钢筋混凝土深梁抗震性能试验研究及有限元分析
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摘要
钢框架结构和剪力墙结构是两种常用的结构形式。钢框架结构侧向刚度小,在侧向荷载作用下侧移较大,易发生非结构构件的破坏,使用受到了限制。剪力墙结构侧向刚度大,破坏呈剪切型,而且震后不易修复。因此本文将钢筋混凝土深梁作为一种抗侧力构件或者加固构件内填于钢框架中,形成钢筋混凝土深梁填充钢框架结构体系。深梁采用装[配式,可预制,并且连接方便,震后拆卸方便等优点,既可用于新建结构,又可用于结构加固,具有理论研究价值和广阔的应用前景。
钢筋混凝土深梁填充钢框架结构体系作为一种新型的结构体系是将钢筋混凝土深梁作为一种抗侧力构件填充在钢框架结构中,其位置与剪力墙相同,采用高强螺栓与钢框架相连接。通过改变钢筋混凝土深梁的系列参数,如深梁的截面高度、宽度、钢筋配筋率等可以得到不同的抗侧移刚度、极限承载力、延性和耗能能力,实现宽范围的刚度渐变调幅,满足各种实际结构的需要。
本文研究的主要内容有：
(1)通过两片不同跨高比的钢筋混凝土深梁在水平低周反复加载作用下的模型试验研究,分析构件的滞回曲线、骨架曲线、应力分布、变形特征、延性系数等,研究不同跨高比的钢筋混凝土深梁的受力性能。
(2)运用ABAQUS有限元分析软件建立试验构件模型,将有限元分析与试验结果进行对比,验证有限元模型的正确性。
(3)利用有限元对对影响钢筋混凝土深梁的系列参数进行扩展分析,得出钢筋混凝土深梁跨高比、高厚比、混凝土强度等级、纵筋配筋率、竖直分布钢筋及水平分布钢筋配筋率变化对深梁受力性能影响规律,并得出这些参数取值的建议范围,供设计者参考。
Shear walls and steel frame are two commonly used system for building structure. Most of reinforced concrete shear wall is brittle failure and difficult to repair after the earthquake; Lateral stiffness of steel frame is small,so it easily lead to the destruction of nonstructural members. Reinforced concrete deep beams can used as an anti-lateral force compent or an strenghening member. Besides that, reinforced concrete deep beams use assembly type,it can be prefabricated and can easily repaired after earthquake. It can be used in both the new structure and structural reinforcement. So it have a theoretical research value and a broad application foreground.
Reinforced concrete deep beams filled with steel frame system is a new type of structural system. Reinforced concrete deep beams as an anti-lateral force compent have the same location as the shear walls,using high strength friction grip bolt connected to the frame. By changing a series of parameters, such as deep beam cross-section height, width, and so on, it could obtain different lateral rigidities, ultimate bearing capacities, ductilities and energy dissipation capacities. Therefore, we could meet a wide range of the real strcuture..
The main content is described as follows:
(1)This paper demonstrates a study on the experiment of two pieces of reinforced concrete deep beams with different span-depth ratio under low cyclic loading.Through the analyzing the hysteretic loops, skeleton curve, stress distribution, deformation, ductility coefficient and the energy dissipation coefficient of the beams, we can get the mechanical behavior of different span-depth ratio deep beams.
(2) This paper uses finite element software ABAQUS to set up finite model of the test specimens.By comparing with the the skeleton curve of Simulation and the test, those two have a good match.
(3)This paper use the ABAQUS simulation ways to analyse series of parameters which can influence the performance of reinforced concrete deep beams,such as Span-height ratio, heigh-thickness ratio, concrete grade, reinforcement ratio of vertical and horizontal distribution of reinforcement.After this,this paper give some suggestions to the designers.
