框架柱正截面受弯承载力计算表

1、A轴框架柱正截面受弯承载力的计算表柱名截面 内力组控制内力值柱截面对称配筋计算M(kNm）N/kNe0/mmea/mmei/mmx/mm偏心距增大系数四层上70.34234.41300.0720320.0727.3210.981.0468.87261.03263.8420283.8430.429.861.0439.58183.24216.0020236.0021.3614.051.05下52.94305.13173.5020193.5035.568.441.0652.94305.13173.5020193.5035.568.441.0631.73215.91146.9620166.9625.1

2、611.921.07三层上63.88607.95105.0720125.0770.864.231.1052.94652.7581.1020101.1076.083.941.1218.46437.6842.182062.1851.015.881.19下57.88647.1689.4420109.4475.433.981.1152.69696.8675.612095.6181.223.691.1324.66470.3552.432072.4354.825.471.17二层上66.05980.6367.352087.35114.292.621.1452.691044.4650.452070.4512

3、1.732.461.1715.58688.5922.632042.6380.263.741.28下75.821019.6474.362094.36118.842.521.1361.641088.5656.632076.63126.872.361.1619.92721.2627.622047.6284.063.571.25一层上51.361356.0937.872057.87158.051.901.4342.801436.1129.802049.80167.381.791.509.96936.3310.642030.64109.132.751.82czcz下71.491248.1057.2820

4、77.28145.472.061.3220.131499.6013.422033.42174.781.721.7543.02983.3643.752063.75114.612.621.39一层h0b偏心性质e/mm当x2as时AS/mm2当x2as时AS/mm2实配钢筋/mm2配筋率(%)大偏心592.170.0590.371,255.532 182 160.25560600大偏心555.940.0550.111,181.582 182 160.25560600大偏心508.100.04-11.651,397.672 182 160.25560600大偏心465.600.06-88.671,0

5、59.082 182 160.25560600大偏心465.600.06-88.671,059.082 182 160.25560600大偏心439.060.04-93.351,306.922 182 160.25560600大偏心397.170.13-398.89217.922 182 160.25560600小偏心373.201.11-511.8793.472 182 160.25560600大偏心334.280.09-434.23690.892 182 160.25560600大偏心381.540.13-478.67109.002 182 160.25560600小偏心367.711.1

6、0-566.90-29.062 182 160.25560600大偏心344.530.10-440.88600.142 182 160.25560600大偏心359.450.20-2632.272 182 160.25560600大偏心342.550.22-2782.952 182 160.25560600大偏心314.730.14-1911.122 182 160.25560600大偏心366.460.21-2724.562 182 160.25560600大偏心348.730.23-2885.472 182 160.25560600大偏心319.720.15-1994.442 182 16

7、0.25560600大偏心342.940.28-3481.722 182 160.25560600大偏心334.870.30-3651.462 182 160.25560600大偏心315.710.19-2526.492 182 160.25560600A轴框架柱正截面受弯承载力的计算表柱截面对称配筋计算大偏心362.350.26-3246.292 182 160.25560600大偏心318.490.84-3783.382 182 160.25560600大偏心348.820.20-2638.822 182 160.25560600hfcl0l0/heiasfyfy2as60014.33.3

8、5.5254.41403603608060014.33.35.5281.03403603608060014.33.35.5203.24403603608060014.33.35.5325.13403603608060014.33.35.5325.13403603608060014.33.35.5235.91403603608060014.33.35.5627.95403603608060014.33.35.5672.75403603608060014.33.35.5457.68403603608060014.33.35.5667.16403603608060014.33.35.5716.864

9、03603608060014.33.35.5490.35403603608060014.33.35.51000.63403603608060014.33.35.51064.46403603608060014.33.35.5708.59403603608060014.33.35.51039.64403603608060014.33.35.51108.56403603608060014.33.35.5741.26403603608060014.34.757.9166671376.09403603608060014.34.757.9166671456.11403603608060014.34.757

10、.916667956.33403603608060014.34.757.9166671268.1403603608060014.34.757.9166671519.6403603608060014.34.757.9166671003.364036036080B轴框架柱正截面受弯承载力的计算表柱名截面内力组控制内力值柱截面对称配筋计算M(kNm）N/kNe0/mmea/mmei/mmx/mm四层上54.12295.04183.4320203.4334.398.7249.73320.46155.1820175.1837.358.0325.00221.45112.8920132.8925.8111.

