高阻尼隔震橡胶支座的相关性试验研究及其参数取值分析
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摘要
本文目的是研究各种因素对新型桥梁高阻尼隔震橡胶支座(简称HDR)水平剪切性能的影响。采用反复加载试验方法,进行了HDR支座剪应变相关性、压应力相关性、加载频率相关性、反复加载次数相关性、温度相关性、老化相关性等试验,研究了其相应因素对HDR支座滞回环面积、屈服强度、等效阻尼比、屈服后刚度、等效刚度的影响。试验结果表明,加载频率、反复加载次数、温度、老化对HDR支座表征阻尼特征的指标影响较大,而对其刚度影响相对较小。通过对试验曲线的分析,给出了G值为0.64 MPa,100%剪应变时设计等效阻尼比为12%的HDR支座的等效剪切模量、等效阻尼比、屈服强度、屈服前刚度、屈服后刚度随剪应变变化的经验公式。
The intention of this paper is to research the effect of various factors on horizontal mechanical performance of new type high damping rubber bearing(simplified as HDR) for bridge.The cyclic loading method was adopted,some tests including shear-strain dependency,compressive stress dependency,frequency dependency,repeated loading dependency,temperature dependency and ageing dependency were done,and some effects of the corresponding factors on the area per cycle of hysteresis loop,yield strength,equivalent damping ratio,post-yield stiffness and initial shear stiffness were researched.Test results show that some characteristic performance about damping of HDR is affected obviously by frequency of loading,cycles of repeated loading,temperature,aging,but characteristic performance of stiffness is affected little.By analyzing the test curves,some experiential formulas on equivalent shear modulus,equivalent damping ratio,yield strength,post-yield stiffness and initial shear stiffness of isolator are given,whose nominal design shear modulus is 0.64 MPa,when the shear strain is 100% and the corresponding equivalent damping ratio is 12%.
The intention of this paper is to research the effect of various factors on horizontal mechanical performance of new type high damping rubber bearing(simplified as HDR) for bridge.The cyclic loading method was adopted,some tests including shear-strain dependency,compressive stress dependency,frequency dependency,repeated loading dependency,temperature dependency and ageing dependency were done,and some effects of the corresponding factors on the area per cycle of hysteresis loop,yield strength,equivalent damping ratio,post-yield stiffness and initial shear stiffness were researched.Test results show that some characteristic performance about damping of HDR is affected obviously by frequency of loading,cycles of repeated loading,temperature,aging,but characteristic performance of stiffness is affected little.By analyzing the test curves,some experiential formulas on equivalent shear modulus,equivalent damping ratio,yield strength,post-yield stiffness and initial shear stiffness of isolator are given,whose nominal design shear modulus is 0.64 MPa,when the shear strain is 100% and the corresponding equivalent damping ratio is 12%.
引文
[1]杜修力,韩强,李忠献,等.5.12汶川地震中山区公路桥梁震害及启示[J].北京工业大学学报,2008,34(12):1270-1279.DU Xiuli,HAN Qiang,LI Zhongxian,et al.The seismic damage of bridges in the 2008 earthquake and lessons from its damage[J].Journal ofBeijing University of Technology,2008,34(12);1270-1279.(in Chinese)
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[4]吴彬,庄军生.铅芯橡胶支座力学性能及其在桥梁工程中减、隔震应用研究[J].中国铁道科学,2004,25(4):138-140.WU Bin,ZHUANG Junsheng.Study on mechanical characteristics of lead—rubber bearing and its application for shock reduction,isolation inbridge engineering[J].China Railway Science,2004,25(4):138-140.(in Chinese)
[5]李建中,袁万城,范立础.连续梁桥减、隔震体系的优化设计[J].土木工程学报,1998,31(3):47-54.LI Jianzhong,YUAN Wancheng,FAN Lichu.Optimal design of seismic isolation system for continuous bridge[J].China Civil Engineering Jour-nal,1998,31(3):47-54.(in Chinese)
[6]Hwang J S,Chiou J M,Sheng L H,et al.A refined model for base isolated bridges with bi-linear hysteretic bearings[J].Earthquake Spectra,1996,12(2):245-273.
[7]Ghobarah A,Ali H M.Seismic performance of highway bridges[J].Engineering Structures,1998,10(3):175-166.
[8]Pagnini L C,Solari G.Stochastic analysis of the linear equivalent response of bridge piers with aseismic devices[J].Journal of Structural Engi-neering and Structural Dynamics,1999,28(5):543-560.
