T形短肢剪力墙静力性能仿真分析及优化
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摘要
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T形短肢剪力墙试件的承载能力、变形能力及延性进行推覆模拟试验;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T形短肢剪力墙有限元分析模型。然后通过改变试件的混凝土等级、截面配筋率、轴压比和墙肢截面高厚比等影响因素,对T形短肢剪力墙试件进行了模拟试验,分组比较的方法分析了各影响因素对试件的承载能力、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;并对T形短肢剪力墙试件的破坏过程进行了分析。然后在混凝土等级、截面配筋率、轴压比和墙肢截面高厚比等影响因素取得优化值的基础上及总配筋量不变的情况下,通过改变暗柱和暗支撑的截面配筋率,对加暗柱和加暗支撑的T形短肢剪力墙试件进行了模拟试验。分组分析了改变配筋率对加暗柱和加暗支撑的T形短肢剪力墙的承载能力、变形能力及延性性能的影响;并进行优化分析,找出其优化值。最后在其各影响因素取得优化值的前提下,对常规T形短肢墙、加暗柱T形短肢墙、加暗支撑T形短肢墙的承载能力、变形能力及延性性能进行了比较。模拟试验较真实的反映了,T形短肢剪力墙在轴压力和逐步加载水平侧向力共同作用下的响应。试验结果表明:通过改变混凝土等级、截面配筋率、轴压比和墙肢截面高厚比等影响因素能提高试件的开裂、屈服和极限荷载,但应综合考虑其与变形能力、延性的关系。通过对影响试件的承载能力、变形能力及延性的几种因素:混凝土等级、截面配筋率、轴压比和墙肢截面高厚比的优化分析,找出其优化组合,为T形短肢剪力墙的设计提供一些建议和依据。
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 T-shaped short-leg shear wall are tested by push-over simulative test,and carried on the optimized analysis to its influential factors.First 3D unit SOLID65 is used in ANSYS to establish the finite element analysis model of T-shaped short-leg shear wall.Then changing some influential factors such as concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio,the simulative test is carried on the T-shaped short-leg shear 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 T-shaped short-leg shear wall.When concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio obtain the optimized value and the total reinforcement invariable situation, T-shaped short-leg shear wall added hidden column and hidden resistance are carried on the simulative test through changing the reinforcement ratio of the hidden column and hidden resistance section.Though grouping method,the paper analyzes the influence on changing reinforcement ratio to the load capacity,deformation capacity and ductility of the added hidden column and hidden resistance of T-shaped short-leg shear wall, and carries on the optimized analysis, discovers their optimized value. Finally, under the premise each influence factor obtains the optimized value, the load capacity, deformation capacity and ductility has carried on the comparison among T-shaped short-leg shear wall, the added hidden column and hidden resistance of T-shaped short-leg shear wall.The simulative test real reflect the response of T-shaped short-leg shear wall in the axial compression and gradually increasing horizontal side force together.The test result indicated that through changing concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio influence factors can enhance the dehiscence, yield and limit load of the specimen, but should synthesize consider the relations among they and deformation capacity and ductility. Through optimized analysis of some influence factors :concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio who affect the load capacity , deformation capacity and ductility, discovers its optimum composition,provides some suggestions and the basis for the design of T-shaped short-leg shear wall.
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 T-shaped short-leg shear wall are tested by push-over simulative test,and carried on the optimized analysis to its influential factors.First 3D unit SOLID65 is used in ANSYS to establish the finite element analysis model of T-shaped short-leg shear wall.Then changing some influential factors such as concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio,the simulative test is carried on the T-shaped short-leg shear 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 T-shaped short-leg shear wall.When concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio obtain the optimized value and the total reinforcement invariable situation, T-shaped short-leg shear wall added hidden column and hidden resistance are carried on the simulative test through changing the reinforcement ratio of the hidden column and hidden resistance section.Though grouping method,the paper analyzes the influence on changing reinforcement ratio to the load capacity,deformation capacity and ductility of the added hidden column and hidden resistance of T-shaped short-leg shear wall, and carries on the optimized analysis, discovers their optimized value. Finally, under the premise each influence factor obtains the optimized value, the load capacity, deformation capacity and ductility has carried on the comparison among T-shaped short-leg shear wall, the added hidden column and hidden resistance of T-shaped short-leg shear wall.The simulative test real reflect the response of T-shaped short-leg shear wall in the axial compression and gradually increasing horizontal side force together.The test result indicated that through changing concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio influence factors can enhance the dehiscence, yield and limit load of the specimen, but should synthesize consider the relations among they and deformation capacity and ductility. Through optimized analysis of some influence factors :concrete strength rank、reinforcement ratio、ratio of axial compressive force and sectional depth-thickness ratio who affect the load capacity , deformation capacity and ductility, discovers its optimum composition,provides some suggestions and the basis for the design of T-shaped short-leg shear wall.
