荷载传递梁刚度对木框架剪力墙受力性能影响的试验研究
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摘要
2003年我国的《木结构设计规范》(GB5005-2003)中增设了“轻型木结构房屋”的有关条文,但其主要内容大部分来自北美的试验研究成果和规范,但轻型木结构房屋在我国尚处于发展阶段,有关轻型木结构方面的研究工作还未系统地展开。剪力墙是轻型木结构抵抗侧向荷载的重要构件,研究剪力墙的抗侧力性能是研究轻型木结构抗侧力性能的关键问题。木框架剪力墙试验的目的是为我国轻型木结构房屋的推广和规范的修订提供理论和试验依据。
钉连接是轻型木结构中最主要的连接方式。面板与木框架的钉节点的连接性能直接影响了木框架剪力墙承受侧向荷载的能力,且木结构剪力墙有限元分析模型大多是建立在钉节点模型的基础上的,而钉节点的模型参数多数又是通过试验数据拟合得出的,因此钉节点性能对于剪力墙和房屋整体分析中具有非常重要的意义。本文介绍了轻型木结构中面板与木框架钉节点的试验研究,采用两种不同规格的钉子,通过两组荷载垂直于木材纹路方向,两组荷载平行于木材纹路方向的钉节点试验,其中每组各10个试件,得出了两个方向钉节点的平均多参数线性荷载—滑移曲线模型,该模型为利用有限元软件分析轻型木结构提供了面板与木框架钉节点连接性能的基础资料。
木框架剪力墙试验研究时,荷载传递梁的刚度对木框架剪力墙的破坏模式以及抗侧力有直接的影响,当木框架剪力墙墙端以及墙中洞口边未采用墙端锚栓时,这种影响更甚。本文采用一种新型加载装置对三片不同类型的足尺木剪力墙进行了单向、反复加载试验,其中一片标准剪力墙、一片开门洞剪力墙、一片开窗洞剪力墙,重点研究其破坏形态、荷载位移曲线、滞回特性、抗剪强度、极限位移、弹性抗侧刚度、耗能、墙骨柱上拔和锚栓应力,并将试验结果与相同构造的试件采用铰接钢梁、连续钢梁时的试验结果进行比较。
最后,本文利用ANSYS软件建立了剪力墙的有限元分析模型,有限元模型的结果很好地验证了使用本文中的加载装置更能真实的反映木剪力墙的真实的受力性能。
“Light-frame wood structures”has been added in Code for Design of Timber Structures GB 50005-2003, however the major contents were obtained from the test results and codes of North America. Light-frame wood structures are still on the primary stage that the related works have not been studied systemically. Shear walls are commonly used as the primary component of the lateral load resisting system. The research on the performance of lateral load resistance is a key problem in Light-frame wood structures. The purposes of the wood-frame shear wall tests are promoting the application of light wood-frame structures in China and providing scientific background for the revision of Chinese wood design codes.
Nails are the most common fastenings used in wood construction. So the performances of sheathing-to-lumber connections directly influenced the lateral resistance capacity of shear walls and the finite element analytical model of wood shear walls is based on the nail joints models moreover model parameters of nail joints are most fitted to the test dates, that will be of great importance to wholly analyze the shear walls and house.Test research of the nail joints on light wood structure is introduced in this paper,2 groups of perpendicular-to-grain and 2 groups of parallel-to-grain nail joints specimens were tested using two different standards of nails, among each group there are 10 specimens and a modified model suitable to domestic nails in two directions were established.The model provides essential dates on the performance of sheathing-to-lumber connections,that can be integrated into the finite element software to analyze wood frame construction.
In shear wall tests, the stiffness of load spreader has a direct impact on the failure mode and lateral resistance of wood frame shear walls, and it is worse when hold-downs don’t put at the ends of the walls and openings.A new loading setup is used to conduct monotonic and cyclic tests for three full size wood shear walls, load-displacement curves, hysteresis property,shear strength, ultimate displacement, lateral displacement stiffness, energy dissipation, stud lift and bolts stress were studied.The test results were compared with the same configures using articulated and whole load spreaders.