钢筋混凝土深梁填充钢框架结构体系作为一种新型的结构体系是将钢筋混凝土深梁作为一种抗侧力构件填充在钢框架结构中,其位置与剪力墙相同,采用高强螺栓与钢框架相连接。通过改变钢筋混凝土深梁的系列参数,如深梁的截面高度、宽度、钢筋配筋率等可以得到不同的抗侧移刚度、极限承载力、延性和耗能能力,实现宽范围的刚度渐变调幅,满足各种实际结构的需要。
本文研究的主要内容有：
(1)通过两片不同跨高比的钢筋混凝土深梁在水平低周反复加载作用下的模型试验研究,分析构件的滞回曲线、骨架曲线、应力分布、变形特征、延性系数等,研究不同跨高比的钢筋混凝土深梁的受力性能。
(2)运用ABAQUS有限元分析软件建立试验构件模型,将有限元分析与试验结果进行对比,验证有限元模型的正确性。
(3)利用有限元对对影响钢筋混凝土深梁的系列参数进行扩展分析,得出钢筋混凝土深梁跨高比、高厚比、混凝土强度等级、纵筋配筋率、竖直分布钢筋及水平分布钢筋配筋率变化对深梁受力性能影响规律,并得出这些参数取值的建议范围,供设计者参考。
Shear walls and steel frame are two commonly used system for building structure. Most of reinforced concrete shear wall is brittle failure and difficult to repair after the earthquake; Lateral stiffness of steel frame is small,so it easily lead to the destruction of nonstructural members. Reinforced concrete deep beams can used as an anti-lateral force compent or an strenghening member. Besides that, reinforced concrete deep beams use assembly type,it can be prefabricated and can easily repaired after earthquake. It can be used in both the new structure and structural reinforcement. So it have a theoretical research value and a broad application foreground.
Reinforced concrete deep beams filled with steel frame system is a new type of structural system. Reinforced concrete deep beams as an anti-lateral force compent have the same location as the shear walls,using high strength friction grip bolt connected to the frame. By changing a series of parameters, such as deep beam cross-section height, width, and so on, it could obtain different lateral rigidities, ultimate bearing capacities, ductilities and energy dissipation capacities. Therefore, we could meet a wide range of the real strcuture..
The main content is described as follows:
(1)This paper demonstrates a study on the experiment of two pieces of reinforced concrete deep beams with different span-depth ratio under low cyclic loading.Through the analyzing the hysteretic loops, skeleton curve, stress distribution, deformation, ductility coefficient and the energy dissipation coefficient of the beams, we can get the mechanical behavior of different span-depth ratio deep beams.
(2) This paper uses finite element software ABAQUS to set up finite model of the test specimens.By comparing with the the skeleton curve of Simulation and the test, those two have a good match.
(3)This paper use the ABAQUS simulation ways to analyse series of parameters which can influence the performance of reinforced concrete deep beams,such as Span-height ratio, heigh-thickness ratio, concrete grade, reinforcement ratio of vertical and horizontal distribution of reinforcement.After this,this paper give some suggestions to the designers.
