多层住宅新型复合结构空间动力性能分析
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摘要
本文针对用于代替黏土砖住宅结构的新型"人"字支撑复合结构进行了空间动力性能分析,研究了新型复合结构用于多层住宅的抗震性能。首先,采用子空间迭代法计算出该空间结构的前十阶自振周期和振型,得出有支撑的复合结构方向刚度很大,且支撑还提高了复合结构体系的空间整体刚度;然后,对该结构体系采用反应谱方法求出结构在地震作用下的响应,结果表明该实例住宅的薄弱层均为第三层;在多遇地震作用下,梁、柱及支撑在最不利内力组合下的配筋在合理范围内。结果还表明新型复合结构用于多层住宅具有良好的空间动力性能。
The spatial dynamical performance of the new "∧" brace compound structure which would be used to substitute clay brick residential structure is mainly studied. And the seismic performance of the multilayer dwelling which is adopted new compound struc-ture is also studied. The preceding ten natural frequencies and mode shapes are calculated by the subspace method. The reinforcement of the brace compound orientation is bigger than the frame orientation. The spatial whole reinforcement of the compound structure has been heightened greatly. The response under seismic action of the new compound structure is calculated with the spectrum analysis method. The place of the feeble floor is appeared the third floor. Under the familiar seism,the reinforced dosage of the column and beam and brace are in reason. Under the unusual seism,the maximum interbedded displacement corner are met the finite value of the reinforced concrete frame-shearing wall. The new compound structure which would be used to multilayer dwelling has well spatial dynamical performance.
The spatial dynamical performance of the new "∧" brace compound structure which would be used to substitute clay brick residential structure is mainly studied. And the seismic performance of the multilayer dwelling which is adopted new compound struc-ture is also studied. The preceding ten natural frequencies and mode shapes are calculated by the subspace method. The reinforcement of the brace compound orientation is bigger than the frame orientation. The spatial whole reinforcement of the compound structure has been heightened greatly. The response under seismic action of the new compound structure is calculated with the spectrum analysis method. The place of the feeble floor is appeared the third floor. Under the familiar seism,the reinforced dosage of the column and beam and brace are in reason. Under the unusual seism,the maximum interbedded displacement corner are met the finite value of the reinforced concrete frame-shearing wall. The new compound structure which would be used to multilayer dwelling has well spatial dynamical performance.
引文
[1]王新玲,李海明,杨广宁.多层住宅新型复合结构体系的结构选型分析[J].工业建筑,2005,35(1):37-39.
[2]王新玲,张海东.多层住宅新型复合结构在竖向荷载作用下的试验分析[J].郑州大学学报(工学版),2005,26(4):5-8.
[3]王新玲,赵更奇,杨广宁.带“人字”支撑的新型复合结构体系动力特征研究[J].世界地震工程,2004,20(2):69-72.
[4]王新玲,赵更岐,张海东.多层住宅新型复合结构的抗震试验研究[J].土木工程学报,2006,39(8):51-56.
[5]王新玲,李娜,余兴华.新型“人字”支撑复合结构空间静力性能分析[J].郑州大学学报(工学版),2007(4):16-19.
[6]Youssef M A et al.Seismic performance of RC frames with concentric internal steel bracing[J].Engineering Struc-tures,2007,29:1561-1568.
[7]Dicleli M,Mehta A.Seismic performance of chevron braced steel frames with and without viscous fluid dampers as a function of ground motion and damper characteristics[J].Journal of Constructional Steel Research,2007,63:1102-1115.
[8]ANSYS.Inc.Modeling and Meshing Guide.001377.De-cember2000,SAS IR Inc.
[9]文娲,秦忠国.钢筋混凝土框筒结构的动力特性及地震反应分析[J].建筑技术开发,2005,32(3):51-53.
[10]杨小兰,刘极峰.基于ANSYS的有限元法网格划分浅析[J].煤矿机械,2005(1):38-39.
[11]孙武,杨树标,袁颖.多质点弹性体系的地震反应分析[J].河北建筑科技学院学报,2002,19(2):37-40.
