SECTION 2.1 NOTATIONSA moment ratio for coupled wallsAg Gross area of a cross section of a member, mm2Ar aspect ratio of wall = hw/LwAsk area of a bar used as skin reinforcement on the side of a beam, wall or column, mm2c distance from extreme compression fibre to neutral axis, mmcc clear cover between the reinforcement and the surface of the concrete, mmcm cover distance measured from the centre of the reinforcing bar, mmd effective depth, distance from extreme compression fibre to centroid of tension

reinforcement, mmdb diameter of reinforcing bar, mmEs modulus of elasticity of reinforcing steel, MPaFph inertia force used in design of a part, Nf´c specified compressive strength of concrete, MPafs,cfs,chfs stress in reinforcement, MPafy lower characteristic yield strength of non-prestressed reinforcement, MPaG dead load, N, kPa or N/mmgs distance from centre of reinforcing bar to a point on surface of concrete where crack

width is being assessed, mmh overall depth of the member measured at right angles to the axis of bending, mmhb overall beam depth, mmhc overall depth of column in the direction of the horizontal shear force, mmhw height of wall, mmk ratio of depth of neutral axis to effective depth, d, of member based on elastic theory

for members cracked in flexurek1 factor for determining minimum slab thickness, see 2.4.3kd a factor used to define material strain limitskpp effective plastic hinge length used to calculate equivalent uniform curvature in a

plastic hinge (region), mmL′ effective span length of beam, girder or one-way slab, as defined in 6.3.2; for a

cantilever it is the clear projectionLn length of clear span in long direction of two-way construction, measured face-to-face

of columns in slabs without beams, and clear span of coupling beams between coupled walls, mm

Lnd clear span of coupling beam between coupled walls, mmLs shortest span length of bridge deck slab, mmLw horizontal in-plane length of a wall, mmM/V moment to shear ratio in the ULS load combination being consideredMe/Ve moment to shear force ratio for seismic actions found from an equivalent static

analysis, or first mode values from a modal response spectrum analysisM * design moment action for ULS, N mmMn nominal flexural strength, N mmMs maximum bending moment calculated for serviceability limit state load combination

with long-term live load, N mmM*o overstrength bending moment, N mmMow total over turning moment at base of a structure comprising structural walls due to

lateral design earthquake forces, N mmN*o axial load that acts simultaneously with overstrength bending moment, Np proportion of flexural tension reinforcementQ live load, N, kPa, or N/mm

Sn nominal strength at the ultimate limit state for the relevant action of moment, axial load, shear or torsion, N or N mm

Sp structural performance factorS * design action at the ultimate limit state, N or N mms centre-to-centre spacing of reinforcing bars, mmt thickness of member, mm

V * design shear action in ULS, Nw design crack width due to flexure, mmy distance from the extreme compression fibre to the fibre being considered, mmZt section modulus related to extreme tension fibre calculated from gross section

properties at the section sustaining the maximum bending moment, mm3α ratio of the flexural stiffness of beam to the flexural stiffness of a width of slab

bounded laterally by the centrelines of adjacent panels, if any, on each side of the beam, see Table 2.2

αfy a factor used in assessing permissible curvature limits in plastic regionsαm average value of α for all beams on the edges of a panelβ ratio of clear spans in long to short direction of two-way slabsβ ´ ratio used to find strain in section in 2.4.4.6εy yield strain of reinforcementμ structural ductility factorφ strength reduction factor as defined in 2.3.2.2 and 2.6.3.2φmax limiting curvature, radians/mmφo,fy overstrength factor depending on reinforcement grade, see 2.6.5.6φy curvature at first yield, radians/mmρ density of concrete, kg/m3ω dynamic magnification factorψs short-term live load factor (see AS/NZS 1170)

SECTION 6.1 NOTATIONSas length of a support in the direction of the span, mmA ´s area of longitudinal reinforcement in compression zone, mm2

b width of compression face of member, mm

B absolute value of reduction in bending moment to maximum bending moment in the member, see 6.3.7.2

c neutral axis depth, mmcb neutral axis depth corresponding to balanced conditions, mmd distance from extreme compression fibre to centroid to tension reinforcement, mmEc modulus of elasticity for concrete, MPaf ´c specified compressive strength of concrete, MPafr modulus of rupture used for assessing deflections, MPaG dead load, N or kPacr moment of inertia (or second moment of area) of cracked section about the centroidal axis, mm4

e effective moment of inertia (or second moment of area), mm4

g moment of inertia of gross concrete section about the centroidal axis, neglecting the reinforcement, mm4

se

Kcp factor which allows for deflection due to creep and shrinkage

Ks

= Dead load + Long term live loadDead load+Short term live load

Ise effective second moment of area of a section, mm4

L length of member between centrelines of supports or span of a coupling beam, mmMa maximum moment in member at serviceability limit state, N mmMcr cracking moment, N mmp proportion of flexural tension reinforcementp´ proportion of longitudinal reinforcement in compression zone, A ´s/bdQ live load, N or kPayt distance from centroidal axis of gross section, neglecting reinforcement, to extreme fibre in

tension, mm

ε u tensile strain in longitudinal tensile reinforcement at ultimate limit state when the compression strain is 0.003

