangula hoop is a closed stiup,having a 135° hook with a

10diameteextension (but not < 75 mm) at each end, that isembedded in

the confined coe (

see Fig7A). 7.3.2

The paallel legs of ectangula hoop shallbe spaced not moe than 300

mm cente tocente. If the length of any side of the hoopexceeds 300 mm,

a cosstie shall be povided(Fig. 7B). Altenatively, a pai of

ovelappinghoops may be povided within the columm (

see

Fig. 7C). The hooks shall engage peipheallongitudinal bas.

7.3.3

The spacing of hoops shall not exceed half the least lateal dimension

of the column,except whee special confining einfocement ispovided,

as pe

7.4 . 7.3.4

The design shea foce fo columns shallbe the maximum of:a)calculated

factoed shea foce as peanalysis, andb)a factoed shea foce given by

V u

(12)

= 1.4whee and ae moment of esistance, of opposite sign, of beams

faminginto the column fom opposite faces (

see

Fig.8); and h

st

is the stoey height. The beammoment capacity is to be calculated as

peIS456:1978.

7.4 Special Confining Reinfocement

This equiement shall be met with, unless alage amount of tansvese einfocement isequied fom shea stength consideations.F

IG .5B EAM R EINFORCEMENT F IG .6R EINFORCEMENT R EQUIREMENT FOR C OLUMN WITH M ORE T HAN 100mmP ROJECTION B EYOND C ORE M bLu,lim M bRu, lim + h st M bLu,lim M bRu,lim IS13920:1993 7F IG .7T RANSVERSE R EINFORCEMENT IN

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C OLUMN

IS13920:1993 8

7.4.1

Special confining einfocement shall bepovided ove a length

l o

fom each joint face,towads midspan, and on eithe side of anysection,

whee flexual yielding may occuunde the effect of eathquake foces (

see

Fig.9.). The length ‘ l

o

’ shall not be less than(a)lage lateal dimension of the membe atthe

section whee yielding occus, (b) 1/6 of clea span of the membe, and

(c) 450 mm. 7.4.2

When a column teminates into a footingo mat, special confining einfocement shallextend at least 300mm into the footing o mat(

see

Fig. 10). 7.4.3

When the calculated point of conta-flexue, unde the effect of gavity

andeathquake loads, is not within the middle half of the membe clea

height, special confiningeinfocement shall be povided ove the

fullheight of the column. 7.4.4

Columns suppoting eactions fomdiscontinued stiff membes, such as

walls, shallbe povided with special confiningeinfocement ove thei

full height ( see

Fig.11). This einfocement shall also beplaced above the discontinuity

fo at least thedevelopment length of the lagest longitudinalba in the

column. Whee the column issuppoted on a wall, this einfocement shall

bepovided ove the full height of the column; itshall also be povided

below the discontinuityfo the same development length.

7.4.5

Special confining einfocement shall bepovided ove the full height of

a column whichhas significant vaiation in stiffness alongitsheight.

This vaiation in stiffness may esultF

IG .8C ALCULATION OF D ESIGN S HEAR F ORCE FOR C OLUMN IS13920:1993 9F

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