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Beam TypBeam DesignBeam Datawidth200 mmdepth600 mmd'36 mm.= cc+ sdia + mdia/2clear cover to main reinf.15 mmeff depth565 mm.= d - d'Material GradesConcrete20 MPaSteel415 MPaSteel CalculationMoment123 KN-mMu/bd21.93xumax270.= (700/(1100 * (0.87 * fy)) * dGrade CheckMulim176.= 0.36*fck*b*xumax*(d-(0.42*xumax))7.1Mulim/bd22.76SRBDRBBeam is designed as Singly Reinforced Beama0.75.=(0.87435/100) * (fy/fck)2a0.75.=(0.87435/100) * (fy/fck)20b-3.611.=(0.87/100) * (fy)b-3.611.=(0.87/100) * (fy)c1.930.=Mu/bd2c2.762.=Mulim/bd2Area of SteelTension (Ast)Compr (Asc)-p0.613.=-(b(b2-4ac))/2a-p0.955.=-(b(b2-4ac))/2aPercentage61.287 %-------Refer Table 2 SP 16 pg 48Ast692.=(p*b*d)/100Astlim1079.=(p*b*d)/100Area of Steel692 sqmm0 sqmm0Mu2-53.=Mu - MulimAst2-278.=Mu2/((0.87*fy)*(d-d'))Tension ReinforcementAst801.=Astlim+Ast2TypeBar diaNosArea of SteelLayer 125 mm2982 sqmm0.0629d'/d0.10Layer 216 mm2402 sqmm0.1fsc353Refer Table F SP 16 pg 13Layer 3-20 sqmmfcc8.92.=0.466*fckTotal Steel Provided1384 sqmm122.575 %Asc-291.=Mu2/((fsc-fcc)*(d-d'))Provided Steel OKMin steel %0.205.=0.85% / fyAst692Compression ReinforcementAsc-291TypeBar diaNosArea of SteelLayer 112 mm20 sqmmMin Steel231.=(0.85*b*d) / fyLayer 2-0 sqmmMax Steel4516.=0.04*b*d)Layer 30 sqmmTotal Steel Provided0 sqmm0.000 %Ast6920Asc0Shear Force (Vu)200 KNShear Calculationsv1.771.=Vu / (b * d)c0.562Refer Table 61 SP 16 pg 179or =(0.85*(0.8*fck)*(1+5)-1)) / (6)Pt provided0.757.=(Ast*100)/(b*d)0cmax2.8Refer Table J SP 16 pg 175Pc provided0.000.=(Asc*100)/(b*d)03.068.=(0.8*fck)/(6.89*Pt)Shear Capacity of Concrete (Vs)63.=c*b*dTypeBar DiaNosArea of SteelShear Stg to be caried by Stirrup (Vus)137.=Vu-VsLayer 116 mm2402 sqmmLayer 212 mm4452 sqmmSpacingprovide the least of the 4Layer 3-0 sqmmactual req150.=(Asv*0.87fy*d)/VusTotal Steel Provided855 sqmm75.688 %min454.=(Asv*0.87fy)/(b*0.4)max423.=0.75dSectional Dimensions OKmax300.=300mmShear Reinforcements required0Type of stirrup2 leggedStirrup diameter8 mmSpacing150 c/c

Column TypColumn DesignDesign LoadsLoadPu2000 KNMomentMu20 KN-mColumn Datawidthb200 mmdepthd200 mmlengthl3.00 metersGradeConcretefck20 MPaSteelfy415 MPaPu/(fckbd)2.50Minimum eccentricityMu/(fckbd2)0.01ex1.27 mmOKd'/d0.05ey1.27 mmOKRefer Chart 31 of SP 16, Page no: 116pt/fck0.18pt360.00%Ast1440 sqmmNumber of barsdianosast25 mm41963 sqmm4-2520 mm41257 sqmm0.000.000.000.000.000.004-2020 mm41257 sqmm4-20Total124477 sqmmSteel provided OKfyd'/dChart No.Page No2500.05Chart 271120.1Chart 281130.15Chart 291140.2Chart 301154150.05Chart 311160.1Chart 321170.15Chart 331180.2Chart 341195000.05Chart 351200.1Chart 361210.15Chart 371220.2Chart 38123250Chart 27415Chart 31500Chart 35Chart No.Page NoChart 31116

