短肢剪力墙连梁在罕遇地震作用下弹塑性反应分析
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摘要
随着人们对房屋使用功能、面积和房间组合等要求的不断提高,苏南地区以及北京、上海、广州等城市目前已经广泛采用短肢剪力墙结构。连梁是短肢剪力墙结构中连接墙肢与墙肢的粱,从大量的试验结果来看,短肢剪力墙结构的连梁是整个结构的薄弱环节。由于短肢剪力墙连梁结构的理论研究还很不成熟,本文根据短脂剪力墙多垂直杆元改进模型及新的连梁模型推导出了T型、L型和一字型短肢剪力墙的空间单元刚度矩阵及连梁的空间单元刚度矩阵,并采用MATLAB语言编制了短肢剪力墙单元体在地震作用下的时程分析反应程序。最后利用ANSYS计算软件对短肢剪力墙结构模型进行非线性有限元分析。本文所得主要结论如下:
1.当连梁的高跨比减小时,结构的整体性随之减弱,结构的承载能力降低,但是结构的延性却在增加。增加连梁的截面宽度可以减小结构的最大位移,从而可以帮助提高结构的整体性
2.连梁端点处的配筋率越高,整体结构的最大位移将减小,承载能力在增加,而延性在减小。因此可以根据需要,适当的提高连梁端点处的配筋率,以缓解连梁端点过早破坏。
3.随着连梁高跨比的增大,开裂荷载,屈服荷载,极限荷载逐渐增大,但当高跨比增大到一定程度,其屈服荷载和极限荷载增大幅度逐渐减小。随着连梁洞口数的减小,开列荷载和屈服荷载在逐渐增加,而且连梁的延性也在逐渐增加,破坏呈现延性破坏。
With the improvement for requirements of the using function and area as well as room combination of buildings from people,the structure of a short-leg shear wall is widely used in the Sunan region and Beijing,Shanghai and Guangzhou.The connected-beam is the beam that links one wall limb to another in the structure of a short-leg shear wall.Based on a lot of test results, The connected-beam is an easily destroyed component part in the structure of a short-leg shear wall.Because theortical research on the structure of a short-leg shear wall is not well completed until now, the spacial element stiffness matrixes on both the short-leg shear walls for shapes of T,L and rectangle section and a connected-beam are induced from the improved multi-vertical rods model and a new connected-beam model in the structure of a short-leg shear wall.Program for analysis of time history response on the structure of a short-leg shear wall under the seismic action has been made by using MATLAB language. Analysis of the non- linear finite element for the structural model of a short-leg shear wall is done by using ANSYS software.The main conclusions in this paper are following:
1. When the ratio of height to span in a connected-beam decrease,both integration and carrying capacity of the structure become decreasing,but its ductility become increasing.If the width of connected-beam section is increased,the largest displacement of the structure is decreased ,and its integration is also increased.
2. When the ratio of reinforcing bar at the end of a connected beam increase,both the largest displacement and ductility of the structure become decreasing,but its carrying capacity become increasing.If the ratio of reinforcing bar at the end of a connected beam is properly increased from the requirements,the early destructions at the end of a connected beam will be improved.
3. The fracture-load and yield-load as well as limit-load will gradually increase with the increase of the ratio of height to span in a connected-beam. After the ratio is increased into a limited one,their increasing extent will become decreasing. The fracture-load and yield-load as well as ductility on a connected beam will increase with the decrease of the number of holes on a connected beam in the structure of a short-leg shear wall,and the ductile destruction of the structure happens.
