型钢混凝土混合框架结构抗震性能分析
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摘要
型钢混凝土结构强度大、刚度大、塑性和韧性好、抗震性能好。型钢混凝土结构作为一种新型的结构体系,在多高层建筑中得到越来越广泛的应用。以往的研究主要侧重在单独的型钢混凝土构件、单独的钢构件上,对该种结构体系的整体性能研究较少,因此有必要对该种形式的结构体系进行抗震性能研究。
本文采用Sap2000大型通用有限元软件建立一个12层的型钢混凝土(SRC)柱-钢梁混合框架结构规则模型,在分析中主要考虑SRC柱的含钢率、梁柱线刚度比及SRC柱的截面型钢形式三种因素对结构抗震性能的影响。首先对结构进行模态分析,分别讨论了上述三种因素对结构自振特性的影响,为下一步的动力分析奠定基础；其次对结构进行振型分解反应谱分析和弹性时程分析,分别讨论了上述三种因素对结构变形控制及结构整体抗侧移刚度的影响；最后进行静力弹塑性分析,分别讨论了上述三种因素对该结构体系的整体抗侧移刚度、变形能力、延性及耗能能力的影响。
分析结果表明：SRC柱的含钢率对SRC柱-钢梁混合框架结构弹性阶段的抗侧移刚度影响不大,当进入弹塑性阶段后,随着含钢率的增加,结构的抗侧移刚度、变形能力、延性和耗能能力有明显的提高；随着梁柱线刚度比的增加,不管是弹性阶段还是弹塑性阶段,结构的抗侧移刚度都有明显的提高,但结构的变形能力、延性和耗能能力有明显的下降；SRC柱截面的型钢形式对SRC柱-钢梁混合框架结构弹性阶段的抗侧移刚度影响不大,但对弹塑性阶段的影响较明显,变形能力和延性较好的截面钢骨形式依次是H型钢骨、十字形钢骨、方钢管钢骨、圆钢管钢骨,结构抗侧移刚度较好的截面钢骨形式依次是H型钢骨、方钢管钢骨、圆钢管钢骨、十字形钢骨。
本文进行的各项抗震分析结果为SRC柱-钢梁混合框架结构的抗震设计提供参考。
The Steel reinforced concrete structure has the characteristic of high profound intensity and rigidity, good plasticity and toughness, good excellent seismic performance. Hybrid frame of steel reinforced concrete (SRC) column-steel beam as a new type of structural system, are more and more widely used in a multi-high-rise buildings.
This paper adopts large general finite element analysis software SAP2000 to build a 12 story hybrid frame of steel reinforced concrete column-steel beam,consider the three factors such as steel ratio of SRC column,linear stiffness ratio of beam to column and form of steel of SRC column on the seismic performance of the structure. First,perform model analysis to discuss the vibration characteristis of the structure from the three factors for further seismic analysis. Secend,perform mode superposition response spectrum analysis and time-history analysis,in the elastic stage,to discuss the deformation capacity and lateral stiffness of the structural from the three factors.Finally,perform nonlinear static analysis,in the elastic-plastic stage,to discuss the lateral stiffness,deformation capacity,ductility and energy dissipation capacity of the structrue from the three factors.
The results show that:steel ratio of SRC column has the little effection on the hybrid frame of SRC column-steel beam in the elastic stage,but into the elastic-plastic stage, as the steel ratio increases, the structure's lateral stiffness, deformation capacity, ductility and energy dissipation capacity are significantly improved; with the linear stiffness ratio of beam to column increases, either elastic or elastoplastic stage, the structure's lateral stiffness improved significantly, but the structure's deformation capacity, ductility and energy dissipation decrease significantly; form of steel of SRC column has the little effection on the hybrid frame of SRC column-steel beam in the elastic stage,but has the more significantly impact in the elastic-plastic stage. Deformation capacity and ductility in turn is better as follows:H steel, cross-section steel,square tube steel, round tube steel.Lateral stiffness in turn is better as follows:H steel, square tube steel, round tube steel, cross-section steel.