引文
[1]建设部,国家冶金工业局建筑用钢技术协调组,钢结构专家小组.建筑钢结构产业“十五”计划和2010年发展规划纲要[J].新型建筑材料,2001,(1)：48-50
[2]包世华.新编高层建筑结构[M].北京：中国水利水电出版社，2003：6-8
[3]中华人民共和国行业标准.GB50010-2002,混凝土结构设计规范[S].北京：中国建筑工业出版社,2001
[4]Kahn LF, Hanson RD. Infilled walls for earthquake strengthening[J]. Journal of Structural Engineering,1979,105(ST4):283-296
[5]Kabele P, Takeuchi S, Inaba K et al. Performance of engineered cementitious composites in repair and retrofit:analytical estimates[A]. Reinhardt HW, Namaan A, Editors. High Performance Fiber Reinforced Composites (HPFRCC 3)[C]. France:RILEM,1999:617-627
[6]Horii H, Kabele P, Takeuchi S et al. On the prediction method for the structural performance of repaired/retrofitted structures[A].Mihashi H, Rokugo K, Editors. Fracture Mechanics in Concrete Structures:Proceedings of FRAMCOS-3[C]. London:Chapman and Hall,1998:17-39
[7]Kanda T, Watanabe S, Li VC.Application of pseudo strain hardening cementitious composites to shear resistant structural elements[A].Mihashi H, Rokugo K, Editors. Fracture Mechanics in Concrete Structures:Proceedings of FRAMCOS-3[C]. Freiburg,Germany:Aedificatio Publishers, 1998:Volumn 3:1477-1490
[8]Kesner KE. Development of seismic strengthening and retrofit strategies for critical facilities using engineered cementitious composite materials[D].PhD Thesis. Cornell University, Ithaca, NY,2003
[9]Kyle S, DOUGLAS, Sarah L, BILLINGTON, Keith E, KESNER. Simplified modeling techniques for a proposed retrofit system using high-performance fiber-reinforced cementitious composites[A]. 13th World Conference on Earthquake Engineering [C]. Vancouver, B.C., Canada:Venue West Conference Services Ltd.,2004.8:1712
[10]郭德发,梁昔明,王芳.钢筋混凝土深梁非线性有限元分析[J].西安交通大学学报,1997,31(6)：84-88
[11]龚克.单广义位移的深梁理论和中厚板理论[J].应用数学和力学,2000,21(9)：984-990
[12]高丹盈,赵军,朱海堂.钢筋钢纤维混凝土深梁抗裂度的计算方法[J].水利学报,2002,11：124-128
[13]赵军,高丹盈,朱海堂.钢筋钢纤维混凝土深梁受剪承载力塑性分析[J].郑州大学学报(理学版),2004,36(3)：83-86
[14]陈萌,刘辉,刘立新.钢筋混凝土梁受剪承载力的统一计算方法[J].郑州工业大学学报,2000,21(2)：54-78
[15]贺小岗,关国雄.钢筋销栓模型及其在深梁分析中的应用[J].工程力学,2001,18(1)：96-102
[16]杨伯源,巫绪涛,李和平.剪切弯曲下短深梁位移数值计算精度的研究[J].应用力学学报,2003,20(2)：145-146
[17]黄侨,张连振,马桂军.基于塑性理论的钢筋砼简支深梁的抗剪强度研究(一)[J].工程力学,2005,22(4)：167-170,136
[18]夏桂云,曾庆元,李传习.建立Timoshenko深梁单元的新方法[J].交通运输工程学报,2004,4(2)：27-32.
[19]张显军,李殿斌,马桂军.上限法求解钢筋混凝土深梁极限荷载[J].黑龙江工程学院学报(自然科学版),2006,20(1)：26-28
[20]刘霞,易伟建,沈蒲生.钢筋混凝土深梁的拓扑优化模型[J].工程力学,2006,23(9)：93-97
[21]叶列平,孟杰,王宇航.拉-压杆模型在钢筋混凝土深梁设计中的应用[J].建筑科学与工程学报,2009,26(2)：81-86
[22]刘华新,孙荣书,张晓东.钢筋混凝土深梁抗剪承载力影响因素分析[J].武汉理工大学学报,2007,29(2)：65-67
[23]夏广政,夏冬桃,徐礼华等.混杂纤维增强混凝土深梁受弯性能试验研究[J].华中科技大学学报(自然科学版),2007,35(1.1)：31-33
[24]郑宏,杨飞颖,张维刚.钢板深梁屈曲分析[J].建筑科学与工程学报,2007,24(3)：31-35
[25]高晋栋.钢筋混凝土深梁滞回性能研究[D].西安：长安大学.2008
[26]肖锋.钢筋混凝土深梁填充钢框架恢复力模型及非线性行为研究[D].西安：长安大学,2009
[27]董哲仁.钢筋混凝土非线性分析研究进展[J].水利水电技术,1998,29(10)：10-12
