反复荷载作用下剪切板阻尼器的抗剪极限强度
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摘要
为了使剪切板阻尼器具有稳定的滞回耗能特性,避免其腹板发生局部屈曲,提出了一种考虑翼缘抗弯承载力贡献的剪切板阻尼器抗剪极限强度计算公式,为剪切板阻尼器的设计与应用提供了参考.剪切板阻尼器作为消能减震装置应用于建筑和桥梁等工程结构,可有效减轻地震破坏作用.基于通用有限元程序ABAQUS,对反复荷载作用下单侧布置1、2或3对双向加劲肋的剪切板阻尼器进行了一系列的精细化有限元计算与分析.计算模型考虑了初始变形和残余应力两种初始缺陷,采用修正双屈服面模型描述反复荷载下的钢材料本构关系.研究结果表明,翼缘所承担的剪力约占总抗剪承载力的13%~28%,设计时不能忽略.
In order to ensure the stable hysteretic energy capacity of shear panel damper and avoid the buckling of web plate,the calculating formulas for the ultimate shear strength of shear panel damper with accounting for the bend resisting contribution of the flanges were proposed,which can provide the references for design and use of shear panel dampers.The shear panel dampers can be used as the energy dissipation devices in building and bridge structures to mitigate the seismic hazard effectively.Based on the universal finite element program ABAQUS,a series of refinement finite element calculation and analysis were conducted on the shear panel dampers with one-sided stiffeners under cyclic load.In the calculation model,the initial deformation and residual stress were taken into account,and a modified double-yield surface model was adopted to describe the constitutive relationship of steel material under cyclic loading.The research results show that the shear borne by the flanges may be 13% to 28% of total shear capacity,which cannot be neglected in design.
In order to ensure the stable hysteretic energy capacity of shear panel damper and avoid the buckling of web plate,the calculating formulas for the ultimate shear strength of shear panel damper with accounting for the bend resisting contribution of the flanges were proposed,which can provide the references for design and use of shear panel dampers.The shear panel dampers can be used as the energy dissipation devices in building and bridge structures to mitigate the seismic hazard effectively.Based on the universal finite element program ABAQUS,a series of refinement finite element calculation and analysis were conducted on the shear panel dampers with one-sided stiffeners under cyclic load.In the calculation model,the initial deformation and residual stress were taken into account,and a modified double-yield surface model was adopted to describe the constitutive relationship of steel material under cyclic loading.The research results show that the shear borne by the flanges may be 13% to 28% of total shear capacity,which cannot be neglected in design.
引文
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[8]Takahashi Y,Shinabe Y.Experimental study on resto-ring force characteristics of shear yielding thin steelplate elements[J].Journal of Structural and Con-struction Engineering,1997,494:107-114.
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[10]Shen C,Mamaghani I H P,Mizuno E,et al.Cyclic be-havior of structural steels II:theory[J].Journal ofEngineering Mechanics,1995,121(11):1165-1172.
[11]Kasai A,Watanabe T,Amano M,et al.Strength andductility evaluation of stiffened steel plates subjectedto cyclic shear loading[J].Journal of Structural Engi-neering,JSCE,2001,47A:761-770.
[12]陈之毅,葛汉彬,宇佐美勉,等.剪切板阻尼器的滞回性能参数研究[J].土木工程学报,2008,41(11):13-17.(CHEN Zhi-yi,GE Han-bin,Usami Tsutomu,et al.Parametric study on the hysteretic behavior of shearpanel dampers[J].China Civil Engineering Journal,2008,41(11):13-17.)
[13]Usami T,Ge H B.Strength prediction of thin-walledplate assemblies[J].Journal of Structural Engineer-ing,JSCE,1996,42A:171-178.
[14]Mamaghani I H P,Shen C,Mizuno E,et al.Cyclic be-havior of structural steels.I:experiments[J].Journalof Engineering Mechanics,1995,121(11):1158-1164.
[15]Chusilp P,Usami T,Ge H B,et al.Cyclic shear be-haviour of steel box girders:experiment and analysis[J].Earthquake Engineering&Structural Dynamics,2002,31(11):1993-2014.
[16]童根树,任涛.工字梁的抗剪极限承载力[J].土木工程学报,2006,39(8):57-64.(TONG Gen-shu,REN Tao.Shear resistance of slen-der webs in I-girders[J].China Civil EngineeringJournal,2006,39(8):57-64.)
