GbnrblbvbbVlMMV/)(截面部位ftfyvbVb配箍验算单位长度上的箍筋面积配箍率最小配箍率0.7cftbh0SSSδδmin(N/mm)(N/mm^2)(mm)(mm)(KN)(KN)(KN)(mm^2/mm)(mm)(mm)(mm)(KN)4VAB1.6210350565201.11944.26217.330.14730150100130.400.220.18VBA1.6210350665按构造配箍-0.02-6645150100153.480.220.18VBC1.6210350665260.621111.38255.790.24418150100153.480.220.18VCB1.6210350665按计算配箍0.24418150100153.480.220.183VAB1.6210350665373.11111.38255.790.72139135100153.480.250.18VBA1.6210350665按计算配箍0.72139135100153.480.250.18VBC1.6210350665353.361111.38255.790.64157150100153.480.220.18VCB1.6210350665按构造配箍0.64157150100153.480.220.182VAB1.6210350665374.271111.38255.790.73138135100153.480.250.18VBA1.6210350665按计算配箍0.73138135100153.480.250.18VBC1.6210350665351.581111.38255.790.63159150100153.480.220.18VCB1.6210350665按构造配箍0.63159150100153.480.220.181VAB1.6210350665365.661111.38255.790.69145140100153.480.240.18VBA1.6210350665按构造配箍0.69145140100153.480.240.18VBC1.6210350665358.831111.38255.790.66152150100153.480.220.18VCB1.6210350665按构造配箍0.66152150100153.480.220.18表20框架横梁斜截面抗剪配筋计算h0H0/b≤4Ф8箍筋间距实配Ф8箍筋间距Ф8箍筋加密区0.42ftbH00.25βcfcbh0支座支座支座支座支座支座支座支座ASVs＝γREVb－0.42ftbh01.25fYVh0=nASV1bs=0.24ftfyv
