ξfcb h0 /fy(mm2)Р实配钢筋(mm2)Р边跨中Р122.14Р1950Р0.025Р0.025Р964Р4Ф18Р1017РB支座Р-122.14Р200Р0.248Р0.290Р1147Р2Ф18Р+2Ф22 1269Р中间跨中Р79.72Р1900Р0.017Р0.017Р639Р3Ф18Р763РC支座Р-79.72Р200Р0.162Р0.178Р704Р2Ф18Р+2Ф12Р735Р其中ξ均小于0.35,符合苏醒内力重分布的条件Р ρ=735/200/450=0.82% > ρmin=0.2%及0.45* ft /fy=0.45*1.43/333=0.21%Р斜截面受剪承载力计算Р b=200mm,h0=415mm,Рfc=14.3 N/mm2 ,ft=1.43N/mm2Рfyv=210 N/mm2Рhw/b=2.075<4,0.25βcfcbh0=0.25×14.3×200×415=297kN>V截面合适Р0.7×ft bh0=0.7×14.3×200×415=83.1kNР计算Р结果Р截面位置РV(kN)РVcs=0.7×ft bh0+1.25 fyvnAsv1 h0/SР实配钢筋Р边支座AР89.98РФ8-180,83.1+63.7=143.8РФ8-180РB支座(左)Р134.98РФ8-180,83.1+63.7=143.8РФ8-180РB支座(右)Р111.89РФ6-150,83.1+41.1=124.2РФ6-150Р中间C支座Р111.89РФ6-150,83.1+41.1=124.2РФ6-150Рρsv=nAsv1/bs=2×283/200/150=0.189% > (ρsv)min=0.24ft/fyv=0.24×1.43/210=0.172%РSmax为180,dmin为6mm.。Р满足构造要求。Р次梁布筋图如图(6)
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