[17]小池洋平,谷中聡久,宇佐美勉,等.高機能補剛せん断パネル型ダンパ一の開発に関する実験的研究[J].構造工学論文集,2008,54A:372-381.(Koike Yohei,Yanaka Toshihisa,Usami Tstomu,et al.An experimental study on developing high-per-formance stiffened shear panel dampers[J].Journalof Structural Engineering,JSCE,2008,54A:372-381.)
[2]McDaniel C C,Uang C M,Seible F.Cyclic testing ofbuilt-up steel shear links for the new bay bridge[J].Journal of Structural Engineering,2003,129(6):801-809.
[3]JSSC.履歴型ダンパ一付骨組の地震?答性状と耐震設計法[M].东京:日本钢结构协会,1998.(JSSC.Seismic response behaviour and design methodfor frame structures with hysteretic dampers[M].Tokyo:Japanese Society of Steel Construction,1998.)
[4]RTRI.ダンパ一ブレ一スを用いた鉄道高架桥の設計指針[R].东京:铁道综合技术研究所,2007.(RTRI.Guidelines for design of railway viaduct withdampers and braces[R].Tokyo:Railway TechnicalResearch Institute,2007.)
[5]NEPC.Seismic performance evaluation criteria forpartially concrete-filled steel piles(proposal)[R].Nagoya:Nagoya Expressway Public Corporation,2002.
[6]陈绍蕃.钢结构稳定设计指南[M].2版.北京:中国建筑工业出版社,2004.(CHEN Shao-fan.Guide to stability design of steelstructures[M].2nd ed.Beijing:China Architecture&Building Press,2004.)
[7]中华人民共和国建设部.GB500011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.(Ministry of Construction P.R.China.GB500011—2001code for seismic design of buildings[S].Bei-jing:China Architecture&Building Press,2001.)
[8]Takahashi Y,Shinabe Y.Experimental study on resto-ring force characteristics of shear yielding thin steelplate elements[J].Journal of Structural and Con-struction Engineering,1997,494:107-114.
[9]Chen S J,Kuo C L.Experimental study of vierendeelframes with LYP steel shear panels[J].Steel Struc-tures,2004(4):179-186.
[10]Shen C,Mamaghani I H P,Mizuno E,et al.Cyclic be-havior of structural steels II:theory[J].Journal ofEngineering Mechanics,1995,121(11):1165-1172.
[11]Kasai A,Watanabe T,Amano M,et al.Strength andductility evaluation of stiffened steel plates subjectedto cyclic shear loading[J].Journal of Structural Engi-neering,JSCE,2001,47A:761-770.
[12]陈之毅,葛汉彬,宇佐美勉,等.剪切板阻尼器的滞回性能参数研究[J].土木工程学报,2008,41(11):13-17.(CHEN Zhi-yi,GE Han-bin,Usami Tsutomu,et al.Parametric study on the hysteretic behavior of shearpanel dampers[J].China Civil Engineering Journal,2008,41(11):13-17.)
[13]Usami T,Ge H B.Strength prediction of thin-walledplate assemblies[J].Journal of Structural Engineer-ing,JSCE,1996,42A:171-178.
[14]Mamaghani I H P,Shen C,Mizuno E,et al.Cyclic be-havior of structural steels.I:experiments[J].Journalof Engineering Mechanics,1995,121(11):1158-1164.
[15]Chusilp P,Usami T,Ge H B,et al.Cyclic shear be-haviour of steel box girders:experiment and analysis[J].Earthquake Engineering&Structural Dynamics,2002,31(11):1993-2014.
[16]童根树,任涛.工字梁的抗剪极限承载力[J].土木工程学报,2006,39(8):57-64.(TONG Gen-shu,REN Tao.Shear resistance of slen-der webs in I-girders[J].China Civil EngineeringJournal,2006,39(8):57-64.)
[17]小池洋平,谷中聡久,宇佐美勉,等.高機能補剛せん断パネル型ダンパ一の開発に関する実験的研究[J].構造工学論文集,2008,54A:372-381.(Koike Yohei,Yanaka Toshihisa,Usami Tstomu,et al.An experimental study on developing high-per-formance stiffened shear panel dampers[J].Journalof Structural Engineering,JSCE,2008,54A:372-381.)
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