高烈度区多层建筑框架、框—支结构经济性及二阶效应对比分析
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摘要
多层建筑是目前国内的一种普遍的建筑形式,虽然越来越多的高层建筑已层出不穷,但是多层建筑仍然有其固有的优势和适用性。多层建筑从其产生到现在已经历了二十多年的时间,伴随着我国经济建设的迅猛发展多层建筑也经历了很多变化,不管是从材料还是从结构形式上来说,都有了很大的变化和突破。多层建筑的材料已从原来的粘土砖转变到现在的混凝土和钢材,而其结构形式也从过去的砌体结构过渡到现在的钢筋混凝土结构以及钢结构等形式了。在结构设计中,对于多层建筑的设计比较流行的做法是采用纯框架结构体系,不管是在低烈度地区还是在高烈度地区都一样,然而我们知道多层建筑由于其侧向刚度较低,承担不了太多的水平荷载,在一些高烈度地区仍然采用纯框架结构体系未必是一种即经济又合理的做法。同时,随着计算手段及理论水平的提高,二阶效应已是在较精确的结构分析设计中必须考虑的问题,然而在多层建筑的结构设计中,二阶效应一般是不予考虑的。
于是本论文针对多层建筑这一普遍的建筑形式做了两大部分的工作,是在高烈度地区设计两种不同结构体系的多层建筑,其中一种是混凝土纯框架结构形式,另一种是混凝土框架-钢支撑结构形式。然后对二者进行受力性能(尤其是抗震性能)和经济性的对比分析；二是将这两种结构形式采用一阶与二阶分析其侧移和内力,先分别对比每种结构形式的一、二阶侧移和内力,然后再对比这两种结构形式的一、二阶侧移和内力,看哪种结构形式更加优越。其中,本论文还引申到二阶效应这一领域,对影响二阶效应的因素进行了分析。
The multi-story'building is very normal in our country, although there are more and more tall buildings, it still has its advantages and applicability. It has been throughed more than twenty years since its born. Along with the rapid development of our country's economy,its material has been changed from brick to reinforcement concrete and steel, and its structuretype has been changed from the brick blend structure to the reinforcement concrete structure or the steel structure. Although in the low intensity region or in the high intensity region, the popular structuretype for the multi-story building is the frame. But we all know the multity-story can't afford too much lateral loads because of its weak stiffness. So in the high intensity region, use the frame structure is not a econmic and reasonable way. Also, P-Delta effects play an important roal in the exactly analysis method, but in the muti-story'design method, we often neglect the P-Delta effects.
This paper do the two parts work to aim at the multity-story buildings, one is designing two kinds of structure (the reinforcement concrete frame structure and the reinforcement concrete frame-steel bracing structure) to compare its internal stress、concrete and steel reinforcement consumption;the other is compare its first order and second order elastic inner stress and sidesway. Finaly,this paper researched some basic things influnce the P-Delta effects.
于是本论文针对多层建筑这一普遍的建筑形式做了两大部分的工作,是在高烈度地区设计两种不同结构体系的多层建筑,其中一种是混凝土纯框架结构形式,另一种是混凝土框架-钢支撑结构形式。然后对二者进行受力性能(尤其是抗震性能)和经济性的对比分析；二是将这两种结构形式采用一阶与二阶分析其侧移和内力,先分别对比每种结构形式的一、二阶侧移和内力,然后再对比这两种结构形式的一、二阶侧移和内力,看哪种结构形式更加优越。其中,本论文还引申到二阶效应这一领域,对影响二阶效应的因素进行了分析。
The multi-story'building is very normal in our country, although there are more and more tall buildings, it still has its advantages and applicability. It has been throughed more than twenty years since its born. Along with the rapid development of our country's economy,its material has been changed from brick to reinforcement concrete and steel, and its structuretype has been changed from the brick blend structure to the reinforcement concrete structure or the steel structure. Although in the low intensity region or in the high intensity region, the popular structuretype for the multi-story building is the frame. But we all know the multity-story can't afford too much lateral loads because of its weak stiffness. So in the high intensity region, use the frame structure is not a econmic and reasonable way. Also, P-Delta effects play an important roal in the exactly analysis method, but in the muti-story'design method, we often neglect the P-Delta effects.
This paper do the two parts work to aim at the multity-story buildings, one is designing two kinds of structure (the reinforcement concrete frame structure and the reinforcement concrete frame-steel bracing structure) to compare its internal stress、concrete and steel reinforcement consumption;the other is compare its first order and second order elastic inner stress and sidesway. Finaly,this paper researched some basic things influnce the P-Delta effects.
