配筋砌块砌体矩形截面剪力墙滞回性能数值仿真分析
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摘要
配筋砌块砌体剪力墙结构是一种融砌体和混凝土性能于一体,集两者优点于一身的新的高层结构形式,其经济性和适用性与我国的住房需求和墙体改革方向相适应,但由于材料离散性大且试验数目有限,还不能很好的总结其规律。
为研究高层建筑剪力墙的受力与变形、研究带剪力墙的高层建筑地震响应分析,前人提出过等效梁模型、墙板模型、等效支撑模型、三垂直杆和多垂直杆模型、二维板单元模型等计算方案,从不同侧面部分解决了对剪力墙来说必须考虑剪切变形影响的问题,各有优缺点。在复杂受力状态下考虑材料非线性,目前无疑首推纤维单元模型。但传统的纤维单元及其各种改进均未离开“平截面”这一基本假设,对高宽比很小的剪力墙来说显然截面在变形后绝非平面。又从有限单元法的基本思想来说,关键在于构造接近真实变形的位移场。出于这一基本思想,本文通过对模拟实际受力的均质剪力墙进行有限元数值分析,探索并给出了均质剪力墙随几何尺寸不同墙内各点的变形规律。由这一接近实际的变形规律出发,利用弹性和弹塑性状态下变形规律不变(像梁柱单元一样)的基本假设,采用纤维模型进行复杂受力状态下的材料非线性分析,应该具有通用性(可适用各种材料的剪力墙分析)和更高的精度。
在数值解析建立了均质、墙片面内受剪的变形规律的基础上,本文放弃了传统纤维单元的平截面假设,提出并构建了考虑截面翘曲影响的纤维单元模型,为了验证这种新纤维单元在剪力墙非线性分析中的适用性和可靠性,对已有物理实验的配筋砌块砌体剪力墙进行了数值模拟分析。结果表明,考虑截面翘曲影响的纤维单元模型能较好地再现物理实验的客观规律,特别是屈服荷载和屈服位移较传统纤维单元有较大的改进。在此基础上,考虑工程可能的剪力墙高宽比范围,及可能的砌体抗压强度平均值、轴压比、配筋率影响因素,用均匀设计法安排配筋砌块砌体一字型剪力墙的数值试验墙片,进行与物理实验相同加载机制下的非线性数值分析,从而回归分析建立了墙片骨架曲线特征参数与所考虑因素之间的经验公式,并根据数值试验的滞回规律,给出了墙片的加卸载滞回规律,为以配筋砌块砌体一字型剪力墙为抗侧力结构的高层结构弹塑性分析奠定了基础。
Reinforced block masonry shear wall structure is one kind of new high-rise structure that combines performance and advantages both the masonry structure and the concrete structure, and its economy and applicability are adapt to the residential building needs and the reform direction of wall. However, the characteristics can’t be well summed up because of large material discrete and limited experimentation.
To study the internal force and deformation of shear wall on high-rise buildings and earthquake response analysis of high-rise buildings with shear wall, previous proposed many calculation programs, such as equivalent beam model, wall model, equivalent support model, three-vertical poles and multi-vertical bars model, two-dimensional plate element model. Each of them with advantages and disadvantages solves partial problems from different aspects considering shear deformation which is necessary to shear wall solution. Considering the material nonlinearity in a complex stress state, it’s no doubt that the fiber element model is chose. However, the traditional fiber element and its various improvements had not abandoned the basic assumption of "flat section". For a shear wall with a small aspect ratio, it's clearly not in the plane after deformation. From the basic idea of finite element method, the key is to construct a displacement field approximating to the real deformation. Based on the idea, the paper explores and gives the deformation laws of all points in different homogeneous shear walls with different geometry by analyzing finite element models of homogeneous shear walls simulating the real force. From the deformation law closing to the actual, on the basis of the assumptions that the deformation of elastic and plastic is the same (the same as the column unit), the material nonlinear analysis using fiber model under complex stress state should have universal (applicable to shear wall analysis of all kinds of materials)and higher accuracy.
