扣件式钢管悬挑型钢脚手架设计计算书（三排钢管）

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）＋1.4ΣNQk=1.2×(3.00+3.19)+1.4×3.00=11.63kN=11630N计算模型3．槽钢强度计算=1\*GB3①内力分析根据力学求解器计算，Vmax＝34.890kN；Mmax＝45.350kN·m=2\*GB3②抗弯强度验算W＝Mmax/σ＝45.350×103/215＝210.93cm3本工程采用I22a#工字钢，查表得，I22a#工字钢[W]＝310cm3＞W＝210.93cm3槽钢抗弯强度满足设计要求；=3\*GB3③抗剪强度验算Vmax＝34.8900kN查表得，I22a#工字钢I/S＝3406/177＝19.2cm，b＝0.75cmτ＝VmaxS/Id=34890/(135.5×7.5)=34.33N/mm2托梁抗剪强度τ=34.336N/mm2＜fv=125N/mm2,满足要求。=4\*GB3④挠度验算I22a#工字钢，I＝3406cm4，E＝210GPa根据力学求解器计算：挠度系数Kυ=55υmax＝Kυ×103/EI＝55×102/(210×3406)＝7.68×10-3m＝7.68mm[υ]＝2100/250＝8.4mm挠度υmax=7.68mm＜[υ]=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=215.00N/mm2,fv=120.00N/mm2,fy=235N/mm2。N=10360N=1\*GB3①内力分析根据力学求解器计算，Vmax＝5.18kN；Mmax＝6.73kN·m=2\*GB3②抗弯强度验算W＝Mmax/σ＝6.73×103/215＝31.3cm3查表得，10号槽钢[W]＝39.7cm3＞W＝31.3cm310号槽钢抗弯强度满足设计要求；=3\*GB3③抗剪强度验算Vmax＝5.18kNτ＝3Vmax/（I/S×tw）＝3×5180/(1983000/23500×10×5.3)＝3.47N/mm210号槽钢抗剪强度τ＝3.47N/mm2＜fv＝125N/mm2,满足要求。=4\*GB3④挠度验算10号槽钢，I＝198.3cm4，E＝210GPa根据力学求解器计算：挠度系数Kυ＝3.4υmax＝Kυ×103/EI＝3.4×102/(210×198.3)＝8.2×10-3m＝8.2mm[υ]＝2600/250＝10.4mm挠度υmax＝8.2mm＜[υ]＝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：P＝kN,q＝kN/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,γx=1.05；Mx=N[a+(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；σ=Mx/γxWx=11645350/(1.05×140900)=78.71N/mm2；悬挑型钢梁抗弯强度σ=78.71N/mm2＜215.00N/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)=7.017kNτ=VS/Ixtw=7017×80800/(11270000×6)=8.38N/mm2悬挑型钢梁抗剪强度τ=8.38N/mm2＜120.00N/mm2,满足要求。（3）整体稳定验算L1=2100mm=2.10m,t=11mmφb=(570×73×11)/(2100×200)=1.09φb'=1.07-0.282/φb=1.07-0.282/1.09=0.81Mx/φb'Wx=11645350/(0.81×140900)=102N/mm2 悬挑型钢梁整体稳定性=102N/mm2＜215.00N/mm2,满足要求。（4）挠度验算υ1=N1(L+a)3/3EI=3225×(800+1300)3/(3×11270000×206000)=4.26mmυ2=N2La2(3-a/L)/6EI=3225×800×1300.002×(3-1300/800)/(6×11270000×206000)=0.426mmυ3=q(L+a)4/8EI=0.23×2100/(8×11270000×206000)=0mmυmax=υ1+υ2+υ3=4.26+0.426+0=4.686mm悬挑型钢梁挠度υmax=4.686mm＜[υ]=(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/