1.当连梁的高跨比减小时,结构的整体性随之减弱,结构的承载能力降低,但是结构的延性却在增加。增加连梁的截面宽度可以减小结构的最大位移,从而可以帮助提高结构的整体性
2.连梁端点处的配筋率越高,整体结构的最大位移将减小,承载能力在增加,而延性在减小。因此可以根据需要,适当的提高连梁端点处的配筋率,以缓解连梁端点过早破坏。
3.随着连梁高跨比的增大,开裂荷载,屈服荷载,极限荷载逐渐增大,但当高跨比增大到一定程度,其屈服荷载和极限荷载增大幅度逐渐减小。随着连梁洞口数的减小,开列荷载和屈服荷载在逐渐增加,而且连梁的延性也在逐渐增加,破坏呈现延性破坏。
With the improvement for requirements of the using function and area as well as room combination of buildings from people,the structure of a short-leg shear wall is widely used in the Sunan region and Beijing,Shanghai and Guangzhou.The connected-beam is the beam that links one wall limb to another in the structure of a short-leg shear wall.Based on a lot of test results, The connected-beam is an easily destroyed component part in the structure of a short-leg shear wall.Because theortical research on the structure of a short-leg shear wall is not well completed until now, the spacial element stiffness matrixes on both the short-leg shear walls for shapes of T,L and rectangle section and a connected-beam are induced from the improved multi-vertical rods model and a new connected-beam model in the structure of a short-leg shear wall.Program for analysis of time history response on the structure of a short-leg shear wall under the seismic action has been made by using MATLAB language. Analysis of the non- linear finite element for the structural model of a short-leg shear wall is done by using ANSYS software.The main conclusions in this paper are following:
1. When the ratio of height to span in a connected-beam decrease,both integration and carrying capacity of the structure become decreasing,but its ductility become increasing.If the width of connected-beam section is increased,the largest displacement of the structure is decreased ,and its integration is also increased.
2. When the ratio of reinforcing bar at the end of a connected beam increase,both the largest displacement and ductility of the structure become decreasing,but its carrying capacity become increasing.If the ratio of reinforcing bar at the end of a connected beam is properly increased from the requirements,the early destructions at the end of a connected beam will be improved.
3. The fracture-load and yield-load as well as limit-load will gradually increase with the increase of the ratio of height to span in a connected-beam. After the ratio is increased into a limited one,their increasing extent will become decreasing. The fracture-load and yield-load as well as ductility on a connected beam will increase with the decrease of the number of holes on a connected beam in the structure of a short-leg shear wall,and the ductile destruction of the structure happens.
引文
1 刘伟,刘立新,宫广娟.带翼缘短肢墙结构低周反复荷载试验研究.河南科学,2002,20(6):290-293.
2 宋建学.短肢剪力墙结构体系非线性有限元和内力分布规律的研究.武汉理工大学博士学位论文.
3 中华人民共和国行业标准,高层建筑混凝土结构技术规程,JGJ3—2002,J186—2002.
4 周丽.高层住宅建筑中短肢剪力墙的运用.煤矿设计.2000(7):24-36.
5 张晋,吕志涛,冯健.异型柱框架和短肢剪力墙住宅结构体系.建筑结构.2001(7):48-50.
6 容柏生.高层住宅建筑中的短肢剪力结构体系.建筑结构学报,1997(6):14-19.
7 宋领法.论短肢剪力墙的应用.煤炭工程,2004(10):21-23.
8 张军谋.短肢建筑短肢剪力墙结构分析理论的研究.西安建筑科技大学硕士论文,2003.3.
9 王燕飞.短肢剪力墙结构设计探讨.建筑结构(中国期刊网),2000:48-50.
10 中国建筑科学研究院建筑结构研究所.高层建筑结构设计.科学出版社,1982.
11 黄东升,程文瀼,彭飞.短肢剪力墙的设计与研究(二).建筑结构,2002,32(8):10-12.
12 混凝土结构设计规范(GB50010-2002),.北京:中国建筑工业出版社.1990.
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(3):91-94.
14 宋建学,刘立新,彭少民.低周反复试验中短肢墙应变分布演化过程研究.世界地震工程,2002(3):77-80.
15 张晋,吕志涛.短肢剪力墙—简体结构模型振动台试验研究.东南大学学报(自然科学版),2001,31(11):4-8.
16 曹万林,常卫华,宋文勇等.带暗支撑T形截面短肢剪力墙抗震性能试验研究.世界地震工程,2005(6):25-30.
17 黄选明,曹万林,吕西林.不同型式暗支撑短肢剪力墙抗震性能试验研究.地震工程与工程振动,2005(6):60-66.
18 罗时磊,李青宁.短肢剪力墙的剪滞效应及其影响分析.西安建筑科技大学学报(自然科学版),2003(12):329-333.
19 黄东升,程文滨,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(3):164-167.
20 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.地震工程与工程振动,2004(4):69-74.
