古建筑木结构屋盖梁架体系动力性能分析
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摘要
针对目前古建筑木结构研究领域中对屋盖梁架的动力性能研究甚少的现状,该文以殿堂型木结构为研究对象,按照《营造法式注释》的构造要求建立屋盖梁架层模型,通过对其进行动力性能分析,得出了屋盖梁架层的结构动力特性以及在各种工况作用下的位移最大响应值和加速度最大响应值,求解出了各梁架层的动力放大系数。研究表明:屋盖梁架模型的第一频率为1.486Hz;屋盖梁架模型的自振频率远远高于振动台试验整体结构模型的自振频率;梁架层最大位移值随地震作用和高度的增加而增大;大震(400gal)时半刚性榫卯连接的减震效果比中震(220gal)、小震(110gal)时的减震效果要好;层间动力放大系数值在1左右;屋盖层与铺作层的动力放大系数在0.9左右。
In view of the status that the dynamic property of the roof-beams has been researched very little in the present research field of ancient timber structure,the palace timber structure is taken as the study object,establishing its roof-beams layer model according to the structural requirements of the annotation of Ying-tsao fa-shih.By the analysis of the dynamic properties,it obtained the structural dynamic characteristics and the maximal response of its displacement and acceleration under different conditions,and got the seismic amplification coefficient of the beams layer.Research shows that the first frequency of roof model is 1.486 Hz;the nature frequency of the roof model is much bigger than that of the whole structure of shaking table test;the maximal displacement value of beam layer increases with the earthquake and model height;the shock absorption effect of semi-rigid connection Sun-Mao in major earthquake(400gal) is better than that in moderate earthquake(220gal)and minor earthquake(110gal);the interlayer seismic amplification coefficient value lies in 1 or so;the seismic amplification coefficient between roof layer and arch shop lies in 0.9 around.
In view of the status that the dynamic property of the roof-beams has been researched very little in the present research field of ancient timber structure,the palace timber structure is taken as the study object,establishing its roof-beams layer model according to the structural requirements of the annotation of Ying-tsao fa-shih.By the analysis of the dynamic properties,it obtained the structural dynamic characteristics and the maximal response of its displacement and acceleration under different conditions,and got the seismic amplification coefficient of the beams layer.Research shows that the first frequency of roof model is 1.486 Hz;the nature frequency of the roof model is much bigger than that of the whole structure of shaking table test;the maximal displacement value of beam layer increases with the earthquake and model height;the shock absorption effect of semi-rigid connection Sun-Mao in major earthquake(400gal) is better than that in moderate earthquake(220gal)and minor earthquake(110gal);the interlayer seismic amplification coefficient value lies in 1 or so;the seismic amplification coefficient between roof layer and arch shop lies in 0.9 around.
引文
[1]薛建阳,赵鸿铁,张鹏程.中国古建筑木结构模型的振动台试验研究[J].土木工程学报,2004,37(6):6―11.Xue Jianyang,Zhao Hongtie,Zhang Pengcheng.Studyon the seismic behaviors of Chinese ancient woodenbuilding by shaking table test[J].China CivilEngineering Journal,2004,37(6):6―11.(in Chinese)
[2]梁思成.营造法式注释[M].北京:中国建筑工业出版社,1983:89―90.Liang Sicheng.The annotation of Ying-tsao fa-shih[M].Beijing:China Architecture&Building Press,1983:89―90.(in Chinese)
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[7]苏军.中国木结构古建筑抗震性能的分析[D].西安:西安建筑科技大学,2008:40―41.Su Jun.Study on the seismic performance of aneientChinese timber structure[D].Xi’an:Xi’an University ofArchitecture&Technology,2008:40―41.(in Chinese)
[8]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of building[S].2010.(in Chinese).
[9]姚侃,赵鸿铁,薛建阳,隋龑.古建筑木构架的整体稳定分析[J].世界地震工程,2008,24(1):73―76.Yao Kan,Zhao Hongtie,Xue Jianyang,Sui Yan.Monolithic stability analysis of timber frame in historicalbuildings[J].World Earthquake Engineering,2008,24(1):73―76.(in Chinese)
[10]姚侃.木结构古建筑的结构特性及抗震性能研究[D].西安:西安建筑科技大学,2006.Yao Kan.Study on the structural properties and seismicperformance of Chinese historical timber buildings[D].Xi’an:Xi’an University of Architecture&Technology,2006.(in Chinese)
[2]梁思成.营造法式注释[M].北京:中国建筑工业出版社,1983:89―90.Liang Sicheng.The annotation of Ying-tsao fa-shih[M].Beijing:China Architecture&Building Press,1983:89―90.(in Chinese)
[3]王天.古代大木作静力初探[M].北京:文物出版社,1992:116―127.Wang Tian.The static discussion ancient big wood[M].Beijing:Cultural Relic Press,1992:116―127.(inChinese)
[4]隋龑.中国古代木构耗能减震机理与动力特性分析[D].西安:西安建筑科技大学,2009:75,89.Sui Yan.Analysis on energy dissipation mechanism anddynamic characteristic for Chinese ancient timberbuildings[D].Xi’an:Xi’an University of Architecture&Technology,2009:75,89.(in Chinese)
[5]Jones S W,Kirby P A,Nethercot D A.Columns withsemi-rigid joints[J].Journal of Structural Division,ASCE,1982,108(2):361―372.
[6]谢启芳,赵鸿铁,薛建阳,姚侃,隋龑.中国古建筑木结构榫卯节点加固的试验研究[J].土木工程学报,2008,41(1):28―34.Xie Qifang,Zhao Hongtie,Xue Jianyang,Yao Kan,SuiYan.An exper imental study on the str engthening ofmor tise-tenon joints in ancient Chinese woodenbuildings[J].China Civil Engineering Journal,2008,41(1):28―34.(in Chinese)
[7]苏军.中国木结构古建筑抗震性能的分析[D].西安:西安建筑科技大学,2008:40―41.Su Jun.Study on the seismic performance of aneientChinese timber structure[D].Xi’an:Xi’an University ofArchitecture&Technology,2008:40―41.(in Chinese)
[8]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of building[S].2010.(in Chinese).
[9]姚侃,赵鸿铁,薛建阳,隋龑.古建筑木构架的整体稳定分析[J].世界地震工程,2008,24(1):73―76.Yao Kan,Zhao Hongtie,Xue Jianyang,Sui Yan.Monolithic stability analysis of timber frame in historicalbuildings[J].World Earthquake Engineering,2008,24(1):73―76.(in Chinese)
[10]姚侃.木结构古建筑的结构特性及抗震性能研究[D].西安:西安建筑科技大学,2006.Yao Kan.Study on the structural properties and seismicperformance of Chinese historical timber buildings[D].Xi’an:Xi’an University of Architecture&Technology,2006.(in Chinese)
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