ColumnColumn DesignSl No.Grid NoCol Nos.Col typeCol ShapeLoadMomentColumn DataGradeDesign ConstantsDesign ParamentersAst ReqRemarkFinal Ast RequiredArea of SteelCheckFigPu/(fckbdl)Mu/(fckbdl2)d'/dType 1Type 2Total Reinf Provided1--C1R1500 KN30 KN-m30 KN-m200 mm750 mm750 mm50 mm3.60 m20 MPa415 MPa0.500.010.10.0240.00%600 sqmmAst less than min Ast req.1200 sqmm412 mm452 sqmm212 mm226 sqmm6679 sqmmSteel provided NOT OK

&L&D&CPage &P of &N

Slab TypSlab DesignSlab thicknesst150 mmSunken Depth325 mmConcretefck20 MPaSteelfy415 MPaLoadingDesign CalculationsSlab LoadSunken Slab LoadDead LoadDL3.750 KN/mDead LoadDL3.750 KN/mONE WAYTWO WAYLive LoadLL2.000 KN/mFiller LoadFL5 KN/ma0.75.=(0.87435/100) * (fy/fck)2a0.75.=(0.87435/100) * (fy/fck)2Finishes LoadWL1.000 KN/mLive LoadLL3.0 KN/mb-3.611.=(0.87/100) * (fy)b-3.611.=(0.87/100) * (fy)Total LoadWs6.750 KN/mFinishes LoadWL1.0 KN/mcx1.654.=Mu/bd2cy0.000.=Mu/bd2Factored LoadWsu10 KN/mTotal LoadWsk12.37 KN/m-px0.513.=-(b(b2-4ac))/2a-py0.000.=-(b(b2-4ac))/2aFactored LoadWsku19 KN/mAst667.=(p*b*d)/100Ast0.=(p*b*d)/100Slab DataMin Ast%mm2Slab TypeRegular0.12180Load10 KN/mLonger Span (ly)9.50 mly/lx ratio2.02InterpolationTable 26 IS 456 pg 9110.056Shorter Span (lx)4.70 mSlab type-ly/lxxy1.10.064lower valueupper valueexact valuelower valueupper valueinterptn. value1.20.0720.000.002.02000.0000.0561.30.079Loading on edgesone waytwo way1.40.085Wlonger24 KN/m.=w*lx/2.=(w*lx/2) + (1-(1/3)*(lx/ly)2)1.50.089Wshorter0 KN/m.=w*lx/320.107Momentsone waytwo wayxumax62.= (700/(1100 * (0.87 * fy)) * dMx28 KN-m.=w*lx2/ 8.=x * w*lx2Mulim47 KN-m.= 0.36*fck*b*xumax*(d-(0.42*xumax))00 KN-m.=y * w*lx2Mulim/bd22.76Mux/bd21.65Thickness CheckOK.=Mulim > Mux or MuyMuy/bd20.00Deflection10 mm.= 5*W*l4/(384EI)E2.24E+07Area of SteelAstx0Refer Chart 4 SP 16 pg 21orI2.81E-04.= bd3/12667 sqmm0 sqmmRefer Table 5-44 SP 16 pg 51-80Defln10.23.= 5*W*l4/(384EI)Spacing required in mm8#10#12#16#xyxyxyxx75 c/c0 c/c118 c/c0 c/c170 c/c0 c/c301 c/c0 c/c.=ast of bar*1000/ast reqFinal Ast providedxy

