双肢短肢剪力墙体系弹塑性静力分析及地震反应分析
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摘要
短肢剪力墙是介于异形框架柱和一般剪力墙之间的一种建筑结构体系,这种结构形式能使建筑取得良好的功能效果。已有的实践证明,在高层住宅中推广短肢剪力墙结构体系,具有重大的经济和社会效益。因此,短肢剪力墙结构已成为10—25层高层住宅的主要结构形式之一。
本文根据有限元理论和计算机仿真原理的基本思路,利用有限元分析软件ANSYS,对短肢剪力墙计算模型的承载能力、变形能力及延性进行了推覆模拟计算；并对其影响因素进行优化分析。
首先,采用ANSYS中的三维实体单元SOLID65建立了短肢剪力墙有限元分析模型,通过改变模型的混凝土强度等级、跨高比、轴压比和墙肢截面高厚比等影响因素,对短肢剪力墙试件进行计算,用分组比较的方法分析了各影响因素对模型的承载能力、变形能力及延性性能的影响,以及产生此影响的原因,进而进行优化分析,找出各影响因素的优化值。同时还对短肢剪力墙模型的破坏过程进行了分析。
其次,对单层短肢剪力墙和高层短肢剪力墙进行了地震弹塑性地震反应分析,分析了连梁跨高比、肢厚比等因素对结构的影响。
通过对短肢剪力墙的静力分析和在地震作用下的弹塑反应的分析,为短肢剪力墙的设计提供一些建议和依据。
Short-limbed wall (SLW) is an intergradation of structure style between erose-section-column frame and conventional shear wall structure. This kind of Structure can gain better economical benefit and excellent structural function. It is good to energy saving as well. Short-limbed wall (SLW) has become one of the most important structure forms for residence projects with10-25 stories.
According to the finite element theory and the computer simulative principle basic mentality, using finite element analysis software ANSYS, the load capacity, deformation capacity and ductility of short- limbed wall are tested by push-over simulative test, and carried on the optimized analysis to its influential factors.
Firstly,3D unit SOLID65 is used in ANSYS to establish the finite element analysis model of short- limbed wall. Then changing some influential factors such as concrete strength rank、couple beams span to depth ratio、ratio of axial compressive force and sectional depth-thickness ratio, the simulative test is carried on the short-limbed wall. Though grouping comparison method the paper analyzes the influence of each factor to the load capacity, deformation capacity and ductility, as well as have the reasons why it leads to the influence, then carries on the optimized analysis, discovers the optimized value of each influential factor, and does the analysis to the broken process of short- limbed wall.
Secondly, this paper, seismic analysis of elastic-plastic seismic response is done on single-layer short- limbed wall and the upper short- limbed wall. In seismic analysis, The element is analyzed with different parameters, such as the coupling beams span-height ratio, limb thickness ratio and so on. The influences of these parameters are studied.
Through the static analysis and seismic response under the action of elastic-plastic analysis, this paper provides some suggestions and the basis for the design of short-limbed wall.
本文根据有限元理论和计算机仿真原理的基本思路,利用有限元分析软件ANSYS,对短肢剪力墙计算模型的承载能力、变形能力及延性进行了推覆模拟计算；并对其影响因素进行优化分析。
首先,采用ANSYS中的三维实体单元SOLID65建立了短肢剪力墙有限元分析模型,通过改变模型的混凝土强度等级、跨高比、轴压比和墙肢截面高厚比等影响因素,对短肢剪力墙试件进行计算,用分组比较的方法分析了各影响因素对模型的承载能力、变形能力及延性性能的影响,以及产生此影响的原因,进而进行优化分析,找出各影响因素的优化值。同时还对短肢剪力墙模型的破坏过程进行了分析。
其次,对单层短肢剪力墙和高层短肢剪力墙进行了地震弹塑性地震反应分析,分析了连梁跨高比、肢厚比等因素对结构的影响。
通过对短肢剪力墙的静力分析和在地震作用下的弹塑反应的分析,为短肢剪力墙的设计提供一些建议和依据。
Short-limbed wall (SLW) is an intergradation of structure style between erose-section-column frame and conventional shear wall structure. This kind of Structure can gain better economical benefit and excellent structural function. It is good to energy saving as well. Short-limbed wall (SLW) has become one of the most important structure forms for residence projects with10-25 stories.