引文
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[36] 龚曙光,谢桂兰. ANSYS 操作命令与参数化编程. 北京:机械工业出版社,2004,204~280
[37] 易日.使用 ANSYS 6.0 进行静力学分析. 北京:北京大学出版社,2002, 88~137
[38] 李皓月等.ANSYS 工程计算应用教程. 北京:中国铁道出版社,2003,
[39] Ngo.,and Scordelis,A.C.,Finite Element Analysis of Reinforced Concrete Beams,American Concrete institute Journal, V.65,No 3.March 1967
[40] 过镇海. 钢筋混凝土原理. 北京:清华大学出版社,1999
[41] 过镇海,时旭东. 钢筋混凝土原理和分析. 北京:清华大学出版社,2003,82~127
[42] 梁兴文,史庆轩,童岳生编著.钢筋混凝土结构设计. 北京:科学技术文献出版社,1998
[43] E.Hognestad et al: “Concrete Stress Distribution in Ultimate Strength Design”, Journ.of ACI, Dec, 1955
[44] 董哲仁. 混凝土弹塑性数学模型. 董哲仁.水工结构论文分析论文集.北京:中国水利水电出版社,2002,133~143
[45] “CEB-FIP Model Code for Concrete Structures”,Vol.Ⅱ,1978
[46] R.Park, et al: “Reinforced Concrete Structures”1975
[47] GB50010-2002.混凝土结构设计规范.北京:中国建筑工业出版社,2002
[48] D.C.Kent, et al: “Flexural Members with Confined Concrete”, Proc.of ASCE,St.7 July,1971
[49] M.Sargin: “Stress-Strain Relationships of Concrete and The Analysis of Structural Concrete Sections”, 1971
[50] P.T.Wang, et al: “Stress-Strain Relationships for Concrete under Cyclic Loading”, Journ.of ACI. Feb.,1964
[51] 陆新征,江见鲸.用 ANSYS Solid65 单元分析混凝土组合构件复杂应力.建筑结构,2003, 33(6):22~24
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[2] 梁启智.高层建筑结构分析与设计.广州:华南理工大学出版社,1992,29~94
[3] 容柏生. 高层住宅建筑中的短肢剪力墙结构体系.建筑结构学报,1997,18(6):14~19
[4] 王志杰.短肢剪力墙结构设计中的几个问题探讨.煤炭工程,2002(10):47~49
[5] 刘平昌.关于短肢剪力墙——内核心筒结构抗震设计研究与应用. 刘平昌.第16届全国高层建筑结构学术交流会论文集. 上海:中国建筑科学研究院,2000
[6] 何广乾.面向 21 世纪的高层建筑结构. 何广乾.第 16 届全国高层建筑结构学术交流会论文集.上海:中国建筑科学研究院,2000
[7] 孙可俭.钢筋混凝土抗震结构的延性及延性设计.呼和浩特:内蒙古人民出版社,1995,92~96
[8] 丁永君,纪刚. 短肢剪力墙结构层间极限变形能力的计算.天津大学学报,2000,33(3):364~366
[9] 黄东升,程文骧,彭飞.短肢剪力墙的弹塑性性能研究.东南大学学报(自然科学版),2003,33(2):164~167
[10] 黄东升,程文骧,彭飞.短肢剪力墙的设计与研究(二).建筑结构,2002,32(8):49~50
[11] 黄东升,彭飞,程文骧.短肢剪力墙的设计与研究(三).建筑结构,2003,33(8):24~25
[12] 陈波,吕西林,李培振等.用 ANSYS 模拟结构-地基动力相互作用振动台试验的建模方法.地震工程与工程振动,2002,22(1):126~131
[13] 宋建学,彭少民,刘立新.短肢剪力墙低周反复试验研究.华中科技大学学报(城市科学版), 2002, 19(1): 91~94
[14] Gu X L ,Li C. Computer Simulation for Reinforced Concrete Structures Demolished by Controlled Explosion, Computing in Civil and Building Engineering,ASCE,2000
[15] 顾祥林,孙飞飞.混凝土结构的计算机仿真.上海:同济大学出版社,2002
[16] F.Wantanbe:“Complete Stress-Strain Curve for Concrete in Concentrical Compression”, Intern, Conf.on Mechanical Behavior of Materials.Vol.4,1971
[17] 博嘉科技. 有限元分析软件 ANSYS 融会与贯通. 北京:水利水电出版社,2002,1~10
