General basic comparison

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsLoading combination36.4.1a) 1.5 DL +1.5 LLb) 1.5 DL l+1.5 WLc) 1.2 DL+1.2 LL+1.2wl9.2.1U= 1.4(D+F)U= 1.2(D+F+T) +1.6(L+H+0.5(Lr or S or R)U= 1.2D+1.6(Lr or S or R)+(L or 0.8W)U=1.2D+1.6W+L+0.5(Lr or S or R)U= 1.2D+E+L+0.2SU= 0.9D+1.6W+1.6HU= 0.9D+E+1.6H

Elastic modulus for concrete and steel6.2.3.1Ec=5000 (fck) N/mm2Es=200xE3 N/mm28.5.1Ec =57000fc psiEs =29x106 psi

Mu limit Mu limit = 0.138 Fck b d2 Mulimit=

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsSpan to depth ratio in slab23.2.1Cantilever - 7Simply supported - 20Continuous - 26One-way slab- 20Continuous slab-24Min reinforcement in slabPlain bar-0.15% High strength bar-0.12%200/fyNominal coverColumnsNot less than 40mmWhen dimension is 200mm or size of bar is 12mm then cover is 25mmFootings Not less than 50mmSlabsNot less than 15mmBeams not less than 20mmRefer P-47 Table 16A of IS code to get the cover details for fire resistance FootingResting on mat 2Resting on earth 3Top of piles 2Beams and columnsFor dry conditionsStirrups, spirals, ties 1.5 Main reinforcement 2Exposed to earthStirrups, spirals, ties 2 Main reinforcement 2.5SlabsNo. 11bars 0.75No. 14 18 bars 1.5

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsT beams23.1.1 For T beams

For L beams8.10.3Width of slab effective as T beam flange shall not exceed one quarter of the span length of the beamEffective overhang of flange on either of web shall not exceed- 8 * slab thickness- clear dist. Between the webFor slab on one side- 1/12 of span of beam- 6 * slab thickness- clear dist. Between the web

Minimum area of tension reinforcement26.5.1.1.aAst(min) = 0.85 b d / Fy 3.12.5.3For flexural membersAst(min) = 3fc /fy * bw*dAnd not less than200*bw*d / fyFor slabs and foundationAstmin = 0.14%Grade 40-50 steel 0.2%Grade 60 steel 0.18%

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsMinimum horizontal distance between the bars26.3.2 Greater of this following 1)larger diameter of the bars 2)Size of the aggregate + 5mmSlabsMain bars 3d or 300mmDistribution bars 5d or 450mm not greater than the aboveBeams Refer to the IS code P-46 Table-15 it depends on the percentage redistribution 3.12.11.1Flexural member And not greater than

Side face reinforcement26.5.1.3When depth >750mmTotal area of reinforcement = 0.1% area of the web and spacing not exceeding 300mm10.6.7When d >36 Total longitudinal reinforcement not greater than half of the tensile reinforcementSpacing Ssk not greater than d/6, 12 na and 1000Ab / (d-30)

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsMaximum spacing of the tension bars26.3.31) 0% re distribution of the moment 180mm2) For other percentage of redistribution refer table 15Compression steel / Tension steel1) M > Mu li mit compression steel is required Asc = M - Mu li mit / (352 0.446 fck) * (d - d) Ast = (Pt(limit) + Pt2) * b * d / 1002) if M < Mu li mit compression steel is not required Ast = Pt * b* d / 100Span / Effective depth check23.2.1 (a)Basic span / Effective depth = 26Effective span / MF * d 26MF taken from fig 4&5 using Pt and fsFs = 0.58 *fy * (Astreq / Astpro) OrMF (tension) = 1 / (0.225+0.00322 * fs 0.625) 2MF (compression) = 1.6 * Pc / Pc + 0.275 1.5

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsShear reinforcementAsv = 0.46 Sv 0.87 fy IfV > cAsv = (v - Cv) b d 0.87fy dc-refer table 19 Cmax 2V = vU / b*dc = taken from table 19 using Pt and fck valuesV < c shear reinforcement is not required(Asv / Sv)min = (0.4 * b / 0.87 * fy)c< v < c max / 2(Asv / Sv) = Vu -c*b*d / 0.87*fy*dc can be derived from this formulac = 0.76 (fck*((1+5)^0.5 1))^0.5 / 6 = 0.8*fck / 6.89*Pt Vn Vuwhere Vu factored shearVn nominal shearVn = Vc + VSVc = 2*fc bw*d For members shear and flexure and for detailed analysis useVc = (1.9*fc + 2500w * Vu *d / Mu ) * bw*dAnd not greater than 3.5*fc bw*dQuantityVu *d / Mu not greater than 1For members subj. to axial compressionVc = 2* (1+Nu / 2000*Ag) * fc* bw*dFor detailed analysisMm = Mu Nu (4*h d) / 8Vc shall not be greater than Vc = 3.5*fc* bw*d * (1 + Nu / 500*Ag)

