轻型木结构齿板及剪力墙性能研究
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摘要
轻型木结构作为一种新型结构形式,在国内正得到重视和认可,因此我国迫切需要开展这方面的研究。本文从齿板连接件力学性能、钉节点荷载性能以及木剪力墙有限元分析三个方面入手,利用实验研究和模拟分析两种方法对国产材料用于轻型木结构工程的可行性进行了论述。在此基础上以一栋自行设计建造的实际木结构房屋为实例,进行了工程实践。主要进行的研究工作如下：
(1)参考国外成熟齿板产品,结合实际加工能力和材料,设计了一款齿板连接件,并参照木结构规范对其承载能力进行了检测。试验结果表明,齿板连接件的板齿承载力和极限抗剪承载力受荷载与木纹夹角、荷载与板轴夹角等因素影响,并且自行设计的齿板在板齿承载力上较国外产品SK-20有一定差距,需要进行改进,以提升性能。
(2)通过面板钉和骨架钉连接的单向加载试验,表明其荷载位移曲线具有高度非线性的特点,并且在面板钉连接试验中长钉荷载性能优于干壁钉,而在骨架钉连接试验中干壁钉抗拉和抗剪性能优于长钉；比较分析本研究的钉连接性能和国外钉连接试验结果,表明本研究的钉连接节点相比国外钉连接节点有更好的抗侧性能和最大承载力,但是刚度要低于国外试验结果。需要提高其刚度,这样可以在承受侧向荷载时,使结构具有更好的刚性。
(3)基于模拟分析的思想,利用SAP2000结构有限元分析软件,模拟了木剪力墙在侧向荷载作用下的最大承载力和刚度。设置了不同覆面板的布置方式、钉种类以及钉间距等因素,模拟分析了不同因素对木剪力墙侧向性能的影响程度。结果表明：对于2.44m×2.44m墙体,覆面板竖向布置以及增加横撑可以有效提高剪力墙的侧向性能；对于钉节点,应该采用本试验中所提及的长钉,这样墙体的抗侧能力强于采用干壁钉的墙体；边缘部位的钉间距会有效影响剪力墙的侧向性能,较小的间距有利于最大限度的发挥钉节点的受力能力；剪力墙开洞会降低剪力墙在侧向荷载作用下的最大承载力。
(4)本文运用同样的模拟方法,对一块4.88m×4.88m剪力墙进行比较,表明采用国产材料的剪力墙侧向承载力要高于采用国外材料的墙体,但是其刚度要低于采用国外材料的墙体刚度。
(5)结合以上试验和模拟分析结果,本研究通过一项实际房屋的建造,表明国产材料可以运用于实际工程中,但在工程材料和分析研究方面,还需要进一步提升,加快我国轻型木结构真正国产化的步伐。
Light wood-framed structure, which is being gained attention and recognized, is a new structure system in China, so there are many work need to do in this field. Through experimental research and simulation analysis, the paper studied the tooth plate connector mechanical performance, nail connector load performance and the finite element analysis of wood shear walls and then verified the feasibility of building house using domestic raw material. At this basis, through a real light wood-framed house that was designed and built by ourselves, the paper carried on engineering practice. The main researchs are listed as following:
(1) Refered with mature tooth metal plate products abroad and combined the actual processing capacity and materials, the paper designed a tooth metal plate connector and detected the connector mechanical performance by referencing wooden structure standard. The results showed the ultimate bearing and the ultimate shear capacity were influenced by the load and wood grain angle, shaft angle and plate load and other factors, and the ultimate bearing capacity of the self-designed tooth metal plate was less than that of the foreign product-SK-20; and there were many research works need to be improved to enhance performance.
(2) The load-slip curves of nail connection in monotonic tests showed the character of high nonlinear, and the results showed the load performance of the spike is better than that of the wood screw in the panel nail connection testing, but the tensile and shear performance of screw is superior to that of spike. And through comparing the performance of domestic nail with aboard nail, the results indicated the performance of domestic nail connection is no less than abroad products, but the rigidity of the nail should be improved, which could improve the stiffness of the whole structure.
(3) At base of the idea of simulation analysis, the paper, by using the software-SAP2000, simulated the maximum carrying capacity and stiffness of the wood shear walls under lateral loads. At this basis, the study, through set a series influence factors, which include different cover panel layout, types of nails and nail spacing, discussed the influence of different factors on the performance of wood shear wall under lateral load in the simulation analysis. The result indicated that for the 2.44m×2.44m wall, the vertical layout of the panel and cross brace can enhance the lateral performance; nail node, should be used the spikes referred in this experiment; In addition, the nail distance in the edge in the panel, which will effectively affect the lateral performance of the wall, should be small; the shear wall with opening performance will reduce the lateral wall.
(4) The lateral performance of the wood shear wall, made form these domestic materials involved in the testing, is not inferior to the wood shear wall with foreign materials, but need to improve on the stiffness.
(5) At base of these experimental and simulation analysis results, this study, through constructed a real house indicated that these domestic materials that can be used in practical projects, but in the field of engineering materials and analysis research, there, were many woks need to do, and then accelerated the localization of the technology of light wood-framed structure.
