轻型木结构房屋动力特性测试及研究
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摘要
对国内第一所轻型木结构小学的三栋单体校舍动力特性进行了实测,并结合试验研究成果及国外文献调查结果,对轻型木结构房屋自振周期及阻尼比进行研究.研究发现轻型木结构房屋中石膏板参与结构耗能,同时提高结构的初始刚度;轻型木结构房屋阻尼比测试值与结构经历的振动幅值有关,振动幅值越大,测得的阻尼比也越大;利用实际地震记录、模拟地震振动台试验以及房屋受迫振动等方法测得的轻型木结构房屋阻尼比都接近或大于5%的规范建议值;研究验证了《轻型木结构建筑技术规程》对于3层及以下轻型木结构房屋的地震影响系数α取最大值的合理性.
Field tests were performed on three wood-frame constructions in order to get their dynamic characteristics.Data obtained from the field tests,laboratory tests and literatures review were used to investigate the fundamental period and damping ratio of the wood-frame construction.Results show that gypsum board can not only dissipate the input earthquake energy but also increase structural stiffness.The damping ratio of wood-frame constructions is related to the amplitude of vibration,high damping ratio can be obtained depended on large amplitude vibration.The damping ratios of wood-framed construction obtained from earthquake records,shaking table tests,and forced vibration are close to or larger than 5% the value recommended in the code.And it is also confirmed that the earthquake coefficient of wood-frame constructions to be proposed to adopt the maximum value of the earthquake response spectrum curve in the Technical Specification of Wood-frame Construction is reasonable.
Field tests were performed on three wood-frame constructions in order to get their dynamic characteristics.Data obtained from the field tests,laboratory tests and literatures review were used to investigate the fundamental period and damping ratio of the wood-frame construction.Results show that gypsum board can not only dissipate the input earthquake energy but also increase structural stiffness.The damping ratio of wood-frame constructions is related to the amplitude of vibration,high damping ratio can be obtained depended on large amplitude vibration.The damping ratios of wood-framed construction obtained from earthquake records,shaking table tests,and forced vibration are close to or larger than 5% the value recommended in the code.And it is also confirmed that the earthquake coefficient of wood-frame constructions to be proposed to adopt the maximum value of the earthquake response spectrum curve in the Technical Specification of Wood-frame Construction is reasonable.
引文
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[4]同济大学土木工程防灾国家重点实验室.二层不规则轻型木结构房屋模拟地震振动台试验研究报告[R].上海:同济大学土木工程防灾国家重点实验室,2005.State Key Laboratory of Disaster Reduction in CivilEngineering of Tongji University.Shaking table test report ofirregular plan of two-storey light frame wood house[R].Shanghai:Tongji University.State Key Laboratory ofDisaster Reduction in Civil Engineering,2005.
[5]熊海贝,徐硕,卢文胜.轻木结构房屋基本自振周期试验研究[J].同济大学学报:自然科学版,2008,36(4):449.XIONG Haibei,XU Shuo,LU Wensheng.Test study offundamental periods of wood-frame houses[J].Journal ofTongji University:Natural Science,2008,36(4):449.
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[9]Federal Emergency Management Agency.FEMA-273NEHERP guidelines for the seismic rehabilitation of buildings[S].Washington,D C:Federal Emergency ManagementAgency,1997.
[10]Federal Emergency Management Agency.FEMA-302NEHERP recommended provisions guidelines for seismicregulations for new buildings and other structures[S].Washington,D C:Federal Emergency ManagementAgency,1997.
[11]Foliente G C,Zacher E G.Performance tests of timberstructural systems under seismic loads[C]∥Proceedings of aResearch Needs Workshop on Analysis.Design and Testing ofTimber Structures Under Seismic Loads.Richmond:University of California Forest Products Laboratory,1994,21-86.
[12]Vanessa S C.Dynamic characteristics of wood frame buildings[D].Pasadena:California Institute of Technology,2003.
[13]Fischer D,Filiatrault A,Folz B.Shake table tests of a two-story wood-frame house.CUREE-caltech wood-frame projecttask 1.1.1 report[R].Richmond:Consortium ofUniversities for Research in Earthquake Engineering(CUREE),2001.
[14]Mosalam K,Machado C,Gliniorz K U.Seismic evaluation ofan asymmetric three-story wood-frame building.CUREE-caltech wood-frame project task 1.1.2 report[R].Richmond:Consortium of Universities for Research inEarthquake Engineering(CUREE),2002.
[15]Wolfe R W.Research paper FPL-439-contribution of gypsumwallboard to the racking resistance of light-frame walls[R].Madison:U.S.Department of Agriculture,Forest ProductLaboratory,1983.
[16]Karacabeyli E,Ceccotti A.Test results on lateral resistanceof nailed shear walls[C]∥1996 Int Wood Engineering Conf,Baton Rogue:Louisiana State University,1996.
[17]Johnson A C.Monotonic and cyclic performance of long shearwalls with openings[D].Blacksburg Virginia:PolytechnicInstitute and State University,1997.
[18]Uang C M,Catto K.Effects of finish materials and dynamicloading on the cyclic response of wood-frame shear walls[J].Journal of Structure Engineering,ASCE,2003,129(10):1394.