This article's seismic analysis result provides a reference for the seismic design of the SRC column-steel beam hybrid frame structure.
本文采用Sap2000大型通用有限元软件建立一个12层的型钢混凝土(SRC)柱-钢梁混合框架结构规则模型,在分析中主要考虑SRC柱的含钢率、梁柱线刚度比及SRC柱的截面型钢形式三种因素对结构抗震性能的影响。首先对结构进行模态分析,分别讨论了上述三种因素对结构自振特性的影响,为下一步的动力分析奠定基础；其次对结构进行振型分解反应谱分析和弹性时程分析,分别讨论了上述三种因素对结构变形控制及结构整体抗侧移刚度的影响；最后进行静力弹塑性分析,分别讨论了上述三种因素对该结构体系的整体抗侧移刚度、变形能力、延性及耗能能力的影响。
分析结果表明：SRC柱的含钢率对SRC柱-钢梁混合框架结构弹性阶段的抗侧移刚度影响不大,当进入弹塑性阶段后,随着含钢率的增加,结构的抗侧移刚度、变形能力、延性和耗能能力有明显的提高；随着梁柱线刚度比的增加,不管是弹性阶段还是弹塑性阶段,结构的抗侧移刚度都有明显的提高,但结构的变形能力、延性和耗能能力有明显的下降；SRC柱截面的型钢形式对SRC柱-钢梁混合框架结构弹性阶段的抗侧移刚度影响不大,但对弹塑性阶段的影响较明显,变形能力和延性较好的截面钢骨形式依次是H型钢骨、十字形钢骨、方钢管钢骨、圆钢管钢骨,结构抗侧移刚度较好的截面钢骨形式依次是H型钢骨、方钢管钢骨、圆钢管钢骨、十字形钢骨。
本文进行的各项抗震分析结果为SRC柱-钢梁混合框架结构的抗震设计提供参考。
The Steel reinforced concrete structure has the characteristic of high profound intensity and rigidity, good plasticity and toughness, good excellent seismic performance. Hybrid frame of steel reinforced concrete (SRC) column-steel beam as a new type of structural system, are more and more widely used in a multi-high-rise buildings.
This paper adopts large general finite element analysis software SAP2000 to build a 12 story hybrid frame of steel reinforced concrete column-steel beam,consider the three factors such as steel ratio of SRC column,linear stiffness ratio of beam to column and form of steel of SRC column on the seismic performance of the structure. First,perform model analysis to discuss the vibration characteristis of the structure from the three factors for further seismic analysis. Secend,perform mode superposition response spectrum analysis and time-history analysis,in the elastic stage,to discuss the deformation capacity and lateral stiffness of the structural from the three factors.Finally,perform nonlinear static analysis,in the elastic-plastic stage,to discuss the lateral stiffness,deformation capacity,ductility and energy dissipation capacity of the structrue from the three factors.
The results show that:steel ratio of SRC column has the little effection on the hybrid frame of SRC column-steel beam in the elastic stage,but into the elastic-plastic stage, as the steel ratio increases, the structure's lateral stiffness, deformation capacity, ductility and energy dissipation capacity are significantly improved; with the linear stiffness ratio of beam to column increases, either elastic or elastoplastic stage, the structure's lateral stiffness improved significantly, but the structure's deformation capacity, ductility and energy dissipation decrease significantly; form of steel of SRC column has the little effection on the hybrid frame of SRC column-steel beam in the elastic stage,but has the more significantly impact in the elastic-plastic stage. Deformation capacity and ductility in turn is better as follows:H steel, cross-section steel,square tube steel, round tube steel.Lateral stiffness in turn is better as follows:H steel, square tube steel, round tube steel, cross-section steel.
This article's seismic analysis result provides a reference for the seismic design of the SRC column-steel beam hybrid frame structure.
引文
[1]赵鸿铁.钢与混凝土组合结构.北京：科学出版社,2001.