(1)参考国外成熟齿板产品,结合实际加工能力和材料,设计了一款齿板连接件,并参照木结构规范对其承载能力进行了检测。试验结果表明,齿板连接件的板齿承载力和极限抗剪承载力受荷载与木纹夹角、荷载与板轴夹角等因素影响,并且自行设计的齿板在板齿承载力上较国外产品SK-20有一定差距,需要进行改进,以提升性能。
(2)通过面板钉和骨架钉连接的单向加载试验,表明其荷载位移曲线具有高度非线性的特点,并且在面板钉连接试验中长钉荷载性能优于干壁钉,而在骨架钉连接试验中干壁钉抗拉和抗剪性能优于长钉；比较分析本研究的钉连接性能和国外钉连接试验结果,表明本研究的钉连接节点相比国外钉连接节点有更好的抗侧性能和最大承载力,但是刚度要低于国外试验结果。需要提高其刚度,这样可以在承受侧向荷载时,使结构具有更好的刚性。
(3)基于模拟分析的思想,利用SAP2000结构有限元分析软件,模拟了木剪力墙在侧向荷载作用下的最大承载力和刚度。设置了不同覆面板的布置方式、钉种类以及钉间距等因素,模拟分析了不同因素对木剪力墙侧向性能的影响程度。结果表明：对于2.44m×2.44m墙体,覆面板竖向布置以及增加横撑可以有效提高剪力墙的侧向性能；对于钉节点,应该采用本试验中所提及的长钉,这样墙体的抗侧能力强于采用干壁钉的墙体；边缘部位的钉间距会有效影响剪力墙的侧向性能,较小的间距有利于最大限度的发挥钉节点的受力能力；剪力墙开洞会降低剪力墙在侧向荷载作用下的最大承载力。
(4)本文运用同样的模拟方法,对一块4.88m×4.88m剪力墙进行比较,表明采用国产材料的剪力墙侧向承载力要高于采用国外材料的墙体,但是其刚度要低于采用国外材料的墙体刚度。
(5)结合以上试验和模拟分析结果,本研究通过一项实际房屋的建造,表明国产材料可以运用于实际工程中,但在工程材料和分析研究方面,还需要进一步提升,加快我国轻型木结构真正国产化的步伐。
Light wood-framed structure, which is being gained attention and recognized, is a new structure system in China, so there are many work need to do in this field. Through experimental research and simulation analysis, the paper studied the tooth plate connector mechanical performance, nail connector load performance and the finite element analysis of wood shear walls and then verified the feasibility of building house using domestic raw material. At this basis, through a real light wood-framed house that was designed and built by ourselves, the paper carried on engineering practice. The main researchs are listed as following:
(1) Refered with mature tooth metal plate products abroad and combined the actual processing capacity and materials, the paper designed a tooth metal plate connector and detected the connector mechanical performance by referencing wooden structure standard. The results showed the ultimate bearing and the ultimate shear capacity were influenced by the load and wood grain angle, shaft angle and plate load and other factors, and the ultimate bearing capacity of the self-designed tooth metal plate was less than that of the foreign product-SK-20; and there were many research works need to be improved to enhance performance.
(2) The load-slip curves of nail connection in monotonic tests showed the character of high nonlinear, and the results showed the load performance of the spike is better than that of the wood screw in the panel nail connection testing, but the tensile and shear performance of screw is superior to that of spike. And through comparing the performance of domestic nail with aboard nail, the results indicated the performance of domestic nail connection is no less than abroad products, but the rigidity of the nail should be improved, which could improve the stiffness of the whole structure.
(3) At base of the idea of simulation analysis, the paper, by using the software-SAP2000, simulated the maximum carrying capacity and stiffness of the wood shear walls under lateral loads. At this basis, the study, through set a series influence factors, which include different cover panel layout, types of nails and nail spacing, discussed the influence of different factors on the performance of wood shear wall under lateral load in the simulation analysis. The result indicated that for the 2.44m×2.44m wall, the vertical layout of the panel and cross brace can enhance the lateral performance; nail node, should be used the spikes referred in this experiment; In addition, the nail distance in the edge in the panel, which will effectively affect the lateral performance of the wall, should be small; the shear wall with opening performance will reduce the lateral wall.
(4) The lateral performance of the wood shear wall, made form these domestic materials involved in the testing, is not inferior to the wood shear wall with foreign materials, but need to improve on the stiffness.
(5) At base of these experimental and simulation analysis results, this study, through constructed a real house indicated that these domestic materials that can be used in practical projects, but in the field of engineering materials and analysis research, there, were many woks need to do, and then accelerated the localization of the technology of light wood-framed structure.