21 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):81-85.
22 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.建筑科学,2000(2):12-16。
23 陈亦,何勇毅,蒋欢军.剪力墙结构计算模型分析.四川建筑科学研究,2001,27(3):1-4
24 Kabeyasawa,ShioaraT.H.,and OtaniS.U.S.—Japan Cooperative Research on R/C Full -scale Building Test—Part5:discussion on dynamic response system.Procs.8th WCEE,1984Vol.6,627-634.
25 VolcanoA.,BerteroV.V.,and ColottiV.Analytical Model-ing of R/C Structural.Procs.Walls 9th WCEE,988,Ⅵ,41-46.
26 Milev J.I.Two Dimensional Analytical Model of Reinforced Concrete Shear Walls.Procs.11 th WCEE,1996,ElsevierSci-enceLtd.,PaperNo.320.
27 沈蒲生,王海波.剪力墙结构的非线性地震反应分析.土木工程学报,2003,36(5):11-16.
28 吕西林,周德源.建筑结构抗震设计理论与实例.同济大学出版社,2002,8.
29 Y.Jing,S.S.L,ai.Four-spring Elements for Cycle Response of R/C Columns[J].Journal of Structural Engineering ASCE,1990,116(4):1018-1029.
30 周林聪,陈龙珠.联肢剪力墙在地震作用下的非线性分析.工程抗震与加固改造,2005,27(12):42-47.
31 汪梦甫,沈蒲生.钢筋混凝土框架剪力墙结构非线性地震反应分析.工程力学,1999(4):136-144.
32 倪元增.槽型宽梁的剪力滞问题.土木工程学报,1986(11).
33 蒋欢军,吕西林.一种宏观剪力墙单元模型应用研究.地震工程与工程振动,2003,23(2):38-43.
34 李青宁,张军谋,罗时磊,陆海燕.短肢剪力墙剪滞效应的变分解法.西安建筑科技大学学报(自然科学版),2004(3):32-35.
35 包世华.新编高层建筑结构.中国水利水电出版社,2005.
36 阎奇武.钢筋混凝土框简结构在地震作用下的空间杆系一层模型非线性分析,湖南大学博士论文.
37 王海波,汪梦甫,沈蒲生.开洞剪力墙结构的非线性地震反应分析.工程抗震,2000(9):3-7.
38 江近仁,孙景江,丁世文等.轴向循环荷载下钢筋混凝土柱的试验研究.世界地震工程,1998(12).
39 陈云涛,吕西林.剪力墙非线性分析中多垂直杆元模型的分析与改进.结构工程师,2001(4):19-25.
40 郭子雄,杨勇.恢复力模型研究现状及存在问题.世界地震工程,2004,4(12):47-51.
41 程文瀼,金向前,吴志彬.短肢剪力墙的设计与研究.建筑结构,2001(7):51-52.
42 肖良丽.短肢剪力墙结构体系非线性有限元分析和内力分布规律的研究[D].武汉:武汉理工大学,2004.
43 江见鲸,陆新征.钢筋混凝土有限元ANSYS SOLID65单元分析混凝土[EB/OL].2002.6
2 宋建学.短肢剪力墙结构体系非线性有限元和内力分布规律的研究.武汉理工大学博士学位论文.
3 中华人民共和国行业标准,高层建筑混凝土结构技术规程,JGJ3—2002,J186—2002.
4 周丽.高层住宅建筑中短肢剪力墙的运用.煤矿设计.2000(7):24-36.
5 张晋,吕志涛,冯健.异型柱框架和短肢剪力墙住宅结构体系.建筑结构.2001(7):48-50.
6 容柏生.高层住宅建筑中的短肢剪力结构体系.建筑结构学报,1997(6):14-19.
7 宋领法.论短肢剪力墙的应用.煤炭工程,2004(10):21-23.
8 张军谋.短肢建筑短肢剪力墙结构分析理论的研究.西安建筑科技大学硕士论文,2003.3.
9 王燕飞.短肢剪力墙结构设计探讨.建筑结构(中国期刊网),2000:48-50.
10 中国建筑科学研究院建筑结构研究所.高层建筑结构设计.科学出版社,1982.
