弯曲型与剪切型多自由度体系抗震强度折减系数比较分析
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摘要
研究弯曲型与剪切型多自由度体系的抗震强度折减系数的差异.采用4条中硬土类场地的地震动记录,以多质点系悬臂柱模拟弯曲型剪力墙结构,抗侧移串联弹簧系统模拟剪切型框架结构,通过非线性动力时程分析,研究楼层位移延性水平和基本振动周期对弯曲型结构抗震强度折减系数的影响,并比较与剪切型结构抗震强度折减系数的差异.分析结果表明:弯曲型结构的抗震强度折减系数比剪切型结构的抗震强度折减系数总体上约大40%;楼层数和位移延性水平是结构抗震强度折减系数的重要影响因素.
The difference of strength reduction factors between flexure-type and shear-type multi-degree-freedom(MDOF) systems are studied.Multi-mass column cantilever systems are used to simulate flexure-type shear-wall structure,and multi-mass series spring connection systems are used to simulate shear-type frame structure.Four earthquake records in hard soil site are employed to execute nonlinear dynamic time history analysis.This work investigates the effects of storey displacement ductility and vibration period on the strength reduction factors for flexure-type structure,and compares the difference of strength reduction factors between flexure-type and shear-type structure.The results demonstrate that the strength reduction factors for flexure-type structure are above 40% larger than those for flexure-type structure.In addition,storey displacement ductility and storey number are important influence factors to seismic strength reduction factors.
The difference of strength reduction factors between flexure-type and shear-type multi-degree-freedom(MDOF) systems are studied.Multi-mass column cantilever systems are used to simulate flexure-type shear-wall structure,and multi-mass series spring connection systems are used to simulate shear-type frame structure.Four earthquake records in hard soil site are employed to execute nonlinear dynamic time history analysis.This work investigates the effects of storey displacement ductility and vibration period on the strength reduction factors for flexure-type structure,and compares the difference of strength reduction factors between flexure-type and shear-type structure.The results demonstrate that the strength reduction factors for flexure-type structure are above 40% larger than those for flexure-type structure.In addition,storey displacement ductility and storey number are important influence factors to seismic strength reduction factors.
引文
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[7]翟长海,谢礼立.多自由度体系效应对强度折减系数的影响[J].工程力学,2006,23(11):33-37,69.
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[9]MOGHADDAM H,MOHAMMADI R K.Ductility reduction factor of MDOF shear-building structures[J].Journal ofEarthquake Engineering,2001,5(3):425-440.
[10]周靖,蔡健,方小丹.剪切型多自由度结构体系抗震延性折减系数[J].振动工程学报,2007,20(3):309-316.
[11]Seismomatch,software for adjusting earthquake accelerograms to match a specific target response spectrum[CP].http://www.seismosoft.com/.2011-5-9.
[12]POTZTA G,KOLLAR L P.Analysis of building structures by replacement sandwich beams International[J].Journal of Solidsand Structures,2003,40(3):535-553.
[13]CHOPRA A K,CRUZ E F.Evaluation of building code formulas for earthquake forces[J].Journal of Structural Engineering,1986,112(8):1 881-1 899.
[14]LI K N.Three-dimensional nonlinear static/dynamic structural analysis computer program-user manual and data-input manual ofCanny[R].Singapore,2010.
[15]Eurocode 8:Design of structures for earthquake resistance-General rules,seismic actions and rules for buildings[S].CEN,Brussels,1998-1,2005.
[2]翟长海,谢礼立.结构抗震设计中的强度折减系数研究进展[J].哈尔滨工业大学学报,2007,39(8):1177-1184.
[3]RIDDELL R,NEWMARK N M.Statistical analysis of the response of nonlinear systems subjected to earthquakes[R].StructuralResearch Series,No.468,Department of Civil Engineering,Urbana-Champaign,University of Illinois,1979.
[4]NASSAR A A,KRAWINKLER H.Seismic demands for SDOF and MDOF systems[R].Report No.95.The John A BlumeEarthquake Engineering Center,Stanford University,1991:12-45.
[5]MIRANDA E.Site-dependent strength reduction on factors[J].Journal of Structural Engineering,1993,119(12):3 503-3 519.
[6]MIRANDA E.Strength reduction factors in performance design[C].EERC-CUREe Symposium in Horner of Vitelmo V.Bertero.Berkeley,California,1997:45-58.
[7]翟长海,谢礼立.多自由度体系效应对强度折减系数的影响[J].工程力学,2006,23(11):33-37,69.
[8]SANTA-ANA P R,MIRANDA E.strength reduction factors for multi-degree-of freedom systems[C].12WCEE Auckland,Newland,2000.
[9]MOGHADDAM H,MOHAMMADI R K.Ductility reduction factor of MDOF shear-building structures[J].Journal ofEarthquake Engineering,2001,5(3):425-440.
[10]周靖,蔡健,方小丹.剪切型多自由度结构体系抗震延性折减系数[J].振动工程学报,2007,20(3):309-316.
[11]Seismomatch,software for adjusting earthquake accelerograms to match a specific target response spectrum[CP].http://www.seismosoft.com/.2011-5-9.
[12]POTZTA G,KOLLAR L P.Analysis of building structures by replacement sandwich beams International[J].Journal of Solidsand Structures,2003,40(3):535-553.
[13]CHOPRA A K,CRUZ E F.Evaluation of building code formulas for earthquake forces[J].Journal of Structural Engineering,1986,112(8):1 881-1 899.
[14]LI K N.Three-dimensional nonlinear static/dynamic structural analysis computer program-user manual and data-input manual ofCanny[R].Singapore,2010.
[15]Eurocode 8:Design of structures for earthquake resistance-General rules,seismic actions and rules for buildings[S].CEN,Brussels,1998-1,2005.
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