+N=1.2×(1.14+1.302)+13.216=16.147kNР Mw=0.9×1.4×Mwk=0.9×1.4×ωklah2/10=0.9×1.4×0.25×1.5×1.82/10=0.153kN·mР σ=N/(φA)+ Mw/W=13216.08/(0.188×424)+153090/4490=199.894N/mm2≤[f]=205N/mm2Р 满足要求!Р Mws=0.9×1.4×Mwk=0.9×1.4×ωklah2/10=0.9×1.4×0.204×1.5×1.82/10=0.125kN·mР σ=KS(NS/(φA)+ Mw/W)=0.6×(16147.44/(0.188×424)+124921.44/4490)=138.237N/mm2≤[f]=205N/mm2Р 满足要求!Р 八、连墙件承载力验算Р连墙件布置方式Р两步两跨Р连墙件连接方式Р扣件连接Р连墙件约束脚手架平面外变形轴向力N0(kN)Р3Р连墙件计算长度l0(mm)Р600Р连墙件截面类型Р钢管Р连墙件型号РФ48×3Р连墙件截面面积Ac(mm2)Р424Р连墙件截面回转半径i(mm)Р15.9Р连墙件抗压强度设计值[f](N/mm2)Р205Р连墙件与扣件连接方式Р双扣件Р扣件抗滑移折减系数Р0.85Р Nlw=1.4×ωk×2×h×2×la=1.4×0.332×2×1.8×2×1.5=5.02kNР 长细比λ=l0/i=600/15.9=37.736,查《规范》表A.0.6得,φ=0.896Р (Nlw+N0)/(φAc)=(5.02+3)×103/(0.896×424)=21.111N/mm2≤0.85×[f]=0.85×205N/mm2=174.25N/mm2Р 满足要求!Р 扣件抗滑承载力验算:Р Nlw+N0=5.02+3=8.02kN≤0.85×12=10.2kNР 满足要求!
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