SlabSlab DessignSlab thicknesst150 mmConcretefck20 MPaSteelfy415 MPaSunken Depth450 mmLoadingSlab LoadSunken Slab LoadDead LoadDL3.75 KN/mDead LoadDL3.75 KN/mLive LoadLL3.00 KN/mFiller LoadFL6.39 KN/mTable 26 IS 456 pg 9110.056Floor FinishFF1.00 KN/mLive LoadLL3.00 KN/mOther LoadOL0.00 KN/mFloor Finish LoadWL1.00 KN/m1.10.064Total LoadWs7.75 KN/mTotal LoadWsk14.14 KN/m1.20.072Factored LoadWsu12 KN/mFactored LoadWsku21 KN/m1.30.0791.40.0851.50.089Design & Reinforcement Details of Slabs1.750.120.107Slab Dataly/lxSlab typeLoading on edgesMomentsThickness CheckArea of SteelSpacing required in mmSpacing provided in mm c/cSlab typeSlab NameabONE WAYTWO WAYMin AstInterpolationyMulimMulim/bd2xumax/dxumaxMux/bd2Muy/bd2EIDeflSl.NoSl. IdThicknessLoadLonger SpanShorter Span8#10#12#cx-pxAstcy-pyAstly/lxxWsu / WskulylxWlongerWshorterMx0Astx0xyxyxyxy%mm2lower valueupper valueexact valuelower valueupper valueintpt. valueKN/m1Regular150 mm12 KN7.20 m3.00 m2.40-18 KN/m0 KN/m14 KN-m0 KN-mOK302 sqmm0 sqmm166 c/c0 c/c260 c/c0 c/c374 c/c0 c/c-0.75-3.6110.7990.2333020.0000.00000.121800.000.002.40000.0000.05647 KN-m2.760.48620.800.002.24E+072.81E-042.011aRegular150 mm12 KN7.20 m3.50 m2.06-21 KN/m0 KN/m18 KN-m0 KN-mOK420 sqmm0 sqmm120 c/c0 c/c187 c/c0 c/c269 c/c0 c/c-0.75-3.6111.0870.3234200.0000.00000.121800.000.002.06000.0000.05647 KN-m2.760.48621.090.002.24E+072.81E-043.732Regular150 mm12 KN9.20 m1.50 m6.13-9 KN/m0 KN/m3 KN-m0 KN-mOK180 sqmm0 sqmm279 c/c0 c/c436 c/c0 c/c628 c/c0 c/c-0.75-3.6110.2000.056730.0000.00000.121800.000.006.13000.0000.05647 KN-m2.760.48620.200.002.24E+072.81E-040.133Regular150 mm12 KN5.70 m2.00 m2.85-12 KN/m0 KN/m6 KN-m0 KN-mOK180 sqmm0 sqmm279 c/c0 c/c436 c/c0 c/c628 c/c0 c/c-0.75-3.6110.3550.1001310.0000.00000.121800.000.002.85000.0000.05647 KN-m2.760.48620.360.002.24E+072.81E-040.404Regular150 mm12 KN3.60 m2.00 m1.80+11 KN/m8 KN/m5 KN-m3 KN-mOK180 sqmm180 sqmm279 c/c279 c/c436 c/c436 c/c628 c/c628 c/c+0.75-3.6110.2880.0811050.1590.044580.121801.752.001.800.10.1070.1010.05647 KN-m2.760.48620.290.162.24E+072.81E-044.175Regular150 mm12 KN15.00 m2.60 m5.77-16 KN/m0 KN/m10 KN-m0 KN-mOK224 sqmm0 sqmm224 c/c0 c/c350 c/c0 c/c505 c/c0 c/c-0.75-3.6110.6000.1722240.0000.00000.121800.000.005.77000.0000.05647 KN-m2.760.48620.600.002.24E+072.81E-041.146Regular150 mm12 KN6.50 m5.50 m1.18+25 KN/m22 KN/m26 KN-m20 KN-mOK604 sqmm468 sqmm83 c/c107 c/c130 c/c168 c/c187 c/c242 c/c+0.75-3.6111.5150.4656041.2030.3604680.121801.101.201.180.0640.0720.0710.05647 KN-m2.760.48621.521.202.24E+072.81E-0444.357Regular150 mm12 KN7.40 m6.00 m1.23+28 KN/m24 KN/m32 KN-m24 KN-mOK782 sqmm567 sqmm64 c/c89 c/c100 c/c139 c/c145 c/c199 c/c+0.75-3.6111.9000.6027821.4310.4365670.121801.201.301.230.0720.0790.0740.05647 KN-m2.760.48621.901.432.24E+072.81E-0474.508Regular150 mm12 KN8.30 m2.40 m3.46-14 KN/m0 KN/m9 KN-m0 KN-mOK190 sqmm0 sqmm265 c/c0 c/c414 c/c0 c/c596 c/c0 c/c-0.75-3.6110.5110.1461900.0000.00000.121800.000.003.46000.0000.05647 KN-m2.760.48620.510.002.24E+072.81E-040.829Regular150 mm12 KN6.70 m3.70 m1.81+20 KN/m15 KN/m17 KN-m9 KN-mOK379 sqmm203 sqmm133 c/c248 c/c207 c/c388 c/c298 c/c558 c/c+0.75-3.6110.9890.2923790.5440.1562030.121801.752.001.810.10.1070.1020.05647 KN-m2.760.48620.990.542.24E+072.81E-0450.0710Sunken150 mm21 KN6.50 m5.00 m1.30+42 KN/m35 KN/m41 KN-m29 KN-mOK1066 sqmm706 sqmm47 c/c71 c/c74 c/c111 c/c106 c/c160 c/c+0.75-3.6112.4540.82010661.7400.5437060.121801.201.301.300.0720.0790.0790.05647 KN-m2.760.48622.451.742.24E+072.81E-0477.6111Sunken150 mm21 KN5.80 m4.80 m1.21+39 KN/m34 KN/m35 KN-m27 KN-mOK869 sqmm644 sqmm58 c/c78 c/c90 c/c122 c/c130 c/c176 c/c+0.75-3.6112.0780.6698691.6030.4956440.121801.201.301.210.0720.0790.0730.05647 KN-m2.760.48622.081.602.24E+072.81E-0449.2012PT 1150 mm12 KN8.40 m5.20 m1.62+27 KN/m21 KN/m31 KN-m18 KN-mOK738 sqmm415 sqmm68 c/c121 c/c106 c/c189 c/c153 c/c273 c/c+0.75-3.6111.8060.5677381.0750.3194150.121801.501.751.620.0890.10.0940.05647 KN-m2.760.48621.811.082.24E+072.81E-04123.7013PT 2 3150 mm12 KN13.60 m3.60 m3.78-22 KN/m0 KN/m19 KN-m0 KN-mOK446 sqmm0 sqmm113 c/c0 c/c176 c/c0 c/c254 c/c0 c/c-0.75-3.6111.1500.3434460.0000.00000.121800.000.003.78000.0000.05647 KN-m2.760.48621.150.002.24E+072.81E-044.17

