箱涵支架设计计算

CheckforBendingMaximumBendingMoment(M)===0.61MaximumBendingStress(s)===3.66(Allow.BendingStress)ThereforeBendingStressisSatisfactory.CheckforShearMaximumShear===3.977ShearStress==0.40(Allow.ShearStress)OKCheckforDeflectionMaximumDeflection=W=14.25L=610E=1100028WL22/13.8/NmmNmm210.710.6108KNmKNmMZ3320.6110101001006Nmm2WL13.040.6102KN33.977101001002/Nmm22/1.52/NmmNmm41384WLEI/KNmmm2/Nmm34314.251091061011001003841100012==0.051mmSpan/Deflection=Span/Deflection=11894200OK34314.2510910610110010038411000126100.051ReferenceOutputStructures5025Cat50+423,5204Cat52+137,5212Cat52+767,5812Cat58+994&5903Cat59+092ConsiderRCBC5812Cat58+994asasiglecelltypicalstructureforthecalculationReferattchedtableNo.01DataTopSlabThickness=750mmBottumSlabThickness=700mmWallThickness=600mmClearSpan=9930mmClearHeight=5465mmWallHeight=5200mmCodesGenerallythedesignsareundertakentothefollowingstandardsandmodifiedwherershown(a).BS5975:1996CodeofpracticeforFalsework(b).BS5950:Part1,1990StructuralUseofSteelWorkinBuilding(c).BSEN10210CircularHollowHotFormSection(d).CIRIAReport108ConcretePressureonFormworkDesignofTopSlabIntroductionLoadEvaluationBS59751996ConcreteDensity=25cl.8.3.1Weightofformwork=2cl.8.3.2Liveloadonformwork=1.5slabthicknessDeadLoad=25*0.750+2=20.75Formwork&FalseworkDesignforSinglecellBoxCulvertCalculationsLoadsfromwetconcrete,formworkandworkingloadsaredirectlyreston15mmplywood.Theplywoodissupportedby50mmdiameterand2mmthickG.I.pipes,whicharespacedat150mmcenters.ThentheGIpipesaresupportedby2/50G.I.pipesspacedat775mmcenters.TheG.I.supportsto50G.I.pipesat775mmand785mmcenters.thetotalloadsfromconcrete,workingandformworkwillbetransformedtothesescafolidingframsandthentobottomslab3/KNm2/KNm2/KNm2/KNm3ReferenceOutputCalculationsFormwork/falseworkaredesignedfornominalloads(unfactored)UnfactoredLoadIntensity(n1)=1.0gk+1.0qk=1.0*20.75+1.0*1.5=22.25Designof15mmPlywoodPlywoodissupportedby50mmGIpipes15mmFlywood150mm50mmG.I.pipesConsidering1mwidestripUDL(w)=22.25CheckforBendingMaximumBendingMoment(M)===0.063MaximumBendingStress(s)==Plywood=1.6711.3715mmok.(Allow.BendingStress)ThereforeBendingStressisSatisfactory.CheckforShearMaximumShearonplywood===1.669ShearStress==0.111(Allow.ShearStress)OKKNmNmm2/KNm2/KNm/KNm28WLKNmKNmMZ2/Nmm2/Nmm2WL12.980.1502KN30.974101000152/Nmm22/2.58/NmmNmm3320.037101010001564ReferenceOutputCalculationsCheckforDeflectionMaximumDeflection=W=22.250L=150E=7000==0.0149Span/Deflection=1500.0149Span/Deflection=10067200OKHence15mmplywoodissatisfactoryDesignofGIPipesCheckforBending2/50G.I.Pipes0.150G.I.Pipe0.1500.775MaximumBendingMoment(M)===0.251BendingStress(s)=CheckforG.IPipesG.I.Pipe48.3thickness2mmHandBookofstructuralsteelworkA.D.weller1997Theplywoodissupportedby50mmdiameterand2mmthickGIpipes,whicharespacedat150mmcenters.ThentheGIpipesaresupportedby2/50GIpipesspacedat775mmcenters.441264ddI4313.82150138410001570001241384WLEI2/Nmmmm/KNmmm28WL212.980.1500.7758KNmKNmMZ5ReferenceOutputCalculations=7.81cm4EN10210Z=3.238cm3.ThereforeBendingStress(s)==77385BendingStress(s)PermissibleStressBS5975Ann-BThereforeBendingStressisSatisfactory.CheckforShearMaximumShearonGIPipe=Shearforce==0.754ShearStress=2.59(Allow.ShearStress)OKCheckforDeflectionMaximumDeflection=W=3.338L=775EI=2898x107==0.063Span/Deflection=7750.063Span/Deflection=12279200OKHenceGIpipe150c/candsupportingat775mmaresatisfactory45.114N/mm2125N/mm24443.142848.344.36410I60.1463.238102/KNm2/KNm2WL12.980.1500.7752KN22/93/NmmNmm41384WLEI471.9477751384289810/KNmmm2/Nmmmm6ReferenceOutputCalculationsDesignof2/50G.IpipesjustundertheGIpipe1502/50GIPipes785mm2/50GIPipes0.775m0.775mLoadfromGIpipeisaUDLW=W=10.06MaximumBendingMoment(M)===0.775BendingStress(s)=CheckforG.IPipesG.I.Pipe48.3thickness2mm=7.81cm4EN10210Z=3.238cm3.HandBookofstructuralsteelworkA.D.weller1997441264ddI4443.142848.344.36410I12.980.775/KNm/KNm28WL210.060.7858KNmKNmMZ7ReferenceOutputCalculationsThereforeBendingStress(s)==119652BendingStress(s)PermissibleStressBS5975Ann-BThereforeBendingStressisSatisfactory.CheckforShearMaximumShearonGIPipe=Shearforce==3.949ShearStress=6.79(Allow.ShearStress)OKCheckforDeflectionMaximumDeflection=W=10.060L=785EI=2898x107==0.172Span/Deflection=7850.172Span/Deflection=4574200OKHence2/50GIpipe775c/candsupportingat785mmaresatisfactory60.7752(3.23810)2/KNm2/KNm22119.652/125/NmmNmm2WL10.060.7852KN22/93/NmmNmm41384WLEI4710.0607851384(2289810)/KNmmm2/Nmmmm8ReferenceOutputCalculationsDesignofGIPipeSupports.0.785m0.775m0.775m0.785mLoadonaLeg=12.98x0.775x0.785=7.90ScaffoldlegAssume-EffectivelengthofGIpipe=1500RadiusofGyration=1.62Slendernessratio=(150/1.62)=93BS5950CapacityofGIpipeCL:7.4=290.9x124=36.07KNCapacityofaLeg(GIPipeScaffoldingleg)=36capacityok.ThereforetheconditionisSatisfactory.DesignofWallsMaximumconcretepressureonsideformworkWhere:-D=24kN/m3(Unitweightofconcrete)C1=1(asawall)C2=0.45(retardedconcrete)R=1.5m/hr.(concretepour