两边连接钢板剪力墙及组合剪力墙抗震性能研究
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摘要
两边连接钢板剪力墙和钢板混凝土组合剪力墙通过高强螺栓或焊缝仅与框架梁连接,与四边连接钢板及组合剪力墙相比消除了对框架柱的依赖,避免了框架柱过早发生破坏;小跨高比的两边连接剪力墙布置灵活,可以在一跨中分段布置,便于开设门窗和过道,通过调整墙板尺寸或数量,方便地改变剪力墙的刚度和承载力。本文采用试验研究与理论分析相结合的方法,分别对两边连接钢板剪力墙、开缝钢板剪力墙和钢板混凝土组合剪力墙进行了弹性屈曲分析、试验研究和有限元分析,研究了上述三类剪力墙的抗震性能和受力机理,并提出了方便工程设计和应用简化设计计算方法和设计建议。具体完成了以下工作:
(1)对两边连接侧边自由、侧边约束及侧边加肋钢板剪力墙进行了弹性屈曲分析,建立了弹性屈曲承载力的计算公式,提出“界限肋板刚度比”作为衡量侧边加劲肋约束效果的主要参数。进行了1块两边连接侧边自由、2块侧边加肋钢板剪力墙在低周往复荷载下的滞回性能试验研究,详细分析了受力过程中的耗能能力和变形特征。试验结果表明:两边连接钢板剪力墙具有较高的初始刚度和承载力,进入弹塑性阶段后通过沿对角线方向形成拉力带充分发挥屈曲后强度承担荷载并耗能,具备良好的耗能能力和延性。通过对两边连接钢板剪力墙抗剪静力性能的有限元分析,讨论了受力机理以及主要参数的影响规律,提出了侧边加劲肋的设计方法。
(2)对跨高比为1.0、开设1～3排竖缝的两边连接侧边约束开缝钢板剪力墙进行了弹性屈曲分析,综合考虑了开缝钢板的整体屈曲以及缝间小柱的局部屈曲,提出能使开缝钢板达到平面内工作且以缝间小柱端部形成塑性铰承担荷载并耗能时的理想开缝原则为:缝间小柱宽厚比小于15且高宽比大于3。进行了5块两边连接侧边加肋开缝钢板剪力墙在低周往复荷载下的滞回性能试验研究,详细分析了受力过程中的耗能能力和变形特征,讨论了开缝钢板剪力墙在低周往复荷载作用下的工作机理。通过对两边连接开缝钢板剪力墙静力性能的有限元分析,详细分析了开缝钢板剪力墙的受力特征以及主要设计参数和影响规律,揭示了缝间小柱的参数取值是影响开缝钢板剪力墙抗剪性能的主要因素,通过试验研究和有限元分析进一步验证了理想开缝原则下开缝钢板剪力墙能够基本保持平面内工作,具备相对饱满的滞回环,表现出良好的延性和耗能能力,但初始刚度和承载力较两边连接钢板剪力墙有显著降低。
(3)从小挠度板弹性理论分析入手,推导出了钢板混凝土组合剪力墙组合截面刚度和叠合截面刚度的计算方法,建立了两边连接钢板混凝土组合剪力墙弹性屈曲承载力的计算公式,从弹性屈曲分析角度获得了能够完全约束钢板面外变形时的“混凝土板临界厚度”。进行了6块两边连接钢板混凝土组合剪力墙和1块两边连接单排开缝钢板混凝土组合剪力墙在低周往复荷载作用下的滞回性能试验研究,试验研究表明:角部设置短加劲肋的两边连接组合剪力墙具有较高的初始刚度和承载力,钢板基本保持平面内工作,滞回环饱满,表现出良好的耗能能力和延性,刚度、承载力、耗能面积以及能量耗散系数与两边连接钢板剪力墙相比均有显著提高,经合理设计的混凝土板能够在后期参与承担荷载,进而提高组合剪力墙在后期的刚度和承载能力。通过对两边连接钢板混凝土组合剪力墙抗剪静力性能的有限元分析,讨论了受力机理,从弹塑性分析角度提出了更符合实际的混凝土板临界厚度。
(4)在钢板面内工作性能的基础上建立了上述三类两边连接剪力墙骨架曲线简化模型的计算方法,并提出便于结构体系分析的统一简化模型——偏心交叉支撑模型,该模型中考虑了两边连接钢板剪力墙拉、压区域应力差异的影响,在准确模拟骨架曲线的同时,更为合理地模拟了梁、板间的相互作用力。此外,本文在试验研究和理论分析的基础上提出了上述三类两边连接钢板及组合剪力墙的设计方法和建议。
The steel plate shear walls with two-side connections and the steel- concrete composite shear walls with two-side connections that are connected only with frame beams by high-strength bolts or welding seams, possess the following advantages over the shear walls with four-side connections: They can reduce the reliability on frame columns and thus prevent the premature failure of columns. They can also be placed along the spans with small span-depth ratio specimens to accommodate the arrangement of doors, windows and corridors. They can modify the stiffness and strength of steel shear walls by changing the dimensions and number of the wall plates. In this dissertation, the steel plate shear wall with two-side connections, the slited steel plate shear walls with two-side connections, and the steel-concrete composite shear walls with two-side connections, by the way of combined experimental and theoretical research, were analyzed systematically from the aspects of elastic buckling analysis, experimental research and finite element analysis. Seismic behaviors and load-bearing mechanism were investigated and simplified computational methods and design suggestions were proposed for applications in engineering practice. The main works are listed as follows:
(1)The elastic buckling analysis was carried out on the steel plate shear walls with two-side connections and with other two sides free, the steel plate shear walls with two-side connections and with other two sides constrained, and the steel plate shear walls with two-side connections and with other two sides stiffened. The calculation formula of elastic buckling strength was established and the critical rib stiffness ratio was proposed as main parameter measuring the constraining effect of ribs. A quasi-static test of one steel plate shear wall with two-side connections and with other two sides free and two steel plate shear walls with two-side connections and with other two sides stiffened were carried out under cycle horizontal loads to obtain the energy dissipation capacity and deformation characteristics. Experimental results showed that, steel plate shear walls with two-side connections performed high initial stiffness and bearing capacity. Tension field formed along diagonal line in elastic-plastic stage, developed the post-buckling strength to bear loads and dissipate energy, so that good energy dissipation and ductility can be reached. Finite element method was employed to study the shear-resistant static behavior, and further more, the load-bearing mechanism and the influence of main parameters were investigated, and finally design method of ribs was proposed.
(2)The elastic buckling analysis was carried out on slited steel plate shear wall with two-side connections and other two sides constrained. The steel plates had a span-width ratio of 1.0 and 1~3 rows of vertical slits. Comprehensively considering the overall buckling of steel plate with slits and the local buckling of steel strips between slits, the slitting law, width-thickness ratio being less than 15 and depth-width ratio being more than 3, which makes the slited steel plate in-plane work and makes steel strips between slits form plastic hinges to bear loads and dissipate energy was proposed. Quasi-static tests on five steel plate shear walls with two-side connections and with other two sides stiffened was carried out under horizontal cyclic loads. The energy dissipation capacity and deformation characteristics were analyzed in detail and the mechanism of the walls under external loads was investigated. Finite element method was employed to study the shear-resistant static behavior, and further more, the load-bearing mechanism and the influence of main parameters were investigated, in which the parameters of steel strips between slits were the major factors to shear-resistant property. From the experimental research and finite element analysis, appropriate slitting law was put forward and verified. The steel plate shear walls satisfying the above law basically were kept in-plane working and performed relatively full hysteretic loops, which meant good ductility and energy dissipation capacity, although the initial stiffness and strength were significantly reduced compared with that of steel plate shear walls with two-side connections.