[2]周东华,刘坚,王文达等.钢与混凝土组合结构设计原理.北京：科学出版社,2005.
[3]赵鸿铁.组合结构设计原理.北京：高等教育出版社,2005.
[4]Hulmut Krawinkler G.D.P.K.Seneviratna.Pros and Cons of A Pushover Analysis of Seismic Performance Evaluation. Engineering Struetures.Vol.20:452-464,1998.
[5]Michael Barnes.Form and Stress Engineering of Tension Struetures.Structural Engineering Review.1994.6(3-4):175-202.
[6]JGJ138-2001.型钢混凝土组合结构技术规程.北京：中国建筑工业出版社,2002.
[7]YB9082-97.钢骨混凝土结构设计规程.北京：冶金工业出版社,1998.
[8]张仲先,王海波.高层建筑结构设计.北京：北京大学出版社,2006.
[9]齐晓海.高层钢筋混凝土结构抗震性能研究：(硕士学位论文).哈尔滨：中国地震局力学研究所,2003.
[10]Giorgio Monti. Eneo Svaeone. Reinforeed Conerete Fiber Beam Element With Bond-SliP.Journa of structural engineering,June2000.
[11]C.W.Roeder.Composite and Mixed Construction. Published by ASCE,1984.
[12]刘声扬,王汝恒,王来.钢结构原理与设计.武汉：武汉理工大学出版社,2005.
[13]吕西林.高层建筑结构.武汉：武汉理工大学出版社,2003.
[14]孙海水.型钢混凝土(SRC)柱-钢梁混合框架结构的基本性能研究：(硕士学位论文).西安：西安建筑科技大学,2008.
[15]叶飞.高层型钢混凝土混合结构抗震性能分析：(硕士学位论文).武汉：武汉理工大学,2007.
[16]齐欣.型钢混凝土-钢筋混凝土混合框架抗震性能分析：(硕士学位论文).成都：西南交通大学,2003.
[17]胡庆汉.型钢混凝土梁-钢筋混凝土柱混合结构抗震分析与设计：(硕士学位论文).成都：西南交通大学,2005.
[18]王文达.钢筋混凝土柱-钢梁平面框架的力学性能研究：(硕士学位论文).福州：福州大学,2006.
[19]李国强,李杰,苏小卒.建筑结构抗震设计.北京：中国建筑出版社,2002.
[20]刘晶波,杜修力,李宏勇等.结构动力学.北京：机械工业出版社,2004.
[21]北京金土木软件公司等.SAP2000中文版使用指南.北京：人民交通出版社,2006.
[22]建筑抗震设计规范(GB50011-2001)[S].北京：中国建筑工业出版社,2008.
[23]Freeman S A,Nicoletti J P,Tyree J V.Evaluation of Existing Building for Seismic Risk-A Case Study of Puget Sound Naval Shipyard,Wshington[C].In:Proceeding of the frist US.Nationl Conference on Earthquake Engineering,American,EERL,1975:278-289.
[24]Fajfor P.Capacity Spectrum Meth Based on Inelastic Demand Speatra[J].EESD,1999,28(9):979-993.
[25]Federal Emergency Management Agency(FEMA). NEHRP Guidelines for the Seismic Rehabilitation of Buildings. FEMA Report 273,1997.
[26]Saiidi M,Sozen M A.Simple Nonlinear Seismic Analysis of R/C Structure[J].J.of Struct.Div,ASCE,1981,107(5):927-951.
[27]R.W.Clough and J.Penzien,王光远译.结构动力学.北京：科学出版社,1981.
[28]沈聚敏,周锡元,高小旺等.抗震工程学.北京：中国建筑工业出版社,2000.
[29]汪梦甫,王锐.基于位移的结构静力弹塑性分析方法的研究.地震工程与工程振动,2006,26(5)：73-80.
[30]ATC,Recommended Methodology for Seismic Evaluation and Retrofit of Existing Concrete Building, Draft,ReportNo.ATC-40.Applied Technology Council,Redwood City California,1996.