引文
[1]中华人民共和国国家标准.民用建筑设计通则(GB50352-2005)[S].北京：中国建筑工业出版社,2005
[2]范家骥、高莲娣、喻永言.砌体结构[M].中国建筑工业出版社.1992
[3]苑振芳、刘斌.我国砌体结构的发展状况与展望[J].建筑结构.1999年10月：9-13
[4]邱洪兴、舒赣平等。建筑结构设计[M].南京：东南大学出版社,2002
[5]方鄂华.多层及高层建筑结构设计[M].北京.地震出版社,1992
[6]王端峰.框架结构住宅楼的几个抗震设计问题[J].住宅科技.1997.11：15-17
[7]吕烈武,沈士钊等.钢结构构件稳定理论.北京：中国建筑工业出版社,1983
[8]陈惠发著,周绥平译.钢框架稳定设计.上海：上海世界图书出版社,1999
[9]中华人民共和国国家标准.建筑抗震设计规范GB50011-2001[S]北京.中国建筑工业出版社.2002
[10]中华人民共和国国家标准.建筑结构荷载规范GB50009-2001[S]北京.中国建筑工业出版社.2002
[11]F. G. Fan, G. Ahmadi, N. Mostaghel, I. G. Tadibakhsh, Performance Analysis of a Seismic Base Isolation Systerm for a Multi-story Building, Dyn. Soil and Earthquake Engineer.10(3),1991:751-786
[12]Makris N,Construction M.C.,Spring viscous damper systems for combined seismic and vibration isolation. Earthquake Engineering and Structural dynamics,1992(21):639-644
[13]欧新新、崔钦淑.建筑结构设计与PKPM系列程序应用[M].北京.机械工业出版社.2007
[14]周东华、刘坚等.钢与混凝土组合结构设计原理.北京：科学出版社,2005.
[15]中华人民共和国国家标准.高层建筑混凝土结构技术规程JGJ3-2002.
[16]中国勘察设计协会技术经济委员会等编.民用建筑技术经济指标[M]北京.中国建筑工业出版社.2002
[17]云南省标准定额站.全国统一建筑工程基础定额云南省估价表[M].昆明：云南科学技术出版社,2002
[18]李存权.结构稳定和稳定内力.北京：人民交通出版社,2000.
[19]郭耀杰.钢结构稳定设计.武汉：武汉大学出版社,2003.4
[20]王翼,王秀峰著.现代控制论基础.北京：高等教育出版社,1995(10)
[21]中国建筑科学研究院主编.混凝土结构设计.北京：中国建筑工业出版社,2003,pp.90-120
[22]S.P.铁摩辛柯.弹性稳定理论.北京：科学出版社,1965
[23]ECCS. Essentials of Eurocode 3 Design Manual for Steel Structures in Building.ECCS Advisory Committee 5(no.65):1991, p60
[24]S.P.铁摩辛柯.材料力学史[M].上海科学技术出版社,1961.
[25]Chen,W.F.and Lui,E.M.Structural Stability-Theory and Implemention, Elsevier, New York,1987.
[26]Yura,J.A. The Effective Length of Columns in Unbraced Frames,Engineering Journal, AISC, Vol.8, No.2, April,1971.
[27]陈绍蕃.钢结构设计原理.北京：科学出版社,2001,p238-240.
[28]Galambos,T.V.Ed.Guide to Stability Design Criteria for Metal Structures,5th Ed.John Wiley&Sons,Inc.New York,1998.
[29]龙驭球、包世华.结构力学下册.北京：高等教育出版社,2002,p371.
[30]陈绍蕃.钢结构建筑工程教学辅导丛书.中国建筑工业出版社,1992.
[31]陈骥.钢结构稳定理论与设计.北京：科学出版社,2006,p171.
[32]陈骥.柱顶无侧移的单阶柱计算长度系数.西安冶金建筑学院学报,第24卷,第4期,1992.
[33]Schilling,C.G.,Buckling of One-Story Frame, Engineering J., AISC,2nd. Quarter,1983, pp49~57.
[34]中华人民共和国国家标准.混凝土结构设计规范GB50010— 2002[S],2002.