[9]Huang W H,Fenves G L,Whittaker A S,et al.Characterization of seismic isolation bearings for bridges from bi-directional testing[C]//Pro-ceedings of the 12th World Conference on Earthquake Engineering,New Zealand Society for Earthquake Engineering,Upper Hutt,New Zealand,2000:2047-2048.
[10]Gordon P W,Andrew S W.Performance estimates in seismically isolated bridge structures[J].Journal of Engineering Structures,2004,26:1261-1278.
[11]李建中,辛学忠.连续梁桥减震、隔震体系非线性地震反应分析[J].地震工程与工程振动,1998,18(3):67-73.LI Jianzhong,XIN Xuezhong.Nonlinear seismic response analyses of isolation systems for continuous bridges[J].Journal of Earthquake Engineer-ing and Engineering Vibration,1998,18(3):67-73.(in Chinese)
[12]朱东生,劳远昌,沈大元.LRB隔震桥梁的地震反应特点[J].工程力学,2001,18(1):119-125.ZHU Dongsheng,LAO Yuanchang,SHEN Dayuan.The seismic response features of isolated bridge with LRB[J].Engineering Mechanics,2001,18(1):119-125.(in Chinese)
[13]杜修力,韩强,刘文光.考虑双向耦合非线性的LRB隔震桥梁地震反应分析[J].工程力学,2008,25(3):73-79.DU Xiuli,HAN Qiang,LIU Wenguang.Nonlinear seismic responses of isolated bridges of LRB with bi-directional coupled model[J].EngineeringMechanics,2008,25(3):73-79.(in Chinese)
[14]袁涌,朱宏平,资道铭.高阻尼橡胶隔震支座的力学性能及隔震效果分析研究[J].预应力技术,2011,84(1):20-23,33.YUAN Yong,ZHU Hongping,ZI Daoming.Study on characteristics and isolator effect of high damping rubber bearing[J].Prestress Technology,2011,84(1):20-23,33.(in Chinese)
[15]庄学真,沈朝勇,金建敏.桥梁高阻尼橡胶支座力学性能试验研究[J].地震工程与工程振动,2006,26(5):208-212.ZHUANG Xuezhen,SHEN Chaoyong,JIN Jianmin.Experimental study on mechanical property of high damping rubber bearing for bridge[J].Journal of Earthquake Engineering and Engineering Vibration,2006,26(5):208-212.(in Chinese)
[16]GB/T20688.1-2007橡胶支座第1部分:隔震橡胶支座试验方法[S].北京:中国标准出版社,2007.GB/T 20688.1-2007 Rubber Bearings Part 1:seismic-protection isolators test methods[S].Beijing:China Standard Press,2007.(in Chinese)
[17]周福霖.工程结构减震控制[M].北京:地震出社,1997.ZHOU Fulin.Earthquake energy absorbing control on engineering structure[M].Beijing:Seismological Press,1997.(in Chinese)
[18]GB20688.2-2006橡胶支座第2部分:桥梁隔震橡胶支座[S].北京:中国标准出版社,2006.GB 20688.2-2006 Rubber Bearings Part 2:Elastomeric Seismic-protection Isolators for Bridges[S].Beijing:China Standard Press,2006.(inChinese)
[19]JTG/T B02-01-2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.JTG/T B02-01-2008 Guidelines for Seismic Design of High-Way Bridges[S].Beijing:China Communications Press,2008.(in Chinese)
[2]郑史雄,刘文会.桥梁受地震作用时被动控制机理分析[J].铁道学报,1998,20(增4):97-101.ZHENG Shixiong,LIU Wenhui.Passive vibration control machanism of bridge seismic isolation bearing[J].Journal of China Railway Society,1998,20(Super 4):97-101.(in Chinese)
[3]范立础,王志强.桥梁减隔震设计[M].北京:人民交通出版社,2001.FAN Lichu,WANG Zhiqiang.Seismic isolation design for bridge[M].Beijing:China Communications Press,2001.(in Chinese)
[4]吴彬,庄军生.铅芯橡胶支座力学性能及其在桥梁工程中减、隔震应用研究[J].中国铁道科学,2004,25(4):138-140.WU Bin,ZHUANG Junsheng.Study on mechanical characteristics of lead—rubber bearing and its application for shock reduction,isolation inbridge engineering[J].China Railway Science,2004,25(4):138-140.(in Chinese)
[5]李建中,袁万城,范立础.连续梁桥减、隔震体系的优化设计[J].土木工程学报,1998,31(3):47-54.LI Jianzhong,YUAN Wancheng,FAN Lichu.Optimal design of seismic isolation system for continuous bridge[J].China Civil Engineering Jour-nal,1998,31(3):47-54.(in Chinese)
[6]Hwang J S,Chiou J M,Sheng L H,et al.A refined model for base isolated bridges with bi-linear hysteretic bearings[J].Earthquake Spectra,1996,12(2):245-273.
