b=250mmh0=500-35=465mmfc=11.9N/mm2
结构系数rd=1.2
首先判别hw/b=h0/b=465/250=1.86<4
0.25fc*b*h0/rd=0.25*11.9*250*465/1.2=288203.125(N)
梁端剪力:V=0.5*35000*5=87500(N)
0.25fc*b*h0/rd>V
计算结表明仅按构造设置箍筋即
于HPB235级别钢筋要求ρsv=Asv/(b*s)≥ρmin=0.12%
Asv/(b*s)=28.3/250/s≥ρmin=0.12%
s≤Asv/b/0.12%=28.3/250/0.12%=94.33(mm)
箍筋选取Φ6@90mm全梁布置