ε y yield strain of reinforcement

SECTION 7.1 NOTATIONSa depth of equivalent rectangular stress block as defined in Error: Reference source not found, mmAg gross sectional area of member, mm2

A total area of longitudinal reinforcement to resist torsion, mm2

And

Ao area enclosed by line connecting the centres of longitudinal bars in the corners of closed stirrups (used to design torsional reinforcement), or for box girder type sections the area enclosed by the perimeter of the centre-line of transverse reinforcement that is within the width to resisting the torsional shear flow, mm2

Aco area enclosed by perimeter of section, mm2

Acv the effective shear area, mm2

Ast

At area of one leg of a closed stirrup resisting torsion within a distance s, mm2

Avd area of diagonal tension reinforcement crossing the shear plane, mm2

Avf area of fully developed shear friction reinforcement normal to the shear plane, mm2

c distance from extreme compression fibre to neutral axis, mmd distance from extreme compression fibre to centroid of tension reinforcement, mmd’ distance from extreme compression fibre to centroid of compression reinforcement, mmEs modulus of elasticity of steel, MPa. see Error: Reference source not foundf ´c specified compressive strength of concrete, MPafy lower characteristic yield strength of non-prestressed reinforcement, MPafyt design yield strength of transverse reinforcement provided for shear and/or torsion, MPah depth of structural member, equal to hb for beam, hc for column and Lw for wall as appropriate, mmhw overall height of the wallM * design moment at section at the ultimate limit state, N mmMn nominal flexural strength of section, N mmN * design axial load at ultimate limit state, Npc perimeter of area Aco, mmpo perimeter of area Ao, (design of torsional reinforcement), mms centre-to-centre spacing of shear or torsional reinforcement measured in the direction parallel to

the longitudinal reinforcement, mmtc 0.75 Aco/pc – the equivalent tube thickness of a section prior to torsional cracking, but for a hollow

section tc shall be taken as the smaller of  0.75 Aco/pc or the actual minimum wall thickness, mm  to 0.75 Ao/po – the equivalent tube thickness of a torsionally cracked section in mm but for a hollow

section to shall be taken as the smaller of  0.75 Ao/po or the thinnest actual minimum wall thickness, mm

To maximum torsional design action for which torsional reinforcement is not required, N mmTn nominal torsional strength of section, N mmTn,min

T * design torsional moment at section at the ultimate limit state, N mmVc nominal shear strength provided by concrete, NVfd increase in sliding shear resistance due to diagonal reinforcement crossing the shear plane, Nvmax maximum nominal shear stress, MPaVn total nominal shear strength of section, Nvn nominal shear stress, MPaVs nominal shear strength provided by the shear reinforcement, Nvtn nominal shear stress due to torsion, MPaV * design shear force at section at the ultimate limit state, Nf angle of diagonal reinforcement to the shear plane1 factor defined in Error: Reference source not found1 factor defined in Error: Reference source not foundδel elongation at mid-depth of a member, mm

a factor for lightweight concrete (see 5.2.4) coefficient of friction, see Error: Reference source not found strength reduction factor, see Error: Reference source not foundp plastic rotation in the plastic region at ultimate limit state, radians

SECTION 8.1 NOTATIONS

NotationAb area of an individual bar, mm2

Asp area of flexural reinforcement provided, mm2

Asr area of flexural reinforcement required, mm2

Ast At

Atr smaller of area of transverse reinforcement within a spacing s crossing plane of splitting normal to concrete surface containing extreme tension fibres, or total area of transverse reinforcement normal to the layer of bars within a spacing, s, divided by n, mm2. If longitudinal bars are enclosed within spiral or circular hoop reinforcement, Atr = At when n ≤ 6.

Av area of shear reinforcement within a distance s, mm2

Aw area of an individual wire to be developed or spliced, mm2

bw web width, or diameter of circular section, mmcb neutral axis depth corresponding to balanced conditions, mmcm the smaller of the concrete cover or the clear distance between bars, mmd distance from extreme compression fibre to centroid of tension reinforcement, mmdb nominal diameter of bar, wire or prestressing strand, or in a bundle, the diameter of a bar of

equivalent area, mmdi diameter of bend measured to the inside of the bar, mmf ´c specified compressive strength of concrete, MPafps calculated stress in prestressing steel at design load, MPafs stress in reinforcing bar, MPafse effective stress in prestressing steel after losses, MPafy lower characteristic yield strength of non-prestressed reinforcement, MPafyt lower characteristic yield strength of transverse reinforcement, MPaLb distance from critical section to start of bend, mmLd development length, mmLdb basic development length of a straight bar, mmLdh development length of hooked bars, equal to straight embedment between critical section and

point of tangency of hook, plus bend radius, plus one bar diameter, mm. (Refer to Error: Reference source not found)