At the last part of this paper, ANASYS software is used in the shear walls modeling to verified the behavior of wood shear walls used a new setup recommend is more true.
钉连接是轻型木结构中最主要的连接方式。面板与木框架的钉节点的连接性能直接影响了木框架剪力墙承受侧向荷载的能力,且木结构剪力墙有限元分析模型大多是建立在钉节点模型的基础上的,而钉节点的模型参数多数又是通过试验数据拟合得出的,因此钉节点性能对于剪力墙和房屋整体分析中具有非常重要的意义。本文介绍了轻型木结构中面板与木框架钉节点的试验研究,采用两种不同规格的钉子,通过两组荷载垂直于木材纹路方向,两组荷载平行于木材纹路方向的钉节点试验,其中每组各10个试件,得出了两个方向钉节点的平均多参数线性荷载—滑移曲线模型,该模型为利用有限元软件分析轻型木结构提供了面板与木框架钉节点连接性能的基础资料。
木框架剪力墙试验研究时,荷载传递梁的刚度对木框架剪力墙的破坏模式以及抗侧力有直接的影响,当木框架剪力墙墙端以及墙中洞口边未采用墙端锚栓时,这种影响更甚。本文采用一种新型加载装置对三片不同类型的足尺木剪力墙进行了单向、反复加载试验,其中一片标准剪力墙、一片开门洞剪力墙、一片开窗洞剪力墙,重点研究其破坏形态、荷载位移曲线、滞回特性、抗剪强度、极限位移、弹性抗侧刚度、耗能、墙骨柱上拔和锚栓应力,并将试验结果与相同构造的试件采用铰接钢梁、连续钢梁时的试验结果进行比较。
最后,本文利用ANSYS软件建立了剪力墙的有限元分析模型,有限元模型的结果很好地验证了使用本文中的加载装置更能真实的反映木剪力墙的真实的受力性能。
“Light-frame wood structures”has been added in Code for Design of Timber Structures GB 50005-2003, however the major contents were obtained from the test results and codes of North America. Light-frame wood structures are still on the primary stage that the related works have not been studied systemically. Shear walls are commonly used as the primary component of the lateral load resisting system. The research on the performance of lateral load resistance is a key problem in Light-frame wood structures. The purposes of the wood-frame shear wall tests are promoting the application of light wood-frame structures in China and providing scientific background for the revision of Chinese wood design codes.
Nails are the most common fastenings used in wood construction. So the performances of sheathing-to-lumber connections directly influenced the lateral resistance capacity of shear walls and the finite element analytical model of wood shear walls is based on the nail joints models moreover model parameters of nail joints are most fitted to the test dates, that will be of great importance to wholly analyze the shear walls and house.Test research of the nail joints on light wood structure is introduced in this paper,2 groups of perpendicular-to-grain and 2 groups of parallel-to-grain nail joints specimens were tested using two different standards of nails, among each group there are 10 specimens and a modified model suitable to domestic nails in two directions were established.The model provides essential dates on the performance of sheathing-to-lumber connections,that can be integrated into the finite element software to analyze wood frame construction.
In shear wall tests, the stiffness of load spreader has a direct impact on the failure mode and lateral resistance of wood frame shear walls, and it is worse when hold-downs don’t put at the ends of the walls and openings.A new loading setup is used to conduct monotonic and cyclic tests for three full size wood shear walls, load-displacement curves, hysteresis property,shear strength, ultimate displacement, lateral displacement stiffness, energy dissipation, stud lift and bolts stress were studied.The test results were compared with the same configures using articulated and whole load spreaders.
At the last part of this paper, ANASYS software is used in the shear walls modeling to verified the behavior of wood shear walls used a new setup recommend is more true.