((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100((.87435/fck)*(fy*p/100)^2) + (-0.87*(fy*p/100)) + (Mu/b*d^2) = 0Ast=(p*b*d)/100refer Table D SP16 pg10refer Table D SP16 pg10refer Table D SP16 pg10

GridGrid Floor Analysis & DesignDatax directiony directionLength of beamsLx =12.00 metersLy =12.00 metersNumber of beamsNx =8 nosNy =8 nosSpacing of ribsa1 =1.50 metersb1 =1.50 metersDepth of beamD =620 mmWidth of beambw =200 mmWidth of flangebf =1500 mmThickness of flangeDf =110 mmGrade of Concretefck =20 MPaGrade of Steelfy =415 MPaModulas of ElasticityE =2.2E+07 KN/sqmLoadsLive Load3.00 KNFloor Finish1.00 KNOther0.00 KNLoading CalculationTotal weight of slabws =396.00 KNTotal weight of beams in x directionwbx =297.60 KNTotal weight of beams in y directionwby =257.92 KNTotal weight of Live loadwll =432.00 KNTotal weight of Floor Finishwff =144.00 KNOther loadwol =Total Loadws+wbx+wby+wll+wff+wol =1527.52 KNTotal Load/sqmq =10.61 KN/sqmTotal Factored Load/sqmQ =15.91 KN/sqmDesign ParametersRatiosDf/D =0.177bf/bw =7.500Moment of InertiaI = (kx*bw*D3)/12kx =2.15refer Chart 88 of SP 16 pg 215I = 8.54E-03Flexural Rigidity of ribsDx=EI/a1Dy=EI/b1Dx = 1.27E+05Dy = 1.27E+05Modulus of ShearG=E / (2(1+)G = 9.72E+6 KN/sqmTorsional Constants (Polar Sectional Modulus)C1=(1-(0.63*(bw/D))*(bw3*D/3)C2=(1-(0.63*(bw/D))*(D3*bw/3)C1 = 1.32E-3 cumC2 = 1.27E-2 cumTorsional RigidityCx=GC1/b1Cy=GC2/a1Cx = 8.54E+3Cy = 8.21E+42H=Cx+Cy2H = 9.06E+4Dx / Lx4 =6.14Dy / Ly4 =6.142H / (Lx2*Ly2) =4.37Deflection CheckCentral Deflection=(16*Q/)/((Dx/Lx4)+(2H/(Lx2*Ly2))+(Dy/Ly4)) =15.91 mmLong Term DeflectionLtdefl. = 3*Ltdefl. =47.72 mmspan/deflection(Clause 23.2 IS 456)s/d =48.00 mmMaximum deflection including long term effects is within permissible limits i.e. Ltdefl < s/d ratioMaximum Moment & Shear ValuesMax Bending MomentsMx=Dx*(/Lx)2*My=Dy*(/Ly)2*Mx = 139 KN-mMy = 139 KN-mMax Torsional MomentsMxy=(Cx*2*1)/(Lx*Ly)Mxy = 9 KN-mShear ForceQx=[(Dx*(/Lx)3)+(Cy*(3/(a*b2)))]*Qy=[(Dy*(/Ly)3)+(Cx*(3/(b*a2)))]*Qx = 39 KNQy = 39 KNValues of Moments and Shear force at different locationsMarkLocation (meters)Moments (KNm)Shear (KN)xyMxMyMxyQxQysin(x/Lx)cos(x/Lx)sin(y/Ly)cos(y/Ly)00009000.001.000.001.001.500090150.380.920.001.00300070270.710.710.001.004.500040360.920.380.001.00600000391.000.000.001.007.5000-40360.92-0.380.001.009000-70270.71-0.710.001.0010.5000-90150.38-0.920.001.0012000-9000.00-1.000.001.0001.50091500.001.000.380.921.51.52020814140.380.920.380.9231.53838610250.710.710.380.924.51.5494936330.920.380.380.9261.5535300361.000.000.380.927.51.54949-3-6330.92-0.380.380.9291.53838-6-10250.71-0.710.380.9210.51.52020-8-14140.38-0.920.380.92121.500-9-1500.00-1.000.380.92030072700.001.000.710.711.533838625100.380.920.710.71