引文
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[2]《木结构设计手册》编辑委员会。木结构设计手册。北京：中国建筑工业出版社,2006：214～215
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[6]Folz B, A Filiatrault. Cyclic analysis of wood shear walls. Journal of Structural Engineering, 2001.127(4):433-441
[7]Johnn P. Judd, Fernando S. Fonseca. Analytical model for sheathing-to-framing connections in wood shear walls and diaphragms. Journal of Structural Engineering 2005,131(2):345-352
[8]A.S. Blasetti, R. M. Hoffman. D. W. Dinehart. Simplified hysteretic finite-element model for wood and viscoelastic polymer connections for the dynamic analysis of shear walls. Journal of Structural Engineering,2008,134(1):77-86
[9]Misra, R.D, M.L. Esmay. Stress distribution in the punched metal plate of a timber joint. Transactions of the ASAE,19669:839-842,845
[10]Foschi, R.O. Analysis of wood diaphragms and trusses. Part Ⅱ:Truss-plate connection. Canadian Journal of Civil Engineering,1977,4:353-362
[11]Beineke, L.A., S.K. Sudarth. Modeling joints made with light-gage metal connector plates. Forest Products Journal,1979,29(8):39-45
[12]Noguchi, M. Ultimate resisting moment of butt joints with plate connectors stressed in pure bending. Wood Science,1980,12(3):168-175
[13]Triche, M.H. Analysis and design of metal plate connections. Master thesis,1984. Purdue University, West Lafayette, Indiana
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[18]Scott M. Kent, Rakesh Gupta, Thomas H. Miller, Dynamic Behavior of Metal-Plate-Connected Wood Truss Joints [J]. Journal of Structural Engineering,1997,123(8):1037-1045
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[2]《木结构设计手册》编辑委员会。木结构设计手册。北京：中国建筑工业出版社,2006：214～215
[3]Johansen KW. Theory of timber connections. Publication 9. International Association of Bridge and Structural Engineering, Bern,1949,249-262
[4]Foschi RO. Load-slip characteristic of nails. Wood Science 1974,7(1):69-76
[5]Smith I, Whale LRJ. Characteristic properties of nailed and bolted joints under short-term lateral load, part 1. Wood Science 1987,11(2):53-59
[6]Folz B, A Filiatrault. Cyclic analysis of wood shear walls. Journal of Structural Engineering, 2001.127(4):433-441
[7]Johnn P. Judd, Fernando S. Fonseca. Analytical model for sheathing-to-framing connections in wood shear walls and diaphragms. Journal of Structural Engineering 2005,131(2):345-352
[8]A.S. Blasetti, R. M. Hoffman. D. W. Dinehart. Simplified hysteretic finite-element model for wood and viscoelastic polymer connections for the dynamic analysis of shear walls. Journal of Structural Engineering,2008,134(1):77-86
[9]Misra, R.D, M.L. Esmay. Stress distribution in the punched metal plate of a timber joint. Transactions of the ASAE,19669:839-842,845
[10]Foschi, R.O. Analysis of wood diaphragms and trusses. Part Ⅱ:Truss-plate connection. Canadian Journal of Civil Engineering,1977,4:353-362
[11]Beineke, L.A., S.K. Sudarth. Modeling joints made with light-gage metal connector plates. Forest Products Journal,1979,29(8):39-45
[12]Noguchi, M. Ultimate resisting moment of butt joints with plate connectors stressed in pure bending. Wood Science,1980,12(3):168-175
[13]Triche, M.H. Analysis and design of metal plate connections. Master thesis,1984. Purdue University, West Lafayette, Indiana
[14]Palka, L.C. Exploratory study of short-term and long-term behaviour of truss-plate joints in tension under ambient laboratory conditions. Forintek Canada Corporation, Vancouver, B.C., Canada,1985
[15]Reynolds, G.M. Analysis and testing of toothed metal plate wood truss connections. Master thesis.1988. Michigan Technological University, Houghton, Michigan.
[16]Cramer, S.M., D. Shrestha, W.B. Fohrel. Theoretical consideration of metal-plate connected wood-splice joints. Journal of Structural Engineering,1990,116:3458-3474
[17]Groom, L.H., A. Polensek. Nonlinear modeling of truss-plate joints. Journal of Structural Engineering,1992,118:2514-2531
[18]Scott M. Kent, Rakesh Gupta, Thomas H. Miller, Dynamic Behavior of Metal-Plate-Connected Wood Truss Joints [J]. Journal of Structural Engineering,1997,123(8):1037-1045
[19]R. N. Emerson, T. A. Collins. Effect of Toothed Metal Plate Connector Size on Wood Frame Behavior, Structures Congress 2004
[20]Peter Ellegaard. Finite-Element Modeling of Timber Joints with Punched Metal Plate Fasteners. Journal of Structural Engineering,2006 132(3):409-417
[21]McCutcheon. W. J. Racking deformations in wood shear walls. Journal of Structural Engineering,1985 111(2):257-269
[22]David W. Dinehart, Harry W. Shenton Ⅲ. Model for Dynamic Analysis of Wood Frame Shear Walls. J. Engrg. Mech.,2000,126(9):899-908
[23]A. Filiatrault. Static and dynamic analyses of timber shear walls. Can. J. Civ. Eng,1990 17(4):643-651
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