×3.317×0.5,3.317×0.3]=0.995kNτmax=3Vmax/(2bh0)=3×0.995×1000/(2×40×70)=0.533N/mm2≤[τ]=1.232N/mm2满足要求!3、挠度验算ν1=5q'l14/(384EI)=5×2.556×5004/(384×7040×114.333×104)=0.258mm≤[ν]=l1/250=500/250=2mmν2=q'l24/(8EI)=2.556×3004/(8×7040×114.333×104)=0.322mm≤[ν]=2l2/250=2×300/250=2.4mm满足要求!4、支座反力计算承载能力极限状态Rmax=[qL1,0.5qL1+qL2]=max[3.317×0.5,0.5×3.317×0.5+3.317×0.3]=1.824kN同理可得:梁底支撑小梁所受最大支座反力依次为R1=1.542kN,R2=1.824kN,R3=1.824kN,R4=1.542kN正常使用极限状态Rmax'=[q'L1,0.5q'L1+q'L2]=max[2.556×0.5,0.5×2.556×0.5+2.556×0.3]=1.406kN同理可得:梁底支撑小梁所受最大支座反力依次为R1'=1.071kN,R2'=1.406kN,R3'=1.406kN,R4'=1.071kN六、主梁验算主梁类型钢管主梁截面类型(mm)Φ48×2.7主梁计算截面类型(mm)Φ48×2.7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主梁截面抵抗矩W(cm3)4.12主梁弹性模量E(N/mm2)主梁截面惯性矩I(cm4)9.891、抗弯验算主梁弯矩图(kN·m)σ=Mmax/W=0.141×106/4120=34.284N/mm2≤[f]=205N/mm2满足要求!2、抗剪验算主梁剪力图(kN)
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