框剪结构剪力墙中断条件的时程分析
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摘要
用杆系-层模型和Wilson-θ法,以及El Centro地震记录,分析不同高度和结构刚度特征值的断层剪力墙的框剪结构地震反应。设定可中断剪力墙的高度的条件,计算表明:可中断剪力墙高度的主要因素为上部框架的抗剪能力;随着刚度特征值的增加,可中断剪力墙的高度随之增加,给出了两者之间的表达式;结构高度对中断剪力墙高度的影响较小。
Based on the member-storey model,Wilson-θ method and El Centro ground motion record,the seismic responses of the frame-shear wall structures with shear wall interruption for different heights and rigidity characteristics are analyzed.The conditions of interruptible shear wall height are established.Calculation results indicate: the primary factor influencing interruptible shear wall height is the shear force carrying capacity of the frame above shear wall interruption;with the increase of the rigidity characteristic,the interruptible shear wall height increases.The equation for the rigidity characteristic and the interruptible shear wall height is presented.The height of the structure influences little on the interruptible shear wall height.
Based on the member-storey model,Wilson-θ method and El Centro ground motion record,the seismic responses of the frame-shear wall structures with shear wall interruption for different heights and rigidity characteristics are analyzed.The conditions of interruptible shear wall height are established.Calculation results indicate: the primary factor influencing interruptible shear wall height is the shear force carrying capacity of the frame above shear wall interruption;with the increase of the rigidity characteristic,the interruptible shear wall height increases.The equation for the rigidity characteristic and the interruptible shear wall height is presented.The height of the structure influences little on the interruptible shear wall height.
引文
[1]Moehle J P.Seismic analysis of R/C frame wall structure[J].Journal of Structural Engineering,1984,110(10):2619-2634.
[2]Moehle J P.Seismic analysis method for irregular buildings[J].Journal of Structural Engineering,1986,112(1):35-52.
[3]Wang Q F,Wang L Y,Liu Q S.Seismic response of stepped frame-shear wall structures by using numerical method[J].Computer Method inApplied Mechanics&Engineering,1999,173(1-2):31-39.
[4]Wang Q F,Wang L Y,Liu Q S.Effect of shear wall height on earthquake response[J].Engineering Structures,2001,23(4):376-384.
[5]王全凤,张波.含断层剪力墙框-剪结构的楼层地震力[J].华侨大学学报,2001,22(4):389-393.
[6]王全凤,张波.框-剪结构剪力墙中断和楼层刚度比[J].建筑结构,2003,33(5):39-48.
[7]方德平,王全凤.变刚度框剪结构地震反应的层单元分析[J].建筑结构,2005,35(11):36-38.
[8]方德平,王全凤.框-剪结构剪力墙可中断高度的分析研究[J].工程力学,2007,24(4):124-128.
[9]王全凤,王凌云.不规则框架-剪力墙结构的地震反应[J].地震工程与工程振动,2005,25(4):105-111.
[10]魏德敏,温沛纲.新型钢板剪力墙钢框架结构的地震响应分析[J].地震工程与工程振动,2004,24(1):63-67.
[11]孙修礼,梁书亭.半刚性连接钢管混凝土框架剪力墙结构的动力特性分析[J].地震工程与工程振动,2005,25(3):93-97.
[12]包世华.新编高层建筑结构[M].北京:中国水利水电出版社,2001:100-101.
[13]方德平,王全凤.Wilson-θ法两种积分格式的稳定性探讨[J].计算力学学报,2008,25(4):539-541.
[2]Moehle J P.Seismic analysis method for irregular buildings[J].Journal of Structural Engineering,1986,112(1):35-52.
[3]Wang Q F,Wang L Y,Liu Q S.Seismic response of stepped frame-shear wall structures by using numerical method[J].Computer Method inApplied Mechanics&Engineering,1999,173(1-2):31-39.
[4]Wang Q F,Wang L Y,Liu Q S.Effect of shear wall height on earthquake response[J].Engineering Structures,2001,23(4):376-384.
[5]王全凤,张波.含断层剪力墙框-剪结构的楼层地震力[J].华侨大学学报,2001,22(4):389-393.
[6]王全凤,张波.框-剪结构剪力墙中断和楼层刚度比[J].建筑结构,2003,33(5):39-48.
[7]方德平,王全凤.变刚度框剪结构地震反应的层单元分析[J].建筑结构,2005,35(11):36-38.
[8]方德平,王全凤.框-剪结构剪力墙可中断高度的分析研究[J].工程力学,2007,24(4):124-128.
[9]王全凤,王凌云.不规则框架-剪力墙结构的地震反应[J].地震工程与工程振动,2005,25(4):105-111.
[10]魏德敏,温沛纲.新型钢板剪力墙钢框架结构的地震响应分析[J].地震工程与工程振动,2004,24(1):63-67.
[11]孙修礼,梁书亭.半刚性连接钢管混凝土框架剪力墙结构的动力特性分析[J].地震工程与工程振动,2005,25(3):93-97.
[12]包世华.新编高层建筑结构[M].北京:中国水利水电出版社,2001:100-101.
[13]方德平,王全凤.Wilson-θ法两种积分格式的稳定性探讨[J].计算力学学报,2008,25(4):539-541.
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