11、62下44.87334.25134.2420154.2438.967.7044.15364.56121.1020141.1042.497.0624.85254.1297.7920117.7929.6210.13三层上58.72743.0979.022099.0286.613.4644.15786.3656.142076.1491.653.279.47510.4218.552038.5559.495.04下52.89782.3067.612087.6191.183.2947.28684.9569.032089.0379.833.7615.81543.0929.112049.1163.304.74

12、二层上63.941196.8953.422073.42139.502.1544.081252.2735.202055.20145.952.063.54793.054.462024.4692.433.25下70.431236.0556.982076.98144.062.0851.051296.3839.382059.38151.091.998.16825.729.882029.8896.243.12一层上54.761655.5433.082053.08192.951.5535.521718.3020.672040.67200.271.500.721070.450.672020.67124.762

13、.40下66.261711.9838.702058.70199.531.50cz17.181781.799.642029.64207.671.4444.551117.4839.872059.87130.242.30一层下66.261711.9838.702058.70199.531.50偏心距增大系数偏心性质e/mm当x2as时AS/mm2当x2as时AS/mm2实配钢筋/mm2配筋率(%)1.06大偏心475.530.06-70.081,087.112 182 160.211.07大偏心447.280.07-124.481,016.502 182 160.211.09大偏心404.990.0

14、5-136.051,291.532 182 160.211.08大偏心426.340.07-167.23978.192 182 160.211.09大偏心413.200.08-207.98894.002 182 160.211.10大偏心389.890.05-176.621,200.782 182 160.211.12大偏心371.120.15-2049.552 182 160.211.16大偏心348.240.16-2155.662 182 160.211.31大偏心310.650.11-570.81488.832 182 160.211.14大偏心359.710.16-2148.202 1

15、82 160.211.14大偏心361.131.10-581.304.032 182 160.211.25大偏心321.210.11-576.71398.082 182 160.211.16大偏心345.520.25-3132.282 182 160.211.22大偏心327.300.26-3255.752 182 160.211.49大偏心296.560.17-2175.332 182 160.211.16大偏心349.080.26-3219.672 182 160.211.20大偏心331.480.27-3352.602 182 160.211.40大偏心301.980.17-2256.5

16、22 182 160.211.47小偏心338.150.79-4096.272 182 160.211.62小偏心325.740.77-6793.062 182 160.212.21大偏心305.740.22-2843.752 182 160.211.43大偏心343.770.36-4205.792 182 160.21B轴框架柱正截面受弯承载力的计算表柱截面对称配筋计算1.85小偏心314.710.75-6721.102 182 160.211.42大偏心344.940.23-2952.092 182 160.211.43大偏心343.770.36-4205.792 182 160.21h0

17、bhfcl0l0/heiasfy56060060014.33.35.5315.044036056060060014.33.35.5340.464036056060060014.33.35.5241.454036056060060014.33.35.5354.254036056060060014.33.35.5384.564036056060060014.33.35.5274.124036056060060014.33.35.5763.094036056060060014.33.35.5806.364036056060060014.33.35.5530.424036056060060014.33

18、.35.5802.34036056060060014.33.35.5704.954036056060060014.33.35.5563.094036056060060014.33.35.51216.894036056060060014.33.35.51272.274036056060060014.33.35.5813.054036056060060014.33.35.51256.054036056060060014.33.35.51316.384036056060060014.33.35.5845.724036056060060014.34.757.9166671675.544036056060060014.34.757.9166671738.34036056060060014.34.757.916667109