[35]O. G.Julian, L.S.Lawrence,Notes on J and L Nomographs for Determination of Effective Lengths,未公开发表的研究报告,1959
[36]E. Rosenblueth. Slenderness Effect in Buildings. Journal of the Structural Division, ASCE,1965
[37]L. K, Stevens. Elastic Stability of Practical Multistory Frame. Proceedings of the Intitution of Civil Engineers,1967
[38]F. Cheong-Siat-moy. Consideration of Secondary Effect in Frame Design, Journal of Structural Division,ASCE,1972
[39]F. Cheong-Siat-moy,and T. Down. New Interaction Equation for Steel Column.Report No. C2, Department of civil and Mineral Engineering, University of Minnesota,MN.1979
[40]Lai,Shu-MingA.,Macgregor,JamesG.,andHelleslandJostein. Geomet ric Nolinearities in Nonsway Frames,Journal of Structureal Engineering[J], ASCE VOL.109, No.12, Dec.,1983
[41]T.Paulay, M. J. N. Priestley, John Wiley and Sons. Seismic Design of Reinforced concrete and Masonry Buildings[M]. New York, Inc.605 Third Avenue,1992
[2]范家骥、高莲娣、喻永言.砌体结构[M].中国建筑工业出版社.1992
[3]苑振芳、刘斌.我国砌体结构的发展状况与展望[J].建筑结构.1999年10月：9-13
[4]邱洪兴、舒赣平等。建筑结构设计[M].南京：东南大学出版社,2002
[5]方鄂华.多层及高层建筑结构设计[M].北京.地震出版社,1992
[6]王端峰.框架结构住宅楼的几个抗震设计问题[J].住宅科技.1997.11：15-17
[7]吕烈武,沈士钊等.钢结构构件稳定理论.北京：中国建筑工业出版社,1983
[8]陈惠发著,周绥平译.钢框架稳定设计.上海：上海世界图书出版社,1999
[9]中华人民共和国国家标准.建筑抗震设计规范GB50011-2001[S]北京.中国建筑工业出版社.2002
[10]中华人民共和国国家标准.建筑结构荷载规范GB50009-2001[S]北京.中国建筑工业出版社.2002
[11]F. G. Fan, G. Ahmadi, N. Mostaghel, I. G. Tadibakhsh, Performance Analysis of a Seismic Base Isolation Systerm for a Multi-story Building, Dyn. Soil and Earthquake Engineer.10(3),1991:751-786
[12]Makris N,Construction M.C.,Spring viscous damper systems for combined seismic and vibration isolation. Earthquake Engineering and Structural dynamics,1992(21):639-644
[13]欧新新、崔钦淑.建筑结构设计与PKPM系列程序应用[M].北京.机械工业出版社.2007
[14]周东华、刘坚等.钢与混凝土组合结构设计原理.北京：科学出版社,2005.
[15]中华人民共和国国家标准.高层建筑混凝土结构技术规程JGJ3-2002.
[16]中国勘察设计协会技术经济委员会等编.民用建筑技术经济指标[M]北京.中国建筑工业出版社.2002
[17]云南省标准定额站.全国统一建筑工程基础定额云南省估价表[M].昆明：云南科学技术出版社,2002
[18]李存权.结构稳定和稳定内力.北京：人民交通出版社,2000.
[19]郭耀杰.钢结构稳定设计.武汉：武汉大学出版社,2003.4
[20]王翼,王秀峰著.现代控制论基础.北京：高等教育出版社,1995(10)
[21]中国建筑科学研究院主编.混凝土结构设计.北京：中国建筑工业出版社,2003,pp.90-120
[22]S.P.铁摩辛柯.弹性稳定理论.北京：科学出版社,1965
[23]ECCS. Essentials of Eurocode 3 Design Manual for Steel Structures in Building.ECCS Advisory Committee 5(no.65):1991, p60
[24]S.P.铁摩辛柯.材料力学史[M].上海科学技术出版社,1961.
[25]Chen,W.F.and Lui,E.M.Structural Stability-Theory and Implemention, Elsevier, New York,1987.
[26]Yura,J.A. The Effective Length of Columns in Unbraced Frames,Engineering Journal, AISC, Vol.8, No.2, April,1971.
[27]陈绍蕃.钢结构设计原理.北京：科学出版社,2001,p238-240.
[28]Galambos,T.V.Ed.Guide to Stability Design Criteria for Metal Structures,5th Ed.John Wiley&Sons,Inc.New York,1998.
[29]龙驭球、包世华.结构力学下册.北京：高等教育出版社,2002,p371.
[30]陈绍蕃.钢结构建筑工程教学辅导丛书.中国建筑工业出版社,1992.
[31]陈骥.钢结构稳定理论与设计.北京：科学出版社,2006,p171.
[32]陈骥.柱顶无侧移的单阶柱计算长度系数.西安冶金建筑学院学报,第24卷,第4期,1992.
[33]Schilling,C.G.,Buckling of One-Story Frame, Engineering J., AISC,2nd. Quarter,1983, pp49~57.
[34]中华人民共和国国家标准.混凝土结构设计规范GB50010— 2002[S],2002.
[35]O. G.Julian, L.S.Lawrence,Notes on J and L Nomographs for Determination of Effective Lengths,未公开发表的研究报告,1959
[36]E. Rosenblueth. Slenderness Effect in Buildings. Journal of the Structural Division, ASCE,1965
[37]L. K, Stevens. Elastic Stability of Practical Multistory Frame. Proceedings of the Intitution of Civil Engineers,1967
[38]F. Cheong-Siat-moy. Consideration of Secondary Effect in Frame Design, Journal of Structural Division,ASCE,1972
[39]F. Cheong-Siat-moy,and T. Down. New Interaction Equation for Steel Column.Report No. C2, Department of civil and Mineral Engineering, University of Minnesota,MN.1979
[40]Lai,Shu-MingA.,Macgregor,JamesG.,andHelleslandJostein. Geomet ric Nolinearities in Nonsway Frames,Journal of Structureal Engineering[J], ASCE VOL.109, No.12, Dec.,1983
[41]T.Paulay, M. J. N. Priestley, John Wiley and Sons. Seismic Design of Reinforced concrete and Masonry Buildings[M]. New York, Inc.605 Third Avenue,1992