[28]彭少民.短肢剪力墙结构体系ANSYS分析和内力分布规律的研究[D].武汉：武汉理工大学,2004
[29]高利.高强钢筋混凝土梁非线性有限元分析[D].哈尔滨：哈尔滨工程大学,2007
[30]中华人民共和国行业标准.GB50081-2002,普通混凝土力学性能试验方法标准[S].北京：中国建筑工业出版社,2002
[31]中华人民共和国行业标准.JGJ-96,建筑抗震试验方法规程[S].北京：中国建筑工业出版社, 1997
[32]沈在康.混凝土结构试验方法新标准应用讲评[M].北京：中国建筑出版社,1995：31-33
[33]姚谦峰,陈平.土木工程结构试验[M].北京：中国建筑工业出版社,2001：216-223
[34]王金昌,陈页开.ABAQUS在土木工程种的应用[M].杭州：浙江大学出版社,2006：86-87
[35]委旭.钢筋混凝土核心筒抗侧力性能的非线性数值模拟分析[D].西安：西安建筑科技大学,2009
[36]闫晓荣.正交各向异性损伤模型在混凝土坝抗震安全评价中的应用[D].大连：大连理工大学,2005
[37]臧登科.纤维模型中考虑剪切效应的RC结构非线性特征研究[D].重庆：重庆大学.2008
[38]靳鹏.型钢混凝土转换柱(SRC-RC)恢复力模型的研究与理论分析[D].西安：西安建筑科技大学,2008
[2]包世华.新编高层建筑结构[M].北京：中国水利水电出版社，2003：6-8
[3]中华人民共和国行业标准.GB50010-2002,混凝土结构设计规范[S].北京：中国建筑工业出版社,2001
[4]Kahn LF, Hanson RD. Infilled walls for earthquake strengthening[J]. Journal of Structural Engineering,1979,105(ST4):283-296
[5]Kabele P, Takeuchi S, Inaba K et al. Performance of engineered cementitious composites in repair and retrofit:analytical estimates[A]. Reinhardt HW, Namaan A, Editors. High Performance Fiber Reinforced Composites (HPFRCC 3)[C]. France:RILEM,1999:617-627
[6]Horii H, Kabele P, Takeuchi S et al. On the prediction method for the structural performance of repaired/retrofitted structures[A].Mihashi H, Rokugo K, Editors. Fracture Mechanics in Concrete Structures:Proceedings of FRAMCOS-3[C]. London:Chapman and Hall,1998:17-39
[7]Kanda T, Watanabe S, Li VC.Application of pseudo strain hardening cementitious composites to shear resistant structural elements[A].Mihashi H, Rokugo K, Editors. Fracture Mechanics in Concrete Structures:Proceedings of FRAMCOS-3[C]. Freiburg,Germany:Aedificatio Publishers, 1998:Volumn 3:1477-1490
[8]Kesner KE. Development of seismic strengthening and retrofit strategies for critical facilities using engineered cementitious composite materials[D].PhD Thesis. Cornell University, Ithaca, NY,2003
[9]Kyle S, DOUGLAS, Sarah L, BILLINGTON, Keith E, KESNER. Simplified modeling techniques for a proposed retrofit system using high-performance fiber-reinforced cementitious composites[A]. 13th World Conference on Earthquake Engineering [C]. Vancouver, B.C., Canada:Venue West Conference Services Ltd.,2004.8:1712
[10]郭德发,梁昔明,王芳.钢筋混凝土深梁非线性有限元分析[J].西安交通大学学报,1997,31(6)：84-88
[11]龚克.单广义位移的深梁理论和中厚板理论[J].应用数学和力学,2000,21(9)：984-990
[12]高丹盈,赵军,朱海堂.钢筋钢纤维混凝土深梁抗裂度的计算方法[J].水利学报,2002,11：124-128
[13]赵军,高丹盈,朱海堂.钢筋钢纤维混凝土深梁受剪承载力塑性分析[J].郑州大学学报(理学版),2004,36(3)：83-86
[14]陈萌,刘辉,刘立新.钢筋混凝土梁受剪承载力的统一计算方法[J].郑州工业大学学报,2000,21(2)：54-78
[15]贺小岗,关国雄.钢筋销栓模型及其在深梁分析中的应用[J].工程力学,2001,18(1)：96-102
[16]杨伯源,巫绪涛,李和平.剪切弯曲下短深梁位移数值计算精度的研究[J].应用力学学报,2003,20(2)：145-146
[17]黄侨,张连振,马桂军.基于塑性理论的钢筋砼简支深梁的抗剪强度研究(一)[J].工程力学,2005,22(4)：167-170,136
[18]夏桂云,曾庆元,李传习.建立Timoshenko深梁单元的新方法[J].交通运输工程学报,2004,4(2)：27-32.
