冷弯薄壁型钢墙体恢复力模型及房屋地震反应简化分析方法研究
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摘要
基于10片1∶1冷弯薄壁型钢墙体抗剪滞回性能试验结果,采用SAP2000中多线段塑性Pivot连接单元的滞回规则,进行墙体的恢复力模型及冷弯薄壁型钢房屋的动力非线性简化分析方法研究。研究表明:墙体的骨架曲线可采用退化四线型模型模拟;双柱墙体Pivot模型参数可取α=10、β=0.1,单柱墙体可取α=10、β=0.15;非线性简化分析与试验分析得到的滞回曲线的外包络线基本一致,耗能能力相当,简化方法能较好地模拟墙体的强度、刚度退化和捏缩效应;三层房屋结构简化计算模型的第1、第2阶振型与试验观测一致,频率分别相差11%和2%;模型结构与试验的地震反应分析结果吻合较好,表明简化计算方法可用于冷弯薄壁型钢房屋的弹性和弹塑性地震反应分析。
Based on the test results of 10 full scale cold-formed wall panels under cyclic horizontal load,a restoring force model of cold-formed steel wall panels and nonlinear simplified seismic response analysis method for thin-walled residential buildings were studied by using the hysteresis rules of multi-linear plastic Pivot element in SAP2000.Results indicate that the skeleton curves of wall panels can be modeled by the degenerated quadruple-linear model;the Pivot model parameters α and β can be taken as 10 and 0.1 for double-column wall panels,10 and 0.15 for single-column ones,respectively;the envelope of hysteresis curves and capacity of dissipating energy of wall panels obtained from nonlinear simplified analysis are similar to those from test;the strength degenerated,stiffness degenerated and viscous phenomena of wall panels can be well modeled using the simplified analysis method;the first two modals of residential buildings obtained from the analysis is identical to those from test,and the difference of the fundamental and secondary frequency are 11% and 2%,respectively.Comparison of seismic analysis results show that the simplified analysis method can be applied to elastic and elasto-plastic seismic response analysis of thin-walled residential buildings.
Based on the test results of 10 full scale cold-formed wall panels under cyclic horizontal load,a restoring force model of cold-formed steel wall panels and nonlinear simplified seismic response analysis method for thin-walled residential buildings were studied by using the hysteresis rules of multi-linear plastic Pivot element in SAP2000.Results indicate that the skeleton curves of wall panels can be modeled by the degenerated quadruple-linear model;the Pivot model parameters α and β can be taken as 10 and 0.1 for double-column wall panels,10 and 0.15 for single-column ones,respectively;the envelope of hysteresis curves and capacity of dissipating energy of wall panels obtained from nonlinear simplified analysis are similar to those from test;the strength degenerated,stiffness degenerated and viscous phenomena of wall panels can be well modeled using the simplified analysis method;the first two modals of residential buildings obtained from the analysis is identical to those from test,and the difference of the fundamental and secondary frequency are 11% and 2%,respectively.Comparison of seismic analysis results show that the simplified analysis method can be applied to elastic and elasto-plastic seismic response analysis of thin-walled residential buildings.
引文
[1]Tian Y S,Wang J,Lu T J.Racking strength and stiffnessof cold-formed steel wall frames[J].Journal ofConstructional Steel Research,2004,60(7):1069-1093
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[3]Serrette R L,Lam I,Qi H,et al.Cold-formed steel frameshear walls utilizing structural adhesives[J].Journal ofStructural Engineering,2006,132(4):591-599
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[8]Cortel G D,Fiorino L,Landolfo R.Seismic behavior ofsheathed cold-formed structures:numerical study[J].Journal of Structural Engineering,2006,132(4):558-569
[9]Dubina D.Behavior and performance of cold-formed steel-framed houses under seismic action[J].Journal ofConstructional Steel Research,2008,64(7/8):896-913
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[11]苏明周,黄智光,齐岩,等.冷弯薄壁型钢墙体抗剪性能试验研究报告[R].西安:西安建筑科技大学,2009(SuMingzhou,Huang Zhiguang,Qi Yan,et al.Test on shearresistance behaviors of cold-formed thin-walled steelcomposite shear wall[R].Xi’an:Xi’an University ofArchitecture and Technology,2009(in Chinese))
[12]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997(JGJ101—1996Specification oftesting methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(inChinese))
[13]Serrette R L.Seismic design of light gauge steel structures:a discussion[C]//Proceedings of the 14th InternationalSpecialty Conference on Cold-Formed Steel Structures.Missouri:University of Missouri-Rolla,1998
