胶合木植筋节点粘结锚固与抗震性能研究
发布时间：2018-09-19 13:00
【摘要】：木结构的连接形式有多种,如榫卯连接、钉连接、螺栓连接、齿板连接及植筋连接等。随着现代工程木结构的发展,对木结构连接节点的强度及刚度的要求越来越高,传统的木结构连接形式有时很难以满足现代工程木结构对节点设计的要求。木结构植筋连接作为一种新型的木结构连接形式,具有强度高、刚度大、美观且防火效果好等优点,能够很好地满足现代工程木结构对高性能节点的需求。植筋-胶层-木材之间的粘结性能是木结构植筋节点结构性能的重要影响因素之一。木结构植筋体系涉及到三种材料、二个界面,木材与植筋之间的粘结可被认为是多重介质间的粘结锚固问题。目前,对于木材植筋内部的粘结-滑移机理尚不完全清楚。鉴于此,本论文通过胶合木植筋节点对拉试验,研究了不同参数对胶合木与植筋之间的粘结锚固性能的影响；理论推导了胶合木植筋界面粘结锚固基本变量的解析解,深入分析了胶合木与植筋之间的粘结-滑移机理,最终建立了考虑位置函数的胶合木-植筋粘结应力-相对滑移关系；基于ANSYS平台采用非线性弹簧单元(Combin39)对胶合木植筋节点粘结性能进行有限元数值模拟；通过低周反复荷载试验,探索性地研究了带耗能连接件与不带耗能连接件的胶合木梁柱抗弯植筋节点的抗震性能：基于可靠度理论,对胶合木植筋节点的粘结锚固性能进行了可靠度分析,并提出了胶合木植筋节点的抗震设计建议。本文主要研究内容与结论归纳如下：(1)通过胶合木植筋节点的对拉试验,研究了植筋种类、植筋直径、锚固长度及胶层厚度等对胶合木植筋节点的抗拔与粘结性能的影响。一定范围内,植筋的拉拔承载力随锚固长度和胶层厚度的增加,均有不同程度的增大;螺纹钢植筋节点容易发生植筋/胶层界面破坏与木材劈裂破坏,而螺栓杆植筋节点则主要发生木材环向剪切破坏。不同种类植筋与木材之间的界面粘结-滑移工作机理存在一定差别。界面粘结应力沿锚固长度分布不均匀,在加载端与锚固端附近均出现粘结应力峰值,且随着外荷载的增加,粘结应力峰值呈现出由加载端向锚固端逐渐转移趋势。对于螺纹钢植筋,当锚固长度达12.5d(植筋直径)时,植筋发生屈服破坏；适当地增加胶层厚度能够有效的降低界面粘结应力集中现象。(2)对胶合木植筋节点粘结-滑移机理进行了深入探讨,提出了适合于胶合木植筋的粘结-滑移本构关系模型,并进行了参数化分析。研究结果表明,不同位置处的粘结应力-滑移关系是不同的,界面的粘结-滑移刚度沿锚固长度分布是不均匀的,呈两端(加载端和锚固端)大而中间小的分布趋势。(3)将提出的粘结-滑移关系模型简化为三折线粘结-滑移关系模型,理论推导了植筋应力、粘结应力及相对滑移值沿锚固长度分布的解析表达式,并与试验结果进行了对比,结果表明,试验值与理论值吻合良好。最终,基于得到的粘结锚固基本变量沿锚固长度的分布,建立起了考虑位置函数的粘结-滑移关系模型。(4)基于上述提出的粘结-滑移关系模型,采用ANSYS对胶合木植筋进行有限元数值模拟。木材考虑为各向异性材料,考虑粘结位置函数的影响,采用非线性弹簧(Combin39)单元模拟木材-植筋之间的粘结-滑移本构关系。通过有限元模拟获得植筋应力、胶层粘结应力及木材与植筋之间的相对滑移沿锚固长度的分布,并与试验及理论值进行对比,结果表明,采用Combin39单元能够有效地用于木材与植筋之间的粘结-滑移性能模拟,且考虑粘结位置函数得到的有限元结果与试验结果更为接近。(5)对三种带耗能连接件的组合式胶合木梁柱植筋节点进行了低周反复荷载试验,研究了组合式胶合木梁柱植筋节点的破坏形态、滞回性能、刚度、耗能及延性等。试验结果表明,相比于单纯的胶合木梁柱植筋节点,带耗能连接件的组合式胶合木梁柱植筋节点的延性与耗能能力得到明显提高,其滞回环曲线相对饱满,试验过程中耗能连接件发生明显的屈服,且先于植筋及木材的破坏。组合式植筋节点与纯植筋节点承载力相差不大,刚度相对稍低但刚度退化要比纯植筋节点小。(6)基于可靠度理论,对胶合木植筋节点的粘结锚固性能进行可靠度分析,针对不同种类的植筋给出了其临界锚固长度的可靠度解。提出了木结构植筋的抗震锚固长度,建议其为在临界锚固长度的基础上乘以附加锚固长度增加系数,以保证地震荷载作用下,植筋屈服先于粘结锚固破坏。(7)最后对胶合木植筋的植筋孔径、植筋边距及间距、施工质量安全系数及材料的选取等做了较为详细的探讨和归纳,为木结构植筋技术的工程应用提供理论的参考依据。
[Abstract]:There are many kinds of joints in wood structure, such as tenon-mortise joints, nail joints, bolt joints, tooth-plate joints and planted-bar joints. As a new type of wood structure connection, the planted-bar connection of wood structure has the advantages of high strength, high stiffness, beautiful appearance and good fire-proof effect, which can meet the needs of modern engineering wood structure for high-performance joints. The bonding performance between planted-bar, glue layer and wood is one of the important factors affecting the structural performance of the planted-bar joints of wood structure. Firstly, the bond-slip mechanism of wood-planted bars is not completely clear at present. In view of this, the bond-slip mechanism of wood-planted bars is studied in this paper through the tensile test of the joints of glued wood-planted bars. The influence of bond and anchorage properties between glued wood and planted bars was studied. The analytical solution of bond and anchorage variables was deduced theoretically, and the bond-slip mechanism between glued wood and planted bars was analyzed deeply. Nonlinear spring element (Combin 39) is used to simulate the bonding behavior of glued wood beam-column joints. The seismic behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied experimentally under low cyclic loading. Based on reliability theory, the bonding behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied. The main contents and conclusions of this paper are summarized as follows: (1) Through the tension test of the glued wood planted bar joints, the types of planted bars, the diameter of planted bars, the length of anchorage and the thickness of glued layer are studied. In a certain