T形钢管混凝土组合柱—钢梁连接节点抗震性能研究
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摘要
T形钢管混凝土组合结构不仅具有强度高、延性好、抗震性能优越以及施工周期短等优点,还具有肢厚同墙厚,避免房间棱角突出,影响美观,有利于空间的布局,增加了房间面积使用率的独特优势,其应用前景较好,因此国内外越来越多的学者对其的研究密切关注,但是目前国内外学者对这种组合结构的研究并不多,特别是对T形钢管混凝土组合柱-钢梁连接节点理论和试验研究也更少。本文对T形钢管混凝土组合柱-钢梁连接节点的抗震性能进行了试验研究和非线性有限元分析,其研究成果对促进异形钢管混凝土组合结构的推广应用具有重要的理论意义与工程应用价值,同时,将为《异形钢管混凝土结构技术规程》的编制提供参考依据。本文研究内容及其成果主要包括以下几个方面：
1.按照1：1.5的缩尺比例,设计制作了3类共9个T形钢管混凝土组合柱-钢梁连接节点试件(其中3个外伸端板连接节点,3个顶底角钢连接节点试件,3个双腹板顶底角钢连接节点),并进行了低周反复荷载作用下的拟静力试验。研究不同规格高强螺栓或不同厚度钢板的节点滞回性能、强度退化、刚度退化以及延性系数和耗能能力,根据试验现象和结果初步分析了这些连接节点的破坏特征和破坏机理。
2.通过低周往复荷载作用下的拟静力试验,对9个T形钢管混凝土组合柱-钢梁连接节点试件的抗震性能进行了研究。试验结果表明：各试件的滞回曲线表现出良好的稳定性,外伸端板连接节点曲线形状比较饱满,均呈纺锤形,耗能能力比较好,耗能系数大于2.01；顶底角钢连接节点曲线形状有捏拢现象,呈倒S形,耗能系数大于1.88；双腹板顶底角钢连接节点曲线形状有捏拢现象,呈倒S形,耗能能力比顶底角钢好,耗能系数大于1.95。全部节点具有显著的强度和刚度退化；位移延性系数均大于等于2；等效粘滞阻尼系数均大于0.25。
3.按照Rvafiq Hasan等人的节点分类方法,对三类T形钢管混凝土组合柱-钢梁连接节点刚性进行了分析判别,研究结果表明：异形钢管混凝土组合柱-钢梁外伸端板连接节点和异形钢管混凝土组合柱-钢梁双腹板顶底角钢连接节点属于半刚性连接：而顶底角钢连接节点在加载初期属半刚性连接,加载后期属于铰接连接。
4.在对比各试件极限抗弯抗剪承载力、延性及变形能力等指标的基础上,分析了影响这些指标的主要因素,并对各试件节点域的受力情况进行了计算分析,提出了节点设计建议和改进措施；
5.按照试件实际尺寸,利用有限元软件ANSYS10.0对异形钢管混凝土组合柱-钢梁外伸端板连接,双腹板顶底角钢连接以及顶底角钢连接节点的抗震性能进行了非线性有限元分析,根据分析结果考察了外伸端板连接节点、顶底角钢连接节点和双腹板顶底角钢连接节点的滞回性能以及各试件节点域的应力分布情况,并与试验结果进行对比,同时对不同轴压比、不同核心混凝土强度等级以及不同的钢管壁厚度对节点抗震性能影响进行分析。分析结果表明：有限元计算结果与试验结果比较吻合,表明本文有限元计算时所采用的钢材本构关系、混凝土本构关系、求解方法和有限元计算模型等是合理、可靠的,该计算模型可以为后续进行多参数分析提供参考依据；轴压比(0.2-0.5之间)对节点承载力影响不大,但对节点抗震性能影响较大；核心混凝土强度等级对节点承载力影响较小,对节点抗震性能有一定影响；钢管壁厚对节点承载力影响较大,而对节点抗震性能影响较小；钢材屈服强度对节点极限承载力较大,对节点抗震性能影响较为明显。
在总结全文工作的基础上,提出了本课题研究展望。
T-shaped concrete-filled steel tubular composite structure not only has high strength, good ductility, excellent seismic behavior and a short construction period, etc., but also has the same limb thickness with the wall, to avoid the room appearing edges and corners which affect beauty. It also has the unique advantages on decorating space and improving the housing area. The prospect that is applied to actual engineering is well, so more and more domestic and overseas scholars have taken a watchful eye on it. But currently the research of the T-shaped concrete-filled steel tubular composite column is not much at home and abroad and there is nobody who engage in the theoretical and experimental study of the steel beam connection nodes. In this article, it shows experimental study on seismic performance and non-linear finite element analysis of the special-shaped concrete-filled steel tubular composite column and steel beam connection node, which give a great assistance to understand the seismic performance of the special-shaped concrete steel tubular composite column and steel beam connection node and promote the popularization and application. So this text has important theoretical significance and value in engineering. Meanwhile, the results will provide the reference for the establishment of "Technical Specification for Structures with Special-shaped Concrete-filled Steel Tubular Members ". Content and results of this study mainly include the following aspects:
1. According to1:1.5proportion of scale,9T-shaped concrete steel tubular composite column and steel beam connection node specimens(3of extended end-plate connection node specimens,3of top and bottom angle steel connection node specimens,3of double web top and bottom angle steel connection node specimens) is designed and made for pseudo-static loading test. The article shows hysteretic performance, strength, degradation, stiffness degradation, ductility and energy dissipation of different kinds of high strength bolts or different thickness of top and steel plate node. According to the test phenomenon and results, we make a preliminary analysis on the failure characteristics and the failure mechanism of connection nodes.