Lds splice length of bars in non-contact lap splices in flexural members, mmMn nominal flexural strength of section, N mmn number of bars uniformly spaced around circular sections, or the number of longitudinal bars in the

layer through which a potential plane of splitting would passs maximum spacing of transverse reinforcement within Ld, or spacing of stirrups or ties or spacing of

successive turns of a spiral, all measured centre-to-centre, mmsb for a particular bar or group of bars in contact, the centre-to-centre distance or, measured

perpendicular to the plane of the bend, to the adjacent bar or group of bars or, for a bar or group of bars adjacent to the face of the member, the cover plus one half of db, mm

sL clear distance between bars of a non-contact lap splice, mmsw spacing of wires to be developed or spliced, mmu4, u8 residual elongation after 4 and 8 cycles respectivelyVs

V * design shear force at section at the ultimate limit state, N1, 2 parameters used in determining development lengths for standard hooksa , b , c , d , e parameters used in determining development lengths for straight reinforcing bars

b ratio of area of reinforcement to be cut off to total area of tension reinforcement at the section, including those bars which are to be cut off

SECTION 9.1 NOTATIONSAb area of longitudinal bar, mm2

Acv effective shear area, area used to calculate shear stress, mm2

Ag gross area of column cross section, mm2

Al

As area of flexural tension reinforcement, mm2

A s p

A s r

A ´s area of compression reinforcement, mm2

At

Ate area of one leg of stirrup-tie, mm2

Av area of shear reinforcement perpendicular to the span within a distance s, mm2

Avd area of diagonal shear reinforcement, mm2

A′vd

Avh area of shear reinforcement parallel to span, mm2

b width of compression face of a member, mmbf

bw width of web, mmcb distance from extreme compression fibre to neutral axis at balanced strain conditions, as defined

in Error: Reference source not found, mmd hooked lap splices which comply with 8.7.2.8 may be used in beam column jointsdb nominal diameter of longitudinal reinforcing bar, mmef ´c specified compressive strength of concrete, MPafct average splitting tensile strength of lightweight aggregate concrete, MPaf ´s compression stress in the bar on one side of joint zone, MPafy lower characteristic yield strength of longitudinal reinforcement, MPafyt lower characteristic yield strength of transverse reinforcement, MPah overall depth, mmhb

hb1, hb2 beam depths used for determining effective flange widths, mmhc overall depth of column, mmhg overall depth of girder, mmka factor allowing for the influence of aggregate size on shear strengthkd factor allowing for the influence of member depth on shear strengthKcp factor for additional long-term deflectiony potential plastic region ductile detailing length, mmLd

Ll

Ln clear span of member measured from face of supports, mmLnd length of longitudinal projection of diagonal reinforcement in a diagonally reinforced coupling

beam, but not exceeding the clear span of the beam, mmml,wml.pMf

No

M * design bending moment at section at ultimate limit state, N mmN *

o min design overstrength axial load determined by capacity design in accordance with appendix D, N

n number of directions of diagonal bars (one or two)p ratio of tension reinforcement = As/bdp´ ratio of compression reinforcement = A´s/bd

pmax, pminmaximum and minimum permitted values of the ratio of tension reinforcement computed using width of web

pw As/bwdr factor defined in 9.4.4.1.4Rs spacing of transverse reinforcement in direction parallel to longitudinal reinforcement, mms2 spacing of shear or torsional reinforcement in perpendicular direction to longitudinal reinforcementTf

Tp

Ttc

vb

vc shear resisted by concrete, MPavp

Vc nominal shear strength provided by the concrete, NVdi design shear force to be resisted by diagonal shear reinforcement at the ultimate limit state, NVn total nominal shear strength of cross section of beam, NVs nominal shear strength provided by the shear reinforcement, NVs,min

V * design shear force at section at the ultimate limit state, NV *

o maximum shear force sustained when overstrength actions act in a member or adjacent member, N

X angle between inclined stirrups or bent-up bars and longitudinal axis of membersb

d factor in Equation Error: Reference source not foundf factor in Equations Error: Reference source not found and Error: Reference source not foundo factor in Equations Error: Reference source not found and Error: Reference source not foundp factor in Equation Error: Reference source not founds factor in Equation Error: Reference source not foundt factor in Equation Error: Reference source not found factor given by Equation Error: Reference source not foundAv

Ab sum of areas of longitudinal bars, mm2

c calculated inter-storey deflection, mmm maximum permissible inter-storey deflection, mm angle of compression diagonals strength reduction factor (see Error: Reference source not found)o,fy overstrength factor depending on reinforcement grade, see Error: Reference source not found.

