基于抗剪承载能力设计的多层钢板剪力墙抗震性能试验研究
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摘要
通过基于剪力墙板"屈服前屈曲"抗剪承载力设计准则设计的钢框架-薄钢板剪力墙原型结构,按1/4缩尺设计的三层试件进行水平低周反复荷载试验,得到了多层薄钢板剪力墙结构在水平荷载作用下的抗侧刚度、结构耗能、水平剪力和倾覆力矩在钢框架与剪力墙板之间的百分比分配、剪力墙板平面外位移及主拉应力的倾角,结果表明:结构的水平抗侧刚度随着荷载加载等级的增加而逐渐减小,但减小的幅度却越来越小;试件的耗能能力很强,结构在最后一级加载循环时消耗了6.7倍的屈服能;各层的耗能量随着加载位移的增加而逐渐变大,二层的耗能量最大,顶层次之,底层最小;在结构处于第1级加载的弹性状态时,剪力墙板承担的水平荷载比例约为60%~65%,钢框架承担的倾覆力矩比例约为80%;剪力墙板的主拉应力倾角变化范围为30°~51°。
The three-story specimen with 1/4 scale of a prototype structure was tested under horizontal low cyclic loading. The prototype structure is steel frame-thin steel plate shear walls designed by the shear bearing capacity of a plate and buckles in shear before yielding. The lateral stiffness, energy dissipation, percentage distribution of a horizontal shear force and an overturning moment between the steel frame and shear walls, the out-of-plane displacement at the center of infill panel and the angle of principal tensile stress occurred at shear wall were obtained from the multi-story thin steel plate shear wall structure subjected to a horizontal load. The results show that the horizontal lateral stiffness of the structure gradually decreases with increase of loading level, but the reduced degree is smaller and smaller. The energy dissipation of a specimen is very strong and the 6.7 times yield energy is dissipated at the final loading cycle stage. The dissipated energy at each storey of a specimen gradually increases with the increase of horizontal loading displacement and the dissipative energy is largest at the second storey, larger at the top and minimum at the bottom. When the structure remains an elastic state at the first loading level, the percentage of a horizontal load borne by a shear panel is about 60%~65% and the rest is borne by a steel frame. Whereas, the percentage of overturning moment borne by a steel frame is about 80% and the rest is borne by a shear panel. The angle of principal tensile stress occurred at shear wall is from 30° to 51°.
The three-story specimen with 1/4 scale of a prototype structure was tested under horizontal low cyclic loading. The prototype structure is steel frame-thin steel plate shear walls designed by the shear bearing capacity of a plate and buckles in shear before yielding. The lateral stiffness, energy dissipation, percentage distribution of a horizontal shear force and an overturning moment between the steel frame and shear walls, the out-of-plane displacement at the center of infill panel and the angle of principal tensile stress occurred at shear wall were obtained from the multi-story thin steel plate shear wall structure subjected to a horizontal load. The results show that the horizontal lateral stiffness of the structure gradually decreases with increase of loading level, but the reduced degree is smaller and smaller. The energy dissipation of a specimen is very strong and the 6.7 times yield energy is dissipated at the final loading cycle stage. The dissipated energy at each storey of a specimen gradually increases with the increase of horizontal loading displacement and the dissipative energy is largest at the second storey, larger at the top and minimum at the bottom. When the structure remains an elastic state at the first loading level, the percentage of a horizontal load borne by a shear panel is about 60%~65% and the rest is borne by a steel frame. Whereas, the percentage of overturning moment borne by a steel frame is about 80% and the rest is borne by a shear panel. The angle of principal tensile stress occurred at shear wall is from 30° to 51°.
引文
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[2]Topkaya C,Kurban C O.Natural periods of steel plate shear wall systems[J].Journal of Constructional Steel Research,2009,65(3):542―551.
[3]郭彦林,周明.非加劲钢板剪力墙结构分析等代模型研究[J].工程力学,2011,28(4):63―75.Guo Yanlin,Zhou Ming.Research on analytical models for unstiffened steel plate shear walls[J].Engineering Mechanics,2011,28(4):63―75.(in Chinese)
[4]郝际平,郭宏超,解崎,等.半刚性连接钢框架-钢板剪力墙结构抗震性能试验研究[J].建筑结构学报,2011,32(2):33―40.Hao Jiping,Guo Hongchao,Xie Qi,et al.Seismic performance of semi-rigid composite steel frame with steel plate shear walls[J].Journal of Building Structures,2011,32(2):33―40.(in Chinese)
[5]郭兰慧,马欣伯,张素梅.两边连接开缝钢板剪力墙的试验研究[J].工程力学,2012,29(3):133―142.Guo Lanhui,Ma Xinbo,Zhang Sumei.Experimental research on steel plate shear wall with slits[J].Engineering Mechanics,2012,29(3):133―142.(in Chinese)
[6]Sabouri-Ghomi S,Ventura C E,Kharrazi M H K.Shear analysis and design of ductile steel plate walls[J].Journal of Structural Engineering,2005,131(6):878―889.
[7]JGJ 99-98,高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.JGJ 99-98,Technical specification for steel structure of tall buildings[S].Beijing:China Architecture Industry Press,1998.(in Chinese)
[8]聂建国,黄远,田淑明,等.高层钢板剪力墙结构底部加强层抗震性能分析[J].地震工程与工程振动,2008,28(6):163―171.Nie Jianguo,Huang Yuan,Tian Shuming,et al.Seismic analysis of a four-story two-bay thin unstiffened dual steel plate shear wall structure[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(6):163―171.(in Chinese)
[9]Alinia M M,Dastfan M.Behavior of thin steel plate shear walls regarding frame members[J].Journal of Constructional Steel Research,2006,62(7):730―738.
[10]Berman J W.Seismic behavior of code designed steel plate shear walls[J].Engineering Structures,2011,33(1):230―244.
[11]邵建华.抗弯钢框架-钢板剪力墙的结构影响系数与位移放大系数研究[D].南京:河海大学,2008.Shao Jianhua.Research on structural influencing coefficient and deflection amplification factor of moment-resisting steel frame-steel plate shear wall[D].Nanjing:Hohai University,2008.(in Chinese)
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