2. The low cycle reciprocating load experiment gives a good opportunity to study the seismic behavior of three kinds of T-shaped concrete steel tubular composite column and steel beam connected node. The test results show that:the hysteresis curves of all specimens are stable, and the curve shape of extended end-plate connection node is full and just like a spindle. All specimens consume less energy than most frame member and its energy dissipation coefficient is greater than2.01. The energy dissipation ability of the top and bottom angle connection node is not well and its energy dissipation coefficient is more than1.88. The curve shape of double web top and bottom angle steel connection node is not full, which has a better energy dissipation ability than the top and bottom angle connection node, and its energy dissipation coefficient is more than1.95. All the nodes have significant strength and stiffness degradation. The displacement ductility coefficient is equal to or even more than2. Equivalent viscous damping coefficient is greater than0.25.
3. According to Rvafiq Hasan's node classification method,9T-shape concrete-filled steel tubular composite column and steel beam connection nodes are analyzed. And the results of the study show that special-shaped concrete-filled steel tubular composite column and steel beam extended end-plate connection node and special-shaped concrete-filled steel tubular composite column and double webs top and bottom angle steel connection node is semi-rigid connection. And special-shaped concrete-filled steel tubular composite column and steel beam top and bottom angle steel connection node is semi-rigid connection in early loading stage, then belongs to hinged connection.
4. On the basis of comparing ultimate bend and shear capacity, ductility and deformation ability of specimens, we analyse the main factors which have influence on the indexes and calculate the force of the specimens node domain and put forward some suggestions to improve node.
5. According to the actual specimen size, we make non-linear finite element analysis on the seismic behaviour of special-shaped concrete-filled steel tubular composite column and steel beam extended end-plate connection node, and double webs top and bottom angle steel connection node by using the finite element analysis software ANSYS10.0. On the basis of the results of analysis, the situation of the stress distribution of specimen node domain and the hysteretic performance of those nodes are examined and compared with the experimental results. Then some parameters which have influence on the seismic performance have been analysed according to the verified finite element model, including strength of the filled concrete, compressive ratio, thickness of steel tube. The analysis results show that:the finite element calculation results coincide with experimental results. It shows that the calculation of steel and concrete constitutive model, the finite element model, the solving method is reasonable and reliable. The calculation model can be used to provide reference for the subsequent analysis of many parameters. The axial compression ratio (0.2-0.5) has little effect on node capacity but a greater impact on the aseismic performance of the joints; the strength of the filled concrete on load-carrying capacity of small effect, and have a certain influence on the aseismic performance of the joints; the thickness of steel pipe have a great influence on bearing capacity, but less influence on the aseismic performance of the joints; the steel yield strength have large influence on ultimate bearing capacity, and the more obvious effects on the aseismic performance of the joints.