SECTION 10.1 NOTATIONSAb area of a longitudinal bar, mm2

Ac area of concrete core of section measured to outside of peripheral spiral or hoop, mm2

Acv area of concrete assumed to resist shear, (seeError: Reference source not found), mm2

Ag gross area of section, mm2

Ah area of one leg of hoop or spiral bar at spacing, s, mmAsh total effective area of hoop bars and supplementary cross-ties in the direction under consideration

within spacing sh, mm2

Ashm

Ast total area of longitudinal reinforcement, mm2

At area of structural steel shape or pipe, mm2

Ate area of one leg of stirrup-tie, mm2

Atr smaller of area of transverse reinforcement within a spacing s crossing plane of splitting normal to concrete surface containing extreme tension fibres, or total area of transverse reinforcement normal to the layer of bars within a spacing, s, divided by n, mm2. If longitudinal bars are enclosed within a spiral or circular hoop reinforcement, Atr = Ah when n ≤ 6 (See C8.6.3.3)

At1 minimum area of a single tie (one leg)Av area of shear reinforcement within a spacing s, mm2

b width of compression face of member, mmbw web width or diameter of circular section, mmCm a factor relating actual moment diagram to an equivalent uniform moment diagramd distance from extreme compression fibre to centroid of longitudinal tension reinforcement (for

circular sections, d need not be taken less than the distance from extreme compression fibre to centroid of tension reinforcement in opposite half of member), mm

d" depth of concrete core of column measured from centre-to-centre of peripheral rectangular hoop, circular hoop or spiral, mm

db diameter of reinforcing bar, mmEc modulus of elasticity of concrete, MPa, see Error: Reference source not foundEs modulus of elasticity of steel, MPa, see Error: Reference source not foundE flexural rigidity of a member. See Equations Error: Reference source not found and Error:

Reference source not found for columns fct average split cylinder tensile strength of lightweight aggregate concrete, MPaf ´c specified compressive strength of concrete, MPa fy lower characteristic yield strength of non-prestressed reinforcement or the yield strength of

structural steel casing, MPafyt lower characteristic yield strength of spiral, hoop, stirrup-tie or supplementary cross-tie

reinforcement, MPah overall depth of member, mmhb overall depth of beam, mmh" dimension of concrete core of rectangular section, measured perpendicular to the direction of the

hoop bars, measured to the outside of the peripheral hoop, mmg moment of inertia of gross concrete section about centroidal axis, neglecting reinforcement, mm4

se moment of inertia of reinforcement about centroidal axis of member cross section, mm4

 t moment of inertia of structural steel shape or pipe about centroidal axis of composite member section, mm4

k effective length factor for a column or pierkn

lp effective length for determining curvatures in a plastic region, mm.ly ductile detailing length, mmLn clear length of member measured from face of supports, mmLu unsupported length of a column or pier, mmm fy/(0.85 f ´c)Mc moment to be used for design of a column or pier, N mmM1 value of smaller design end moment on a column or pier calculated by conventional elastic frame

analysis, positive if member is bent in single curvature, negative if bent in double curvature, N mmM2 value of larger design end moment on a column or pier calculated by conventional elastic frame

analysis, always positive, N mmM2,min

M * design moment at section at the ultimate limit state, N mm Nc critical load, see Equation Error: Reference source not found, NNn,max nominal axial load compressive strength of column when the load is applied with zero eccentricity,

NN  *

o design axial load derived from overstrength considerations (capacity design), NN * design axial load at ultimate limit state to be taken as positive for compression and negative for

tension, Nn number of barsps ratio of volume of spiral or circular hoop reinforcement to total volume of concrete core (outside to

outside of spirals or hoops)pt ratio of non-prestressed longitudinal column reinforcement = Ast/Ag

pw proportion of flexural tension reinforcement within one-quarter of the effective depth of the member closest to the extreme tension reinforcement to the shear area, Acv. For circular or octagonal columns, pw may be taken as 0.33 Ast/Acv

r radius of gyration of cross section of a column or pier, mms centre-to-centre spacing of stirrup-ties along member, mmsh centre-to-centre spacing of hoop sets, mmShm

st spacing of the ties that are normal to the longer side of the column, mmts thickness of steel encasing concrete in a composite member, mmV shear force, NV*vb shear resisted by concrete in an equivalent reinforced concrete beam, NVc nominal shear strength provided by the concrete mechanisms, NVE shear force derived from lateral earthquake forces for the ultimate limit state, Nvn total nominal shear strength of section, NVn total nominal shear strength of cross section of column or pier, NVs nominal shear strength provided by the shear reinforcement, NV * design shear force at the section at the ultimate limit state, N1 factor defined in Error: Reference source not foundd ratio of design axial dead load to total design axial load of a column or pier angle between the inclined crack and the horizontal axis of column or pierAb sum of areas of longitudinal bars, mm2

moment magnification factor, see Error: Reference source not found

strength reduction factor, see Error: Reference source not found

SECTION 11.1 NOTATIONSAb

A *c area of concrete core extending over the outer c´ length of the neutral axis depth which is

subjected to compression, measured to centre of peripheral hoop legs, mm2

Acv area used to calculate shear stress, taken as dt, where d may be taken as 0.8Lw, mm2

Ag gross area of section, mm2

A *g gross area of concrete section extending over outer c length of the neutral axis depth that is

subjected to compression, mm2

Ar The aspect ratio for the wall, taken as hw/Lw for single storey walls and taken as

M e

V e Lw for two or more storeys where the Me/Ve ratio is for first mode or equivalent static analysis for seismic actions

As area of longitudinal (vertical) reinforcement at a horizontal spacing of sv along the wall, mm2

Ase

As,f

Ash total effective area of hoop bars and supplementary cross ties distributed over length h" in the direction under consideration, within vertical spacing sh, mm2

