盖梁销棒法施工方案计算书

10槽钢分布梁计算荷载q=1.2×(q1+q2)+1.4×(q5+q6)=1.2×(57.24+3.3)+1.4×(2.5+2)=78.95KN/m[10槽钢分布梁布设最大间距0.5m,单根最大承受0.5×78.95=39.48KN,盖梁底宽1.6m则单根槽钢均布荷载q=39.48/1.6=24.68KN/m计算跨径1.442m跨中弯矩:M=1/8ql2=0.125×24.68×1.4422=6.415KN·mσ=M/W=6.415/39.4×103mm3=162.82MPa<【215MPa】挠度:f=5ql4/384EI=5×24.68×1.4424/(384×2.1×198.3)=0.00334m<[f]=l0/400=1.442/400=0.00361m(满足要求)2.40a工字主横梁计算荷载:q=1.2×(q1+q2+q3)+1.4×(q5+q6)=1.2×(57.24+3.3+0.458)+1.4×(2.5+2)=79.5KN/m40a工字钢设2根,单根承受q=0.5×79.5=39.75KN/m计算跨径5.827m弯曲应力M=1/8ql2=0.125×39.75×5.8272=168.71KN/m最大弯曲应力δ=M/W=168.71×103/1085.7=155.4MPa<[δW]=215MPa(满足要求)剪应力最大剪应力τ=Q/A=(39.75×103×2.381)/8607=11Mpa<[τ]=125MPa(满足要求)3、挠度计算整体最大挠度f1=5ql4/384EI=0.0065m<[f]=0.029m(满足要求)3.钢棒计算荷载:Q=(79.5×16.415+24.3×1.2)/6=222.36KNτ=Q/A=222.36×103/6358.5=34.97MPa<[τ]=125Mpa(满足要求)六、结论综合以上计算得知,此支架方案能满足施工受力要求。2-