柱承载力计算表格

表9－2－1KZ2正截面承载力计算柱编号和截面(mm×mm)组合类别工况组合ea(mm)ei(mm)Nb(kN)大小偏心判别a’s=as(mm)h0(mm)l0(mm)ζ1ζ2e(mm)x(mm)As=A’s(mm2)实配钢筋M(kN·m)N(kN)e0(mm)600×600有地震144.811602.7390.420110.43530N<Nb4056043751.01.01.193391.6139.8-1012详见施工图137.941490.4192.620112.63530N<Nb4056043751.01.01.189393.8130.1-966146.181495.3397.820117.83530N<Nb4056043751.01.01.181399.0130.5-918124.591434.5986.820106.83530N<Nb4056043751.01.01.199388.1125.2-1005138.341442.8095.920115.93530N<Nb4056043751.01.01.184397.2125.9-924158.351669.3694.820114.83530N<Nb4056043751.01.01.185396.1145.7-974151.321549.6297.620117.63530N<Nb4056043751.01.01.181398.9135.2-928157.531554.55101.320121.33530N<Nb4056043751.01.01.175402.6135.6-892138.391493.8192.620112.63530N<Nb4056043751.01.01.189393.9130.3-966148.751502.0299.020119.03530N<Nb4056043751.01.01.179400.3131.1-907无地震74.511353.6455.02075.04412N<Nb4056043751.01.01.304357.8118.1-2052205.311425.73142.820162.84412N<Nb4056043751.01.01.131444.199.5-484167.501412.86118.620138.64412N<Nb4056043751.01.01.164421.3123.3-1693256.241484.95172.620192.64412N<Nb4056043751.01.01.110473.8103.7-262轴压比表9－2－2KZ5正截面承载力计算柱编号和截面(mm×mm)组合类别工况组合ea(mm)ei(mm)Nb(kN)大小偏心判别a’s=as(mm)h0(mm)l0(mm)ζ1ζ2e(mm)x(mm)As=A’s(mm2)实配钢筋M(kN·m)N(kN)e0(mm)700×700有地震264.842242.12118.123.3141.44853N<Nb406604375－－1.000448.1167.7-1543详见施工图261.442085.20125.423.3148.74853N<Nb406604375－－1.000455.4156.0-1419250.502084.89120.223.3143.54853N<Nb406604375－－1.000450.2155.9-1478248.762012.26123.623.3146.94853N<Nb406604375－－1.000453.6150.5-1418230.532011.62114.623.3137.94853N<Nb406604375－－1.000444.6150.4-1516269.682322.50116.123.3139.44853N<Nb406604375－－1.000446.1173.7-1586264.042156.65122.423.3145.74853N<Nb406604375－－1.000452.4161.3-1472256.752156.26119.123.3142.44853N<Nb406604375－－1.000449.1161.3-1510250.052083.70120.023.3143.34853N<Nb406604375－－1.000450.0155.8-1480237.902083.06114.223.3137.54853N<Nb406604375－－1.000444.2155.8-1544无地震305.961947.60157.123.3180.46066N<Nb406604375－－1.000490.1116.5-935143.801944.0674.023.397.36066N<Nb406604375－－1.000425.7145.4-2579238.182019.05118.023.3141.36066N<Nb406604375－－1.000451.0120.8-1291201.922015.51100.223.3123.56066N<Nb406604375－－1.000451.9150.7-2418轴压比表9－2－3WF－2正截面承载力计算柱编号和截面b×h组合类别工况组合ea(mm)ei(mm)Nb(kN)大小偏压判别a’s=as(mm)h0(mm)l0(mm)ζ1ζ2e(mm)x(mm)As=A’s(mm2)实配钢筋M(kN·m)N(kN)e0(mm)300mm×775mm有地震2.72144.2318.925.844.72442N<Nb4073543751.01.01.43403.180.0-1249220+222=1388mm215.37160.4595.825.8121.62442N<Nb4073543751.01.01.14480.080.0-115910.09106.3194.925.8120.72442N<Nb4073543751.01.01.15479.180.0-128423.68174.39135.825.8161.62442N<Nb4073543751.01.01.11520.080.0-109318.7684.15222.925.8248.72442N<Nb4073543751.01.01.07607.280.0-12830.91171.695.325.831.12442N<Nb4073543751.01.01.66389.580.0-12079.37184.8650.725.876.52442N<Nb4073543751.01.01.24434.980.0-11427.61130.7258.225.884.02442N<Nb4073543751.01.01.21442.480.0-125114.97198.8075.325.8101.12442N<Nb4073543751.01.01.18459.580.0-109013.33108.55122.825.8148.62442N<Nb4