引文
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[3]《木结构设计手册》编辑委员会,木结构设计手册.2006:中国建筑工业出版社.
[4]刘雁,周定国.现代木结构建筑及其在中国的发展前景初探[J].江苏建筑,2005(3)
[5]张盛东,木结构剪力墙抗侧性能研究进展,结构工程师, Vol22, No.5,Oct.2006
[6]冯志荣,刘雁等,国外木框架剪力墙试验研究综述,江苏建筑,2007(3)
[7]Stewart W G. The Seismic Design of Plywood Sheathed Shear Walls. Ph. D. Thesis,Department of Civil Engineering,University of Canterbury,New Zealand, 1987.
[8]Karacabeyli E,A Ceccotti. Nailed Wood-Frame Shear Walls for Seismic Loads: Test results and Design Considerations. Structural Engineering World Wide. 1998,T207-6.
[9]Dinehart D W,H W Shenton III . Comparison of Static and Dynamic Response of Timber Shear Walls. Journal of Structural Engineering,1998,124(6),686–695.
[10]Gatto K,C M Uang. Efects of Loading Protocol on the Cyclic Response of Wood frame Shear walls. Journal of Structural Engineering,2003,129(10):1384–1393.
[11]Dolan,J. D.,and Madsen,B. Monotonic and cyclic tests of timber shear walls. Can. J. Civ. Eng., 1992,19(3),115–422.
[12]Karacabeyli,E.,and Ceccotti,Test results on the lateral resistance of nailed shear walls. Proc.,Int. Wood Engineering Conf,A. 1996,2,179–186.
[13]Lam,F.,Prion,H. G. L.,and He,M. Lateral resistance of wood shear walls with large sheathing panels. J. Struct. Eng.,1997,123(12),1666–1673.
[14]Shenton,H. W.,III,Dinehart,D. W.,and Elliott,T. E. Stiffness and energy degradation of wood frame shear walls. Can. J. Civ. Eng.,1998,25(3),412–423.
[15]He,M.,Magnusson,H.,Lam F.,and Prion,H. G. L..Cyclic performance of perforated wood shear walls with oversize OSB panels. J. Struct. Eng.,1999,125(1),10–18.
[16]Patton-Mallory,M.,and Wolfe,R. W,Light-frame shear wall length and opening effects. J. Struct. Eng., 1985,111(10),2227–2239.
[17]Falk,R. H.,and Itani,R. Y. Dynamic characteristics of wood and gypsum diaphragms. J. Struct. Eng., 1987,113(6),1357–1370.
[18]Dolan,J.D. and Johnson,A.C. Cyclic Tests of Long Shear Walls with Openings. Virginia Polytechnic Institute and State University Timber Engineering Report TE-1996-002.
[19]Karacabeyli,E.,Dolan,J. D.,Ceccotti,A.,and Ni,C. Discussion of“Comparison of static and dynamic response of timber shear walls”by David W. Dinehart and Harry W. Shenton III. J. Struct.Eng.,1999,125(7),796–797.
[20]Karacabeyli,E.,Stiemer S.,and Ni,C.,‘‘Midply shear wall system.’’A Structural Engineering Odyssey, Proc.,2001 Structural Congress and Exposition,ASCE,Reston,Va.
[21]Leiva-Arevena, L. Behavior of timber-framed shear walls subjected to reversed cyclic lateral loading.Proc.,Int. Wood Engineering Conf.,1996.2,201–206.
[22]Dinehart,D. W.,and Shenton,H. W.,Comparison of the response of timber shear walls with and without passive dampers.’’Proc.,Structural Engineering Worldwide,1998,T207-5,Elsevier Science,New York.
[23]Dinehart,D. W.,Shenton,H. W., III,and Elliott,T. E. The dynamic response of wood-frame shear walls with viscoelastic dampers. Earthquake Spectra,1999,15(1),67–86.
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