[31]JGJ3-2002.高层混凝土结构技术规程.北京：中国建筑工业出版社,2002.
[32]田雁新,孟焕陵,陈伯望.基于优化原理框架结构梁柱合理线刚度比研究.铁道科学与工程学报,2006,3(3)：57-60.
[33]永春.刚度比与高宽比对SRC框架-RC筒体混合结构抗震性能影响的Push-over法分析：(硕士学位论文).西安：西安建筑科技大学,2007.
[34]Chopra AK,Goel RK A Modal Pushover Analysis Procedure for Estimating Seismic Demands for Building[J].Earthquake Engineering and Structural Dynamics 2002,31:561-582.
[35]刘清山,梁兴文,黄雅捷.对结构静力弹塑性分析方法的几点改进.建筑科学,2005,21(4)：28-33.
[36]沈蒲生,龚胡广.多模态静力推覆分析及其在高层混合结构体系抗震评估中的应用.工程力学.2006,23(8)：69-73.
[37]魏琏,王森,王志远,周清晓.静力弹塑性分析法的修正及其在抗震设计中的应用.建筑结构,2006,8(26)：97-102.
[38]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响.建筑科学,2001,17(5)：8-13.
[39]何立才,SRC-S竖向混合结构的静力弹塑性(push-over)分析：(硕士学位论文).西安：西安建筑科技大学,2009.
[40]白国良,楚留声,朱丽华.型钢混凝土框架静力非线性分析塑性铰参数研究.西安建筑科技大学学报：自然科学版,2007,12(4)：756-761.
[41]楚留声.高烈度区型钢混凝土框架-钢筋混凝土筒体混合结构体系抗震性能研究：(博士学位论文).西安：西安建筑科技大学,2008.
[42]薛建阳,赵鸿铁.型钢混凝土框架弹塑性地震反应实验研究.西安建筑科技大学报：自然科学版,1997,29(4)：360-363.
[2]周东华,刘坚,王文达等.钢与混凝土组合结构设计原理.北京：科学出版社,2005.
[3]赵鸿铁.组合结构设计原理.北京：高等教育出版社,2005.
[4]Hulmut Krawinkler G.D.P.K.Seneviratna.Pros and Cons of A Pushover Analysis of Seismic Performance Evaluation. Engineering Struetures.Vol.20:452-464,1998.
[5]Michael Barnes.Form and Stress Engineering of Tension Struetures.Structural Engineering Review.1994.6(3-4):175-202.
[6]JGJ138-2001.型钢混凝土组合结构技术规程.北京：中国建筑工业出版社,2002.
[7]YB9082-97.钢骨混凝土结构设计规程.北京：冶金工业出版社,1998.
[8]张仲先,王海波.高层建筑结构设计.北京：北京大学出版社,2006.
[9]齐晓海.高层钢筋混凝土结构抗震性能研究：(硕士学位论文).哈尔滨：中国地震局力学研究所,2003.
[10]Giorgio Monti. Eneo Svaeone. Reinforeed Conerete Fiber Beam Element With Bond-SliP.Journa of structural engineering,June2000.
[11]C.W.Roeder.Composite and Mixed Construction. Published by ASCE,1984.
[12]刘声扬,王汝恒,王来.钢结构原理与设计.武汉：武汉理工大学出版社,2005.
[13]吕西林.高层建筑结构.武汉：武汉理工大学出版社,2003.
[14]孙海水.型钢混凝土(SRC)柱-钢梁混合框架结构的基本性能研究：(硕士学位论文).西安：西安建筑科技大学,2008.
[15]叶飞.高层型钢混凝土混合结构抗震性能分析：(硕士学位论文).武汉：武汉理工大学,2007.
[16]齐欣.型钢混凝土-钢筋混凝土混合框架抗震性能分析：(硕士学位论文).成都：西南交通大学,2003.