336969519190.710.710.710.714.539191310250.920.380.710.7163989800271.000.000.710.717.539191-3-10250.92-0.380.710.71936969-5-19190.71-0.710.710.7110.533838-6-25100.38-0.920.710.7112300-7-2700.00-1.000.710.7104.50043600.001.000.920.381.54.5494933360.380.920.920.3834.59191325100.710.710.920.384.54.5118118114140.920.380.920.3864.512812800151.000.000.920.387.54.5118118-1-14140.92-0.380.920.3894.59191-3-25100.71-0.710.920.3810.54.54949-3-3360.38-0.920.920.38124.500-4-3600.00-1.000.920.38060003900.001.001.000.001.56535303600.380.921.000.0036989802700.710.711.000.004.5612812801500.920.381.000.00661391390001.000.001.000.007.56128128-0-1500.92-0.381.000.00969898-0-2700.71-0.711.000.0010.565353-0-3600.38-0.921.000.0012600-0-3900.00-1.001.000.0007.500-43600.001.000.92-0.381.57.54949-333-60.380.920.92-0.3837.59191-325-100.710.710.92-0.384.57.5118118-114-140.920.380.92-0.3867.5128128-00-151.000.000.92-0.387.57.51181181-14-140.92-0.380.92-0.3897.591913-25-100.71-0.710.92-0.3810.57.549493-33-60.38-0.920.92-0.38127.5004-36-00.00-1.000.92-0.380900-72700.001.000.71-0.711.593838-625-100.380.920.71-0.71396969-519-190.710.710.71-0.714.599191-310-250.920.380.71-0.71699898-00-271.000.000.71-0.717.5991913-10-250.92-0.380.71-0.719969695-19-190.71-0.710.71-0.7110.5938386-25-100.38-0.920.71-0.71129007-27-00.00-1.000.71-0.71010.500-91500.001.000.38-0.921.510.52020-814-140.380.920.38-0.92310.53838-610-250.710.710.38-0.924.510.54949-36-330.920.380.38-0.92610.55353-00-361.000.000.38-0.927.510.549493-6-330.92-0.380.38-0.92910.538386-10-250.71-0.710.38-0.9210.510.520208-14-140.38-0.920.38-0.921210.5009-15-00.00-1.000.38-0.9201200-9000.001.000.00-1.001.51200-90-150.380.920.00-1.0031200-70-270.710.710.00-1.004.51200-40-360.920.380.00-1.0061200-00-391.000.000.00-1.007.512004-0-360.92-0.380.00-1.00912007-0-270.71-0.710.00-1.0010.512009-0-150.38-0.920.00-1.001212009-0-00.00-1.000.00-1.00

bwDfDbfa1b1LyLx

StairStaircase DesignDataEffective Span (l)3.00 mmRiser (R)150 mmThread (T)300 mmWaist Slab thickness (t)150 mmClear Cover15 mmEffective Depth of Waist Slab (d)135 mmGrade of Concrete (fck)20 MPaGrade of Steel (fy)415 MPaLoadingLoads on goingLoads on waist slabSelf weight of waist slab4.19 KN/mSelf weight of landing slab3.75 KN/mSelf weight of steps1.88 KN/mLive Load2.00 KN/mLive Load3.00 KN/mFloor Finish Load1.00 KN/mFloor Finish Load1.00 KN/mTotal Load6.75 KN/mTotal Load10.07 KN/mFactored Load10.13 KN/mFactored Load15.10 KN/mBending MomentBending Moment = 17 KN-mReactionto be used as UDL = 23 KN1060 KN-mArea of Main SteelAst370 sqmmSpacingDiameter of bar1216Spacing across x306 c/c544 c/cProvded Main Steel:Area of Distribution SteelAst180 sqmmSpacingDiameter of bar810Spacing across y279 c/c436 c/cProvided Distridution Steel:

