方钢管混凝土组合异形柱结构力学性能与工程应用研究
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摘要
方钢管混凝土组合异形柱是一种新型的柱结构形式，该柱能够包裹在墙体内部，增加使用面积，能够发挥钢管混凝土结构与异形柱结构的优势。为了降低用钢量并匹配建筑平面布置，经常使用L形柱。针对此方钢管混凝土组合异形柱，本文进行了体系的构造形式研究、构件轴压、构件压弯、构件抗震性能的有限元分析与试验研究、设计方法及工程应用研究。
提出了直接连接和间接连接的螺栓连接方钢管混凝土组合异形柱、开孔钢板连接形式的方钢管混凝土组合异形柱，并比较了静力性能，发现在现有技术条件下，焊接开孔钢板连接形式的方钢管混凝土组合异形柱为最优形式，提出了方钢管混凝土组合异形柱外肋环板节点构造形式和计算方法。
进行了2根组合异形柱的轴压试验和有限元模拟，其中一根为填充混凝土试件，一根为空钢管试件，通过试验与有限元分析，发现：填充混凝土后极限承载力提高21%，刚度提高，延性有所下降；开孔钢板和加劲肋作为连接形式能够很好的保证单肢柱协同工作；填充混凝土的试件连接板可以简化为横向和斜向缀条进行计算；试验结果与有限元分析结果吻合很好。
进行了2种加载角度的方钢管混凝土组合异形柱压弯试验与有限元模拟，得到以下结论：两个试件分别发生了绕单轴的单向压弯和绕弱轴的双向压弯，而且双向压弯的变形与应力状态均绕着对称轴对称分布；两个试件的极限承载能力基本相同，单向压弯试件刚度较大，原因是由于试件的破坏是由于单肢柱顶的局部屈曲引起，极限承载力由单肢极限承载力控制；连接板可以简化为横向和斜向缀条受力；试验结果与有限元分析结果基本吻合。
进行了3个方钢管混凝土组合异形柱拟静力试验和有限元模拟，试验参数为轴压比和单肢长细比，得到以下结论：方钢管混凝土组合异形柱滞回曲线饱满，具有较好的延性和耗能能力；随着轴压比的增加刚度增加，但是承载力、延性和耗能能力降低，随着长细比的降低刚度和承载力增加，但是延性和耗能能力降低；连接板可以简化为横向和斜向缀条受力；试验结果与有限元分析结果基本吻合。
利用MIDAS软件，提出了方钢管混凝土组合异形柱-H型钢梁结构体系的设计方法和细部构造，进行了结构体系的受力性能分析，发现方钢管混凝土组合异形柱结构体系用于低层时优于单柱体系，具有较好的抗震性能，能够抵御罕遇地震。
Among CFT members, concrete-filled square tubes (CFST) are more and morepopular nowadays. The special-shape CFST (SCFST) columns are composed ofseveral concrete-filled square tubular columns connected by connection plates. TheSCFST columns are suitable for the construction of residential buildings by utilizingthe advantages of both special-shaped sections and concrete-filled square tubularcolumns. In order to reduce structural self-weight, L-shaped section is a prior optionfor designers. In this paper, the construction, axial loaded behavior, eccentriccompression loaded behavior, and the seismic behavior of SCFST column has beenstudied.
Two kinds of bolt connection modes and one kind of welding connection mode ofthe SCFST column were presented in this paper. The static performance of these kindsof constructions was compared using ANSYS software. According to the analysis, theplate welding construction was considered as the best than the other constructions.Additionally, the construction of vertical stiffener joints of SCFST column was alsopresented.
In order to study the axial loading behavior of SCFST columns, one specimenwith concrete and one without concrete were compared in the test. The experimentalresults were compared with the results from finite element analysis. The experimentalresults and the comparisons indicated as follows: The plate welding construction wasvery reasonable, the collaboration of each mono column could be guaranteed by theconnection plate, and the infilled concrete improved the behavior of the SCFSTcolumn. The connection plate could be simplified to lateral and declinate lacing bar.
The eccentric compression loaded behavior of SCFST columns was also studiedthrough test, in which two specimens were tested under one-way or two-way eccentriccompression loaded. The experimental results were compared with the results fromfinite element analysis. The experimental results and the comparisons indicated asfollows: The effect of the eccentric compression loaded angle on the behavior ofcolumn was very small. The connection plate could be simplified to lateral anddeclinate lacing bar.
Additionally, this paper experimentally investigated the behavior of SCFSTcolumn subjected to a constant axial load and a cyclically varying flexural load. Theeffects of both the axial compression ratio and the length to width ratio on the behavior (stiffness, strength, ductility, and energy dissipation) of SCFST columnswere studied. The experimental results were compared with the results from finiteelement analysis.The experimental results and the comparisons indicated as follows:The seimic behavior and energy dissipation of the SCFST column was very good. Theconnection plate could be simplified to lateral and declinate lacing bar.
The failure mode and bearing capacity obtained by finite element analysis agreedwith those obtained by test. So the finite element analysis was an effective way tosimulate the behavior of SCFST columns.
