方钢管柱-H型梁柱外传力式节点抗震性能及参数分析

发布时间：2018-07-27 14:49

【摘要】：近年来,钢框架以其优异的性能得到了广泛的应用。梁柱节点是钢框架的重要组成部分,关系到整个钢框架的安全与稳定。由于受到地震灾害的影响,国内外相关的专家、学者纷纷致力于钢框架梁柱节点抗震性能的研究,提出了多种改进型钢框架梁柱节点,并进行了大量的试验研究与数值模拟分析。本文研究的方钢管柱-H型梁柱外传力式节点是基于加固工程提出的一种改进型钢框架梁柱节点,它通过在无内隔板的方钢管柱相邻梁翼缘之间增设传力板来传递内力,以实现“柱外传力”。本文采用ANSYS软件,进行了传统节点、无内隔板节点与柱外传力式节点的中柱节点以及传统节点与柱外传力式节点的边柱节点、角柱节点的静力性能有限元分析,并将有限元分析的结果与静力性能试验的结果进行了对比。在静力性能试验与有限元分析的基础上,进一步对比分析了传统节点、无内隔板节点与柱外传力式节点的中柱节点的破坏形态、耗能能力、承载力、延性、塑性转动能力以及强度与刚度退化特征等抗震性能,并采用ABAQUS软件对柱外传力式节点进行了往复加载分析,将分析结果与ANSYS软件的分析结果进行了对比。另外,本文建立了柱外传力式节点的中柱节点有限元分析模型,分析了传力板宽度、厚度以及至钢柱距离对柱外传力式节点抗震性能的影响,确定了以上参数的合理取值范围。本文具体的工作内容如下:(1)采用ANSYS软件,模拟单调加载,得到了传统节点、无内隔板节点与柱外传力式节点的中柱节点以及传统节点与柱外传力式节点的边柱节点、角柱节点的荷载-位移曲线,对比分析了节点的屈服荷载、极限荷载,并将有限元分析的结果与静力性能试验的结果进行了对比,结果表明:与传统节点相比,柱外传力式节点的承载力有较小幅度的降低;与无内隔板节点相比,柱外传力式节点的承载力有显著提高;有限元模型及分析方法的可靠性得到了验证。(2)在静力性能试验与有限元分析的基础上,采用ANSYS软件,模拟低周反复加载,得到了传统节点、无内隔板节点与柱外传力式节点的中柱节点的von Mises应力云图、荷载-位移滞回曲线、骨架曲线、应力分布等,对比分析了节点的破坏形态、耗能能力、承载力、延性、塑性转动能力、强度与刚度退化特征等抗震性能。采用ABAQUS软件,对柱外传力式节点进行了往复加载分析,并将分析结果与ANSYS软件的分析结果进行了对比。结果表明:与传统节点相比,柱外传力式节点的承载力、耗能能力、延性与塑性转动能力均稍有降低,但仍能达到抗震性能良好的基本标准;与无内隔板节点相比,柱外传力式节点的承载力、耗能能力、延性与塑性转动能力等抗震性能均有大幅提高,传力板的增设改善了节点的抗震性能;ABAQUS软件与ANSYS软件的分析结果吻合较好,验证了节点抗震性能有限元分析模型及方法的可靠性。(3)采用ANSYS软件,考虑传力板宽度、厚度以及至钢柱距离的不同,建立了柱外传力式节点的中柱节点有限元分析模型,得到了节点在低周反复荷载作用下的von Mises应力云图、荷载-位移滞回曲线、骨架曲线、应力分布等,对比分析了节点的破坏形态、耗能能力、承载力、延性、塑性转动能力、强度与刚度退化特征等抗震性能,确定了传力板宽度、厚度以及至钢柱距离的合理取值范围,结果表明:为了确保柱外传力式节点具备良好的抗震性能,其传力板宽度宜取梁翼缘宽度的0.75~1.25倍;传力板厚度宜取梁翼缘厚度的0.75~1.25倍;传力板至钢柱距离宜尽可能地小,即传力板宜尽可能地靠近钢柱。
[Abstract]:In recent years, the steel frame has been widely used for its excellent performance. The beam column node is an important part of the steel frame, which is related to the safety and stability of the steel frame. Due to the impact of the earthquake disaster, the relevant experts and scholars at home and abroad have committed to the study of the seismic performance of the steel frame beam column joints, and put forward a variety of improvements. A large number of experimental and numerical simulation analyses are carried out on the beam column joints of the steel frame steel frame. The -H beam column external force type joint of the square steel pipe column is an improved steel frame beam column node based on the reinforcement engineering. It transfers internal force by adding the force plate between the adjacent beam flange of the square steel pipe column without inner partition. In this paper, the ANSYS software is used to carry out the finite element analysis of the static performance of the traditional node, the middle column node with no inner partition and the column external force type node, the side column node of the traditional node and the column external force type node, the static performance of the corner column node, and the results of the finite element analysis and static performance test are carried out. On the basis of static performance test and finite element analysis, the failure mode, energy dissipation, bearing capacity, ductility, ductility, ductility, strength and stiffness deactivation characteristics of the traditional node, no inner partition node and column external force type node are compared and analyzed, and the ABAQUS software is used to transfer the column to the column. The analysis results are compared with the analysis results of the ANSYS software. In addition, the finite element analysis model of the column node is established, and the influence of the width, thickness and distance of the steel column on the seismic performance of the column external force type node is analyzed, and the above