NV2=0.607q2L+0.681p=0.607×0.065×1+0.681×3.15=2.184kNV3=max[q1L1,q2L1+p]=max[1.291×0.2,0.065×0.2+3.15]=3.163kNVmax=max[V1,V2,V3]=max[0.792,2.184,3.163]=3.163kNτmax=3Vmax/(2bh0)=3×3.163×1000/(2×50×80)=1.186N/mm2≤[τ]=1.78N/mm2满足要求。3、挠度验算q=(G1k+(G3k+G2k)×h)×b=(0.3+(24+1.1)×0.11)×0.2=0.612kN/m跨中νmax=0.632qL4/(100EI)=0.632×0.612×10004/(100×9350×2133300)=0.194mm≤[ν]=l/400=1000/400=2.5mm悬臂端νmax=qL4/(8EI)=0.612×2004/(8×9350×2133300)=0.006mm≤[ν]=l1×2/400=400/400=1mm满足要求。(三)主梁检算主梁类型钢管主梁材料规格(mm)Ф48×3可调托座内主梁根数1主梁弹性模量E(N/mm2)206000主梁抗弯强度设计值[f](N/mm2)205主梁抗剪强度设计值[τ](N/mm2)125主梁截面惯性矩I(cm4)10.78主梁截面抵抗矩W(cm3)4.49验算方式四等跨连续梁1、小梁最大支座反力计算Q1k=1.5kN/m2q1=0.9max[1.2(G1k+(G3k+G2k)×h)+1.4Q1k,1.35(G1k+(G3k+G2k)×h)+1.4×0.7Q1k]×b=0.9max[1.2×(0.5+(1.1+24)×0.11)+1.4×1.5,1.35×(0.5+(1.1+24)×0.11)+1.4×0.7×1.5]×0.2=1.082kN/m
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