[18] 王泳嘉等.离散单元法及其在岩土力学中的应用.沈阳:东北大学出版社,1991
[19] Motohiko Hakuno,Kimiro Meguro. Simulation of Concrete-frame Collapse Due to Dynamic Loading. Journal of Engineering Mechanics,1993,119(9):1709~1723
[20] 江见鲸,贺小岗.工程结构计算机仿真.北京:清华大学出版社,1996
[21] 顾祥林,顾蕙若,孙飞飞等.钢筋混凝土简支梁的计算机模拟试验系统.同济大学学报(增刊),1994
[22] 顾祥林,孙飞飞.钢筋混凝土框架单调加载试验的计算机仿真系统.同济大学学报,1996,24(4): 34~38
[23] 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,2001,31(7):48~49
[24] 程文骧,金向前,吴志斌.短肢剪力墙的设计与研究.建筑结构,2001,31(7):51~52
[25] 王焕定,吴德伦.有限单元法计算程序.北京:中国建筑工业出版社,1997,6
[26] 钟光珞等.有限元单元法及程序设计.西安:陕西科学技术出版社,1997
[27] 徐培福等.复杂高层建筑结构设计. 北京:中国建筑工业出版社,2005,135~139
[28] G.R.Liu. 有限元法实用教程(龙述尧,侯淑娟等译). 长沙:湖南大学出版社,2004,1~10
[29] 陈磊. 基于 ANSYS 的钢筋混凝土结构试验有限元分析:[硕士学位论文].西安:西安理工大学,2004
[30] 卢致强. 钢筋混凝土板的有限元法分析:[硕士学位论文]. 成都:西南交通大学,2003
[31] 朱礼敏. 双钢筋混凝土夹芯双向板的有限元研究:[硕士学位论文].天津:天津大学,2004
[32] 刘天成. 无粘结部分预应力混凝土简支梁非线性有限元分析:[硕士学位论文]. 哈尔滨:东北林业大学,2004
[33] Nilson,A.H.,Finite Elenment Analysis of Reinforced Concrete, Ph.D. Dissertation. Divission of Structural Engineering and Structual Mechanics, University of California,Berkeley,March 1967
[34] 朱伯龙,董振祥.钢筋混凝土非线性分析.上海:同济大学出版社,1985,105~151
[35] Franklin,H.A..Non-Linear Analysis of Reinforced Concrete Frames and Panels.Ph.D. Disssertation: Division of Strustural Engineering and Structural Mechanics,University of California,Berkeley,SESM 70-5 Mar,1970
[36] 龚曙光,谢桂兰. ANSYS 操作命令与参数化编程. 北京:机械工业出版社,2004,204~280
[37] 易日.使用 ANSYS 6.0 进行静力学分析. 北京:北京大学出版社,2002, 88~137
[38] 李皓月等.ANSYS 工程计算应用教程. 北京:中国铁道出版社,2003,
[39] Ngo.,and Scordelis,A.C.,Finite Element Analysis of Reinforced Concrete Beams,American Concrete institute Journal, V.65,No 3.March 1967
[40] 过镇海. 钢筋混凝土原理. 北京:清华大学出版社,1999
[41] 过镇海,时旭东. 钢筋混凝土原理和分析. 北京:清华大学出版社,2003,82~127
[42] 梁兴文,史庆轩,童岳生编著.钢筋混凝土结构设计. 北京:科学技术文献出版社,1998
[43] E.Hognestad et al: “Concrete Stress Distribution in Ultimate Strength Design”, Journ.of ACI, Dec, 1955
[44] 董哲仁. 混凝土弹塑性数学模型. 董哲仁.水工结构论文分析论文集.北京:中国水利水电出版社,2002,133~143
[45] “CEB-FIP Model Code for Concrete Structures”,Vol.Ⅱ,1978
[46] R.Park, et al: “Reinforced Concrete Structures”1975
[47] GB50010-2002.混凝土结构设计规范.北京:中国建筑工业出版社,2002
[48] D.C.Kent, et al: “Flexural Members with Confined Concrete”, Proc.of ASCE,St.7 July,1971
[49] M.Sargin: “Stress-Strain Relationships of Concrete and The Analysis of Structural Concrete Sections”, 1971
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