半刚性框架—钢板剪力墙结构抗震性能研究
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摘要
半刚性框架-钢板剪力墙结构是一种具有优良抗侧能力的新型结构体系，它充分利用了半刚性框架的延性和钢板剪力墙的抗侧刚度，通过合理的节点设计及墙体布置，实现框架与墙体的刚度匹配，结构具有较高的侧向刚度和承载力，良好的延性及耗能能力，节点构造简单，施工方便，在地震区有良好的工程应用前景。本文对半刚性框架-钢板剪力墙结构体系进行了系统研究，分析结构在循环荷载作用下的滞回性能，揭示了结构体系的内力分配及塑性发展，为其工程应用和推广提供依据，主要研究内容有：
1）通过对3榀两层单跨半刚性框架-钢板剪力墙结构的拟静力试验研究，从耗能能力、承载力、延性、应力分布、墙板协同工作机理及斜加劲肋作用效果等方面分析该种结构的内力转换和耗能机理，明确结构的破坏模式及耗能机理。
2）利用ANSYS中的shell181单元模拟梁、柱及墙体，分析了非加劲、十子加劲、斜加劲钢板剪力墙结构在单向及循环荷载作用下的性能。并与试验结果进行对比，结果表明：有限元模拟的结构应力发展历程和破坏模式与试验现象一致，有限元分析结果与试验基本吻合，是一种有效的数值分析手段。
3）根据Kishi&Chen幂函数模型，确定试验梁柱连接节点的弯矩-转角关系。利用ANSYS中的shell181单元模拟梁、柱及墙体，Combin39弹簧单元模拟半刚性连接，分析了梁柱刚接、半刚接、铰接三种连接形式对结构性能的影响。结果表明：在弹性阶段，梁柱刚接、半刚接、铰接三种节点连接形式对钢板剪力墙结构的承载力影响很小，荷载-位移曲线几乎重合；在塑性阶段，墙体沿拉力带方向逐渐屈服失效，结构刚度退化，框架做为第二道抗震防线提供有效支撑，节点刚度不同，导致结构极限承载力有差别。
4）基于等效拉杆理论和静力弹塑性分析法，利用SAP2000对8层1跨、8层3跨、15层1跨、15层3跨钢板剪力墙结构进行静力推覆分析，研究梁柱连接形式和墙体布置方式对结构整体性能的影响，揭示了抗弯框架-钢板剪力墙结构及非抗弯框架-钢板剪力墙结构的内力分配和塑性发展，为其工程应用及推广提供依据。
The semi-rigid composite frame with steel plate shear wall is a new type ofstructure system with excellent lateral resistance capacity, it takes full advantage of thesemi-rigid frame ductility and the steel plate shear walls of lateral stiffness, through thereasonable node designing and the wall arrangement to achieve the stiffness matching ofthe frame and the wall. It has good application prospects in earthquake zones withhigher lateral stiffness and bearing capacity, good ductility and energy dissipationcapacity, simple joint structure, convenient construction. The paper systematicallystudied the semi-rigid composite frame with steel plate shear wall structure, analyzedhysteretic behavior under cyclic loading, revealed the distribution of internal forces andplastic development of structural system, and provided a basis for the engineeringapplication and promotion. The main contents are listed as follows:
（1） Through the pseudo-static test research to three two-storey single-spansemi-rigid composite frame with steel plate shear wall, from the energydissipation capacity, bearing capacity, ductility, stress distribution,collaborative work mechanism and the effect of stiffener to analyzed theinternal force conversion and the energy dissipation mechanism of thisstructure, the failure modes and the energy dissipation mechanism areclearly showed.
（2） Using the shell181of Ansys to simulate the beams, columns and walls, thestructure performance is analyzed of the unstiffener, cross stiffener,diagonal stiffener SPSW under the cyclic loading, comparing with testdatas. the results indicated: the finite element simulations stress development and failure modes are consistent with experimentalphenomena. The finite element results is basic coincide with the test, is aneffective numerical analysis method.
（3） According to the power function model of Kishi&Chen to determine themoment-rotation relationship of the test connection joint, Using theshell181element of Ansys to simulate the beams, columns and walls, thecombin39element to simulate semi-rigid connections, the whole structuralbehavior are analyzed with three joint kinds of the rigid, the semi-rigid andhinge connection. The results show that: In the elastic stage, the change ofjoint rigid has little effect on the bearing capacity of SPSW, theload-displacement curves almost coincide. In the plastic stage, the wallsgradually yield failure along the direction of tension, the structural stiffnessdegradation. The framework as the second line of defensive to provideeffective support, the different joint stiffness leads to the differences of theultimate bearing capacity of structure.