According to the finite element theory and the computer simulative principle basic mentality, using finite element analysis software ANSYS, the load capacity, deformation capacity and ductility of short- limbed wall are tested by push-over simulative test, and carried on the optimized analysis to its influential factors.
Firstly,3D unit SOLID65 is used in ANSYS to establish the finite element analysis model of short- limbed wall. Then changing some influential factors such as concrete strength rank、couple beams span to depth ratio、ratio of axial compressive force and sectional depth-thickness ratio, the simulative test is carried on the short-limbed wall. Though grouping comparison method the paper analyzes the influence of each factor to the load capacity, deformation capacity and ductility, as well as have the reasons why it leads to the influence, then carries on the optimized analysis, discovers the optimized value of each influential factor, and does the analysis to the broken process of short- limbed wall.
Secondly, this paper, seismic analysis of elastic-plastic seismic response is done on single-layer short- limbed wall and the upper short- limbed wall. In seismic analysis, The element is analyzed with different parameters, such as the coupling beams span-height ratio, limb thickness ratio and so on. The influences of these parameters are studied.
Through the static analysis and seismic response under the action of elastic-plastic analysis, this paper provides some suggestions and the basis for the design of short-limbed wall.
引文
[1]赵西安.现代高层建筑结构设计.北京：科学出版社。2000.
[2]黄子云,袁志华.高层建筑结构设计.中华铁道出版社.1998.81-101.
[3]包世华,方鄂华.高层建筑结构设计.清华大学出版社.1992.
[4]朱岳.郑州华林广场结构设计.建筑结构.ZooL6.vol31(6).
[5]张健康,陈勇.对短肢墙结构设计的体会.广州土木与建筑.2001.
[6]高层建筑混凝土结构技术规程(JGJ3—2002).2002.
[7]容柏生.高层住宅建筑中的短肢剪力墙体系.建筑结构学报.1997.P14-19.
[8]张坚,王振雄.考虑砌体填充墙刚度的短肢剪力墙结构分析方法.结构工程师.2000
[9]王燕飞.短肢剪力墙结构设计探讨.四川建筑.2000(4)：48～50.
[10]苗丽,陈家模.剪力墙优化选形初探.郑州工业大学学报.2001
[11]程文骧等：短肢剪力墙的设计和研究[J],建筑结构,2001年第7期
[12]程绍革、陈善阳、刘经伟.高层建筑短肢剪力墙结构振动台试验研究[J].建筑科学.2000
[13]张晋,吕志涛等.异形柱框轻和短肢剪力墙住宅结构体系,建筑结构,2001年第7期.
[14]宋建学,彭少民,刘立新,短肢剪力墙低周反复试验研究[J].华中科技大学学报(城市科学版)(2002),Vol.19.No.1,91～94。
[15]李奎明,李杰.钢筋混凝土双连梁短肢剪力墙结构试验研究.同济大学学报(自然科学版).2009.5
[16]胡广良.短肢剪力墙抗震试验研究.工程建设与设计.2005
[17]曹万林,张建伟,常卫华,黄选明,赵长军.带暗支撑双肢短肢剪力墙抗震性能试验研究.地震工程与工程震动.2006.2
[18]黄东升,程文骧,彭飞.对称双肢短肢剪力墙的低周反复荷载试验研究.建筑结构学报.2005.6
[19]张守军.短肢剪力墙非线性力学模型及地震反应分析.西安建筑科技大学硕士论文.2007
[20]江见鲸.陆新征.叶列平.混凝土结构有限元分析.清华大学出版社.2004
[21]王新敏.ANSYS工程结构数值分析.人民交通出版社.2007
[22]李围国.ANSYS在土木工程中的应用.中国水利水电出版社．．2007
[23]Bresler B,Pister K S. Strength of Concrete Under Combined Stresses.ACI,Vol. 55.NO.9,1958.
