Р μ=ql2/8Р =27.56KN/m×(3.6m)2/8Р=44.65KN/mР∴α=μ/wР =44.65KN/m/253.04cm3Р=176.45KN/mmР∵(α)=215N/ m>αР∵框架梁的设计值合理。Р<2>框架梁挠度的校核РV标=1/250Р =1.44cmРV实=5/384×ql 4/EXIР=5/384×27.5562kn/m×(3.6m) 4/2.06×104 kn/cm2×5946.5cm4Р =0.492cmР∵V实<V标Р∴框架梁挠义设计值合理Р屋面普通(C级)螺栓的校核Р框架梁与立柱之间为绞接Р∵6=49.6/AР 6=49.6/5XA2Р 6=49.6KN/5.6522Р 6=87.75N/mm2Р∴(6)=>(6)Р故可Р横墙抗风效核Р 取出单元间计算可识其为悬臂构件Р∵Wk=B2MsM2WoР=1.0*0.9*1.0*70Р=0.63KN/mР取值算宽度3.6米,计算高度Ho=3.1+2.85=5.95M,抗风深度Lm=6.0mР传到B点之抗风垂直度.РA:屋面板=0.11KN/mРB:基础自重=8.0KNРC:钢件重=0.3KN/mРD:墙面板=0.10KN/mРE:隔墙板=0.08KN/mРF:屋承板=1.25KN/mРMg=0.11KN/㎡*3.6m*6m*6m*0.5+8.0KN*6.0m+0.3KN/㎡*3.6m*6m*6m*0.5Р+0.1KN/㎡3.6*5.9m*6m+0.08KN/㎡*3.6m*6m*6m*0.5+1.25KN/㎡*3.6m*6mР*6m*0.5РMg=173.5KN.mР有风引起时倾覆弯矩РM=0.63KN/㎡*3.6*5.952*0.5Р =39.47KN.mР由屋面、墙面、横墙、屋面自重克制的抗风底抗拒:РK=M 右/M左=173.5/39.47Р=4.39Р∵K>1.5Р∴“安全”稳定可靠。
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