扣件式钢管悬挑型钢脚手架设计计算书（三排钢管）.doc
扣件式钢管悬挑型钢脚手架设计计算书（三排钢管）1计算参数钢管轴向力钢管轴向力N=1.2(NGlk+ NG2k）1.4NQk =1.2×(3.00+3.19)+1.4×3.00=11.63kN=11630N1 计算模型3槽钢强度计算内力分析根据力学求解器计算，Vmax34.890kN；Mmax45.350kN·m抗弯强度验算WMmax /45.350×103/215210.93cm3 本工程采用I22a#工字钢， 查表得，I22a#工字钢W310cm3W210.93cm3槽钢抗弯强度满足设计要求；抗剪强度验算Vmax34.8900kN 查表得，I22a#工字钢I/S3406/17719.2cm，b0.75cmVmaxS/Id=34890/(135.5×7.5)=34.33N/mm2托梁抗剪强度=34.336N/mm2fv=125N/mm2,满足要求。挠度验算I22a#工字钢，I3406cm4，E210GPa根据力学求解器计算：挠度系数K=55maxK×103/EI55×102/(210×3406) 7.68×10-3m7.68mm 2100/2508.4mm挠度max=7.68mm= 8.4mm,满足要求。计算简图和内力图如下图：计算模型简图（单位：P=kN,q=kN/m）弯矩图（单位：kN.m）剪力图（单位：kN）位移图悬挑式扣件式钢管(单管)脚手架设计计算书(转角位置）1.次梁型钢梁计算次梁材料选采用H=100mm,b=48mm,tw=5.3mm,t=8.5mm,q=0.10kN/m,w=39700mm3,IX=1983000mm4,S=23500mm3,E=206000N/mm2,f=215.00 N/mm2,fv=120.00N/mm2,fy=235N/mm2。N=10360N内力分析根据力学求解器计算，Vmax5.18kN；Mmax6.73kN·m抗弯强度验算WMmax /6.73×103/21531.3cm3 查表得，10号槽钢W39.7cm3W31.3cm310号槽钢抗弯强度满足设计要求；抗剪强度验算Vmax5.18kN3Vmax/（I/S×tw）3×5180/(1983000/23500×10×5.3) 3.47N/mm210号槽钢抗剪强度3.47N/mm2fv125N/mm2,满足要求。挠度验算10号槽钢，I198.3cm4，E210GPa根据力学求解器计算：挠度系数K3.4maxK×103/EI3.4×102/(210×198.3) 8.2×10-3m8.2mm 2600/25010.4mm挠度max8.2mm 10.4mm,满足要求。计算简图和内力图如下图：计算模型简图（单位：PkN,qkN/m）弯矩图（单位：kN.m）剪力图（单位：kN）位移图6.悬挑型钢梁计算悬挑材料选采用16号工字钢；H=160mm,b=88mm,tw=6.0mm,t=9.9mm,q=0.21kN/m,w=140900mm3,IX=11270000mm4,S=80800mm3,E=206000N/mm2,f=215.00N/mm2,fv=120.00N/mm2,fy=235N/mm2。未加钢丝绳前的验算，脚手架搭设高度是四个步距。N1=10.36×(4/(20.00/1.90)- 1.50×0.80/2×2.00=2.15kN=2150N考虑次梁上的立杆传递0.5倍荷载落主梁上；N=1.5N1=3225N（1）抗弯强度验算L=0.80m,a=1.30m,N1=N2=3.35kN=3350N,x=1.05；Mx=Na+(L+a)+q(L+a)2/2=3.25×1.30+(0.80+1.30)+0.27×(0.80+1.30)2/2=11.65kN.m=11645350N.mm；=Mx/xWx=11645350/(1.05×140900)=78.71N/mm2；悬挑型钢梁抗弯强度=78.71N/mm2215.00N/mm2,满足要求。（2）抗剪强度验算 V=2N+q(L+a)=3.225×2+0.27×(0.80+1.30)=7.017kN=VS/Ixtw=7017×80800/(11270000×6)=8.38N/mm2 悬挑型钢梁抗剪强度=8.38N/mm2120.00N/mm2,满足要求。（3）整体稳定验算L1=2100mm=2.10m,t=11mm b = (570×73×11)/(2100×200)=1.09b' = 1.07 - 0.282/b=1.07 - 0.282/1.09=0.81 Mx/b'Wx=11645350/(0.81×140900)=102N/mm2 悬挑型钢梁整体稳定性=102N/mm2215.00N/mm2,满足要求。（4）挠度验算1=N1(L+a)3/3EI=3225×(800+1300)3/(3×11270000×206000)=4.26mm2=N2La2(3-a/L)/6EI=3225×800×1300.002×(3-1300/800)/(6×11270000×206000)=0.426mm3=q(L+a)4/8EI=0.23×2100/(8×11270000×206000)=0mmmax=1+2+3=4.26+0.426+0=4.686mm悬挑型钢梁挠度max=4.686mm=(L+a)/400=5.25mm,满足要求。（5）验算悬挑梁锚固钢筋L1=3.50mm,HPB235钢筋,fy=215N/mm2；锚固点拉力Rmax=N(L+2a)/L1+q(L+a)=3225×3400/3500+0.27×(800+1300)=3700N；预埋锚固钢筋按两个截面同时受力计算:取16钢筋；As=2×201.00=402.00mm2，Asfy/Rmax=402.00×215/3700=23.36锚固钢筋Asfy/Rmax=23.362,满足要求。