Based on the the deformation law by shear of homogeneous walls according to numerical analysis, the paper abandoned traditional plane section assumption, and construct a fiber element model considering the cross-section warping effects. In order to verify the applicability and reliability of the new fiber in nonlinear analysis of shear wall, the reinforced block masonry shear walls with existing experiments results are numerical simulated. The result demonstrate that the fiber element model considering the cross-section warping effects can reproduce the objective laws of physics experiments. Especially the yield load and yield displacement have been greatly improved relative to conventional fiber unit. On this basis, considering the possible project range of shear wall aspect ratio and the possible masonry compressive strength, axial compression ratio, reinforcement ratio, reinforced block masonry shear walls in a straight were arranged for numerical tests with a uniform design. Nonlinear numerical analysis was carried out under the same loading mechanism to construct the empirical formula between the walls skeleton curves parameters and considered factors, and then give the loading and unloading hysteresis rules of the wall. It’s the basis of elastoplastic analysis of high-level with reinforced block masonry shear wall as it’s lateral force structure.
为研究高层建筑剪力墙的受力与变形、研究带剪力墙的高层建筑地震响应分析,前人提出过等效梁模型、墙板模型、等效支撑模型、三垂直杆和多垂直杆模型、二维板单元模型等计算方案,从不同侧面部分解决了对剪力墙来说必须考虑剪切变形影响的问题,各有优缺点。在复杂受力状态下考虑材料非线性,目前无疑首推纤维单元模型。但传统的纤维单元及其各种改进均未离开“平截面”这一基本假设,对高宽比很小的剪力墙来说显然截面在变形后绝非平面。又从有限单元法的基本思想来说,关键在于构造接近真实变形的位移场。出于这一基本思想,本文通过对模拟实际受力的均质剪力墙进行有限元数值分析,探索并给出了均质剪力墙随几何尺寸不同墙内各点的变形规律。由这一接近实际的变形规律出发,利用弹性和弹塑性状态下变形规律不变(像梁柱单元一样)的基本假设,采用纤维模型进行复杂受力状态下的材料非线性分析,应该具有通用性(可适用各种材料的剪力墙分析)和更高的精度。
在数值解析建立了均质、墙片面内受剪的变形规律的基础上,本文放弃了传统纤维单元的平截面假设,提出并构建了考虑截面翘曲影响的纤维单元模型,为了验证这种新纤维单元在剪力墙非线性分析中的适用性和可靠性,对已有物理实验的配筋砌块砌体剪力墙进行了数值模拟分析。结果表明,考虑截面翘曲影响的纤维单元模型能较好地再现物理实验的客观规律,特别是屈服荷载和屈服位移较传统纤维单元有较大的改进。在此基础上,考虑工程可能的剪力墙高宽比范围,及可能的砌体抗压强度平均值、轴压比、配筋率影响因素,用均匀设计法安排配筋砌块砌体一字型剪力墙的数值试验墙片,进行与物理实验相同加载机制下的非线性数值分析,从而回归分析建立了墙片骨架曲线特征参数与所考虑因素之间的经验公式,并根据数值试验的滞回规律,给出了墙片的加卸载滞回规律,为以配筋砌块砌体一字型剪力墙为抗侧力结构的高层结构弹塑性分析奠定了基础。
Reinforced block masonry shear wall structure is one kind of new high-rise structure that combines performance and advantages both the masonry structure and the concrete structure, and its economy and applicability are adapt to the residential building needs and the reform direction of wall. However, the characteristics can’t be well summed up because of large material discrete and limited experimentation.
To study the internal force and deformation of shear wall on high-rise buildings and earthquake response analysis of high-rise buildings with shear wall, previous proposed many calculation programs, such as equivalent beam model, wall model, equivalent support model, three-vertical poles and multi-vertical bars model, two-dimensional plate element model. Each of them with advantages and disadvantages solves partial problems from different aspects considering shear deformation which is necessary to shear wall solution. Considering the material nonlinearity in a complex stress state, it’s no doubt that the fiber element model is chose. However, the traditional fiber element and its various improvements had not abandoned the basic assumption of "flat section". For a shear wall with a small aspect ratio, it's clearly not in the plane after deformation. From the basic idea of finite element method, the key is to construct a displacement field approximating to the real deformation. Based on the idea, the paper explores and gives the deformation laws of all points in different homogeneous shear walls with different geometry by analyzing finite element models of homogeneous shear walls simulating the real force. From the deformation law closing to the actual, on the basis of the assumptions that the deformation of elastic and plastic is the same (the same as the column unit), the material nonlinear analysis using fiber model under complex stress state should have universal (applicable to shear wall analysis of all kinds of materials)and higher accuracy.
