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框架结构 办公楼 计算 图纸

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八层框架结构办公楼计算书（含图纸）,框架结构,办公楼,计算,图纸

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梁正截面抗弯配筋表(注：仅适用于单筋截面情况;弯矩项应填为正值)截面第一层梁AB第一层梁BC左端跨中右端左端跨中上部筋下部筋上部筋下部筋上部筋下部筋上部筋下部筋上部筋下部筋设计弯矩M(kNm)832.12674.5371.53354.12452.25203.131071.12895.5291.460梁截面截面宽度b(mm)350350350350350350350350350350截面高度h(mm)800800800800800800800800800800保护层+d/2as(mm)35353535353535353535截面有效高度h0=h-as(mm)765765765765765765765765765765砼强度设计值fc(N/mm)19.119.119.119.119.119.119.119.119.119.1ft(N/mm)1.711.711.711.711.711.711.711.711.711.71钢筋强度设计值fy(N/mm)360360360360360360360360360360系数1(C50,取1.0)1.01.01.01.01.01.01.01.01.01.0系数s=REM/1fcbh00.1600.1290.0140.0680.0870.0390.2050.1720.0180.000初算受压区高度=1-sqrt(1-2s)0.1750.1390.0140.0700.0910.0400.2320.1900.0180.000界限受压区高度b(二级抗震)0.3500.3500.3500.3500.3500.3500.3500.3500.3500.350计算配筋面积As=1fcbh0/fy (mm)2483.151974.13196.15999.541290.21564.403300.382694.28251.300.00实选钢筋722522422422422422922722422422实选钢筋面积(mm)2661190015201520152015203421266115201520实际受压区高度=fy/1fc0.1870.1340.1070.1070.1070.1070.2410.1870.1070.107实际配筋率100%0.0100.0070.0060.0060.0060.0060.0130.0100.0060.006最大配筋率max100%(二级抗震)2.50%2.50%2.50%2.50%2.50%2.50%2.50%2.50%2.50%2.50%最小配筋率min100%(二级抗震)0.31%0.31%0.26%0.26%0.31%0.31%0.31%0.31%0.26%0.26%右端上部筋下部筋1071.12895.52350350800800353576576519.119.11.711.713603601.01.00.2050.1720.2320.1900.3500.3503300.382694.28922722342126610.2410.1870.