[24]Willam K J, Warnke E P. Constitutive Models for the Triaxial Behavior of Concrete.Int.Assoc. Bridege Struct. Eng. Sem. Concr. Struct. Subjected Triaxial Stresses, Bergamo.Italy:1974,Int. Assoc. Bridge struct. Eng. Proc. Vol.19,1975.
[25]Ottosen N S. A Failure Criterion for Concrete. ASCE. Vol.103,No. EM4,1977
[26]Hsieh S S, et al. An Elastic-Fracture Model for Concrete,Proceeding Eng. Mech. Div. Spec. Conf. New York:ASCE,Austin, Tex.,1979
[27]宋玉普,赵国藩等.多轴应力下混凝土的破环准则.第五届岩石、混凝土断裂和强度的学术会议集.长沙：国防科技大学出版社.1993.
[28]Podgorski J.General Failure Criterion for Isotropic Media. ASCE. Vol.111,No.EM2,1985.
[29]于骁中等.混凝土的二轴强度及其在拱坝设计中的应用.水利水电科学研究院科学研究论文集,第十九集(结构、材料).北京：水利水电出版社,1981
[30]王传志,过镇海,张秀琴.二轴和三轴受压混凝土的强度试验.土木工程学报.1987
[31]Nilson A H.et al. State of the Art Report on Finite Element Analysis of Reinforced Concrete. New York:ASCE,1982.
[32]Romstad K M, et al. Numerical Biaxial Characterization for C Concrete.ASCE.Vol.100, No.EM5,1974.
[33]张振西.混凝土在应变空间的三维特征及拱坝的应力重分布.[学位论文]清华大学.
[34]宋普玉,赵国藩.应变空间混凝土的破坏准则.大连理工大学学报.1990.30(5).
[35]赵国藩.高等钢筋混凝土结构学.大连理工大学出版社.2007.4
[36]王显利.工程结构抗震设计.科学出版社.2008.
[37]郭泽英.基于精细算法的短肢剪力墙结构弹塑性动力时程分析.西安建筑科技大学博士论文.2007.10
[38]竹影.短肢剪力墙结构在地震作用下的弹塑性分析.西安建筑科技大学硕士论文.2006
[39]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)中国建筑工业出版社.2002.
[40]中华人民共和国国家标准《混凝土设计规范》(GB50010—2002).中国建筑工业出版社2002
[41]ANSYS Inc, ANSYS Theory Manual, Twelfth Edition, Mareh2001.
[42]中华人民共和国国家标准,建筑抗震设计规范(GB50011—2001).中国建筑工业出版社2002
[43]宋健学.短肢剪力墙结构体系非线性有限元和内力分布规律.武汉理工大学博士学位论文.
[44]刘伟,王娱,朱蕴东.双肢短肢剪力墙结构抗震性能试验研究.世界地震工程,2004(6)
[45]包世华,新编高层建筑结构,中国水利水电出版社,2001,8
[46]王宁.高层建筑短肢剪力墙结构弹塑性模型及地震反应分析.西安：西安建筑科技大学,2004
[47]Hsuan-Thomas Hu and Willam C. Schnobrich, Nonlinear Analysis of Cracked Reinforced Concrete, ACI Structure Journal, Vol.87, No.2, March—April,1990
[48]T. Paulay. J. R Binny. Diagonally reinforced coupling beams of shear walls, Shear in Reinforced concrete, SP-42.American Concrete Institute, Farmimgton Hills.1974:579-598
[49]Thamos, T.C.Hsu, Stress and Crack Angles in Concrete Membrane Elements, Journal of Structure Engineering, VOI.124, No.12, December,1998.