[19]Sinha A,Gupta R.Strain distribution in OSB and GWB inwood-frame shear walls[J].Journal of Structure Engineering.ASCE,2009,135(6):666.
[20]陈松来,张盛东,王焕定,等.轻型木结构房屋侧向变形机理的现场试验研究[J].同济大学学报:自然科学版,2008,36(4):451.CHEN Songlai,ZHANG Shengdong,WANG Huanding,etal.In situ experimental study of deformation mechanismunder lateral loads for wood frame building[J].Journal ofTongji University:Natural Science,2008,36(4):451.
[2]上海市工程建设规范.DG/TJ08-2059—2009轻型木结构建筑技术规程[S].上海:[s.n.],2009.Shanghai Engineering Construction Specification.DG/TJ08-2059—2009.Technical specification for wood frameconstruction[S].Shanghai:[s.n.],2009.
[3]同济大学土木工程防灾国家重点实验室.二层轻型木结构房屋模拟地震振动台试验研究报告[R].上海:同济大学土木工程防灾国家重点实验室,2004.State Key Laboratory of Disaster Reduction in CivilEngineering of Tongji University.Shaking table test report oftwo storey light frame wood house[R].Shanghai:TongjiUniversity.State Key Laboratory for Disaster Reduction inCivil Engineering,2004.
[4]同济大学土木工程防灾国家重点实验室.二层不规则轻型木结构房屋模拟地震振动台试验研究报告[R].上海:同济大学土木工程防灾国家重点实验室,2005.State Key Laboratory of Disaster Reduction in CivilEngineering of Tongji University.Shaking table test report ofirregular plan of two-storey light frame wood house[R].Shanghai:Tongji University.State Key Laboratory ofDisaster Reduction in Civil Engineering,2005.
[5]熊海贝,徐硕,卢文胜.轻木结构房屋基本自振周期试验研究[J].同济大学学报:自然科学版,2008,36(4):449.XIONG Haibei,XU Shuo,LU Wensheng.Test study offundamental periods of wood-frame houses[J].Journal ofTongji University:Natural Science,2008,36(4):449.
[6]International Conference of Building Officials.Uniformbuilding code[S].Whittier:California,1997.
[7]American Society of Civil Engineering.ASCE/SEI 7-05Minimum design loads for buildings and other structures[S].Washington D C:The America Society of CivilEngineering,2006.
[8]CanadianCommission on Building and Fire Code(CCBFC).National building code of Canada[S].Ottawa:The NationalResearch Council of Canada,2002.
[9]Federal Emergency Management Agency.FEMA-273NEHERP guidelines for the seismic rehabilitation of buildings[S].Washington,D C:Federal Emergency ManagementAgency,1997.
[10]Federal Emergency Management Agency.FEMA-302NEHERP recommended provisions guidelines for seismicregulations for new buildings and other structures[S].Washington,D C:Federal Emergency ManagementAgency,1997.
[11]Foliente G C,Zacher E G.Performance tests of timberstructural systems under seismic loads[C]∥Proceedings of aResearch Needs Workshop on Analysis.Design and Testing ofTimber Structures Under Seismic Loads.Richmond:University of California Forest Products Laboratory,1994,21-86.
[12]Vanessa S C.Dynamic characteristics of wood frame buildings[D].Pasadena:California Institute of Technology,2003.
[13]Fischer D,Filiatrault A,Folz B.Shake table tests of a two-story wood-frame house.CUREE-caltech wood-frame projecttask 1.1.1 report[R].Richmond:Consortium ofUniversities for Research in Earthquake Engineering(CUREE),2001.
[14]Mosalam K,Machado C,Gliniorz K U.Seismic evaluation ofan asymmetric three-story wood-frame building.CUREE-caltech wood-frame project task 1.1.2 report[R].Richmond:Consortium of Universities for Research inEarthquake Engineering(CUREE),2002.
[15]Wolfe R W.Research paper FPL-439-contribution of gypsumwallboard to the racking resistance of light-frame walls[R].Madison:U.S.Department of Agriculture,Forest ProductLaboratory,1983.
[16]Karacabeyli E,Ceccotti A.Test results on lateral resistanceof nailed shear walls[C]∥1996 Int Wood Engineering Conf,Baton Rogue:Louisiana State University,1996.
[17]Johnson A C.Monotonic and cyclic performance of long shearwalls with openings[D].Blacksburg Virginia:PolytechnicInstitute and State University,1997.
[18]Uang C M,Catto K.Effects of finish materials and dynamicloading on the cyclic response of wood-frame shear walls[J].Journal of Structure Engineering,ASCE,2003,129(10):1394.
[19]Sinha A,Gupta R.Strain distribution in OSB and GWB inwood-frame shear walls[J].Journal of Structure Engineering.ASCE,2009,135(6):666.
[20]陈松来,张盛东,王焕定,等.轻型木结构房屋侧向变形机理的现场试验研究[J].同济大学学报:自然科学版,2008,36(4):451.CHEN Songlai,ZHANG Shengdong,WANG Huanding,etal.In situ experimental study of deformation mechanismunder lateral loads for wood frame building[J].Journal ofTongji University:Natural Science,2008,36(4):451.
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