At total area of longitudinal reinforcement at a section in a wall, mm2

Ate area of one leg of stirrup-tie, mm2

Atr area of transverse reinforcement within a spacing slt crossing plane of splitting normal to concrete surface containing extreme tension fibres, mm2

Av area of in-plane horizontal shear reinforcement within a vertical spacing of s2, mm2

Awb gross area of boundary element, mm2

Awv the area of vertical reinforcement with a horizontal spacing of s1, mm2

bm

Bf

c distance of neutral axis from the extreme compression fibre of the wall section at theflexural strength for ultimate limit state, mm

c' length of wall section defined by Equation Error: Reference source not found to be confined by transverse reinforcement, mm

cb distance from extreme compression fibre to neutral axis at balanced strain conditionscc a limiting depth given by Equation 11–25, mmd distance from extreme compression fibre to centroid of tension force in longitudinal reinforcement,

which may be taken as defined in 11.3.11.3.3 for shear strength calculations, mmdb diameter of the longitudinal bar, mmdbl diameter of the longitudinal reinforcement, mmEEc modulus of elasticity of concrete, MPaE Es

f´c specified compressive strength of concrete, MPafy lower characteristic yield strength of non-prestressed reinforcement, MPafy,end lower characteristic yield strength of non-prestressed vertical reinforcement in the end zone of the

wall, MPafyh lower characteristic yield strength of non-prestressed hoop or supplementary cross tie

reinforcement, MPafyn lower characteristic strength of vertical non-prestressed reinforcement, MPafyt transverse reinforcement yield strength, MPafy,web lower characteristic yield strength of non-prestressed vertical reinforcement in the portion of the

wall between end zones, MPah" dimension of concrete core of rectangular section measured perpendicular to the direction of the

hoop bars to outside of peripheral hoop, mmhb overall depth of coupling beam, mmhn clear vertical height between floors or other effective lines of lateral support, mmhw total height of wall from base to top, mm moment of inertia of a section, mm4

cr second moment of area of transformed cracked section, mm4

ke effective length factor for Euler bucklingk proportion of the neutral axis depth to the effective depth of member in elastically responding

transformed section, calculated neglecting the axial loadkft effective length factor for flexural torsional bucklingkm factor for determining tm

Kd

Lb length of flexural member, mmLc length of compression member, mmLcb clear span of coupling beam, mmLch

Ld development length, mmLf overall horizontal length of wall flange, mm Ln the clear distance between floors or other effective lines of lateral support, or clear span, mmLp the length of the plastic hinge, mmLs lap splice length, mmLw horizontal length of wall, mmMe moment from earthquake actions obtained in either an equivalent static analysis or the first mode

action in a response spectrum analysis, N mmM * ULS design moment, N mmM*a

M *e design moment at the base of the wall due to lateral loads, N mm

M *o overstrength moment of resistance at the critical section of the plastic region of a cantilever wall, N

mmN * design axial load at the ultimate limit state, NN*o

n modular ratio Es/E where Es is the modulus of elasticity of steelNo,c the axial load induced in a coupling beam due to restraint provided by floor slabs connected to the

coupled walls, N

pl the ratio of vertical wall reinforcement area to unit area of horizontal gross concrete section = As/tsv

ple the ratio of vertical wall reinforcement area in the end zone to the area of the end zones centre-to-centre spacing of shear reinforcement along member, mms1 centre-to-centre spacing of vertical shear reinforcement, mms2 centre-to-centre spacing of horizontal shear reinforcement, mmsh centre-to-centre spacing of horizontal hoop sets, mmslt centre-to-centre spacing of lapped splice ties, mmstv vertical centre-to-centre spacing of transverse tie sets, mmsv horizontal spacing of vertical reinforcement along the length of a wall, mmSp

t smallest thickness of the wall, mmtf thickness of flange, mmtm thickness of boundary region of wall at potential plastic hinge region, mmtw web thickness, mmV * design shear force, NV *

e design shear force at the base of the wall due to lateral loads, Nvc shear stress resisted by concrete, MPaVc concrete shear strength, NVe shear force from earthquake actions obtained in either an equivalent static analysis or the first

mode action in a response spectrum analysis, NVn total nominal shear strength, NVmax

Vs nominal shear strength provided by shear reinforcement, Nm factor for determining wall slenderness r factor for determining thickness of boundary section of wall factor for determining ductility factorΔu

c extreme fibre compression strainϕϕmax

ow ratio of moment of resistance at overstrength to moment resulting from specified earthquakeactions, where both moments refer to the critical section of the potential plastic region