[50]American Society of Civil Engineering, Finite Element Analysis of Reinforced Concrete New York,1982
[51]中华人民共和国建设部,JGJ3—91,钢筋混凝土高层建筑结构设计与施工规程.中国建筑工业出版社,1991
[52]江见鲸,陆新征..ANSYSsouD65单元分析混凝土.2002
[53]李皓月,周田朋,刘相新.ANSYS工程计算应用教程.2002
[54]M.Brun, J.M. Reynounard, L.Jezequel. A simple shear wall model taking into account Stiffness degradation Engineering Structures,25(2003):1—9
[55]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用.同济大学出版社,1996
[56]李青宁,王宁,蔡卫宁.T形短肢剪力墙弹塑性模型及地震反应分析.地震工程与工程震动,2004(4)：69-74.
[57]彭俊生,罗永坤.彭地.结构动力学、抗震设计与SAP2000应用.西南交通出版社.2007
[58]Miley J.I. Two Dimensional Analytical Model of Reinforced concrete Shear Walls. Procs.11th WCEE,1996,ElsevierSci-enceLtd., PaperNo.32
[2]黄子云,袁志华.高层建筑结构设计.中华铁道出版社.1998.81-101.
[3]包世华,方鄂华.高层建筑结构设计.清华大学出版社.1992.
[4]朱岳.郑州华林广场结构设计.建筑结构.ZooL6.vol31(6).
[5]张健康,陈勇.对短肢墙结构设计的体会.广州土木与建筑.2001.
[6]高层建筑混凝土结构技术规程(JGJ3—2002).2002.
[7]容柏生.高层住宅建筑中的短肢剪力墙体系.建筑结构学报.1997.P14-19.
[8]张坚,王振雄.考虑砌体填充墙刚度的短肢剪力墙结构分析方法.结构工程师.2000
[9]王燕飞.短肢剪力墙结构设计探讨.四川建筑.2000(4)：48～50.
[10]苗丽,陈家模.剪力墙优化选形初探.郑州工业大学学报.2001
[11]程文骧等：短肢剪力墙的设计和研究[J],建筑结构,2001年第7期
[12]程绍革、陈善阳、刘经伟.高层建筑短肢剪力墙结构振动台试验研究[J].建筑科学.2000
[13]张晋,吕志涛等.异形柱框轻和短肢剪力墙住宅结构体系,建筑结构,2001年第7期.
[14]宋建学,彭少民,刘立新,短肢剪力墙低周反复试验研究[J].华中科技大学学报(城市科学版)(2002),Vol.19.No.1,91～94。
[15]李奎明,李杰.钢筋混凝土双连梁短肢剪力墙结构试验研究.同济大学学报(自然科学版).2009.5
[16]胡广良.短肢剪力墙抗震试验研究.工程建设与设计.2005
[17]曹万林,张建伟,常卫华,黄选明,赵长军.带暗支撑双肢短肢剪力墙抗震性能试验研究.地震工程与工程震动.2006.2
[18]黄东升,程文骧,彭飞.对称双肢短肢剪力墙的低周反复荷载试验研究.建筑结构学报.2005.6
[19]张守军.短肢剪力墙非线性力学模型及地震反应分析.西安建筑科技大学硕士论文.2007
[20]江见鲸.陆新征.叶列平.混凝土结构有限元分析.清华大学出版社.2004
[21]王新敏.ANSYS工程结构数值分析.人民交通出版社.2007
[22]李围国.ANSYS在土木工程中的应用.中国水利水电出版社．．2007
[23]Bresler B,Pister K S. Strength of Concrete Under Combined Stresses.ACI,Vol. 55.NO.9,1958.
[24]Willam K J, Warnke E P. Constitutive Models for the Triaxial Behavior of Concrete.Int.Assoc. Bridege Struct. Eng. Sem. Concr. Struct. Subjected Triaxial Stresses, Bergamo.Italy:1974,Int. Assoc. Bridge struct. Eng. Proc. Vol.19,1975.
[25]Ottosen N S. A Failure Criterion for Concrete. ASCE. Vol.103,No. EM4,1977
[26]Hsieh S S, et al. An Elastic-Fracture Model for Concrete,Proceeding Eng. Mech. Div. Spec. Conf. New York:ASCE,Austin, Tex.,1979
[27]宋玉普,赵国藩等.多轴应力下混凝土的破环准则.第五届岩石、混凝土断裂和强度的学术会议集.长沙：国防科技大学出版社.1993.
