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1、风荷载作用下框架内力计算：框架在风荷载作用下的内力计算采用 D 值法。计算时首先将框架各楼层的层 间总剪力Vj,按各柱的侧移刚度值(D值)在该层总侧移刚度所占比例分配到各 柱，即可求得第j层第i柱的层间剪力Vij；根据求得的各柱层间剪力Vi j和修 正后的反弯点位置Y,即可确定柱端弯矩Me上和Me下；由节点平衡条件，梁端 弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和按线刚度比例分配，可求 出各梁端弯矩；进而由梁的平衡条件求出梁端剪力；最后，第j层第i柱的轴力 即为其上各层节点左右梁端剪力代数和。(1)一榀框架上风荷载的作用计算： 前面已经算出风荷载作用下的一榀框架下每层楼的剪力，但是还要计
2、算出一 品框架下每根柱子分得的剪力Vij = -D-Vi,具体的计算结果见下表：乂 Dijj=1F轴1柱层数hi(m)Di层刚度和层剪力(KN)单柱分得 的剪力(KN)103.22.12E+041.00E+06168.393.5593.62.12E+041.00E+06271.545.7283.62.12E+041.00E+06368.467.7773.62.12E+041.00E+06458.109.6663.62.12E+041.00E+06539.8111.3853.62.12E+041.00E+06614.6712.9643.82.32E+041.03E+06686.4815.5233
3、.82.32E+041.03E+06750.1316.9623.82.32E+041.03E+06806.6118.2416.31.14E+052.81E+06900.0636.61F轴2柱层数hi(m)Di层刚度和层剪力(KN)单柱分得 的剪力(KN)103.23.21E+041.00E+06168.395.3793.63.21E+041.00E+06271.548.6783.63.21E+041.00E+06368.4611.7673.63.21E+041.00E+06458.1014.6263.63.21E+041.00E+06539.8117.2353.63.21E+041.00E+0
4、6614.6719.6243.83.96E+041.03E+06686.4826.5133.83.96E+041.03E+06750.1328.9723.83.96E+041.03E+06806.6131.1516.31.31E+052.81E+06900.0641.86F轴3柱层数hi(m)Di层刚度和层剪力(KN)单柱分得 的剪力(KN)103.23.21E+041.00E+06168.395.3793.63.21E+041.00E+06271.548.6783.63.21E+041.00E+06368.4611.7673.63.21E+041.00E+06458.1014.6263.63
5、.21E+041.00E+06539.8117.2353.63.21E+041.00E+06614.6719.6243.83.96E+041.03E+06686.4826.5133.83.96E+041.03E+06750.1328.9723.83.96E+041.03E+06806.6131.1516.31.31E+052.81E+06900.0641.86F轴4柱层数hi(m)Di层刚度和层剪力(KN)单柱分得 的剪力(KN)103.22.12E+041.00E+06168.393.5593.62.12E+041.00E+06271.545.7283.62.12E+041.00E+0636
6、8.467.7773.62.12E+041.00E+06458.109.6663.62.12E+041.00E+06539.8111.3853.62.12E+041.00E+06614.6712.9643.82.32E+041.03E+06686.4815.5233.82.32E+041.03E+06750.1316.9623.82.32E+041.03E+06806.6118.2416.31.14E+052.81E+06900.0636.61(2)风荷载作用下反弯点高度的计算: 反弯点高度比即: V=V0+V1+V2+V3式中:VO 标准层反弯点高度比；注：本框架风荷载采用分段式均布荷载,
7、故可查高层建筑结构设计表5.8a。V1 因上、下层梁刚度比变化的修正值，查高层建筑结构设计表5.9；V2 因上层层高变化的修正值，查高层建筑结构设计表5.10；V3 因下层层高变化的修正值，查高层建筑结构设计表5.10。 具体计算结果见下表：F轴横向框架柱在风荷载作用下的反弯点咼度修正层数纵向轴标梁柱线刚度比V0V1V2V3V110.169646570.8750.000-0.0150.0000.8620.3179442180.8410.000-0.0500.0000.7930.3179442180.8410.000-0.0500.0000.7940.169646570.8750.000-0.0
8、150.0000.86210.2498210790.6000.0000.000-0.1070.4920.4682037950.5500.0000.000-0.0640.4930.4682037950.5500.0000.000-0.0640.4940.2498210790.6000.0000.000-0.1070.49310.2498210790.4750.0000.0000.0000.4820.4682037950.4500.0000.0000.0000.4530.4682037950.4500.0000.0000.0000.4540.2498210790.4750.0000.0000.00
9、00.48410.2498210790.4250.000-0.0130.0000.4120.4682037950.4500.0000.0000.0000.4530.4682037950.4500.0000.0000.0000.4540.2498210790.4250.000-0.0130.0000.41510.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45610.7480.4500.0
10、000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45710.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45810.7480.4240.0000.0000.0000.4221.4018690480.4500
11、.0000.0000.0000.4531.4018690480.4500.0000.0000.0000.4540.7480.4240.0000.0000.0000.42910.7480.4000.0000.0000.0000.4021.4018690480.4500.0000.0000.0000.4531.4018690480.4500.0000.0000.0000.4540.7480.4000.0000.0000.0000.401010.7480.3000.0000.0000.0000.3021.4018690480.4000.0000.0000.0000.4031.4018690480.4
12、000.0000.0000.0000.4040.7480.3000.0000.0000.0000.30（3）计算各柱端、梁端弯矩: 柱端弯矩计算：柱上下端弯矩按式：Mu = V（1 -y）h , Md = Vyh计算; 梁端弯矩计算：梁端弯矩按式M= ij刀ilx （Mu + Md）具体结果如下：F轴1柱层数hi(m)单柱分得 的剪力（KN）柱反弯 点高度柱上端弯矩（KN.m）柱下端弯矩（KN.m）103.23.550.307.953.4193.65.720.4012.368.2483.67.770.4216.1111.8673.69.660.4519.1215.6463.611.380.4522.5318.4353.612.960.4525.6520.9943.815.520.4134.6924.2933.816.960.4833.8330.6123.
