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1、框架梁正截面配筋計算層計算公式梁AB梁BD支座左截面跨中截面支座右截面支座左截面8層M/(kNm)-188.320.10460.114927.01/mm2780實配鋼筋/mm2220+2227層M/(kNm)-136.72183.54-201.47-353.080.0760.0310.1110.1960.1140.1140.1170.22927.013476.29951.411788.97/mm2780780780780實配鋼筋/mm2220+222422+425220+2227201層M/(kNm)-232.79186.84210.41-357.120.1290.032-0.1170.1982、0.1390.1140.1240.2231130.33476.291008.331813.36/mm2780780780780實配鋼筋/mm2220+222422+425220+222720跨中受拉鋼筋配筋率Max(0.25,55ft/fy)支座受拉鋼筋配筋率Max(o.3,65ft/fy)梁端塑性鉸支座As/As0.3滿足延性要求梁DE跨中截面支座右截面支座左截面跨中截面支座右截面367.34-198.170.0630.110.1140.1173476.29951.42780780422+425220+222335.27-310.4-470.88293.56-362.930.0570.1723、0.2620.050.2010.1140.190.310.1140.2273476.291545.022520.823476.291845.89780780780780780422+425620420+422422+425720401.71-341.39-474.82198.37-379.90.0690.1890.2640.0340.2110.1140.2110.3130.1140.243476.291715.782545.213476.291951.6780780780780780422+425720420+422422+425720框架梁正截面配筋計算梁BD跨中受拉鋼筋配筋率Max(0.25,55ft/fy)支座受拉鋼筋配筋率Max(o.3,65ft/fy)梁端塑性鉸支座As/As0.3滿足延性要求