[28]Podgorski J.General Failure Criterion for Isotropic Media. ASCE. Vol.111,No.EM2,1985.
[29]于骁中等.混凝土的二轴强度及其在拱坝设计中的应用.水利水电科学研究院科学研究论文集,第十九集(结构、材料).北京：水利水电出版社,1981
[30]王传志,过镇海,张秀琴.二轴和三轴受压混凝土的强度试验.土木工程学报.1987
[31]Nilson A H.et al. State of the Art Report on Finite Element Analysis of Reinforced Concrete. New York:ASCE,1982.
[32]Romstad K M, et al. Numerical Biaxial Characterization for C Concrete.ASCE.Vol.100, No.EM5,1974.
[33]张振西.混凝土在应变空间的三维特征及拱坝的应力重分布.[学位论文]清华大学.
[34]宋普玉,赵国藩.应变空间混凝土的破坏准则.大连理工大学学报.1990.30(5).
[35]赵国藩.高等钢筋混凝土结构学.大连理工大学出版社.2007.4
[36]王显利.工程结构抗震设计.科学出版社.2008.
[37]郭泽英.基于精细算法的短肢剪力墙结构弹塑性动力时程分析.西安建筑科技大学博士论文.2007.10
[38]竹影.短肢剪力墙结构在地震作用下的弹塑性分析.西安建筑科技大学硕士论文.2006
[39]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)中国建筑工业出版社.2002.
[40]中华人民共和国国家标准《混凝土设计规范》(GB50010—2002).中国建筑工业出版社2002
[41]ANSYS Inc, ANSYS Theory Manual, Twelfth Edition, Mareh2001.
[42]中华人民共和国国家标准,建筑抗震设计规范(GB50011—2001).中国建筑工业出版社2002
[43]宋健学.短肢剪力墙结构体系非线性有限元和内力分布规律.武汉理工大学博士学位论文.
[44]刘伟,王娱,朱蕴东.双肢短肢剪力墙结构抗震性能试验研究.世界地震工程,2004(6)
[45]包世华,新编高层建筑结构,中国水利水电出版社,2001,8
[46]王宁.高层建筑短肢剪力墙结构弹塑性模型及地震反应分析.西安：西安建筑科技大学,2004
[47]Hsuan-Thomas Hu and Willam C. Schnobrich, Nonlinear Analysis of Cracked Reinforced Concrete, ACI Structure Journal, Vol.87, No.2, March—April,1990
[48]T. Paulay. J. R Binny. Diagonally reinforced coupling beams of shear walls, Shear in Reinforced concrete, SP-42.American Concrete Institute, Farmimgton Hills.1974:579-598
[49]Thamos, T.C.Hsu, Stress and Crack Angles in Concrete Membrane Elements, Journal of Structure Engineering, VOI.124, No.12, December,1998.
[50]American Society of Civil Engineering, Finite Element Analysis of Reinforced Concrete New York,1982
[51]中华人民共和国建设部,JGJ3—91,钢筋混凝土高层建筑结构设计与施工规程.中国建筑工业出版社,1991
[52]江见鲸,陆新征..ANSYSsouD65单元分析混凝土.2002
[53]李皓月,周田朋,刘相新.ANSYS工程计算应用教程.2002
[54]M.Brun, J.M. Reynounard, L.Jezequel. A simple shear wall model taking into account Stiffness degradation Engineering Structures,25(2003):1—9
[55]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用.同济大学出版社,1996
[56]李青宁,王宁,蔡卫宁.T形短肢剪力墙弹塑性模型及地震反应分析.地震工程与工程震动,2004(4)：69-74.
[57]彭俊生,罗永坤.彭地.结构动力学、抗震设计与SAP2000应用.西南交通出版社.2007
[58]Miley J.I. Two Dimensional Analytical Model of Reinforced concrete Shear Walls. Procs.11th WCEE,1996,ElsevierSci-enceLtd., PaperNo.32