ϕMn

φo , fy overstrength coefficient for reinforcement as given in 2.6.5.5s factor for determining wall slendernessv factor for determining shear strength provided by concrete displacement ductility factorAb sum of area of longitudinal bars, mm2

factor for determining thickness of boundary section of wall ratio of E/Lc of compression members to E/Lb of flexural members in a plane at one end of a

compression membermin the smaller of A or B which represents the ratio at each end, A and B, of a compression

member

SECTION 12.1 NOTATIONSa larger side of rectangular contact area, mmAbs

As area of non-prestressed tension reinforcement, mm2

Av area of shear reinforcement within a distance s, mm2

b width of compression face, or smaller side of rectangular contact area, mmbo perimeter of critical section for slabs and foundations, mmbx is the length of the side of the perimeter, bo, being considered in design for shear reinforcement, mm

b1 width of critical section defined in Error: Reference source not found(b) measured in the direction of the span for which moments are determined, mm

b2 width of the critical section defined in Error: Reference source not found(b) measured in the direction perpendicular to b1, mm

Cc1 size of rectangular or equivalent rectangular column, capital, or bracket measured in the direction of the

span for which moments are being determined, mmc2 size of rectangular or equivalent rectangular column, capital, or bracket measured transverse to the

direction of the span for which moments are being determined, mmd distance from extreme compression fibre to centroid of tension reinforcement, mmf ´c specified compressive strength of concrete, MPafy

fyt lower characteristic yield strength of vertical (stirrup) reinforcement, MPafyv

h overall thickness of member, mmhv total depth of shearhead cross section, mmkds

LL1 support centre to support centre span of slab not supported by a beam or wall, mmL2

Ln clear span, in the direction moments are being determined, measured face-to-face of supports, mmLs span of slab, mmLv length of shearhead arm from centroid of concentrated load or reaction mmM * design moment at section at the ultimate limit state, N mmMp required plastic moment strength of shearhead cross section, N mmMv moment resistance contributed by shearhead reinforcement, N mmp ratio of tension reinforcement = As/bdpb value of p for balanced strain conditions derived by Error: Reference source not founds centre-to-centre spacing of shear or torsional reinforcement measured in the direction parallel to the

longitudinal reinforcement, mmt thickness of surfacing and filling material, mmu larger side of rectangular loaded area allowing for load spread, mmv smaller side of rectangular loaded area allowing for load spread, mmvc shear stress resisted by concrete, MPaVc nominal shear strength provided by concrete mechanisms, MPaVn nominal shear strength of section, Nvn total nominal shear stress, MPaVs nominal shear strength provided by the shear reinforcement, NV * design shear force at section at the ultimate limit state, Ns factor accounting for columnsv ratio of stiffness of shearhead arm to surrounding composite slab sectionc ratio of long side to short side of concentrated load or reaction area number of arms in shearhead connection strength reduction factor (see Error: Reference source not found) skew anglef fraction of unbalanced moment considered to be transferred by flexurev fraction of unbalanced moment considered to be transferred by eccentricity of shear

SECTION 14.1 NOTATIONSAg gross area of section, mm2

As area of non-prestressed reinforcement, mm2

b width of compression face of member, mm

d the effective depth of the pile cap, footing or spread footing, mmdp diameter or side dimension of pile at footing base, mmf ´c specified compressive strength of concrete, MPafps

fy lower characteristic yield strength of non-prestressed reinforcement, MPapt ratio of area of non-prestressed tension reinforcement to gross section area, As /Ag

V*Vc

c ratio of long side to short side of footing

SECTION 15 NOTATIONSAg gross area of column section, mm2

Ajh total area of effective horizontal joint shear reinforcement in the direction being considered, mm2

Ajv total area of effective vertical joint shear reinforcement, mm2

As area of non-prestressed tension beam reinforcement including bars in effective tension flanges, where applicable, mm2

A ´s area of non-prestressed compression reinforcement, mm2

A *s greater of the area of top or bottom beam reinforcement passing through a joint, mm2

bc overall width of column, mmbj effective width of joint, mm (see Error: Reference source not found)bw web width, mm

Cj

V jhV jx+V jz

db normal diameter of longitudinal reinforcing bar, mme eccentricity between the centrelines of the webs of a beam and a column at a joint, mmf ´c specified compressive strength of concrete, MPafs computed steel tensile stress, MPafy lower characteristic yield strength of non-prestressed reinforcement, MPafyh lower characteristic yield strength of horizontal joint shear reinforcement, MPafyv lower characteristic yield strength of non-prestressed vertical joint shear reinforcement, MPahb overall depth of beam, mmhc overall depth of column in the direction of the horizontal shear to be considered, mmPcs force after all losses in prestressing steel that is located within the central third of the beam depth, N N * design axial column load at ultimate limit state, NN *

o minimum design axial column load at the ultimate limit state, consistent with capacity design principles where relevant and including vertical prestressing where applicable, taken positive when causing compression occurring simultaneously with Vjh, N

Vch nominal horizontal shear force transferred across a joint by the diagonal compression strut mechanism, NVcv nominal vertical shear force transferred across a joint by the diagonal compression strut mechanism, NVjh nominal horizontal shear force transferred across a joint in the direction being considered, NVjx nominal horizontal joint shear force transferred in × direction, NVjv nominal vertical shear force transferred across a joint, NVjz nominal horizontal joint shear force transferred in z direction, NVsh nominal horizontal shear force transferred across a joint by the truss mechanism, NVsv nominal vertical shear force transferred across a joint by the truss mechanism, NV *

jh design horizontal shear force across a joint, NV*

ojh design horizontal shear force across a joint at overstrength, NV *

jv design vertical shear force across a joint, NV*v

i factor for determining Vch

n

v factor for determining Vcv

ratio of area of compression beam reinforcement to that of the tension beam reinforcement at exterior beam column joint, not to be taken larger than unity