Based on the the deformation law by shear of homogeneous walls according to numerical analysis, the paper abandoned traditional plane section assumption, and construct a fiber element model considering the cross-section warping effects. In order to verify the applicability and reliability of the new fiber in nonlinear analysis of shear wall, the reinforced block masonry shear walls with existing experiments results are numerical simulated. The result demonstrate that the fiber element model considering the cross-section warping effects can reproduce the objective laws of physics experiments. Especially the yield load and yield displacement have been greatly improved relative to conventional fiber unit. On this basis, considering the possible project range of shear wall aspect ratio and the possible masonry compressive strength, axial compression ratio, reinforcement ratio, reinforced block masonry shear walls in a straight were arranged for numerical tests with a uniform design. Nonlinear numerical analysis was carried out under the same loading mechanism to construct the empirical formula between the walls skeleton curves parameters and considered factors, and then give the loading and unloading hysteresis rules of the wall. It’s the basis of elastoplastic analysis of high-level with reinforced block masonry shear wall as it’s lateral force structure.
引文
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73 Tae-Hyung Lee, Khalid M. Mosalam. Probabilistic fiber element modeling of reinforced concrete structures. Computers and Structures. 82 (2004) 2285~2299
74陈滔,黄宗明,基于有限单元柔度法的材料与几何双重非线性空间梁柱单元.计算力学学报. 2006,23(5):524~528
75陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析.重庆大学博士学位论文. 2003
76陈滔,黄宗明.基于有限单元柔度法的钢筋混凝土空间框架非弹性地震反应分析.建筑结构学报. 2004,25(2):79~84
77韦成龙,曾庆元,刘小燕.薄壁箱梁剪力滞分析的多参数翘曲位移函数及其有限元法.铁道学报. 2000,22(5):60~64
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79甘亚南,周广春.一种薄壁箱梁自振频率分析的多参数翘曲位移函数法.铁道学报. 2007,29(5):93~98
80朱伯龙,吴明舜,张琨联.在周期荷载作用下,钢筋混凝土构件滞回曲线考虑裂面接触效应的研究.同济大学学报. 1980,01:63~75
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82苑振芳.《配筋砌块砌体结构设计规范》(ISO9652-3)介绍.建筑结构. 2002,32(8):69~72
83 Robert G. Drysdale, Ahmad A.Hamid and Lawrie R. Baker. Masonry structure behavior and design. Englewood Cliffs, New Jersey 07632. 1994,52~60
84 P. B. Shing, M. Sehuller and VS. Hoskere. In-plane resistance of reinforced masonry shear wall. Journal of Structural Engineering, ASCE. 1990,16(3):619~640
85 R.Wang, A.E. Elwi and M.H. Hatzinikolas. Numerical simulation of tall masonry cavity walls tested under eccentric loading. Seventh Canadian Masonry Symposium. 1995,328~339
86 Triq S. Cheema and Richard E. Klingner. Compressive strength of concrete masonry prisms. ACI Journal. 1986(l):88~97
87 E. Y. Sayed-Ahmed and N. G. Shrive. Nonlinear finite-element model of hollow masonry. Journal of Structural Engineering, ASCE. 1996,122(6):683~690
88 Reinofrced Masonry, ISO/TC179/SC2 N46. 1995,14~18
89 Masony standards Joint Committee. Building Code Requirements for Masonry structures, ACI530-02/ASCE-02/TMS4OZ-02. Ameriean Concrete Institute, Ameriean Soeiety of Civil Engineering and the Masonry Soeiety, New York. 2002,32~38
90 International Conference of Building Offieials, Whiter, CA. Uniofrm Building Code, Chapter 24: Masonry, 1991,l~45
91蓝贵禄.砌体房屋的抗震强度.地震工程与工程振动. 1994,14(4):77~82
92方开泰.均匀设计与均匀设计表.科学出版社. 1994
93蒋欢军,吕西林.沿竖向耗能剪力墙滞回特性的计算方法.同济大学学报. 1999,27(6):633~637
94吕西林,蒋欢军.一种新型耗能剪力墙的滞回曲线计算分析.地震工程与工程振动. 2000,20(1):112~119
95李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究.建筑结构学报. 2004,25(5):35~42
96张国军,吕西林,刘伯权.轴压比超限时框架柱的恢复力模型研究.建筑结构学报. 2006,27(1):90~98
97张国军,吕西林.高强混凝土框架柱的恢复力模型研究.工程力学.2007,24(3):83~90
98张松,吕西林,章红梅.钢筋混凝土剪力墙构件恢复力模型.沈阳建筑大学学报(自然科学版) . 2009,25(4):644~649