[7]Ghobarah A,Ali H M.Seismic performance of highway bridges[J].Engineering Structures,1998,10(3):175-166.
[8]Pagnini L C,Solari G.Stochastic analysis of the linear equivalent response of bridge piers with aseismic devices[J].Journal of Structural Engi-neering and Structural Dynamics,1999,28(5):543-560.
[9]Huang W H,Fenves G L,Whittaker A S,et al.Characterization of seismic isolation bearings for bridges from bi-directional testing[C]//Pro-ceedings of the 12th World Conference on Earthquake Engineering,New Zealand Society for Earthquake Engineering,Upper Hutt,New Zealand,2000:2047-2048.
[10]Gordon P W,Andrew S W.Performance estimates in seismically isolated bridge structures[J].Journal of Engineering Structures,2004,26:1261-1278.
[11]李建中,辛学忠.连续梁桥减震、隔震体系非线性地震反应分析[J].地震工程与工程振动,1998,18(3):67-73.LI Jianzhong,XIN Xuezhong.Nonlinear seismic response analyses of isolation systems for continuous bridges[J].Journal of Earthquake Engineer-ing and Engineering Vibration,1998,18(3):67-73.(in Chinese)
[12]朱东生,劳远昌,沈大元.LRB隔震桥梁的地震反应特点[J].工程力学,2001,18(1):119-125.ZHU Dongsheng,LAO Yuanchang,SHEN Dayuan.The seismic response features of isolated bridge with LRB[J].Engineering Mechanics,2001,18(1):119-125.(in Chinese)
[13]杜修力,韩强,刘文光.考虑双向耦合非线性的LRB隔震桥梁地震反应分析[J].工程力学,2008,25(3):73-79.DU Xiuli,HAN Qiang,LIU Wenguang.Nonlinear seismic responses of isolated bridges of LRB with bi-directional coupled model[J].EngineeringMechanics,2008,25(3):73-79.(in Chinese)
[14]袁涌,朱宏平,资道铭.高阻尼橡胶隔震支座的力学性能及隔震效果分析研究[J].预应力技术,2011,84(1):20-23,33.YUAN Yong,ZHU Hongping,ZI Daoming.Study on characteristics and isolator effect of high damping rubber bearing[J].Prestress Technology,2011,84(1):20-23,33.(in Chinese)
[15]庄学真,沈朝勇,金建敏.桥梁高阻尼橡胶支座力学性能试验研究[J].地震工程与工程振动,2006,26(5):208-212.ZHUANG Xuezhen,SHEN Chaoyong,JIN Jianmin.Experimental study on mechanical property of high damping rubber bearing for bridge[J].Journal of Earthquake Engineering and Engineering Vibration,2006,26(5):208-212.(in Chinese)
[16]GB/T20688.1-2007橡胶支座第1部分:隔震橡胶支座试验方法[S].北京:中国标准出版社,2007.GB/T 20688.1-2007 Rubber Bearings Part 1:seismic-protection isolators test methods[S].Beijing:China Standard Press,2007.(in Chinese)
[17]周福霖.工程结构减震控制[M].北京:地震出社,1997.ZHOU Fulin.Earthquake energy absorbing control on engineering structure[M].Beijing:Seismological Press,1997.(in Chinese)
[18]GB20688.2-2006橡胶支座第2部分:桥梁隔震橡胶支座[S].北京:中国标准出版社,2006.GB 20688.2-2006 Rubber Bearings Part 2:Elastomeric Seismic-protection Isolators for Bridges[S].Beijing:China Standard Press,2006.(inChinese)
[19]JTG/T B02-01-2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.JTG/T B02-01-2008 Guidelines for Seismic Design of High-Way Bridges[S].Beijing:China Communications Press,2008.(in Chinese)
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