columnDESIGN OF COLUMNMaximum load =33.25tGrade of concrete M25 =25N/mm2Mx=15.39tGrade of steel Fe415 =415N/mm2Mz=21.2tLength of column =4.5mAssuming600mmx600mmsize column with150.0%steelAxial load carrying capacityPuz =0.45fck Ac + 0.75fyAsc=0.45x25(600^2-0.015x600^2)+0.75x415x0.015x600^2=5670000N=578.34tMinimum eccentricity as per clause 24.4 of IS-456=L+D50030=0.029mMoment due to this minimum eccentricity =0.029mx33.25t=0.96t-mComparing this moment with actual moments,the moment due to eccentricity isvery less and this moment is not considered for design.Assuming dia of reinforcement as25mm&40mmclear cover.d' =40+25/2=52.5mmd'/D =52.5/600=0.0875Pu =33.25x10000/25x600x600fckbD=0.04p/fck =1.5/25=0.06From chart 32, of SP-16,Mu =0.1fckbD2Mux1 = Muz1=0.1x25x600x600^2=540000000Nmm=55.1t-mPu =0.060.75Factored dead load =1.5x4.75=7.125kN/m2Factored live load =1.5x5=7.50kN/m2Effective span of slab:a)Effective span =2.97+0.11=3.08mb)Effective span =2.97+0.23=3.20mTherefore Effective span of the slab=3.08mTotal span dead load=7.125x3.08=21.95kN/mTotal span live load=7.5x3.08=23.10kN/mBending moment calculations:a)Near middle of End span:Due to Dead load =(1/12)x21.95x3.08=5.63kN-mDue to Live load =(1/10)x23.1x3.08=7.11kN-mTotal moment =12.74kN-mb)At Middle of Interior span :Due to Dead load =(1/24)x21.95x3.08=2.82kN-mDue to Live load =(1/12)x23.1x3.08=5.93kN-mTotal moment =8.75kN-mc)At support next to End suppoort:Due to Dead load =(-1/10)x21.95x3.08=-6.76kN-mDue to Live load =(-1/9)x23.1x3.08=-7.91kN-mTotal moment =14.67kN-md)At other interior supports :Due to Dead load =(-1/12)x21.95x3.08=-5.63kN-mDue to Live load =(-1/9)x23.1x3.08=-7.91kN-mTotal moment =13.54kN-mCheck for Depth :d=M=14.67x10000000.138 x fck x b0.138x25x1000=65.2mmThe depth assumed110mmis greater ,so safeCheck for Shear :Shear force (v) =(7.125+7.5)x3.08/2=22.52kNShear stress (tc) =v/bd=0.20N/mm2tc minimum for M25 concrete as per IS 456 in table-3 =0.36N/mm2>0.2N/mm2,Hence safeArea of Steel required :(Considering at shorter span)At support:Negative moment at supportM=14670000bd21000x110^2=1.21For M/bd2=1.21;Percentage of steel required from table - 2 of SP-16=0.365ThereforeAst =(0.365x1000x110)/100=401.5mm2From table - 96 of SP16,Provide 8mm bars @ 125mm c/c at support.Check for maximum spacing;Maximum spacing =3 x Effective depth.=330mmor 450mmWhichever is lesser.>125mmsafeAt Mid span:Positive moment at mid spanM=12740000bd21000x110^2=1.05For M/bd2=1.05;Percentage of steel required from table - 2 of SP-16=0.311ThereforeAst =(0.311x1000x110)/100=342.1mm2From table - 96 of SP16,Provide 8mm bars @ 140mm c/c at support.Check for maximum spacing;Maximum spacing =3 x Effective depth.=330mmor 450mmWhichever is lesser.>140mmsafeSecondary steel :Provide minimum 0.12% of steel reinforcement as per table 13 of IS:456-1978As =(0.12x1000x110)/100=132mm2Therefore Provide 8mm dia @ 300mm c/c as Distribution steel.Check for Deflection :Percentage of reinforcement =0.311Modification factor for the percentage of reinforcement =0.311From fig 3 of IS456 =1.46Allowable deflection =1.46x20=29.2mmActual deflection =Actual span/Effective depth=29.1mmThe slab is safe against Deflection

Twoway-slabDESIGN OF TWO WAY SLABTwo adjacent edges are discontinuousGrade of concrete =25N/mm2Grade of steel =415N/mm2Size of the slab =6.4mx3.265mWall thickness=230mmAssume overall depth of slab=130Effective cover of slab 15+10/2=20Effective depth of slab=110Effective span of slab=Clear span + Effective depthShorter clear span=3.265-0.23=3.035mEffective span of slab=3.035+0.11=3.145mLoad calculation :Self weight of slab =0.13x25=3.25kN/m2Floor finish in slab=1.50kN/m2Live load=5kN/m2Total load=9.75kN/m2Load considered for design =1.5x9.75=14.63kN/m2Considering 1m width of slab=14.63kN/mBending Moment calculation :Bending Moment calculationShorter span moment Mx=ax * w * LxLonger span moment My=a y * w * LxLy / Lx=6.4/3.265=1.96140safeAt mid span :Positive Moment at mid span =M/bd2 =9.98x1000000/1000x110^2=0.825Percentage of steel required from table 2 of SP16For M/bd2 =0.825pt =0.24Ast=pt x bd/100=0.24x1000x110/100=264mm2From table 96 of SP16,Provide 8mm dia bars @160mmCheck for spacingMaximum spacing =3* Effective depth or 450mm Whichever is less=330mm>160safeCheck for Shear :Maximum Shear V =0.6x3.265x14.625=28.65kNShear stress v=V/bd=28.65x1000/1000x110=0.26N/mm2< 0.36N/mm2 safeCheck for Deflection:Actual span to depth ratioArea of steel provided pt =0.24Modification Factor=1.6from fig of IS 456-1978Allowable Deflection =1.6x20=32mmActual deflection =3.27x1000/110=29.7mm