Slab1Design of SlabSpan Of Slab :=2.0=2000.0Imposed load :Live Load=5.0Floor Finish=1.75 kN/m2Total=6.75Trial Depth :Love/d Ratiaorb=26For For Continuous slabAssuming pt=30.00 %ForM20andFe415=1.4Allowable Love/d Ratio ra=1.4x2636.405.5Required Eff Depth d=Sapn=2000.0=54.945 mmSay60 mm80 mm6ra36.40Assumin Effective Cover d'=20 mmFor Fe 415 SteelRequired Total Deoth D=100 mmLoads : Consider One Meter Width of the Slab (B =1000 mmSelf Wt of Slab=250.1=2.5Imposed Load w1==6.75 kN/mTotal=9.25Design Ultimate Load=13.875Design Moment :Wl210Mumax=5.55Check For Concrete DepthRu.max=2.77For M20 Grade of ConcreteMur.max=9.972SAFE>5.55Main Steel :Required Pt=0.5 fck1 -1 -4.6 x Mu.maxx100fyfck x b d2Pt=0.240SAFE>30.00 %Required Ast =Ptxbd=192.0100Required Ast min.0.12of gross area=96.0(Provide8 mmDia barast =50.27mm2)Spacing S =1000 x ast=261.82 mmAstMaximum Permissible spacing :3 d or 300mm whichever is smaller3d =240 mmS =240 mmProvide =225 mmC/C9.609.00Check for ServiceabiltyRequired Pt0.240SAFE>30.00 %Disribution Steel :Provide8 mmDia barast =50.2654824574367Required steel =0.12%of Gross Cross section=120.00mm2Spacing S =1000 x ast=418.88 mmAstMaximum Permissible spacing :3 d or 300mm whichever is smaller5d =500 mm12.00S =300 mmProvide =300 mmC/C12.00Check For Shear :(Max Shear at Support)=wL=13.88 kN2Shear resistance of Slab Consrete Vuc =kTuc.bdTuc Depend on Pt =100Ast/(bd)Assuming 50% of bars only continued to the supportAst1 = (1000 ast/s)/2 =111.71mm2Pt =(100 xAst1)/bdPt =0.1396375k =1.3For D =100 mmTuc =0.24 N/mm2Shear resistance of slab concreteVuc =24.96 kNSAFE>13.88 kNCheck For Development lengthf 30.00 %Provided.Required Ast =Ptxbd=68.8100Required Ast min.0.12of gross area=96.0(Provide8 mmDia barast =50.27mm2)Spacing S =1000 x ast=523.65 mmAstMaximum Permissible spacing :3 d or 300mm whichever is smaller3d =240 mmS =240 mmProvide =150 mmC/C9.609.00Check for ServiceabiltyRequired Pt0.086SAFE>30.00 %Disribution Steel :Provide8 mmDia barast =50.2654824574367Required steel =0.12%of Gross Cross section=120.00mm2Spacing S =1000 x ast=418.88 mmAstMaximum Permissible spacing :3 d or 300mm whichever is smaller5d =500 mm12.00S =300 mmProvide =200 mmC/C12.00Check For Shear :(Max Shear at Support)=wL=3.47 kN2Shear resistance of Slab Consrete Vuc =kTuc.bdTuc Depend on Pt =100Ast/(bd)Assuming 50% of bars only continued to the supportAst1 = (1000 ast/s)/2 =167.57mm2Pt =(100 xAst1)/bdPt =21.00 %k =1.3For D =100 mmTuc =( 0.850.8fck(1 + 5b-1)6bb=0.8 fck / (6.89 pt)but >=1b11.06Tuc=0.333Tuc =0.333 N/mm2Shear resistance of slab concreteVuc =34.63 kNSAFE>3.47 kNCheck For Development lengthf 0.781mm2Pu=212.91kNUp ward factored reaction (due to Pu) causing bending in footingwu=212.91=147.85kN/mm21.44Projection of the footing from the face of the column=1200.0-300=450.00 m=X12Projection of the footing from the face of the column=1200.0-300=450.00 m=Y12Upward pressure due to factored reaction causing bending :Pu212.91kNMax.B.M x=212.91x4502x1.2=25.872Max.B.M y=212.91x4502x1.2=25.872Width of sloping of footing at top, assuming50mmlevel projection beyond the face of the columnon both sideb' =b + 50 x 2=230+50x2=330.00 mmb' =b + 50 x 2=380+50x2=480.00 mmRequired eff Depth168.23 mm=25.87x106=d =B.M2.77x330Ru.maxxb'Say=250.00 mmAssume bar diameter10mmAst1 =78.54mm2Clear Cover=40mmRequired Cover =Clear Cover + f + f/2=55.0 mm12.2Required Total Depth =250.0+55.0=305.0 mmSay325.0 mm137\Effective depth =270.0 mmProvide Total Depth at edge =150.0 mmCheck for Two way Shear or Punching Shear:Length of pripheral section at distance d/2 from column face ,=( 300+540 ) x2+( 300+540 ) x2=3360=840x2+840x2=3360Effwctive depth at periphersl section325.0( 325 -150.0x(150.055.0-50)d=2-55=271.1 mm450.0-50.0Area Resisting shear =A=3360.00x271.1=910896mm2Shear strength of Concrete for two way bending:Tuc2 =ks T'ucT' uc =0.25fck=0.2520=1.118N/mm2Bc =Width / Length=Bc =1.000ks =( 0.5 + Bc)but = < 1=0.5+1.000=1.500>1Tuc2 =ks T'uc=1.000x1.118=1.118N/mm2Shear resistance of ConcreteVuc2 =Tuc2xA=1.118x910896=1018.38kN1000Design Shear :Vud =wu ( L x B - Peripheral Length area)=147.85( 1.440-0.706 )=108.5219=108.52kNif470.00 mmUNSAFE\Ast will be required to be increasedModified Astx =(Req Ld / Av Ld) Ast=470.00x284.30=296.9355555556mm2450.00Spacing of bar =1000x78.54mm2=264.4978783593mm296.94mm210.5799151344Nor of Bars =4Sapcing =10mm=(1200-50)=287.500mm10410at150mmC/CCheck for One- Way ShearCritical Section for One way shear is taken at a distance 'd' from the face of the wall, since the depth of footing varies from face of the wall to the free edge, the width and depth at critical section will be calculated firstL' =b + 2d=230+2x270.0=770.0 mmEffective depth of footing at critical section20.370086765917.6746002691325-(325-150 ) x(270-50.0 )38.044687035d' =(450-50.0 )-55=173.8 mmArea of footing at critical sectionA'=1200x(150-55.0 )+(173.8-(150-55.0 ) )x (1200+770 )2=191618.00mm2Pt =100 Ast/A'Where Ast is area of steel=15.00 %Shear strength of concrete in one way shearTuc =( 0.850.8fck(1 + 5b-1)6bb=0.8 fck / (6.89 pt)but >=1b=15.48Tuc=0.288Tuc =0.288 N/mm2tc=0.288 N/mm2for Pt =15.00 %Shear resistance of concrete in one way shearVuc =tcxA'=55.19 kNDesign shearVud =wu x L ( X1 - d) =31.94 kN