Seismic Seismic ZoneIITable 2 IS 1893 2002 pg 16Seismic Intensityz0.1Importance factorI1.5Table 6 IS 1893 2002 pg 18Response Reduction FactorR3Table 7 IS 1893 2002 pg 23Lateral Dimension of Buildingd65.6metersHeight of the of Buildingh50.4meterswith brick infillFundamental Natural PeriodTa0.560Type of SoilMedium SoilSpectral Acceleration CoefficientSa/g2.428000000Design Horizontal Seismic CoefficientAh0.060709658602.42838634520Seismic Weight of BuildingW680034KN000000Design Seismic Base ShearVB41284.6319968272KN00002.428386345200002.4283863452

C FCombined Footing1Footing Size DesignONLY RED VALUES TO BE CHANGEDLoad 1Pu12000 KNLoad 2Pu21850 KNCombine loadPcu3850 KNDesign LoadPc2823 KNMoment in x dirMux40 KN-mMoment in y dirMuy40 KN-mc/c dist b/w col in x dir2.725 metersc/c dist b/w col in y dir0.000 metersCol Dimx dir0.20 metersy dir0.20 metersSBCq150 KNm2Footing Size requiredA req18.82 sqmmFooting Size ProvidedL6.00 metersB3.20 metersArea ProvidedA prvd19.20 metersx bar1.309y bar0.000Zx10.24Zx19.20Nup151 KNm2Increase the Footing Size2Beam DesignTotal LoadW151 KNm2Factored LoadWu725 KNm21.691 meters2.725 meters1.584 meters3.20 meters6.00 meters725 KNm21.69 meters2.73 meters1.58 metersBeam Sizewidth600 mmdepth900 mmMomentMb898 KN-mDesign the beam from the BEAM DESIGN SHEETBottom ReinforcementTypeBar diaNosArea of SteelLayer 125 mm62945 sqmmLayer 225 mm62945 sqmmLayer 3-0 sqmmTotal Steel Provided5890 sqmmPercentage of Steel114.824 %Top ReinforcementTypeBar diaNosArea of SteelLayer 125 mm62945 sqmmLayer 220 mm61885 sqmmLayer 3-0 sqmmTotal Steel Provided4830 sqmm3Slab DesignNet upward pressureNup151 KNm2l1.30 meters/=width of footing from col facewidth1000 mmBending MomentMs128 KN-mM=Nup*l2/2Mulim/bd2MulimFactored MomentMus191 KN-m1.5*Ms2.76817 KN-mConcretefck20 MPaSteelfy415 MPaxumax/dxumaxRumaxSection Check0.482610.1387.1Minimum Depth Requireddmin264d=sqrt(Ms/Rumax*1000*b)SRBDepth ProvidedD600 mma0.7529Clear Coverc50 mmb-3.6105Effective Coverd'56 mmc0.6469Effective Depthd'544 mm-p0.1864Ast1014Area of Steel across x dirSpacing c/c in mm12#16#20#1014 sqmm112 c/c198 c/c310 c/cMin steel %0.2050 metersAst1014Ast across x direction12 mm dia@ 100 mm c/c1131 sqmm0Dist Ast across y direction8 mm dia@ 175 mm c/c287 sqmmMin Steel653Max Steel21760Ast10144Shear Check for SlabPt provided0.1864Vu1171 KN12.457v0.315 MPac0.316 MPaks trial1.5ks1Shear Check OK56.00 meters3.20 meters600 mm1.7 meters2.73 meters1.6 meters600 mm6 -25 mm dia6 -20 mm dia900 mm6 -25 mm dia0 -0 mm dia6 -25 mm dia0 -0 mm dia600 mm250 mm8 mm dia@ 175 mm c/c12 mm dia@ 100 mm c/c6 -25 mm dia6 -20 mm dia0 -0 mm dia6 -25 mm dia6 -25 mm dia0 -0 mm dia

Ast=(p*b*d)/100d'= clear cover + stirrup dia + /2Astmin=(0.85bd)/fyAstmax=0.04bdv=Shear Force/(bd)refer Table 61 SP 16 pg 178