钢框架-钢板剪力墙基于中震的性能化设计方法
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摘要
结构在中震下允许进入弹塑性阶段,常规的设计很难对结构进行中震下的性能控制。为实现基于中震的性能化设计方法,通过对6组钢框架-钢板剪力墙结构进行Pushover分析,得到了不同性能指标下地震力调整系数建议值。利用地震力调整系数,提出了钢框架-钢板剪力墙结构基于中震的性能化设计方法。算例结果表明,利用该方法可有效地对钢框架-钢板剪力墙结构进行中震的性能化设计。
The structure is allowed into elastic-plastic stage under moderate earthquake,so the conventional design is very difficult to control the moderate earthquake performance. In order to implement the performance based design method under moderate earthquake,the seismic force modification factor was got under different performance indicators through the Pushover analysis of six steel frame-steel plate shear wall structures. The performance-based seismic design method of steel frame-steel plate shear wall structure for moderate earthquake was proposed using the seismic force modification factor. The results show that this method can be used to performance-based design under moderate earthquake effectively for steel frame-steel plate shear wall structures.
The structure is allowed into elastic-plastic stage under moderate earthquake,so the conventional design is very difficult to control the moderate earthquake performance. In order to implement the performance based design method under moderate earthquake,the seismic force modification factor was got under different performance indicators through the Pushover analysis of six steel frame-steel plate shear wall structures. The performance-based seismic design method of steel frame-steel plate shear wall structure for moderate earthquake was proposed using the seismic force modification factor. The results show that this method can be used to performance-based design under moderate earthquake effectively for steel frame-steel plate shear wall structures.
引文
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[2]FEMA 273 NEFRP Commentary on the guidelines for the rehablitation of buildings[S].Washington D.C.:Federal Emergency Management Agency,1996.
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[13]郝际平,郭宏超,虎奇,等.半刚接钢框架-钢板剪力墙结构滞回性能研究[J].建筑结构学报,2011,32(2):33-40.
[14]DRIVER R G,KULAK G L,KENNEDY D J L,et al.Cyclic tests of four-story steel plate shear wall[J].Journal of Stuctural Engineering,1998,124(2):112-120.
[15]LUBELL A S,PRION H G L,VENTURA C E,et al.Unstiffened steel plate shear wall performance under cyclic loading[J].Journal of Structural Engineering,2000,126(4):453-460,.
[16]CACCESE V,ELGAALY M,CHEN R.Experimental study of thin steel plate shear walls under cyclic load[J].Journal of Structural Engineering,1993,119(2):573-587.
[17]QU B,BRUNEAU M,LIN C H,et al.Testing of fullscale two-story steel plate shear wall with reduced beam section connections and composite floors[J].Journal of Structural Engineering,2008,134(3):364-374.
[18]CHEN SHENGJIN,JHANG CHUYUAN.Cyclic behavior of low yield point steel shear walls[J].Thin-Walled Structures,2006,44:730-738.
[19]樊春雷.钢框架-钢板剪力墙结构基于性能的抗震设计方法研究[D].西安:西安建筑科技大学,2014.
[20]THORBURN L J,KULAK G L,MONTGOMERY C J.Analysis of steel plate shear walls[R].Edmonton:Department of Civil Engineering,the University of Alberta,1983:113.
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[22]CAN/CSA S16-01 Limit states design of steel structures[S].Tronto:Canadian Standards Association,2001.
[2]FEMA 273 NEFRP Commentary on the guidelines for the rehablitation of buildings[S].Washington D.C.:Federal Emergency Management Agency,1996.
[3]小谷俊介.日本基于性能的结构抗震设计方法的发展[J].建筑结构,2000,30(6):3-9.
[4]马宏旺,吕西林.建筑结构基于性能的抗震设计的几个问题[J].同济大学学报:自然科学版,2002,30(12):1429-1434.
[5]龚湖广.基于性能的抗震设计方法及其在高层混合结构抗震评估中的应用[D].长沙:湖南大学,2006.
[6]辛力.高性能混凝土剪力墙直接基于位移的抗震设计方法研究[D].西安:西安建筑科技大学,2009.
[7]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[8]童根树.钢结构设计方法[M].北京:中国建筑工业出版社,2007.
[9]董子建.非加劲钢板剪力墙试验与理论研究[D].西安:西安建筑科技大学,2005.
[10]郝际平,曹春华,王迎春,等.开洞薄钢板剪力墙低周反复荷载试验研究[J].地震工程与工程振动,2009,29(2):39-43.
[11]李峰.钢板剪力墙抗震性能的试验与理论研究[D].西安:西安建筑科技大学,2011.
[12]王迎春.薄钢板剪力墙在压弯剪作用下承载力的试验与理论研究[D].西安:西安建筑科技大学,2011.
[13]郝际平,郭宏超,虎奇,等.半刚接钢框架-钢板剪力墙结构滞回性能研究[J].建筑结构学报,2011,32(2):33-40.
[14]DRIVER R G,KULAK G L,KENNEDY D J L,et al.Cyclic tests of four-story steel plate shear wall[J].Journal of Stuctural Engineering,1998,124(2):112-120.
[15]LUBELL A S,PRION H G L,VENTURA C E,et al.Unstiffened steel plate shear wall performance under cyclic loading[J].Journal of Structural Engineering,2000,126(4):453-460,.
[16]CACCESE V,ELGAALY M,CHEN R.Experimental study of thin steel plate shear walls under cyclic load[J].Journal of Structural Engineering,1993,119(2):573-587.
[17]QU B,BRUNEAU M,LIN C H,et al.Testing of fullscale two-story steel plate shear wall with reduced beam section connections and composite floors[J].Journal of Structural Engineering,2008,134(3):364-374.
[18]CHEN SHENGJIN,JHANG CHUYUAN.Cyclic behavior of low yield point steel shear walls[J].Thin-Walled Structures,2006,44:730-738.
[19]樊春雷.钢框架-钢板剪力墙结构基于性能的抗震设计方法研究[D].西安:西安建筑科技大学,2014.
[20]THORBURN L J,KULAK G L,MONTGOMERY C J.Analysis of steel plate shear walls[R].Edmonton:Department of Civil Engineering,the University of Alberta,1983:113.
[21]ANSI/AISC 341-10 Seismic provisions for structural steel buildings[S].Chicago:American Institute of Steel Construction,2010.
[22]CAN/CSA S16-01 Limit states design of steel structures[S].Tronto:Canadian Standards Association,2001.
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