6 水平地震作用下框架的内力分析

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1、6、水平地震作用下横向框架的内力分析6水平地震作用下横向框架的内力分析（以A4~D4榀框架为例）6.1楼层剪力由表4.5.9得水平地震作用下横向框架各楼层剪力如表6.1.1所示。表6.1.1水平地震作用下横向框架各楼层剪力单位：kN层数层间剪力8884.75271438.82461918.42452320.57342648.2532898.47623074.2313178.4906.2各柱抗侧刚度D由表4.5.7得各柱抗侧刚度如表6.2.1所示。表6.2.1A4~D4榀框架各柱抗侧刚度及楼层总刚度单位：104KN/m项目标准层1.1427

2、2.659581.2828底层1.77752.382090.59526.3各层各柱剪力的计算由D值法，各层各柱剪力的计算如表6.3.1所示。表6.3.1各层各柱剪力的计算单位：kN层数层间剪力8884.7520.01405812.4380.03271928.94871438.8240.01405820.2270.03271947.07761918.4240.01405826.9690.03271962.76952320.5730.01405832.6230.03271975.927636、水平地震作用下横向框架的内力分析42648.250

3、.01405837.2290.03271986.64832898.4760.01405840.7470.03271994.83523074.230.01405843.2180.032719100.58613178.4900.01962062.3620.02629383.5726.4各层各柱反弯点高度的计算由D值法，查表得出各层各柱反弯点高度的计算如表6.4.1所示。表6.4.1各层各柱反弯点高度的计算层数(位置)8A4(D4)0.62230.300.05000.35B4(C4)0.82970.310000.317A4(D4)0.62230

4、.400.05000.45B4(C4)0.82970.400000.406A4(D4)0.62230.450.05000.50B4(C4)0.82970.450000.455A4(D4)0.62230.450.05000.50B4(C4)0.82970.450000.454A4(D4)0.62230.450.05000.50B4(C4)0.82970.460000.463A4(D4)0.62230.500.05000.55B4(C4)0.82970.500000.502A4(D4)0.62230.540.050-0.020.57B4(C4

5、)0.82970.5000-0.020.481A4(D4)0.81240.700-0.0200.68B4(C4)1.08330.650000.656.5柱端弯矩的计算，，。各层各柱柱端弯矩计算如表6.5.1所示。636、水平地震作用下横向框架的内力分析表6.5.1水平地震作用下柱端弯矩计算单位：、、层数(位置)8A4(D4)12.4381.2602.34015.67229.105B4(C4)28.9481.1162.48432.30671.9077A4(D4)20.2271.6201.98032.76840.049B4(C4)47.077

6、1.4402.16067.791101.6866A4(D4)26.9691.8001.80048.54448.544B4(C4)62.7691.6201.980101.686124.2835A4(D4)32.6231.8001.80058.72158.721B4(C4)75.9271.6201.980123.002150.3354A4(D4)37.2291.8001.80067.01267.012B4(C4)86.6481.6561.944143.489168.4443A4(D4)40.7471.9801.62080.67966.010B

7、4(C4)94.8351.8001.800170.703170.7032A4(D4)43.2182.0521.54888.68366.901B4(C4)100.5861.7281.872173.813188.2971A4(D4)62.3623.1961.504199.30993.792B4(C4)83.5723.0551.645255.312137.4766.6梁端弯矩的计算由节点平衡条件，，，式中M、Mbr、Mbl为节点处的梁端的弯矩，Mcu、Mcl为节点处柱上下端弯矩，ibr、ibl为节点处左右梁的线刚度。以各个梁为脱离体，将梁的左右

8、端弯矩之和除以该梁的跨长，便得到梁内的剪力，计算过程如表6.6.1所示。636、水平地震作用下横向框架的内力分析表6.6.1水平地震作用下梁端弯矩计算单位：位置层号边节点A（D）中间节点B（C