满堂脚手架计算书计算依据:1、《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20112、《建筑施工高处作业安全技术规范》JGJ80-913、《建筑地基基础设计规范》GB50007-20114、《建筑结构荷载规范》GB50009-20125、《钢结构设计规范》GB50017-2003一、架体参数二、荷载参数三、设计简图搭设示意图:平台水平支撑钢管布置图平面图侧立面图四、板底支撑(纵向)钢管验算钢管类型Φ48.3×3.6钢管截面抵抗矩 W(cm3) 5.26钢管截面惯性矩I(cm4)12.71钢管弹性模量E(N/mm2) 2.06×105钢管抗压强度设计值[f](N/mm2)205纵向钢管验算方式简支梁G1k =g1k=0.04kN/mG2k =g2k×lb/(n+1)=0.35×1.2/(2+1)=0.14kN/mQ1k =q1k×lb/(n+1)=1×1.2/(2+1)=0.4kN/mQ2k =q2k×lb/(n+1)=1×1.2/(2+1)=0.4kN/m1、强度验算板底支撑钢管按照均布荷载下简支梁计算满堂脚手架平台上的无集中力q=1.2×(G1k +G2k)+1.4×(Q1k+Q2k)=1.2×(0.04+0.14)+1.4×(0.4+0.4)=1.336板底支撑钢管计算简图Mmax=ql2/8=1.336×1.22/8=0.24kN·mRmax=ql/2=1.336×1.2/2=0.802kNσ=Mmax/W=0.24×106/(5.26×103)=45.627N/mm2≤[f]=205N/mm2满足要求!满堂脚手架平台上增加集中力最不利计算q=1.2×(G1k +G2k)+1.4×(Q1k+Q2k)=1.2×(0.04+0.14)+1.4×(0.4+0.4)=1.336q2=1.4×F1=1.4×1=1.4kN板底支撑钢管计算简图弯矩图Mmax=0.66kN·m剪力图Rmaxf=1.502kNσ=Mmax/W=0.66×106/(5.26×103)=125.475N/mm2≤[f]=205N/mm2满足要求!2、挠度验算满堂脚手架平台上无集中力q'=G1k +G2k+Q1k+Q2k=0.04+0.14+0.4+0.4=0.98kN/mR'max= q'l/2=0.98×1.2/2=0.588kNν=5q'l4/384EI=5×0.98×(1.2×103)4/(384×2.06×105×12.71×104)=1.011mm≤min (1200/150,10)=8mm满足要求!满堂脚手架平台上增加集中力最不利计算q'=G1k +G2k+Q1k+Q2k=0.04+0.14+0.4+0.4=0.98kN/mq2'=F1=1kN板底支撑钢管计算简图剪力图R'=1.088kNmaxf变形图ν=2.382mm≤min(1200/150,10)=8mm满足要求!五、横向支撑钢管验算平台横向支撑钢管类型单钢管钢管类型Φ48.3×3.6钢管截面抵抗矩 W(cm3) 5.26钢管截面惯性矩I(cm4)12.71钢管弹性模量E(N/mm2) 2.06×105钢管抗压强度设计值 [f](N/mm2)205立柱间纵向钢管支撑根数n2横向钢管验算方式简支梁横向支撑钢管按照均布荷载和集中荷载作用下简支梁计算,集中荷载P取板底支撑钢管传递最大支座力。
满堂脚手架平台上无集中力=0.048kN/mq=1.2×g1kp=R=0.802kNmax=0.588kNp'=R'max板底支撑钢管计算简图弯矩图M=0.329kN·mmax剪力图Rmax=0.831kN变形图Vmax=1.426mmVmax=1.426mm≤min{1200/150,10}=8mmσ=Mmax/W=0.329×106/(5.26×103)=62.548N/mm2≤[f]=205N/mm2满足要求!满堂脚手架平台上增加集中力最不利计算q=1.2×g1k=0.048kN/mp=Rmax=0.802kNp'=R'max=0.588kNp2=Rmaxf=1.502kNp'2=R'maxf=1.088kN板底支撑钢管计算简图弯矩图=0.515kN·mMmax剪力图R=1.064kNmax变形图V=2.013mmmax=2.013mm≤min{1200/150,10}=8mmVmaxσ=M/W=0.515×106/(5.26×103)=97.909N/mm2≤[f]=205N/mm2 max满足要求!六、立杆承重连接计算双扣件抗滑承载力设计值Rc=12.0×1=12kN≥R=0.831+1=1.831kN 满足要求!七、立杆的稳定性验算NG1=gk×H+g1k×la×n+g1k×a=0.1621×7.65+0.04×1.2×2+0.04×0.3=1.348kNNG2=g2k×la×lb=0.35×1.2×1.2=0.504kNNG3=g3k×la=0.17×1.2=0.204kNNG4=g4k×la=0.1×1.2=0.12kNNQ1=q1k×la×lb=1×1.2×1.2=1.44kNNQ2=q2k×la×lb=1×1.2×1.2=1.44kNNQ3=F1+F2=1+0=1kN考虑风荷载时,立杆的轴向压力设计值N=1.2×(NG1+NG2+NG3+NG4)+0.9×1.4×(NQ1+NQ2+NQ3)=1.2×(1.348+0.504+0.204+0.12)+0.9×1.4×(1.44+1.44+1)=7.5kN支架立杆计算长度L=kμh=1.0×2.176×1.8=3.917m长细比λ= L/i=3917/15.9=246.352≤[λ]=250满足要求!轴心受压构件的稳定系数计算L=kμh=1.155×2.176×1.8=4.524m长细比λ= L/i=4524/15.9=284.528由λ查表得到立杆的稳定系数φ=0.09考虑风荷载时Wk =μz×μs×W=0.65×1.04×0.35=0.237kN/m2Mw =0.9×1.4×Wk×l×h2/10=0.9×1.4×0.237×1.2×1.82/10=0.116kN·mσ=N/φA +Mw/W=7.5×103/(0.09×5.06×102)+0.116×106/(5.26×103)=186.744N/mm2≤[f]=205N/ mm2满足要求!八、立杆支承面承载力验算1、抗冲切验算楼板抗冲切承载力:βh =1,ft=2.04N/mm,σpc.m=1N/mm,η=0.4+1.2/βs=0.4+1.2/2=1,ho=250-15=235mm,μm=4×(a+ho)=4×(100.00+235)=1340.00mmF l =(0.7βhft+0.15σpc.m)ημmh=(0.7×1×2.04×103+0.15×103×1)×1×0.74×0.235=274.414kN≥N=6.056kN满足要求!1、局部受压承载力验算N=NG1+NG2+NG3+NG4+NQ1+NQ2+NQ3=1.348+0.504+0.204+0.12+1.44+1.44+1=6.056kN楼板局部受压承载力:ω=0.75,βl =(Ab/Al)0.5=0.167,fcc=0.85×27.50=23.375kN/mmFl =ωβlfccA=0.75×0.167×23.375×103×0.01=29.219kN≥N=6.056kN满足要求!。