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsShear reinforcementFor members subjected to axial tensionVc = 2*(1 + Nu / 500*Ag) *fc* bw*d but not less than zeroWhere Nu is negative for tension Nominal shear strength provided by concrete when diagonal cracking results results from the combined shear and momentShear strengthVci = 0.6*fc* bw*d + Vd + Vi * Mcr / Mmax and not less than 1.7 *fc* bw*dMcr = I / t * (6*fc + fpe fd)

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsSpacing of shear reinforcement11.5.4.111.5.4.3Not greater than d/2When Vs exceeds 4*fc* bw*d the above spacing is reduced to 1/2

Minimum shear reinforcement11.5.5.1If Vu > * VcAv = 0.75*fc* bw*s / fyNot less than 500* bw*s / fySpacing of the shear reinforcement11.5.6.2Vu > * VcVs = Vu - * Vc / For straight bars Vs = Av*fy*d / sInclined stirrupsVs = Av*fy (sin + cos)*d / sGroup of bars all bent upVs = Av*fy*sin not greater than 3* fc* bw*dSpacing are calculation for straight barsAv / s = Vu - *Vc / *fy*d

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsTorsion41.4.2The longitudinal reinforcement shall be designed to resist an equivalent BMMe1 = Mu + MtMt = Tu (1+D/b / 1.7)If Mt > MuThen longitudinal reinforcement shall be provided on flexural compression member to withstand the moment Me2 11.6.111.6.3Torsion can be neglected whenFor non prestressed membersTu < f*fc*(A2 cp / Pcp)For non prestressed members subjected to axial tensile or compressive force If it exceeds the condition as per 11.6.1Calculate the factored torsional moment For solid sections For hollow sections

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsTransverse reinforcement41.4.3Total transverse reinforcement not less than11.6.3.6 Longitudinal reinforcement11.6.3.7 Additional longitudinal reinforcement shall be not less than

Minimum torsion reinforcement11.6.5 When Tu > values of 11.6.1

Not less than

Minimum total area of longitudinal torsional reinforcement26.5.1.7At least one longitudinal bar in each tie. When c/s exceeds 450mm additional reinforcement to be provided11.6.5.2

At/ s shall not be less than

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsSpacing of the torsion reinforcement26.5.1.3Rectangular closed stirrups. Spacing shall not exceed x1, x1+y1 / 4 , 300mm 11.6.6Spacing shall not exceed12 or PA/8

Column reinforcement26.5.3.139.4.10.8 to 6% of gross c/s area4 rectangular bars6- circular barsMinimum dia. 12mmSpacing of bars not greater than 300mmSPIRAL REINFORCEMENTRatio of volume of helical reinforcement to volume of core shall not be less than 10.9Minimum longitudinal reinforcement 0.01% to 0.08% gross cross sectional areaMinimum bars4 rectangular bars3 triangular bars6- enclosed spiralsSPIRAL REINFORCEMENT

Minimum diameter 3/8 no.3 barLATERAL TIESDiameter not less than 0.02 times greater dimension of the memberNo.3 to No. 5 barVertical spacing of barNot greater than-16 times dia. Longitudinal bar- 48 times dia. Of tie bar

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsColumn reinforcement26.5.3.2 dMaximum pitch not greater than 75mmLATERAL TIESPitch of the transverse reinforcement shall not be more than the least of the following- least lateral dimension- 16* dia. Longitudinal bar- 300mmdia. Of the lateral ties not less than of the largest longitudinal bar Minimum diameter 3/8 no.3 barLATERAL TIESDiameter not less than 0.02 times greater dimension of the memberNo.3 to No. 5 barVertical spacing of barNot greater than-16 times dia. Longitudinal bar- 48 times dia. Of tie bar- 0.5 times least lateral dimension Column reinforcement10.3.6.1

FoundationsFooting thickness34.1.2Thickness at the Edge Footing on soil not less than 150mmPiles 300mm15.7Depth of the footing above the bottom reiforcement should not be less than- Footing on soil 6- footing on piles 12

DESCRIPTIONIS 456 2000 ACI 318 - 2002 CLAUSEContentsCLAUSEContentsFooting - Critical section for shear34.2.4.2D / 2 distance alround the face of the column15.5.4dp / 2, alround the face of the columnMinimum reinforcement in footings34.5.2 Nominal reinforcement for concrete thickness greater than 1m shall be 360mm2.this provision does not supercede the requirement of the min. tensile reinforcement based on depth calculationLongitudinal reinforcement atleast 0.5% of the c/s area of the supported columnAstmin = 0.0018bhGrade 40-50 steel 0.2%Grade 60 steel 0.18%

Development length of bars

is taken from the table 26.2.1.1 12.2.1 For deformed bars

Not greater than 2.5Ld not less than 12

Slender Columns with biaxial bending

Isolated footing with Moment Click