On the basis of summing up the work, the research prospect is put forward.
1.按照1：1.5的缩尺比例,设计制作了3类共9个T形钢管混凝土组合柱-钢梁连接节点试件(其中3个外伸端板连接节点,3个顶底角钢连接节点试件,3个双腹板顶底角钢连接节点),并进行了低周反复荷载作用下的拟静力试验。研究不同规格高强螺栓或不同厚度钢板的节点滞回性能、强度退化、刚度退化以及延性系数和耗能能力,根据试验现象和结果初步分析了这些连接节点的破坏特征和破坏机理。
2.通过低周往复荷载作用下的拟静力试验,对9个T形钢管混凝土组合柱-钢梁连接节点试件的抗震性能进行了研究。试验结果表明：各试件的滞回曲线表现出良好的稳定性,外伸端板连接节点曲线形状比较饱满,均呈纺锤形,耗能能力比较好,耗能系数大于2.01；顶底角钢连接节点曲线形状有捏拢现象,呈倒S形,耗能系数大于1.88；双腹板顶底角钢连接节点曲线形状有捏拢现象,呈倒S形,耗能能力比顶底角钢好,耗能系数大于1.95。全部节点具有显著的强度和刚度退化；位移延性系数均大于等于2；等效粘滞阻尼系数均大于0.25。
3.按照Rvafiq Hasan等人的节点分类方法,对三类T形钢管混凝土组合柱-钢梁连接节点刚性进行了分析判别,研究结果表明：异形钢管混凝土组合柱-钢梁外伸端板连接节点和异形钢管混凝土组合柱-钢梁双腹板顶底角钢连接节点属于半刚性连接：而顶底角钢连接节点在加载初期属半刚性连接,加载后期属于铰接连接。
4.在对比各试件极限抗弯抗剪承载力、延性及变形能力等指标的基础上,分析了影响这些指标的主要因素,并对各试件节点域的受力情况进行了计算分析,提出了节点设计建议和改进措施；
5.按照试件实际尺寸,利用有限元软件ANSYS10.0对异形钢管混凝土组合柱-钢梁外伸端板连接,双腹板顶底角钢连接以及顶底角钢连接节点的抗震性能进行了非线性有限元分析,根据分析结果考察了外伸端板连接节点、顶底角钢连接节点和双腹板顶底角钢连接节点的滞回性能以及各试件节点域的应力分布情况,并与试验结果进行对比,同时对不同轴压比、不同核心混凝土强度等级以及不同的钢管壁厚度对节点抗震性能影响进行分析。分析结果表明：有限元计算结果与试验结果比较吻合,表明本文有限元计算时所采用的钢材本构关系、混凝土本构关系、求解方法和有限元计算模型等是合理、可靠的,该计算模型可以为后续进行多参数分析提供参考依据；轴压比(0.2-0.5之间)对节点承载力影响不大,但对节点抗震性能影响较大；核心混凝土强度等级对节点承载力影响较小,对节点抗震性能有一定影响；钢管壁厚对节点承载力影响较大,而对节点抗震性能影响较小；钢材屈服强度对节点极限承载力较大,对节点抗震性能影响较为明显。
在总结全文工作的基础上,提出了本课题研究展望。
T-shaped concrete-filled steel tubular composite structure not only has high strength, good ductility, excellent seismic behavior and a short construction period, etc., but also has the same limb thickness with the wall, to avoid the room appearing edges and corners which affect beauty. It also has the unique advantages on decorating space and improving the housing area. The prospect that is applied to actual engineering is well, so more and more domestic and overseas scholars have taken a watchful eye on it. But currently the research of the T-shaped concrete-filled steel tubular composite column is not much at home and abroad and there is nobody who engage in the theoretical and experimental study of the steel beam connection nodes. In this article, it shows experimental study on seismic performance and non-linear finite element analysis of the special-shaped concrete-filled steel tubular composite column and steel beam connection node, which give a great assistance to understand the seismic performance of the special-shaped concrete steel tubular composite column and steel beam connection node and promote the popularization and application. So this text has important theoretical significance and value in engineering. Meanwhile, the results will provide the reference for the establishment of "Technical Specification for Structures with Special-shaped Concrete-filled Steel Tubular Members ". Content and results of this study mainly include the following aspects:
1. According to1:1.5proportion of scale,9T-shaped concrete steel tubular composite column and steel beam connection node specimens(3of extended end-plate connection node specimens,3of top and bottom angle steel connection node specimens,3of double web top and bottom angle steel connection node specimens) is designed and made for pseudo-static loading test. The article shows hysteretic performance, strength, degradation, stiffness degradation, ductility and energy dissipation of different kinds of high strength bolts or different thickness of top and steel plate node. According to the test phenomenon and results, we make a preliminary analysis on the failure characteristics and the failure mechanism of connection nodes.