073543751.01.01.12507.080.0-1264无地震191.02533.05358.425.8384.23052N<Nb4073543751.01.01.04742.693.0-241126.58557.46227.125.8252.93052N<Nb4073543751.01.01.07611.397.3-528偏心受拉M(kN·m)N(kN)e0(mm)a’s=as(mm)e’(mm)186.42281.95661.2401008.71364125.05257.54485.640833.01029表9－2－4WF－2正截面承载力计算柱编号和截面b×h组合类别工况组合ea(mm)ei(mm)Nb(kN)大小偏压判别a’s=as(mm)h0(mm)l0(mm)ζ1ζ2e(mm)x(mm)As=A’s(mm2)实配钢筋M(kN·m)N(kN)e0(mm)300mm×600mm非抗震3.07208.9314.72034.71891N<Nb4056043751.01.01.61316.080.0-1105425=196210.24157.6565.02085.01891N<Nb4056043751.01.01.25366.280.0-115816.34234.4869.72089.71891N<Nb4056043751.01.01.24371.080.0-97019.35123.82156.320176.31891N<Nb4056043751.01.01.12457.580.0-116524.94251.8799.020119.01891N<Nb4056043751.01.01.18400.380.0-8821.02230.204.42024.41891N<Nb4056043751.01.01.87305.780.0-107712.27176.5569.52089.51891N<Nb4056043751.01.01.24370.880.0-110814.30253.3856.42076.41891N<Nb4056043751.01.01.28357.780.0-94721.22142.72148.720168.71891N<Nb4056043751.01.01.13450.080.0-111623.07270.7785.220105.21891N<Nb4056043751.01.01.20386.580.0-857抗震199.47758.89262.820282.82364N<Nb4056043751.01.01.08565.6132.4-367197.75777.79254.220274.22364N<Nb4056043751.01.01.08557.0135.7-400偏心受拉M(kN·m)N(kN)e0(mm)a’s=as(mm)e’(mm)194.33398.06488.240748.21909196.05379.16517.140777.11889表9－2－5柱斜截面承载力计算柱编号和截面尺寸(mm×mm)组合类别工况组合(mm)实配钢筋V(kN)M(kN·m)N(kN)KZ2600×600无地震86.60144.811602.732.990.011<0.235-2.128按构造要求配筋，详见结构施工图。82.63137.941490.412.980.011<0.235-2.16686.76146.181495.333.010.011<0.235-2.11375.12124.591434.592.960.010<0.235-2.24982.01138.341442.803.010.011<0.235-2.15386.60158.351669.363.270.011<0.235-2.11582.63151.321549.623.270.011<0.235-2.14886.76157.531554.553.240.011<0.235-2.11375.12138.391493.813.290.010<0.235-2.21282.01148.751502.023.240.011<0.235-2.154有地震102.3974.51(62.92)1353.641.100.014<0.176-1.707195.27205.31(180.83)1425.731.650.026<0.176-0.522102.39167.50(85.49)1412.861.490.014<0.176-1.320195.27256.24(182.00)1484.951.660.026<0.176-0.515KZ5700×700无地震152.72264.842242.122.630.015<0.235-2.696按构造要求配筋，详见结构施工图。150.13261.442085.202.640.014<0.235-2.698144.92250.502084.892.620.014<0.235-2.764142.52248.762012.262.640.014<0.235-2.745133.84230.532011.622.610.013<0.235-2.858152.72269.682322.502.680.015<0.235-2.628150.13264.042156.652.660.014<0.235-2.661144.92256.752156.262.680.014<0.235-2.671142.52250.052083.702.660.014<0.235-2.725133.84237.902083.062.690.013<0.235-2.739有地震230.21305.961947.602.010.022<0.235-0.575146.27143.801944.061.490.014<0.176-1.508230.21238.182019.051.570.022<0.176-0.920146.27201.92(175.07)2015.511.810.014<0.176-1.231WF－1300×775无地震1.032.72144.233.590.000<0.235-1.418按构造要求配筋，详见结构施工图。7.0715.37160.452.960.002<0.235-1.4005.0610.09106.312.710.001<0.235-1.54311.0423.68174.392.920.003<0.235-1.3939.1718.7684.152.780.002<0.235-1.4771.030.91171.691.200.000<0.176-3.5507.079.37184.861.800.002<0.176-2.3255.067.61130.722.050.001<0.235-2.05711.0414.97198.801.840.003<0.176-2.2469.1713.33108.551.980.002<0.176-2.102有地震197.71191.