對拉螺桿計算Whenpouringconcreteataspeedofv=1.0m/h,thepressureonthesideformworkofthebeamcausedbythenewlypouredconcreteiscalculatedwiththefollowingparameters:assumingthetemperatureduringpouringisT=25℃,thegravitydensityoftheconcreteisγ=22KN/m2,theinfluencecoefficientoftheadmixtureisβ1=1.2,andtheinfluencecorrectioncoefficientoftheslumpisβ2=1.15.Theheightofthenewlypouredconcreteish=4m,andthetimefactoriscalculatedast=200/(T+15)=5F1=0.22γtβ1β2v1/2=0.22*22*5*1.2*1.15*sqrt(1.0)=33.4(kN/m2).ThepressurecausedbyvibrationontheverticalsurfaceformworkisF3=4kN/m2.ThetotalloadiscalculatedasF=F2*1.2+F3*1.4=33.4*1.2+4*1.4=45.68(kN/m2).TheloadontheboltofthesideformworkofthebeamiscalculatedwithM12bolt.Theeffectivecross-sectionalareaoftheM12boltisAe=3.14*10.12^2/4=80.4mm2,andtherequiredcross-sectionalareaofthetierodpersquaremeterofthesideformworkisA=45.68*1000/205=222.83mm2.ThemaximumareaofthesidewallthatcanbesupportedbytheM12boltisA12=80.4/222.83=0.36mm2.Therefore,whentheconcretepouringspeediswithinonemeterperhour,theM12boltwithaspacingof600mm*600mmcanbeused.Whenpouringconcreteataspeedofv=1.5m/h,thepressureonthesideformworkofthebeamcausedbythenewlypouredconcreteiscalculatedwiththesameparametersasabove.Theheightofthenewlypouredconcreteish=4m,andthetimefactoriscalculatedast=200/(T+15)=5F1=0.22γtβ1β2v1/2=0.22*22*5*1.2*1.15*sqrt(1.5)=40.9(kN/m2).ThepressurecausedbyvibrationontheverticalsurfaceformworkisF3=4kN/m2.ThetotalloadiscalculatedasF=F2*1.2+F3*1.4=40.9*1.2+4*1.4=54.68(kN/m2).TheloadontheboltofthesideformworkofthebeamiscalculatedwithM12bolt.Theeffectivecross-sectionalareaoftheM12boltisthesameasabove,andtherequiredcross-sectionalareaofthetierodpersquaremeterofthesideformworkisA=54.68*1000/205=267.22mm2.ThemaximumareaofthesidewallthatcanbesupportedbytheM12boltisA12=80.4/267.22=0.30mm2.Therefore,whentheconcretepouringspeediswithin1.5metersperhour,theM12boltwithaspacingof600mm*600mmcanstillbeused.根據(jù)計算，側(cè)墻模板需要的拉桿截面積為266.73mm2，每平米的面積為54.68*1000/205=266.73