Ajh permitted reduction in horizontal joint shear reinforcement, mm2

strength reduction factor for beam-column joints, 0.75 for 15.3 and 1.0 for 15.4

SECTION 18.1 NOTATIONSAg gross area of section. For hollow section, Ag is the area of concrete only and does not include

the area of voids, mm2

bv width of cross section or effective width of interface in a section between precast and cast in situ concrete (see Error: Reference source not found), mm

d distance from extreme compression fibre to centroid of tension reinforcement, mmfy lower characteristic yield strength of non-prestressed reinforcement, MPah overall depth of member, mmhb overall depth of a beam, mm moment of inertia of composite section, mm4

f′cjdy potential plastic region ductile detailing length, mmQ first moment of area beyond the shear plane, being considered about the axis of bending, mm3

Sp

vd nominal longitudinal shear stress at any cross section or the nominal shear stress on the interface between the precast concrete shell and the cast-in-place core of the beam, MPa

v maximum permissible longitudinal shear stress, MPaVL longitudinal shear force, NVn nominal shear strength of section, N V* strength reduction factor, see Error: Reference source not found

SECTION 19.1 NOTATIONSa depth of equivalent rectangular stress block as defined in Error: Reference source not found, or depth of

compression force against post-tension anchor, mmA area of concrete between extreme tension fibre and centroid of uncracked section, mm2

Ac area of concrete at the cross section considered, mm2, or area of core or spirally confined compression zone measured to outside of spiral, mm2

Acf larger gross cross-sectional area of the slab-beam strips of the two orthogonal equivalent frames intersecting at a column of a two-way slab, mm2

Acv effective shear area, area used to calculate shear stress, mm2

Ag gross area of section, mm2

Aps area of prestressed reinforcement in flexural tension zone, mm2

As area of non-prestressed tension reinforcement, mm2

A´s area of non-prestressed compression reinforcement, mm2

Av area of shear reinforcement within a distance s, mm2

b width of compression face of member, mmbo is perimeter of critical section, mmbw web width, mmc distance from extreme compression fibre to neutral axis, mmcc clear cover from the nearest surface in tension to the surface of the flexural tension steel, mmd distance from extreme compression fibre to centroid of flexural tension reinforcement, but for prestressed

members need not be taken as less than 0.8h, mmdc the distance from extreme compression fibre to the centroid of the prestressed reinforcement, mm

dp distance from extreme compression fibre to centroid of prestressing reinforcement, or to combined centroid of the area of reinforcement when non-prestressing tension reinforcement is included, mm

d' distance from extreme compression fibre to centroid of compression reinforcement, mme base of Napierian logarithmEc modulus of elasticity of concrete, MPaEp modulus of elasticity of prestressing steel, MPaf c c

f p

f p c

f ´c specified compressive strength of concrete, MPaf ´ci compressive strength of concrete at time of initial prestress, MPafdc stress in a reinforcing bar before concrete cracks when the stress in the concrete surrounding the bar is

zero, MPafpx stress in tendon at distance Lpx measured from the jacking end, MPafpe compressive stress in concrete due to effective prestressing forces only (after allowing for all prestress

losses) at extreme fibre of section where tensile stress is caused by externally applied loads, MPafpi stress in tendon immediately after transfer, MPafpj stress in tendon at the jacking end, MPafps stress in prestressed reinforcement at nominal strength, MPafpu tensile strength of prestressing steel being the quotient of the characteristic minimum breaking force and

the nominal cross section area, MPafpy specified yield strength of prestressing steel, or the 0.2 % proof stress, MPafs stress in non-prestressed bonded reinforcement at service loads, MPafseeffective stress in prestressed reinforcement (after allowance for all prestress losses), MPaf s o

fss stress induced on extreme tension fibre due to self strain action, MPa fsw stress sustained at neutral axis due to self strain action, MPa ft extreme fibre stress in tension in the precompressed tensile zone, computed using gross or transformed

section properties, MPafy lower characteristic yield strength of non-prestressed longitudinal reinforcement, MPags distance from centre of reinforcing bar to a point on surface of concrete where crack width is being

assessed, mmh overall thickness of member, mm second moment of area of section resisting externally applied loads, mm4

j the time after prestressing, dayska

kb coefficient based on bond characteristics of reinforcementkd

k4coefficient dependent on duration of prestressing forcek5coefficient dependent on stress in tendonk6function dependent on average annual temperatureLpx the length of the tendon from the jacking end to a point at a distance a from that end, mmMcr bending moment causing flexural cracking at section due to externally applied loads, N mmMmax maximum design bending moment at section due to externally applied loads, N mmMo bending moment sustained at decompression of extreme tension fibre, N mmM * design bending moment at section at ultimate limit state, N mmNc tensile force in the concrete due to service dead load plus live load, NNn,max axial load strength of member when the external load is applied without eccentricity, that is, when uniform