2. The low cycle reciprocating load experiment gives a good opportunity to study the seismic behavior of three kinds of T-shaped concrete steel tubular composite column and steel beam connected node. The test results show that:the hysteresis curves of all specimens are stable, and the curve shape of extended end-plate connection node is full and just like a spindle. All specimens consume less energy than most frame member and its energy dissipation coefficient is greater than2.01. The energy dissipation ability of the top and bottom angle connection node is not well and its energy dissipation coefficient is more than1.88. The curve shape of double web top and bottom angle steel connection node is not full, which has a better energy dissipation ability than the top and bottom angle connection node, and its energy dissipation coefficient is more than1.95. All the nodes have significant strength and stiffness degradation. The displacement ductility coefficient is equal to or even more than2. Equivalent viscous damping coefficient is greater than0.25.
3. According to Rvafiq Hasan's node classification method,9T-shape concrete-filled steel tubular composite column and steel beam connection nodes are analyzed. And the results of the study show that special-shaped concrete-filled steel tubular composite column and steel beam extended end-plate connection node and special-shaped concrete-filled steel tubular composite column and double webs top and bottom angle steel connection node is semi-rigid connection. And special-shaped concrete-filled steel tubular composite column and steel beam top and bottom angle steel connection node is semi-rigid connection in early loading stage, then belongs to hinged connection.
4. On the basis of comparing ultimate bend and shear capacity, ductility and deformation ability of specimens, we analyse the main factors which have influence on the indexes and calculate the force of the specimens node domain and put forward some suggestions to improve node.
5. According to the actual specimen size, we make non-linear finite element analysis on the seismic behaviour of special-shaped concrete-filled steel tubular composite column and steel beam extended end-plate connection node, and double webs top and bottom angle steel connection node by using the finite element analysis software ANSYS10.0. On the basis of the results of analysis, the situation of the stress distribution of specimen node domain and the hysteretic performance of those nodes are examined and compared with the experimental results. Then some parameters which have influence on the seismic performance have been analysed according to the verified finite element model, including strength of the filled concrete, compressive ratio, thickness of steel tube. The analysis results show that:the finite element calculation results coincide with experimental results. It shows that the calculation of steel and concrete constitutive model, the finite element model, the solving method is reasonable and reliable. The calculation model can be used to provide reference for the subsequent analysis of many parameters. The axial compression ratio (0.2-0.5) has little effect on node capacity but a greater impact on the aseismic performance of the joints; the strength of the filled concrete on load-carrying capacity of small effect, and have a certain influence on the aseismic performance of the joints; the thickness of steel pipe have a great influence on bearing capacity, but less influence on the aseismic performance of the joints; the steel yield strength have large influence on ultimate bearing capacity, and the more obvious effects on the aseismic performance of the joints.
On the basis of summing up the work, the research prospect is put forward.
引文
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