range, the pull-out bearing capacity of planted bars increases with the increase of anchorage length and thickness of glue layer to varying degrees; the interface damage of planted bars and glue layer and splitting damage of wood are easy to occur in the joints of planted bars with screw bars, while the annular shear failure of wood mainly occurs in the joints with bolted bars. The interfacial bond-slip mechanism is different. The interfacial bond stress distributes unevenly along the anchorage length, and the peak value of the bond stress appears near the loading end and the anchorage end. With the increase of the external load, the peak value of the bond stress gradually shifts from the loading end to the anchorage end. The bond-slip constitutive relation model suitable for glued wood reinforcement was proposed and parameterized. The results show that the bond stress-slip relationship is different at different locations, and the distribution of bond-slip stiffness along the anchorage length is not uniform, showing a trend of large and small distribution at both ends (loading end and anchorage end). (3) The bond-slip relationship model proposed in this paper is simplified as a triple-line bond-slip relationship model, which is theoretically derived. The analytical expressions of the stress, bond stress and relative slip along the anchorage length are compared with the experimental results. The results show that the experimental values are in good agreement with the theoretical values. Based on the bond-slip relationship model proposed above, the bond-slip constitutive relationship between glued wood and glued bars was simulated by ANSYS. The bond-slip constitutive relationship between glued wood and glued bars was simulated by using the nonlinear spring (Combin 39) element considering the effect of bond position function and the anisotropic material. The results show that the Combin 39 element can be effectively used to simulate the bond-slip behavior between wood and planting bars, and the finite element results obtained by considering the bond position function are more accurate than the experimental results. (5) Low-cycle cyclic loading tests were carried out on three kinds of composite glued wood beam-column connections with energy-dissipating connectors. The failure modes, hysteretic behavior, stiffness, energy dissipation and ductility of the composite glued wood beam-column connections were studied. The ductility and energy dissipation capacity of composite glued-wood beam-column connections with planted bars are obviously improved, and the hysteretic loop curves are relatively full, and the energy dissipation connectors yield obviously during the test, which is prior to the failure of planted bars and timber. (6) Based on the reliability theory, the bond and anchorage performance of glued-wood reinforced joints is analyzed, and the reliability solution of the critical anchorage length for different kinds of planted bars is given. The aseismic anchorage length of planted bars in wood structures is proposed, which is multiplied by the additional anchorage length on the basis of the critical anchorage length. Coefficient, in order to ensure that the yield of planted bars is prior to the failure of bond anchorage under seismic load. (7) Finally, the hole diameter of planted bars, the distance and spacing of planted bars, the construction quality safety factor and the selection of materials are discussed and summarized in detail, which provides a theoretical basis for the engineering application of planted bars in wood structures.