strain exists across section, NN * design axial load at the ultimate limit state, Np ratio of non-prestressed tension reinforcement, As/bdpp ratio of prestressed reinforcement, Aps/bdp

pw

Psu factored prestressing force at the anchorage device, Np' ratio of non-prestressed compression reinforcement, A ´s/bdR a coefficient equal to the ratio of loss of prestress force due to relaxation of the prestressed tendon to the

initial prestress force in the tendon at anchorage or after transferRb basic relaxation of tendon, MPaRsc ratio of loss of prestress force due to relaxation of tendon to the initial prestress force modified to

account for the effects of creep and shrinkage in the concretes centre-to-centre spacing of flexural tension steel near the extreme tension face, mm. Where there is only

one bar or tendon near the extreme tension face, s is the width of the extreme tension faceT temperature, °Cvc shear stress resisted by concrete, MPaV shear force, NVb shear resisted by concrete in an equivalent reinforced concrete beam, NVc nominal shear strength provided by concrete, NVci nominal shear strength provided by the concrete when diagonal tension cracking results from combined

shear and moment, NVcw nominal shear strength provided by the concrete when diagonal tension cracking results from principal

tensile stress in web, NVp vertical component of effective prestressing force at section, NVs nominal shear strength provided by the shear reinforcement, NV * design shear force at section at ultimate limit state, Nwyt distance from centroidal axis of gross section, neglecting reinforcement, to extreme fibre in tension, mmtot sum of the absolute values of successive angular deviations of the prestressing tension over length Lpx,

radiansc linear coefficient of expansion of concrete, °C-1

s factor for determining the shear carried by concrete at columns of two-way prestressed slabs and footings1 factor defined in Error: Reference source not foundp constant and to compute Vc in prestressed slabs, or an estimate, in radians per metre (rad/m), of the

angular deviation due to wobble effects coefficient of friction between post-tension cable and prestressing ductp factor for type of prestressing tendon

= 0.55 for fpy/fpu not less than 0.80= 0.40 for fpy/fpu not less than 0.85= 0.28 for fpy/fpu not less than 0.90

fs

fps stress in prestressing steel at service loads based on cracked section analysis less decompression stress, fdc in prestressing steel, MPa

Mcc creep strain in concretecs shrinkage strain in concrete factor to provide for lightweight concrete (see Error: Reference source not found) strength reduction factor (see Error: Reference source not found)cc design creep factorΦo,fy

p fy / f ´c ' p' fy / f ´c

SECTION D1 NOTATIONSAg gross area of column section, mm2

Eo,i lateral force at level i when overstrength actions are sustained, N

f ´c specified compressive strength of concrete, MPahc column depth, a section dimension, mme effective moment of inertia of a section, mm4

k relative flexural stiffness, mm3

L length of member between centrelines of supports, mmLn clear length of column between beam faces, mmw

Mn nominal flexural strength, N mmM′nM′oMo,base

ME,base

M*N *

o capacity design axial load on a column, NNoe axial load in a column due to shear induced in a beam by end moments when overstrength moments act in

the beam, NnRm moment reduction factor for column under low axial compression or in axial tensionRv axial load reduction factorT1 the computed period of the structure in its first mode of translational vibration, sV *

col capacity design column shear force, NVE shear force in a column found from an equivalent static of first mode analysis, NVoe shear force at the face of a column induced by end moments in a beam when overstrength moments act in

the beam, N modification factor for dynamic magnification factor strength reduction factoro overstrength factor for a joint zone or the base of a columno,b

ol,i overstrength factor for lateral force at a level in a frameo,fy overstrength factor depending on reinforcement grade´o average overstrength factors for beam column joint zones located above and below the column being

considered dynamic magnification factor for bending moments max maximum value of which acts in mid-height region of a multi-storey frame Mob beam input overstrength moment into a beam and column joint zone at intersection of centre-lines at

intersection of centre-lines when overstrength moments act in primary plastic regions, N mm Mn sum of bending moments in beams sustained at the intersection of the beam and column centrelines when

nominal moments act in the beams at the column faces, N mmMoc,bottom Overstrength moment in a column at the bottom of the first storey, N mmMoc,top Overstrength moment in a column at the top of the first storey, N mm

SECTION E1 NOTATIONSAg gross area, mm2

Ec mean value of the modulus of elasticity of the concrete at 28 daysf ´c compressive strength of concrete, MPak1 shrinkage strain coefficientk2 k3 k4 relative humidity factork5 a modification factor for high strength concretek6 a modification factor for aggregate type

th the hypothetical thickness of a member, mmue the exposed perimeter of a member cross section plus half the perimeter of any enclosed voids contained

therein, mm1, 2

Ԑcs the design shrinkage strain of concreteԐcsd the drying shrinkage strainԐcsd.b the basic drying shrinkage strainԐ*cse the chemical (autogenous) shrinkage strainσo constant sustained stressτ age of the concreteφcc design creep coefficientφcc.b the basic creep coefficient of concrete