[12]黄怡,王元清.多层轻钢框架结构的抗震性能分析[J].工业建筑,2006,36(12):73-75.
[13]HUANG Zhen,LI Qingsong et al.Elastoplastic analysis of knee bracing frame[J].Journal of Zhejiang University SCI,2005,6A(8):784-789.
[14]Erduran E,Yakut A.Drift based damage functions for re-inforced concrete columns[J].Computers and Structures,2004,82:121-130.
[15]尚守平,周福霖.结构抗震设计[M].北京:高等教育出版社,2003.
[16]A.D.Kiureghian and Y.Nakamura.高频振型的CQC振型组合规则[J].世界地震工程,1994(2):68-76.
[17]任胜谦,高小旺,高全臣等.高层建筑不规则结构多维地震效应组合研究[J].建筑科学,2003,19(4):9-13.
[18]蒋丽忠,吴忠河,王臣.框架结构弹性及弹塑性反应谱研究[J].铁道科学与工程学报,2009,6(1):6-9.
[19]卢文才,邱文亮,谭永刚.连续梁反应谱比较分析[J].山东交通学院学报,2009,17(1):44-48.
[20]中华人民共和国国家标准GB50011-2001《建筑抗震设计规范》[S].北京:中国建筑工业出版社,2002.
[2]王新玲,张海东.多层住宅新型复合结构在竖向荷载作用下的试验分析[J].郑州大学学报(工学版),2005,26(4):5-8.
[3]王新玲,赵更奇,杨广宁.带“人字”支撑的新型复合结构体系动力特征研究[J].世界地震工程,2004,20(2):69-72.
[4]王新玲,赵更岐,张海东.多层住宅新型复合结构的抗震试验研究[J].土木工程学报,2006,39(8):51-56.
[5]王新玲,李娜,余兴华.新型“人字”支撑复合结构空间静力性能分析[J].郑州大学学报(工学版),2007(4):16-19.
[6]Youssef M A et al.Seismic performance of RC frames with concentric internal steel bracing[J].Engineering Struc-tures,2007,29:1561-1568.
[7]Dicleli M,Mehta A.Seismic performance of chevron braced steel frames with and without viscous fluid dampers as a function of ground motion and damper characteristics[J].Journal of Constructional Steel Research,2007,63:1102-1115.
[8]ANSYS.Inc.Modeling and Meshing Guide.001377.De-cember2000,SAS IR Inc.
[9]文娲,秦忠国.钢筋混凝土框筒结构的动力特性及地震反应分析[J].建筑技术开发,2005,32(3):51-53.
[10]杨小兰,刘极峰.基于ANSYS的有限元法网格划分浅析[J].煤矿机械,2005(1):38-39.
[11]孙武,杨树标,袁颖.多质点弹性体系的地震反应分析[J].河北建筑科技学院学报,2002,19(2):37-40.
[12]黄怡,王元清.多层轻钢框架结构的抗震性能分析[J].工业建筑,2006,36(12):73-75.
[13]HUANG Zhen,LI Qingsong et al.Elastoplastic analysis of knee bracing frame[J].Journal of Zhejiang University SCI,2005,6A(8):784-789.
[14]Erduran E,Yakut A.Drift based damage functions for re-inforced concrete columns[J].Computers and Structures,2004,82:121-130.
[15]尚守平,周福霖.结构抗震设计[M].北京:高等教育出版社,2003.
[16]A.D.Kiureghian and Y.Nakamura.高频振型的CQC振型组合规则[J].世界地震工程,1994(2):68-76.
[17]任胜谦,高小旺,高全臣等.高层建筑不规则结构多维地震效应组合研究[J].建筑科学,2003,19(4):9-13.
[18]蒋丽忠,吴忠河,王臣.框架结构弹性及弹塑性反应谱研究[J].铁道科学与工程学报,2009,6(1):6-9.
[19]卢文才,邱文亮,谭永刚.连续梁反应谱比较分析[J].山东交通学院学报,2009,17(1):44-48.
[20]中华人民共和国国家标准GB50011-2001《建筑抗震设计规范》[S].北京:中国建筑工业出版社,2002.
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