截面设计剪力V（KN）bh01/γRE*0.20*βcfcbho（KN）三层支座A205.58300.00665896.58φ8450.3200三层支座B左三层支座B右208.06300.00665896.58φ8450.3200198.22300.00665896.58φ8450.3100箍筋直径φ（mm)肢数Asv1(mm2)箍筋间距S(mm)抗震验算（KN）Vb=(0.42*ftbho+1.25*fyvnAsv1ho/s)/γRE非抗震验算（KN）Vb=(0.7*ftbho+1.25*fyvnAsv1ho/s)/γREρsv=n*Asv1/(b*s)(%)ρsvmin=0.26*ft/fyv(%)375.17487.540.3350.212375.17487.540.3350.212581.77694.140.6710.212