底层大空间带暗支撑剪力墙结构振动台试验研究
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摘要
进行了2个1/8缩尺的底层大空间部分框支剪力墙结构模型(其中一个模型的两片落地剪力墙配有暗支撑)的振动台试验,试验结构经历了弹性阶段、开裂直至破坏全过程,研究了结构在各个阶段的动力特性变化及动力反应,比较了两个结构模型的破坏形态,进行了弹性和非线性有限元时程反应分析。试验及分析结果表明,在混凝土开裂前的弹性阶段,带暗支撑剪力墙结构的抗震性能与普通剪力墙结构基本相同;在混凝土开裂后的弹塑性阶段,带暗支撑剪力墙结构的结构抗力明显大于普通剪力墙结构的结构抗力,带暗支撑剪力墙结构模型的底层最大层间位移反应比普通剪力墙结构模型的底层最大层间位移反应显著减小,带暗支撑剪力墙与普通剪力墙的破坏形态不同,带暗支撑剪力墙底部塑性铰区的高度显著大于普通剪力墙底部塑性铰区的高度。
In this paper, two models of RC shear wall structures, including shear wall supported on frame, with and without concealed bracings were tested on the shaking table. The test procedures went through elastic, cracking and failure stage of structures. Dynamic characteristic and dynamic response of structures at different stages were studied, and comparison between failure patterns of 2 models was made. Elastic and nonlinear finite element time history response analyses were also carried out. The test and analysis results showed that: before concrete cracking, seismic performance of shear wall structure with concealed bracings is similar to that of shear wall structure without concealed bracings; after concrete cracking, the resistance of the former structure to earthquake is much better than the latter, and the maximum story drift response of the former is much smaller than the latter on the ground floor, the failure modes of both structures are different and the crack distribution height of shear wall with concealed bracings is higher than that of shear wall without concealed bracings.
In this paper, two models of RC shear wall structures, including shear wall supported on frame, with and without concealed bracings were tested on the shaking table. The test procedures went through elastic, cracking and failure stage of structures. Dynamic characteristic and dynamic response of structures at different stages were studied, and comparison between failure patterns of 2 models was made. Elastic and nonlinear finite element time history response analyses were also carried out. The test and analysis results showed that: before concrete cracking, seismic performance of shear wall structure with concealed bracings is similar to that of shear wall structure without concealed bracings; after concrete cracking, the resistance of the former structure to earthquake is much better than the latter, and the maximum story drift response of the former is much smaller than the latter on the ground floor, the failure modes of both structures are different and the crack distribution height of shear wall with concealed bracings is higher than that of shear wall without concealed bracings.
引文
犤1犦曹万林.内藏钢筋砼支撑设暗半通缝带边框抗震墙(ZL97244563.3)犤P犦.中华人民共和国专利局,1998.12.
犤2犦曹万林,胡国振,庞国新等.带暗支撑抗震墙结构的力学计算模型犤J犦.地震工程与工程振动,1999,(1):212-218.
犤3犦董宏英,崔立长,曹万林等.暗支撑配筋比例对剪力墙抗震性能的影响犤J犦.世界地震工程,2001,17(3):73-79.
犤4犦董宏英,曹万林,霍达等.钢筋混凝土带暗支撑低矮剪力墙非线性有限元分析犤J犦.地震工程与工程振动,2002,22(5):66-70.
犤5犦曹万林,张建伟,田宝发等.钢筋混凝土带暗支撑中高剪力墙抗震性能试验研究犤J犦.建筑结构学报,2002,23(6):26-32.
犤6犦曹万林,张建伟,崔立长等.钢筋混凝土带暗支撑双功能低矮剪力墙抗震性能试验研究犤J犦.建筑结构学报,2003,24(1):46-53.
犤7犦JGJ3—2002高层建筑混凝土结构技术规程犤S犦.
犤8犦李杰,肖建庄,陈建兵等.钢筋混凝土异型柱结构振动台试验研究犤J犦.土木工程学报,2002,35(3):7-12.
犤9犦汪梦甫,周锡元.钢筋混凝土剪力墙多垂直杆非线性单元模型的改进及其应用犤J犦.建筑结构学报,2002,23(1):38-42.
犤10犦蒋欢军,吕西林.一种宏观剪力墙单元模型应用研究犤J犦.地震工程与工程振动,2003,23(1):38-43.
犤2犦曹万林,胡国振,庞国新等.带暗支撑抗震墙结构的力学计算模型犤J犦.地震工程与工程振动,1999,(1):212-218.
犤3犦董宏英,崔立长,曹万林等.暗支撑配筋比例对剪力墙抗震性能的影响犤J犦.世界地震工程,2001,17(3):73-79.
犤4犦董宏英,曹万林,霍达等.钢筋混凝土带暗支撑低矮剪力墙非线性有限元分析犤J犦.地震工程与工程振动,2002,22(5):66-70.
犤5犦曹万林,张建伟,田宝发等.钢筋混凝土带暗支撑中高剪力墙抗震性能试验研究犤J犦.建筑结构学报,2002,23(6):26-32.
犤6犦曹万林,张建伟,崔立长等.钢筋混凝土带暗支撑双功能低矮剪力墙抗震性能试验研究犤J犦.建筑结构学报,2003,24(1):46-53.
犤7犦JGJ3—2002高层建筑混凝土结构技术规程犤S犦.
犤8犦李杰,肖建庄,陈建兵等.钢筋混凝土异型柱结构振动台试验研究犤J犦.土木工程学报,2002,35(3):7-12.
犤9犦汪梦甫,周锡元.钢筋混凝土剪力墙多垂直杆非线性单元模型的改进及其应用犤J犦.建筑结构学报,2002,23(1):38-42.
犤10犦蒋欢军,吕西林.一种宏观剪力墙单元模型应用研究犤J犦.地震工程与工程振动,2003,23(1):38-43.
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