框-剪结构细长连梁刚度折减非线性分析验证
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摘要
算例1、2为8度区(0.2g)16层框架-剪力墙结分别按细长(跨高比为3.6)洞口连梁刚度折减和刚度不折减的方案进行结构设计,然后用拟三维非线性动力反应分析程序TS-EPA对该两算例进行动力分析,由分析结果得出以下结论:框架-剪力墙中的洞口连梁首先进入屈服后状态,表明洞口连梁是框架-剪力墙结构的第一线抗震构件;从各结构的罕遇地震作用下的反应和洞口连梁的延性需求来看,对洞口连梁进行刚度折减会给框架-剪力墙结构的动力反应带来少许不利影响。
Two 16-storey frame-wall structures with slender coupling beams in regions of Intensity 8(0.2 g),with and without considering the stiffness reduction of the coupling beams,were designed.Nonlinear dynamic response analyses of two typical frame-wall structures subjected to several ground motions were carried out.The analyses were based on the quasi-tridimensional program for nonlinear dynamic response analysis TS-EPA.The analyses led to the following conclusions: Under rare earthquake actions,the coupling beams in framewall structures yield first.This shows that the coupling beam in frame-wall structures is the member at the forefront of earthquake resistance.Comparison of the analytic results of two couples with and without considering the stiffness reduction of the coupling beam found that,in view of the dynamic response to and the requirement for ductility under rare earthquake motions,reducing stiffness causes a minor unfavorable influence on the dynamic response of frame-wall structures.
Two 16-storey frame-wall structures with slender coupling beams in regions of Intensity 8(0.2 g),with and without considering the stiffness reduction of the coupling beams,were designed.Nonlinear dynamic response analyses of two typical frame-wall structures subjected to several ground motions were carried out.The analyses were based on the quasi-tridimensional program for nonlinear dynamic response analysis TS-EPA.The analyses led to the following conclusions: Under rare earthquake actions,the coupling beams in framewall structures yield first.This shows that the coupling beam in frame-wall structures is the member at the forefront of earthquake resistance.Comparison of the analytic results of two couples with and without considering the stiffness reduction of the coupling beam found that,in view of the dynamic response to and the requirement for ductility under rare earthquake motions,reducing stiffness causes a minor unfavorable influence on the dynamic response of frame-wall structures.
引文
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[12]JGJ3-2002.高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社.2002.
[13]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005.
[14]陈小英.基于非线性动力分析的框-剪结构抗震规定的验证[D].重庆:重庆大学,2005.
[15]王景,王志军,白绍良.钢筋混凝土框架结构非线性分析中杆端出铰后对总荷载列阵的修正[J].重庆建筑大学学报,2000(S0):201-204.WANG Jing,WANG Zhi-jun,BAI Shao liang.Modificationsof overall load vector in the nonlinear analy sis of RC framesafter the formation of beam hinges[J].Journal of ChongqingJianzhu University.2000(S0):201-204.
[2]Seismic Design of Reinforced Concrete Structures forControlled Inelastic Response(Design Concepts)[C]Comite Euro-international DU Beton,Thomas Telford,1998.
[3]FARDIS.M N(1994).Damage measures and failurecriteria for reinforced concrete members[C].Proc.10thEurop.Conf.On Engng.Ed.G.Duma,Balkema,Rotterdam,1377-1382.
[4]KAPPOS A J.(1996).DRAIN-2D/90:program for theinelastic dynamoic analysis of plane structures subjectedto seismic loading-user’s manual[C].ESEE Report No.96-6,Imperial College,London.
[5]CEB FIB.Seismic Design of Reinforced Concete Structures forControlled Inelastic Response-Design Concepts[M].ComiteEuro-international du Beton,Bulletin d′Information No.240,Thomas Telford Ltd,1998.
[6]GOODSIR,W J.PAULAY T and CARR,A.J.A study ofthe inelastic seismic response of reinforced concrete coupledFrame-shear wall structures[J].Bulletin of the New ZealandNational Society for Earthquake Engineering,Vol.16,No.3,September 1983,pp.185-200.
[7]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005.
[8]王海波,汪梦甫,沈蒲生.开洞剪力墙结构的非线性地震反应分析[J].工程抗震,2000(3):3-6.WANG Hai-Bo,WANG Meng-Fu,SHEN Pu-Sheng.Nonlinear seismic response analysis of shear wallstructures with opening holes[J].Earthquake ResistantEngineering.2000(3):3-6.
[9]汪梦甫,沈蒲生.钢筋混凝土框剪结构非线性地震反应分析[J].工程力学,1999(4):136-144.WANG Meng-Fu,SHEN Pu-Sheng.Noni;inear dynamicseismic response of R/C frame-wall structure[J].Engineering Mechanics.1999(4):136-144.
[10]钟华.钢筋混凝土框架-剪力墙结构抗震性能研究[D].武汉:湖南大学.2002.
[11]GEORGE G.PENELIS and ANDRESS J.KAPPOS,Earthquake-resistant concrete structures,published byE&FN Spon,an imprint of Chapman&Hall,2-6 boundaryrow[C].London SEI 8HN,UK,1997pp:345-383.
[12]JGJ3-2002.高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社.2002.
[13]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005.
[14]陈小英.基于非线性动力分析的框-剪结构抗震规定的验证[D].重庆:重庆大学,2005.
[15]王景,王志军,白绍良.钢筋混凝土框架结构非线性分析中杆端出铰后对总荷载列阵的修正[J].重庆建筑大学学报,2000(S0):201-204.WANG Jing,WANG Zhi-jun,BAI Shao liang.Modificationsof overall load vector in the nonlinear analy sis of RC framesafter the formation of beam hinges[J].Journal of ChongqingJianzhu University.2000(S0):201-204.
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