parameters are determined. The specific contents of this paper are as follows: (1) using ANSYS software to simulate monotonous loading, the traditional node, the middle column node with no inner partition and column external force type node, the side column node of the traditional node and the column external force type node, the load displacement curve of the corner column node are obtained, and the yield of the node is compared and analyzed. The load, the ultimate load, and the results of the finite element analysis are compared with the results of the static test. The results show that compared with the traditional node, the bearing capacity of the column external force type node has a smaller decrease. Compared with the non inner partition node, the bearing capacity of the column external force type node has been significantly improved; the finite element model and the analysis method are also improved. The reliability is verified. (2) on the basis of static performance test and finite element analysis, ANSYS software is used to simulate low cycle repeated loading, and the von Mises stress cloud map, load displacement hysteretic curve, skeleton curve, stress distribution and so on are compared and analyzed. The failure mode, energy dissipation, bearing capacity, bearing capacity, ductility, plastic rotation capacity, strength and stiffness degradation characteristics, and so on. The ABAQUS software is used to carry out the reciprocating loading analysis on the column external force type nodes, and the analysis results are compared with the analysis results of the ANSYS software. The results show that the external force formula of the column is compared with the traditional node. The bearing capacity, energy dissipation capacity, ductility and plastic rotation ability of the joints are slightly reduced, but the basic standards of good seismic performance are still achieved. Compared with the non internal baffle joints, the bearing capacity, energy dissipation capacity, ductility and plastic rotation ability of the column external force type joints are greatly improved, and the addition of the force plate improves the resistance of the joints. The analysis results of ABAQUS software and ANSYS software are in good agreement, and the reliability of the finite element analysis model and method of the seismic behavior of the node is verified. (3) the finite element analysis model of the middle column node of the external force type node is established by using the ANSYS software, considering the difference of the width, thickness and the distance of the steel column, and the node is obtained. The stress cloud map of von Mises, load displacement hysteretic curve, skeleton curve, stress distribution under low cyclic loading, and so on, compare and analyze the damage form, energy dissipation capacity, bearing capacity, ductility, plastic rotation capacity, strength and stiffness degradation characteristics, and determine the width, thickness and distance to steel column of the force plate. The results show that the width of the force plate should take 0.75~1.25 times of the width of the flange of the beam, and the thickness of the force plate should take 0.75~1.25 times of the flange thickness of the beam, and the distance between the force plate and the steel column should be as small as possible, that is, the force plate should be as close as possible to the steel column.
【学位授予单位】：广州大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU352.11

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