（4） Based on equivalent strip theory and static elastic-plastic analysis, thestatic pushover analysis of the one-span eight-story, three-span eight-story,one-span fifteen-story, and three-span fifteen-story steel plate shear wallsare studied by SAP2000. The researched of beam-column connection formand wall arrangement way to the overall performance's influence ofstructure, revealed the internal force distribution and plastic developmentof the moment-resisting frame and the non moment-resisting frame-steelplate shear wall structure, and provided a basis for engineering applicationand promotion.
1）通过对3榀两层单跨半刚性框架-钢板剪力墙结构的拟静力试验研究，从耗能能力、承载力、延性、应力分布、墙板协同工作机理及斜加劲肋作用效果等方面分析该种结构的内力转换和耗能机理，明确结构的破坏模式及耗能机理。
2）利用ANSYS中的shell181单元模拟梁、柱及墙体，分析了非加劲、十子加劲、斜加劲钢板剪力墙结构在单向及循环荷载作用下的性能。并与试验结果进行对比，结果表明：有限元模拟的结构应力发展历程和破坏模式与试验现象一致，有限元分析结果与试验基本吻合，是一种有效的数值分析手段。
3）根据Kishi&Chen幂函数模型，确定试验梁柱连接节点的弯矩-转角关系。利用ANSYS中的shell181单元模拟梁、柱及墙体，Combin39弹簧单元模拟半刚性连接，分析了梁柱刚接、半刚接、铰接三种连接形式对结构性能的影响。结果表明：在弹性阶段，梁柱刚接、半刚接、铰接三种节点连接形式对钢板剪力墙结构的承载力影响很小，荷载-位移曲线几乎重合；在塑性阶段，墙体沿拉力带方向逐渐屈服失效，结构刚度退化，框架做为第二道抗震防线提供有效支撑，节点刚度不同，导致结构极限承载力有差别。
4）基于等效拉杆理论和静力弹塑性分析法，利用SAP2000对8层1跨、8层3跨、15层1跨、15层3跨钢板剪力墙结构进行静力推覆分析，研究梁柱连接形式和墙体布置方式对结构整体性能的影响，揭示了抗弯框架-钢板剪力墙结构及非抗弯框架-钢板剪力墙结构的内力分配和塑性发展，为其工程应用及推广提供依据。
The semi-rigid composite frame with steel plate shear wall is a new type ofstructure system with excellent lateral resistance capacity, it takes full advantage of thesemi-rigid frame ductility and the steel plate shear walls of lateral stiffness, through thereasonable node designing and the wall arrangement to achieve the stiffness matching ofthe frame and the wall. It has good application prospects in earthquake zones withhigher lateral stiffness and bearing capacity, good ductility and energy dissipationcapacity, simple joint structure, convenient construction. The paper systematicallystudied the semi-rigid composite frame with steel plate shear wall structure, analyzedhysteretic behavior under cyclic loading, revealed the distribution of internal forces andplastic development of structural system, and provided a basis for the engineeringapplication and promotion. The main contents are listed as follows:
（1） Through the pseudo-static test research to three two-storey single-spansemi-rigid composite frame with steel plate shear wall, from the energydissipation capacity, bearing capacity, ductility, stress distribution,collaborative work mechanism and the effect of stiffener to analyzed theinternal force conversion and the energy dissipation mechanism of thisstructure, the failure modes and the energy dissipation mechanism areclearly showed.
（2） Using the shell181of Ansys to simulate the beams, columns and walls, thestructure performance is analyzed of the unstiffener, cross stiffener,diagonal stiffener SPSW under the cyclic loading, comparing with testdatas. the results indicated: the finite element simulations stress development and failure modes are consistent with experimentalphenomena. The finite element results is basic coincide with the test, is aneffective numerical analysis method.
（3） According to the power function model of Kishi&Chen to determine themoment-rotation relationship of the test connection joint, Using theshell181element of Ansys to simulate the beams, columns and walls, thecombin39element to simulate semi-rigid connections, the whole structuralbehavior are analyzed with three joint kinds of the rigid, the semi-rigid andhinge connection. The results show that: In the elastic stage, the change ofjoint rigid has little effect on the bearing capacity of SPSW, theload-displacement curves almost coincide. In the plastic stage, the wallsgradually yield failure along the direction of tension, the structural stiffnessdegradation. The framework as the second line of defensive to provideeffective support, the different joint stiffness leads to the differences of theultimate bearing capacity of structure.
（4） Based on equivalent strip theory and static elastic-plastic analysis, thestatic pushover analysis of the one-span eight-story, three-span eight-story,one-span fifteen-story, and three-span fifteen-story steel plate shear wallsare studied by SAP2000. The researched of beam-column connection formand wall arrangement way to the overall performance's influence ofstructure, revealed the internal force distribution and plastic developmentof the moment-resisting frame and the non moment-resisting frame-steelplate shear wall structure, and provided a basis for engineering applicationand promotion.
引文
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