型钢高强高性能混凝土框架节点P-Δ恢复力模型
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摘要
为了解地震作用下型钢高强高性能混凝土框架梁柱节点的滞回性能和恢复力特性,进行了5榀1∶4比例不同混凝土强度等级、不同轴压比的框架中节点低周反复加载试验。在试验所获得的滞回曲线和骨架曲线的基础上建立了适合于型钢高强高性能混凝土框架节点的考虑刚度退化的三线型恢复力模型。该恢复力模型包括一条基于计算的三折线骨架曲线模型、刚度退化规律以及基于试验现象的滞回规则。所提出的恢复力模型能较好地反映试件的滞回性能,可供型钢高强高性能混凝土框架节点及其结构在进行弹塑性地震反应分析时参考。
To understand hysteresis behaviors and restoring force characteristics of steel reinforced high strength and high performance(SRHSHPC) frame joints under earthquake,cyclic loading tests with different concrete strength grade and different axial load were carried out on five 1∶4-scale interior joints.According to seismic hysteresis curve and skeleton curve obtained from tests,a trilinear hysteretic restoring force model considering rigidity degradation is proposed for SRHSHPC frame joints,which includes a trilinear skeleton model,law of rigidity degradation and hysteresis rule.The model tallies with the test curves well and can be reference for elasto-plastic seismic analysis of SRC structures.
To understand hysteresis behaviors and restoring force characteristics of steel reinforced high strength and high performance(SRHSHPC) frame joints under earthquake,cyclic loading tests with different concrete strength grade and different axial load were carried out on five 1∶4-scale interior joints.According to seismic hysteresis curve and skeleton curve obtained from tests,a trilinear hysteretic restoring force model considering rigidity degradation is proposed for SRHSHPC frame joints,which includes a trilinear skeleton model,law of rigidity degradation and hysteresis rule.The model tallies with the test curves well and can be reference for elasto-plastic seismic analysis of SRC structures.
引文
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[2]卢文胜,韩建平,吕西林,等.法门寺合十舍利塔结构整体模型振动台试验研究[J].建筑结构学报,2011,32(3):90-98.
[3]郭子雄,杨勇.恢复力模型研究现状及存在问题[J].世界地震工程,2004,20(4):47-51.
[4]Ehab Ellobody,Ben Young,Dennis Lam.Eccentrically Loaded Concrete Encased Steel Composite Columns[J].Thin-walled Structures,2011,49(1):53-65.
[5]Schnabl S,Planinc I.Inelastic Buckling of Two-layer Composite Columns with Non-linear Interface Compliance[J].In-ternational Journal of Mechanical Sciences,2011,53(12):1077-1083.
[6]郑山锁,曾磊.型钢高强高性能混凝土框架节点抗震性能试验研究[J].建筑结构学报,2008,29(3):128-136.
[7]Chris P Pantelides,Yasuteru Okahashi,Reaveley L D.Seismic Rehabilitation of Reinforced Concrete Frame InteriorBeam-column Joints with FRP Composites[J].J Compos for Constr,2008,12(4):435-445.
[8]Kovácsa N,Caladob L,Dunaia L.Experimental and Analytical Studies on the Cyclic Behavior of End-plate Joints of Com-posite Structural Elements[J].Journal of Constructional Steel Research,2008,64(2):202-213.
[9]Vasdravellis G,Valente M,Castiglioni C A.Behavior of Exterior Partial-strength Composite Beam-to-column Connec-tions:Experimental Study and Numerical Simulations[J].Journal of Constructional Steel Research,2009,65(1):23-35.
[10]Wang Jingfeng,Li Guoqiang.Simplified Beam Design for Semi-rigid Composite Frames at the Serviceability Limit State[J].Tsinghua Science&Technology,2008,13(5):681-688.
[11]邹昀,吕西林.上海环球金融中心大厦结构抗震性能研究[J].建筑结构学报,2006,27(6):74-81.
[12]郑山锁,李磊.型钢与混凝土界面剪力传递能力[J].工程力学,2009,26(3):67-73.
[13]李国强,崔大光.钢骨混凝土梁柱框支剪力墙试验与恢复力模型研究[J].建筑结构学报,2008,29(4):74-81.
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