柱正截面承载力计算.doc

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1、柱正截面承载力计算层次　柱A柱B柱C柱A柱B柱C柱A柱B柱C组合类型︱Mmax︱N︱Nmax︱MNMINM三M253.40288.74273.78336.7517.120.0048.7720.961.41N173.97494.48493.74463.09609.06570.4696.31485.22484.09γREM/KN·m202.72230.99219.02　　　39.02　　γREN/KN139.18395.58394.99　　　77.05　　e0=γREM/γREN/mm1456.56583.93554.50　　　506.39　　e0=M/N/mm　　　727.1828.100.

2、00　43.202.92ea=max(20,h/30)/mm20.0020.0020.0020.0020.0020.0020.0020.0021.00ei=e0+e1/mm1476.56603.93574.50747.1848.1020.0020.0063.2023.92ξ1=0.5fcA/KN12.844.524.533.862.933.1323.203.683.69l0=1.25H/mm5625.005625.005625.005625.005625.005625.005625.005625.005625.00l0/h11.2511.2511.2511.2511.2511.2511.2

3、511.2511.25　1.031.071.071.061.873.103.101.672.76e=ηei+0.5h0-as/mm1716.09843.47814.04986.72287.64259.54259.54302.73263.46x=N/(α1fcb)/mm19.4755.3355.2464.7785.1879.7810.7867.8667.71判别大偏心X<ξbh0=255.75大大大大大大大大大　　　　　　　　　　大偏压As=As′1133.581037.84961.10-1294.19-1661.95-1566.58-99.58-1351.19-1348.29小偏压As=A

4、s′　　　　　　　　　ρminbh/mm21750.001750.001750.001750.001750.001750.001750.001750.001750.002As3500.003500.003500.003500.003500.003500.003500.003500.003500.00选用配筋/mm24Ф25,As=19644Ф254Ф254Ф254Ф254Ф254Ф254Ф254Ф25二M441.08503.12434.43126.1613.120.00306.0716.037.88N1100.622382.622284.44880.123003.342693.45235.

5、052086.331790.63γREM/KN·m352.86402.49347.55　　　244.85　　γREN/KN880.501906.101827.55　　　188.04　　e0=γREM/γREN/mm400.75211.16190.17　　　1302.13　　e0=M/N/mm　　　143.344.370.00　7.684.40ea=max(20,h/30)/mm20.0020.0020.0020.0020.0021.0020.0020.0021.00ei=e0+e1/mm420.75231.16210.17163.3424.3721.0020.0027.6821.00ξ1=

6、0.5fcA/KN2.030.940.982.030.600.669.510.861.00l0=1.25H/mm5625.005625.005625.005625.005625.005625.005625.005625.005625.00l0/h11.2511.2511.2511.2511.2511.2511.2511.2511.25　1.101.171.201.262.032.333.102.303.00e=ηei+0.5h0-as/mm660.29468.08448.79402.88246.89246.40259.54261.20260.54x=N/(α1fcb)/mm123.1526

7、6.59255.60123.09420.05376.7126.30291.79250.44判别大偏心X<ξbh0大小大大小小大小大　0.56　0.840.81　0.67　大偏压As=As′2303.972536.29546.61　-233.61-916.65小偏压As=As′　3032.81　　-77.22-527.88　-918.22　ρminbh/mm21750.001750.001750.001750.001750