[17]胡庆汉.型钢混凝土梁-钢筋混凝土柱混合结构抗震分析与设计：(硕士学位论文).成都：西南交通大学,2005.
[18]王文达.钢筋混凝土柱-钢梁平面框架的力学性能研究：(硕士学位论文).福州：福州大学,2006.
[19]李国强,李杰,苏小卒.建筑结构抗震设计.北京：中国建筑出版社,2002.
[20]刘晶波,杜修力,李宏勇等.结构动力学.北京：机械工业出版社,2004.
[21]北京金土木软件公司等.SAP2000中文版使用指南.北京：人民交通出版社,2006.
[22]建筑抗震设计规范(GB50011-2001)[S].北京：中国建筑工业出版社,2008.
[23]Freeman S A,Nicoletti J P,Tyree J V.Evaluation of Existing Building for Seismic Risk-A Case Study of Puget Sound Naval Shipyard,Wshington[C].In:Proceeding of the frist US.Nationl Conference on Earthquake Engineering,American,EERL,1975:278-289.
[24]Fajfor P.Capacity Spectrum Meth Based on Inelastic Demand Speatra[J].EESD,1999,28(9):979-993.
[25]Federal Emergency Management Agency(FEMA). NEHRP Guidelines for the Seismic Rehabilitation of Buildings. FEMA Report 273,1997.
[26]Saiidi M,Sozen M A.Simple Nonlinear Seismic Analysis of R/C Structure[J].J.of Struct.Div,ASCE,1981,107(5):927-951.
[27]R.W.Clough and J.Penzien,王光远译.结构动力学.北京：科学出版社,1981.
[28]沈聚敏,周锡元,高小旺等.抗震工程学.北京：中国建筑工业出版社,2000.
[29]汪梦甫,王锐.基于位移的结构静力弹塑性分析方法的研究.地震工程与工程振动,2006,26(5)：73-80.
[30]ATC,Recommended Methodology for Seismic Evaluation and Retrofit of Existing Concrete Building, Draft,ReportNo.ATC-40.Applied Technology Council,Redwood City California,1996.
[31]JGJ3-2002.高层混凝土结构技术规程.北京：中国建筑工业出版社,2002.
[32]田雁新,孟焕陵,陈伯望.基于优化原理框架结构梁柱合理线刚度比研究.铁道科学与工程学报,2006,3(3)：57-60.
[33]永春.刚度比与高宽比对SRC框架-RC筒体混合结构抗震性能影响的Push-over法分析：(硕士学位论文).西安：西安建筑科技大学,2007.
[34]Chopra AK,Goel RK A Modal Pushover Analysis Procedure for Estimating Seismic Demands for Building[J].Earthquake Engineering and Structural Dynamics 2002,31:561-582.
[35]刘清山,梁兴文,黄雅捷.对结构静力弹塑性分析方法的几点改进.建筑科学,2005,21(4)：28-33.
[36]沈蒲生,龚胡广.多模态静力推覆分析及其在高层混合结构体系抗震评估中的应用.工程力学.2006,23(8)：69-73.
[37]魏琏,王森,王志远,周清晓.静力弹塑性分析法的修正及其在抗震设计中的应用.建筑结构,2006,8(26)：97-102.
[38]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响.建筑科学,2001,17(5)：8-13.
[39]何立才,SRC-S竖向混合结构的静力弹塑性(push-over)分析：(硕士学位论文).西安：西安建筑科技大学,2009.
[40]白国良,楚留声,朱丽华.型钢混凝土框架静力非线性分析塑性铰参数研究.西安建筑科技大学学报：自然科学版,2007,12(4)：756-761.
[41]楚留声.高烈度区型钢混凝土框架-钢筋混凝土筒体混合结构体系抗震性能研究：(博士学位论文).西安：西安建筑科技大学,2008.
[42]薛建阳,赵鸿铁.型钢混凝土框架弹塑性地震反应实验研究.西安建筑科技大学报：自然科学版,1997,29(4)：360-363.