第六章 框架梁、柱截面设计(大横表)

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1、第六章框架梁、柱截面设计框架柱正截面受弯承载力（）表6-5（接下）柱别层次砼强度柱截面组合内力A柱顶层4.3810.94上端77.88179.12434.7920454.791.261.001.001.07645.5710.94下端78.75198.02397.6920417.691.161.001.001.07608.46二层4.3810.94上端84.11665.95126.3020146.300.411.001.001.21337.0810.94下端95.22684.85139.0420159.040.4

2、41.001.001.19349.81底层6.1015.25上端40.10902.2144.452064.450.181.001.001.93284.1015.25下端20.06939.2021.362041.360.111.001.002.44261.01B柱顶层4.3810.94上端64.23192.04334.4620354.460.981.001.001.09545.2410.94下端64.93210.94307.8120327.810.911.001.001.09518.59二层4.3810.94上端

3、70.71806.0587.7220107.720.301.001.001.29298.5010.94下端78.71824.9595.4120115.410.321.001.001.27306.19底层6.1015.25上端32.491113.2429.192049.190.141.001.002.21268.8415.25下端16.261146.1814.192034.190.091.001.002.74253.84（接上）柱别判断破坏类型小偏心大偏心选用钢筋备注A柱370.37-953.44大偏压0.09-

4、48.69333.26-934.54大偏压0.10-45.3861.88-466.61大偏压0.3236.4274.61-447.71大偏压0.3339.738.90-230.35大偏压0.4477.73-14.19-193.36大偏压0.4684.20B柱270.04-940.52大偏压0.09-46.43243.39-921.62大偏压0.10-43.1223.30-326.51大偏压0.3960.9230.99-307.61大偏压0.4064.22-6.36-19.32大偏压0.54114.62-21.3

5、613.62小偏压0.56<0第页共页第六章框架梁、柱截面设计框架柱正截面压弯承载力计算（）表6-6（接下）柱别层次砼强度柱截面组合内力A柱顶层4.3810.94上端73.05165.37441.7420461.741.281.001.001.07652.5110.94下端75.20182.17412.8020432.801.201.001.001.07623.58二层4.3810.94上端81.09634.15127.8720147.870.411.001.001.21338.6510.94下端91.8365

6、0.95141.0720161.070.451.001.001.19351.85底层6.1015.25上端38.67861.3844.892064.890.181.001.001.92284.6915.25下端19.35894.2621.642041.640.121.001.002.44261.44B柱顶层4.3810.94上端60.23178.88336.7120356.710.991.001.001.09547.4810.94下端61.94195.68316.5420336.540.931.001.001.

7、09527.31二层4.3810.94上端68.04774.0587.9020107.900.301.001.001.29298.6810.94下端75.77790.8595.8120115.810.321.001.001.27306.58底层6.1015.25上端30.271071.1228.262048.260.131.001.002.24268.0615.25下端15.651100.4014.222034.220.101.001.002.75254.02（接上）柱别判断破坏类型小偏心大偏心选用钢筋备注A柱

8、377.31-967.19大偏压0.08-51.09348.38-950.39大偏压0.09-48.1563.45-498.41大偏压0.3130.8776.65-481.61大偏压0.3233.809.49-271.18大偏压0.4270.59-13.76-238.3大偏压0.4376.34B柱272.28-953.68大偏压0.09-48.73252.11-936.88大偏压0.1