【学位授予单位】：东南大学
【学位级别】：博士
【学位授予年份】：2015
【分类号】：TU366.3;TU352.11
，
本文编号：2250196
[Abstract]:There are many kinds of joints in wood structure, such as tenon-mortise joints, nail joints, bolt joints, tooth-plate joints and planted-bar joints. As a new type of wood structure connection, the planted-bar connection of wood structure has the advantages of high strength, high stiffness, beautiful appearance and good fire-proof effect, which can meet the needs of modern engineering wood structure for high-performance joints. The bonding performance between planted-bar, glue layer and wood is one of the important factors affecting the structural performance of the planted-bar joints of wood structure. Firstly, the bond-slip mechanism of wood-planted bars is not completely clear at present. In view of this, the bond-slip mechanism of wood-planted bars is studied in this paper through the tensile test of the joints of glued wood-planted bars. The influence of bond and anchorage properties between glued wood and planted bars was studied. The analytical solution of bond and anchorage variables was deduced theoretically, and the bond-slip mechanism between glued wood and planted bars was analyzed deeply. Nonlinear spring element (Combin 39) is used to simulate the bonding behavior of glued wood beam-column joints. The seismic behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied experimentally under low cyclic loading. Based on reliability theory, the bonding behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied. The main contents and conclusions of this paper are summarized as follows: (1) Through the tension test of the glued wood planted bar joints, the types of planted bars, the diameter of planted bars, the length of anchorage and the thickness of glued layer are studied. In a certain range, the pull-out bearing capacity of planted bars increases with the increase of anchorage length and thickness of glue layer to varying degrees; the interface damage of planted bars and glue layer and splitting damage of wood are easy to occur in the joints of planted bars with screw bars, while the annular shear failure of wood mainly occurs in the joints with bolted bars. The interfacial bond-slip mechanism is different. The interfacial bond stress distributes unevenly along the anchorage length, and the peak value of the bond stress appears near the loading end and the anchorage end. With the increase of the external load, the peak value of the bond stress gradually shifts from the loading end to the anchorage end. The bond-slip constitutive relation model suitable for glued wood reinforcement was proposed and parameterized. The results show that the bond stress-slip relationship is different at different locations, and the distribution of bond-slip stiffness along the anchorage length is not uniform, showing a trend of large and small distribution at both ends (loading end and anchorage end). (3) The bond-slip relationship model proposed in this paper is simplified as a triple-line bond-slip relationship model, which is theoretically derived. The analytical expressions of the stress, bond stress and relative slip along the anchorage length are compared with the experimental results. The results show that the experimental values are in good agreement with the theoretical values. Based on the bond-slip relationship model proposed above, the bond-slip constitutive relationship between glued wood and glued bars was simulated by ANSYS. The bond-slip constitutive relationship between glued wood and glued bars was simulated by using the nonlinear spring (Combin 39) element considering the effect of bond position function and the anisotropic material. The results show that the Combin 39 element can be effectively used to simulate the bond-slip behavior between wood and planting bars, and the finite element results obtained by considering the bond position function are more accurate than the experimental results. (5) Low-cycle cyclic loading tests were carried out on three kinds of composite glued wood beam-column connections with energy-dissipating connectors. The failure modes, hysteretic behavior, stiffness, energy dissipation and ductility of the composite glued wood beam-column connections were studied. The ductility and energy dissipation capacity of composite glued-wood beam-column connections with planted bars are obviously improved, and the hysteretic loop curves are relatively full, and the energy dissipation connectors yield obviously during the test, which is prior to the failure of planted bars and timber. (6) Based on the reliability theory, the bond and anchorage performance of glued-wood reinforced joints is analyzed, and the reliability solution of the critical anchorage length for different kinds of planted bars is given. The aseismic anchorage length of planted bars in wood structures is proposed, which is multiplied by the additional anchorage length on the basis of the critical anchorage length. Coefficient, in order to ensure that the yield of planted bars is prior to the failure of bond anchorage under seismic load. (7) Finally, the hole diameter of planted bars, the distance and spacing of planted bars, the construction quality safety factor and the selection of materials are discussed and summarized in detail, which provides a theoretical basis for the engineering application of planted bars in wood structures.
【学位授予单位】：东南大学
【学位级别】：博士
【学位授予年份】：2015
【分类号】：TU366.3;TU352.11
，
本文编号：2250196
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