11 黄东升,程文瀼,彭飞.短肢剪力墙的设计与研究(二).建筑结构,2002,32(8):10-12.
12 混凝土结构设计规范(GB50010-2002),.北京:中国建筑工业出版社.1990.
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(3):91-94.
14 宋建学,刘立新,彭少民.低周反复试验中短肢墙应变分布演化过程研究.世界地震工程,2002(3):77-80.
15 张晋,吕志涛.短肢剪力墙—简体结构模型振动台试验研究.东南大学学报(自然科学版),2001,31(11):4-8.
16 曹万林,常卫华,宋文勇等.带暗支撑T形截面短肢剪力墙抗震性能试验研究.世界地震工程,2005(6):25-30.
17 黄选明,曹万林,吕西林.不同型式暗支撑短肢剪力墙抗震性能试验研究.地震工程与工程振动,2005(6):60-66.
18 罗时磊,李青宁.短肢剪力墙的剪滞效应及其影响分析.西安建筑科技大学学报(自然科学版),2003(12):329-333.
19 黄东升,程文滨,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(3):164-167.
20 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.地震工程与工程振动,2004(4):69-74.
21 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):81-85.
22 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.建筑科学,2000(2):12-16。
23 陈亦,何勇毅,蒋欢军.剪力墙结构计算模型分析.四川建筑科学研究,2001,27(3):1-4
24 Kabeyasawa,ShioaraT.H.,and OtaniS.U.S.—Japan Cooperative Research on R/C Full -scale Building Test—Part5:discussion on dynamic response system.Procs.8th WCEE,1984Vol.6,627-634.
25 VolcanoA.,BerteroV.V.,and ColottiV.Analytical Model-ing of R/C Structural.Procs.Walls 9th WCEE,988,Ⅵ,41-46.
26 Milev J.I.Two Dimensional Analytical Model of Reinforced Concrete Shear Walls.Procs.11 th WCEE,1996,ElsevierSci-enceLtd.,PaperNo.320.
27 沈蒲生,王海波.剪力墙结构的非线性地震反应分析.土木工程学报,2003,36(5):11-16.
28 吕西林,周德源.建筑结构抗震设计理论与实例.同济大学出版社,2002,8.
29 Y.Jing,S.S.L,ai.Four-spring Elements for Cycle Response of R/C Columns[J].Journal of Structural Engineering ASCE,1990,116(4):1018-1029.
30 周林聪,陈龙珠.联肢剪力墙在地震作用下的非线性分析.工程抗震与加固改造,2005,27(12):42-47.
31 汪梦甫,沈蒲生.钢筋混凝土框架剪力墙结构非线性地震反应分析.工程力学,1999(4):136-144.
32 倪元增.槽型宽梁的剪力滞问题.土木工程学报,1986(11).
33 蒋欢军,吕西林.一种宏观剪力墙单元模型应用研究.地震工程与工程振动,2003,23(2):38-43.
34 李青宁,张军谋,罗时磊,陆海燕.短肢剪力墙剪滞效应的变分解法.西安建筑科技大学学报(自然科学版),2004(3):32-35.
35 包世华.新编高层建筑结构.中国水利水电出版社,2005.
36 阎奇武.钢筋混凝土框简结构在地震作用下的空间杆系一层模型非线性分析,湖南大学博士论文.
37 王海波,汪梦甫,沈蒲生.开洞剪力墙结构的非线性地震反应分析.工程抗震,2000(9):3-7.
38 江近仁,孙景江,丁世文等.轴向循环荷载下钢筋混凝土柱的试验研究.世界地震工程,1998(12).
39 陈云涛,吕西林.剪力墙非线性分析中多垂直杆元模型的分析与改进.结构工程师,2001(4):19-25.
40 郭子雄,杨勇.恢复力模型研究现状及存在问题.世界地震工程,2004,4(12):47-51.
41 程文瀼,金向前,吴志彬.短肢剪力墙的设计与研究.建筑结构,2001(7):51-52.
42 肖良丽.短肢剪力墙结构体系非线性有限元分析和内力分布规律的研究[D].武汉:武汉理工大学,2004.
43 江见鲸,陆新征.钢筋混凝土有限元ANSYS SOLID65单元分析混凝土[EB/OL].2002.6