[19]张显军,李殿斌,马桂军.上限法求解钢筋混凝土深梁极限荷载[J].黑龙江工程学院学报(自然科学版),2006,20(1)：26-28
[20]刘霞,易伟建,沈蒲生.钢筋混凝土深梁的拓扑优化模型[J].工程力学,2006,23(9)：93-97
[21]叶列平,孟杰,王宇航.拉-压杆模型在钢筋混凝土深梁设计中的应用[J].建筑科学与工程学报,2009,26(2)：81-86
[22]刘华新,孙荣书,张晓东.钢筋混凝土深梁抗剪承载力影响因素分析[J].武汉理工大学学报,2007,29(2)：65-67
[23]夏广政,夏冬桃,徐礼华等.混杂纤维增强混凝土深梁受弯性能试验研究[J].华中科技大学学报(自然科学版),2007,35(1.1)：31-33
[24]郑宏,杨飞颖,张维刚.钢板深梁屈曲分析[J].建筑科学与工程学报,2007,24(3)：31-35
[25]高晋栋.钢筋混凝土深梁滞回性能研究[D].西安：长安大学.2008
[26]肖锋.钢筋混凝土深梁填充钢框架恢复力模型及非线性行为研究[D].西安：长安大学,2009
[27]董哲仁.钢筋混凝土非线性分析研究进展[J].水利水电技术,1998,29(10)：10-12
[28]彭少民.短肢剪力墙结构体系ANSYS分析和内力分布规律的研究[D].武汉：武汉理工大学,2004
[29]高利.高强钢筋混凝土梁非线性有限元分析[D].哈尔滨：哈尔滨工程大学,2007
[30]中华人民共和国行业标准.GB50081-2002,普通混凝土力学性能试验方法标准[S].北京：中国建筑工业出版社,2002
[31]中华人民共和国行业标准.JGJ-96,建筑抗震试验方法规程[S].北京：中国建筑工业出版社, 1997
[32]沈在康.混凝土结构试验方法新标准应用讲评[M].北京：中国建筑出版社,1995：31-33
[33]姚谦峰,陈平.土木工程结构试验[M].北京：中国建筑工业出版社,2001：216-223
[34]王金昌,陈页开.ABAQUS在土木工程种的应用[M].杭州：浙江大学出版社,2006：86-87
[35]委旭.钢筋混凝土核心筒抗侧力性能的非线性数值模拟分析[D].西安：西安建筑科技大学,2009
[36]闫晓荣.正交各向异性损伤模型在混凝土坝抗震安全评价中的应用[D].大连：大连理工大学,2005
[37]臧登科.纤维模型中考虑剪切效应的RC结构非线性特征研究[D].重庆：重庆大学.2008
[38]靳鹏.型钢混凝土转换柱(SRC-RC)恢复力模型的研究与理论分析[D].西安：西安建筑科技大学,2008