风荷载作用下框架内力计算.doc

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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Vij和修正后的反弯点位置Y，即可确定柱端弯矩Mc上和Mc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

2、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，但是还要计算出一品框架下每根柱子分得的剪力,具体的计算结果见下表:F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

3、.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+06900.0636.61F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

4、.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+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+06900.0641.86

5、F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+06458.1014.6263.63.21E+041.00E+06539.8117.2353.63.21E+041.00E+06614.6719.6243.83.96E+041.03E+06686.4826.51

6、33.83.96E+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+06368.467.7773.62.12E+041.00E+06458.109.6663

7、.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（1）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:V0——标准层反弯点高度比；注：本框架风荷载采用分

8、段式均布荷载，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高度修正层数纵向轴标梁柱线刚度比V0V1V2V3V110.0.8750.000-0.0150.0000.8620.0.8410.000-0.0500.0000.7930.0.