Finally, based on the MIDAS software, the design method of SCFST structure waspresented and the behavior of the structure was also studied. The detailedconstructions were presented. The analysis results indicate that the SCFST structuremeet the seismic demand and the performance of it is better than CFT in rarely metearthquake.
提出了直接连接和间接连接的螺栓连接方钢管混凝土组合异形柱、开孔钢板连接形式的方钢管混凝土组合异形柱，并比较了静力性能，发现在现有技术条件下，焊接开孔钢板连接形式的方钢管混凝土组合异形柱为最优形式，提出了方钢管混凝土组合异形柱外肋环板节点构造形式和计算方法。
进行了2根组合异形柱的轴压试验和有限元模拟，其中一根为填充混凝土试件，一根为空钢管试件，通过试验与有限元分析，发现：填充混凝土后极限承载力提高21%，刚度提高，延性有所下降；开孔钢板和加劲肋作为连接形式能够很好的保证单肢柱协同工作；填充混凝土的试件连接板可以简化为横向和斜向缀条进行计算；试验结果与有限元分析结果吻合很好。
进行了2种加载角度的方钢管混凝土组合异形柱压弯试验与有限元模拟，得到以下结论：两个试件分别发生了绕单轴的单向压弯和绕弱轴的双向压弯，而且双向压弯的变形与应力状态均绕着对称轴对称分布；两个试件的极限承载能力基本相同，单向压弯试件刚度较大，原因是由于试件的破坏是由于单肢柱顶的局部屈曲引起，极限承载力由单肢极限承载力控制；连接板可以简化为横向和斜向缀条受力；试验结果与有限元分析结果基本吻合。
进行了3个方钢管混凝土组合异形柱拟静力试验和有限元模拟，试验参数为轴压比和单肢长细比，得到以下结论：方钢管混凝土组合异形柱滞回曲线饱满，具有较好的延性和耗能能力；随着轴压比的增加刚度增加，但是承载力、延性和耗能能力降低，随着长细比的降低刚度和承载力增加，但是延性和耗能能力降低；连接板可以简化为横向和斜向缀条受力；试验结果与有限元分析结果基本吻合。
利用MIDAS软件，提出了方钢管混凝土组合异形柱-H型钢梁结构体系的设计方法和细部构造，进行了结构体系的受力性能分析，发现方钢管混凝土组合异形柱结构体系用于低层时优于单柱体系，具有较好的抗震性能，能够抵御罕遇地震。
Among CFT members, concrete-filled square tubes (CFST) are more and morepopular nowadays. The special-shape CFST (SCFST) columns are composed ofseveral concrete-filled square tubular columns connected by connection plates. TheSCFST columns are suitable for the construction of residential buildings by utilizingthe advantages of both special-shaped sections and concrete-filled square tubularcolumns. In order to reduce structural self-weight, L-shaped section is a prior optionfor designers. In this paper, the construction, axial loaded behavior, eccentriccompression loaded behavior, and the seismic behavior of SCFST column has beenstudied.
Two kinds of bolt connection modes and one kind of welding connection mode ofthe SCFST column were presented in this paper. The static performance of these kindsof constructions was compared using ANSYS software. According to the analysis, theplate welding construction was considered as the best than the other constructions.Additionally, the construction of vertical stiffener joints of SCFST column was alsopresented.
In order to study the axial loading behavior of SCFST columns, one specimenwith concrete and one without concrete were compared in the test. The experimentalresults were compared with the results from finite element analysis. The experimentalresults and the comparisons indicated as follows: The plate welding construction wasvery reasonable, the collaboration of each mono column could be guaranteed by theconnection plate, and the infilled concrete improved the behavior of the SCFSTcolumn. The connection plate could be simplified to lateral and declinate lacing bar.
The eccentric compression loaded behavior of SCFST columns was also studiedthrough test, in which two specimens were tested under one-way or two-way eccentriccompression loaded. The experimental results were compared with the results fromfinite element analysis. The experimental results and the comparisons indicated asfollows: The effect of the eccentric compression loaded angle on the behavior ofcolumn was very small. The connection plate could be simplified to lateral anddeclinate lacing bar.
Additionally, this paper experimentally investigated the behavior of SCFSTcolumn subjected to a constant axial load and a cyclically varying flexural load. Theeffects of both the axial compression ratio and the length to width ratio on the behavior (stiffness, strength, ductility, and energy dissipation) of SCFST columnswere studied. The experimental results were compared with the results from finiteelement analysis.The experimental results and the comparisons indicated as follows:The seimic behavior and energy dissipation of the SCFST column was very good. Theconnection plate could be simplified to lateral and declinate lacing bar.
The failure mode and bearing capacity obtained by finite element analysis agreedwith those obtained by test. So the finite element analysis was an effective way tosimulate the behavior of SCFST columns.
Finally, based on the MIDAS software, the design method of SCFST structure waspresented and the behavior of the structure was also studied. The detailedconstructions were presented. The analysis results indicate that the SCFST structuremeet the seismic demand and the performance of it is better than CFT in rarely metearthquake.
引文
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