六层建筑框架梁及配筋计算

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1、框架梁的配筋计算混凝土强度：梁、柱、板：C30，钢筋强度：§1正截面受弯截面承载力计算梁截面：考虑地震作用的组合，验算混凝土结构构件的承载能力时，均应乘以的承载力抗震调整系数进行调整。三级抗震等级的框架梁端剪力设计值应符合下列规定：；式中：—框架梁端剪力设计值；—考虑地震组合的框架梁左端弯矩设计值；—考虑地震组合的框架梁右端弯矩设计值；—考虑地震组合时的重力荷载代表值产生的剪力设计值，可按简支梁计算确定；—梁的净跨；取一层梁CD计算为例：跨中正截面CD：按跨度考虑：按梁间距考虑：按翼缘厚度考虑：取

2、　　此种情况不起控制作用属于第一类T型界面;下部实配钢筋3Ａ16C支座：采用矩形截面进行计算配筋；实配钢筋4A20D支座：采用矩形截面进行计算配筋；上部实配钢筋上部实配钢筋4A20§2斜截面受剪承载力计算满足要求。采用构造配箍筋故实配箍筋，取双肢箍2B。其他层梁的配筋计算过程与上述计算过程相同，在此不一一计算；梁的各截面的正截面受弯承载力配筋和斜截面受剪承载力配筋见表。表梁的斜截面配筋梁的斜截面设计计算层符号及公式CDDEEF6120.9673.84120.96712.9712.9712.90.0

3、05984071<00.005984071实配箍筋5113.31162.17113.31712.9712.9712.9<00.212641888<0实配箍筋梁的斜截面设计计算层符号及公式CDDEEF4130.36229.66130.36712.9712.9712.90.0531227140.5510873160.053122714实配箍筋3148.58278.56148.58712.9712.9712.90.1444914450.7963085550.144491445实配箍筋2153.31327

4、.19153.31712.9712.9712.90.1682112091.0401758110.168211209实配箍筋1146.58320.66146.58712.9712.9712.90.1344619471.0074294990.134461947实配箍筋表梁跨中截面配筋跨中截面计算（按照T形截面积算）层公式CDDEEF6层M94.126.4994.12220090022001906.476779.9221906.476截面类型一类一类一类0.0070.0010.0070.0070.001

5、0.007348.323.9348.3360.0360.0360.0实配面积603603.0603实际配筋3A16(603)3A16(603)3A16(603)5层M93.445.0393.44220090022001906.476779.9221906.476截面类型一类一类一类0.0070.0010.0070.0070.0010.007345.818.6345.8360.0360.0360.0实配面积603603.0603实际配筋3A16(603)3A16(603)3A16(603)4层M10

6、8.145.03108.14220090022001906.476779.9221906.476截面类型一类一类一类0.0080.0010.0080.0080.0010.008400.418.6400.4360.0360.0360.0实配面积603603.0603实际配筋3A16(603)3A16(603)3A16(603)3层M135.915.03135.91220090022001906.476779.9221906.476截面类型一类一类一类0.0100.0010.0100.0100.001

7、0.010503.718.6503.7360.0360.0360.0实配面积603603.0603实际配筋3A16(603)3A16(603)3A16(603)2层M127.516.69127.51220090022001906.476779.9221906.476截面类型一类一类一类0.0100.0010.0100.0100.0010.010472.424.7472.4360.0360.0360.0实配面积603603.0603实际配筋3A16(603)3A16(603)3A16(603)1层M

8、109.725.03109.72220090022001906.476779.9221906.476截面类型一类一类一类0.0080.0010.0080.0080.0010.008406.218.6406.2360.0360.0360.0实配面积603603.0603实际配筋3A16(603)3A16(603)3A16(603)表支座截面配筋计算（矩形截面）层公式CD左D右E左E右F6层M-106.35-87.39-86.93-86.93-87.39-106.35M1239.644