[14]Dowell R K,Seible F,Wilson E L.Pivot hysteresis modelfor reinforced concrete members[J].ACI StructuralJournal,1998,95(5):607-617
[15]袁泉.密肋壁板轻框结构非线性地震反应分析[D].西安:西安建筑科技大学,2003(Yuan Quan.Non-linearearthquake response analysis on multi-ribbed slab with lightframe structure[D].Xi’an:Xi’an University ofArchitecture and Technology,2003(in Chinese))
[16]黄炜.密肋复合墙体抗震性能及设计理论研究[D].西安:西安建筑科技大学,2004(Huang Wei.Research ofseismic performance and design theory of multi-ribbed slabwall[D].Xi’an:Xi’an University of Architecture andTechnology,2004(in Chinese))
[17]何保康,苏明周,黄智光,等.冷弯薄壁型钢三层房屋振动台试验研究报告[R].西安:西安建筑科技大学,2009(He Baokang,Su Mingzhou,Huang Zhiguang,et al.Shaking table test on seismic behaviors of three-story cold-formed thin-walled steel residential buildings[R].Xi’an:Xi’an University of Architecture and Technology,2009(inChinese))
[2]Serrette R L,Encalada J,Juadines M,et al.Static rackingbehavior of plywood,OSB,gypsum,and fiberboard walls withmetal framing[J].Journal of Structural Engineering,1997,123(8):1079-1086
[3]Serrette R L,Lam I,Qi H,et al.Cold-formed steel frameshear walls utilizing structural adhesives[J].Journal ofStructural Engineering,2006,132(4):591-599
[4]周天华,石宇,何保康,等.冷弯型钢组合墙体抗剪承载力试验研究[J].西安建筑科技大学学报:自然科学版,2006,38(1):83-88(Zhou Tianhua,Shi Yu,He Baokang,et al.Experimental research on the shear resistance ofcold-formed steel stud composed wall[J].Journal of Xi’anUniversity of Architecture&Technology:Natural ScienceEdition,2006,38(1):83-88(in Chinese))
[5]郭鹏.冷弯型钢骨架墙体抗剪性能试验与理论研究[D].西安:西安建筑科技大学,2008(Guo Peng.Experimental and theoretical study on shear performance ofcold-formed steel framing walls[D].Xi’an:Xi’an Universityof Architecture and Technology,2008(in Chinese))
[6]郭丽峰.轻钢密立柱墙体的抗剪性能研究[D].西安:西安建筑科技大学,2004(Guo Lifeng.Shear behavior oflight-guage steel stud walls in residential buildings[D].Xi’an:Xi’an University of Architecture and Technology,2004(in Chinese))
[7]聂少锋.冷弯型钢立柱组合墙体抗剪承载力简化计算方法研究[D].西安:长安大学,2006(Nie Shaofeng.Research on simplified method of calculation for shearresistance of cold-formed steel stud composed wall[D].Xi’an:Chang’an University,2006(in Chinese))
[8]Cortel G D,Fiorino L,Landolfo R.Seismic behavior ofsheathed cold-formed structures:numerical study[J].Journal of Structural Engineering,2006,132(4):558-569
[9]Dubina D.Behavior and performance of cold-formed steel-framed houses under seismic action[J].Journal ofConstructional Steel Research,2008,64(7/8):896-913
[10]石宇.水平地震作用下多层冷弯薄壁型钢结构住宅的抗震性能研究[D].西安:长安大学,2008(Shi Yu.Study on seismic behavior of cold-formed steel framingsystem of mid-rise residential building under horizontalearthquake action[D].Xi’an:Chang’an University,2008(in Chinese))
[11]苏明周,黄智光,齐岩,等.冷弯薄壁型钢墙体抗剪性能试验研究报告[R].西安:西安建筑科技大学,2009(SuMingzhou,Huang Zhiguang,Qi Yan,et al.Test on shearresistance behaviors of cold-formed thin-walled steelcomposite shear wall[R].Xi’an:Xi’an University ofArchitecture and Technology,2009(in Chinese))
[12]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997(JGJ101—1996Specification oftesting methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(inChinese))
[13]Serrette R L.Seismic design of light gauge steel structures:a discussion[C]//Proceedings of the 14th InternationalSpecialty Conference on Cold-Formed Steel Structures.Missouri:University of Missouri-Rolla,1998
[14]Dowell R K,Seible F,Wilson E L.Pivot hysteresis modelfor reinforced concrete members[J].ACI StructuralJournal,1998,95(5):607-617
[15]袁泉.密肋壁板轻框结构非线性地震反应分析[D].西安:西安建筑科技大学,2003(Yuan Quan.Non-linearearthquake response analysis on multi-ribbed slab with lightframe structure[D].Xi’an:Xi’an University ofArchitecture and Technology,2003(in Chinese))
[16]黄炜.密肋复合墙体抗震性能及设计理论研究[D].西安:西安建筑科技大学,2004(Huang Wei.Research ofseismic performance and design theory of multi-ribbed slabwall[D].Xi’an:Xi’an University of Architecture andTechnology,2004(in Chinese))
[17]何保康,苏明周,黄智光,等.冷弯薄壁型钢三层房屋振动台试验研究报告[R].西安:西安建筑科技大学,2009(He Baokang,Su Mingzhou,Huang Zhiguang,et al.Shaking table test on seismic behaviors of three-story cold-formed thin-walled steel residential buildings[R].Xi’an:Xi’an University of Architecture and Technology,2009(inChinese))
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