基于现行规范场地划分标准的位移反应谱衰减关系
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摘要
将选择的591条美国、日本及我国台湾地区的强震记录按照我国现行建筑抗震设计规范中的规定进行场地分类。利用这些强震记录,统计得到了对应Ⅰ、Ⅱ、Ⅲ、Ⅳ四类场地,阻尼比ξ=0.02、0.05、0.10、0.15、0.20、0.30,自振周期从0.05s到10.0s,周期间隔为0.05s的各周期点的弹性位移反应谱的衰减关系,探讨了震级、断层距、场地类别、阻尼比等对弹性位移反应谱影响。文中结果为我国开展基于性能的结构抗震设计提供了可供选择的位移反应谱的预测公式。
Based on the classified site criterion in current seismic design code of building( GB50011-2010),591 accelerograms from the strong-motion databank of the US,Japen and Taiwan( China) are classified into four groups corresponding to four site classes in China. Using the selected accelerograms,the empirical equations in four kinds of sites are presented for the prediction of displacement response ordinates for damping ratios of 2,5,10,20 and30% of critical and for response periods up to 10 s. The influence of magnitude,site class,source-to-site and damping ratio on displacement response spectra is discussed by using new equations. The attenuation relations provide a basis for estimating the design ground motion parameters on different kind of sites in China.
Based on the classified site criterion in current seismic design code of building( GB50011-2010),591 accelerograms from the strong-motion databank of the US,Japen and Taiwan( China) are classified into four groups corresponding to four site classes in China. Using the selected accelerograms,the empirical equations in four kinds of sites are presented for the prediction of displacement response ordinates for damping ratios of 2,5,10,20 and30% of critical and for response periods up to 10 s. The influence of magnitude,site class,source-to-site and damping ratio on displacement response spectra is discussed by using new equations. The attenuation relations provide a basis for estimating the design ground motion parameters on different kind of sites in China.
引文
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[17]Bommer JJ,Mendis R.Scaling of spectral displacement ordinates with damping ratios[J].Earthquake Engineering and Structural Dynamics,2005,34(2):145-165.
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[2]FEMA.The 2003 NEHRP recommended provisions for new buildings and other structures[C]∥Part 1:Provisions(FEMA 450),Federal Emergency Management Agency,Washington,DC,2003.
[3]Newmark N M,Hall W J.Earthquake Spectra and Design[G].Earthquake Engineering Research Institute,Berkeley,CA,1982,103.
[4]肖明葵,白绍良.抗震结构的弹塑性位移谱[J].重庆大学学报,2002,25(7):99-103.XIAO Mingkui,BAI Shaoliang.THe response spectrum of elastic-plastic displacement for seismic structures[J].Journal of Chongqing University,2002,25(7):99-103.(in Chinese)
[5]翟长海,李爽,谢礼立,等.近场脉冲型地震动位移比谱特征研究[J].土木工程学报,2008,41(10):1-5.ZHAI Changhai,LI Shuang,XIE Lili,et al.Characteristics of displacement ratio spectrum for ned-field ground motions[J].China Civil Engineering Journal,2008,41(10):1-5.(in Chinese)
[6]Miranda E.Evaluation of site-dependent inelastic seismic design spectra[J].Journal of Structural Engineering(ASCE),1993;119(5):1319-1338.
[7]Miranda E.Inelastic displacement ratios for structures on firm sites[J].Journal of Structural Engineering,2000,126(10):1150-1159.
[8]Miranda E.Estimation of inelastic deformation demands of SDOF systems[J].Journal of Structural Engineering,2001,127(9):1005-1012.
[9]Bommer J J,Elnashai A S.Displacement spectra for seismic design[J].Journal of Earthquake Engineering.1999.3(1):1-32.
[10]Tolis S V,Faccioli E.Displacement design spectra[J].Journal of Earthquake Engineering,1999,3(1):107-125.
[11]Akkar S,Bommer J J.Prediction of elastic displacement response spectra in Europe and the Middle East[J].Earthquake Engineering and Structural Dynamics,2007,36(10):1275-1301.
[12]Faccioli E,Roberto P,Rey J.Displacement spectra for long period[J].Earthquake Spectra,2004,20(2):347-376.
[13]Kawashima K,Aizawa K.Modification of earthquake response spectra with respect to damping ratio[C]∥Proceedings of the 3rd US National Conference on Earthquake Engineering,Charleston,South Caroline,1986,Vol.II:1107-1116.
[14]Bommer J J,Elnashai A S,Weir A G.Compatible acceleration and displacement spectra for seismic design codes[C]∥Proceedings of the 12th World Conference on Earthquake Engineering,paper no.207,Auckland,2000.
[15]Seismic design criteria version 1.6.California Department of Transportation[S].Sacramento,California,2010.
[16]Uniform Building Code.Structural Engineering Design Provisions[C]∥Vol.2,International Conference of Building Officials,Whittier,CA,1997.
[17]Bommer JJ,Mendis R.Scaling of spectral displacement ordinates with damping ratios[J].Earthquake Engineering and Structural Dynamics,2005,34(2):145-165.
[18]Yu Y,Hu Y.Empirical long-period response spectral attenuation relations based on southern California digital broad-band recordings[C]∥Proceedings of the 13th World Conference on Earthquake Engineering,paper no.344.Vancouver,2004.
[19]Power M,Chiou B,Abrahamson N,Roblee C.The‘Next Generation of Ground Motion Attenuation Models’project:an overview[C]∥Proceedings of the 8th US National Conference on Earthquake Engineering,paper no,2022,San Francisco,2006.
[20]Campbell KW,Bozorgnia Y.Campbell-Bozorgnia NGA empirical ground motion model for the average horizontalcomponent of PGA,PGV and SA at selected spectral periods from 0.01-10.0 seconds[R].Interim Report for USGSReview,31 May 2006.
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