(3)The computational method of composite shear walls’composite section stiffness and superposed section stiffness were proposed based on small deflection plate theory and computational formula of elastic buckling strength. Therefore critical concrete plate thickness completely restraining the out-plane deflection was obtained from the perspective of elastic buckling analysis. Quasi-static tests on six steel-concrete composite shear walls with two-side connections, and one steel plate-concrete composite shear wall with one row of slits and two-side connections were carried out under horizontal cyclic loads. Results demonstrated that the specimens with corners stiffened behaved high initial stiffness and strength, and the steel plates basically worked in-plane. The seismic behavior was substantially improved than that of steel plate shear wall with two-side connections, because the composite shear walls had full hysteretic loop, the good energy dissipation and ductility, higher stiffness and strength, more energy-dissipation area and larger energy-dissipation factor. Concrete slabs with proper design can make them to participate in bearing horizontal load in later period so as to increase the stiffness and strength of composite shear walls. Finite element method was employed to study the shear-resistant static behavior, and further more, the load-bearing mechanism was investigated, and consequently, the critical concrete plate thickness was proposed from the perspective of elastic-plastic analysis.
(4)The simplified skeleton curve models of the above three types of shear walls with two-side connections were established, based on the property of steel plate in-plain working. An eccentric cross-bracing model, which facilitates the structural system analysis, was also proposed. The model, involving the differences of stress between the tensile field and compressive field, can simulate accurately the skeleton curves and more reasonably the interaction between beam and plate. In additions, based on the experimental research and theoretical analysis, design method and suggestions of the three kinds of shear walls with two-side connections were proposed.
(1)对两边连接侧边自由、侧边约束及侧边加肋钢板剪力墙进行了弹性屈曲分析,建立了弹性屈曲承载力的计算公式,提出“界限肋板刚度比”作为衡量侧边加劲肋约束效果的主要参数。进行了1块两边连接侧边自由、2块侧边加肋钢板剪力墙在低周往复荷载下的滞回性能试验研究,详细分析了受力过程中的耗能能力和变形特征。试验结果表明:两边连接钢板剪力墙具有较高的初始刚度和承载力,进入弹塑性阶段后通过沿对角线方向形成拉力带充分发挥屈曲后强度承担荷载并耗能,具备良好的耗能能力和延性。通过对两边连接钢板剪力墙抗剪静力性能的有限元分析,讨论了受力机理以及主要参数的影响规律,提出了侧边加劲肋的设计方法。
(2)对跨高比为1.0、开设1～3排竖缝的两边连接侧边约束开缝钢板剪力墙进行了弹性屈曲分析,综合考虑了开缝钢板的整体屈曲以及缝间小柱的局部屈曲,提出能使开缝钢板达到平面内工作且以缝间小柱端部形成塑性铰承担荷载并耗能时的理想开缝原则为:缝间小柱宽厚比小于15且高宽比大于3。进行了5块两边连接侧边加肋开缝钢板剪力墙在低周往复荷载下的滞回性能试验研究,详细分析了受力过程中的耗能能力和变形特征,讨论了开缝钢板剪力墙在低周往复荷载作用下的工作机理。通过对两边连接开缝钢板剪力墙静力性能的有限元分析,详细分析了开缝钢板剪力墙的受力特征以及主要设计参数和影响规律,揭示了缝间小柱的参数取值是影响开缝钢板剪力墙抗剪性能的主要因素,通过试验研究和有限元分析进一步验证了理想开缝原则下开缝钢板剪力墙能够基本保持平面内工作,具备相对饱满的滞回环,表现出良好的延性和耗能能力,但初始刚度和承载力较两边连接钢板剪力墙有显著降低。
(3)从小挠度板弹性理论分析入手,推导出了钢板混凝土组合剪力墙组合截面刚度和叠合截面刚度的计算方法,建立了两边连接钢板混凝土组合剪力墙弹性屈曲承载力的计算公式,从弹性屈曲分析角度获得了能够完全约束钢板面外变形时的“混凝土板临界厚度”。进行了6块两边连接钢板混凝土组合剪力墙和1块两边连接单排开缝钢板混凝土组合剪力墙在低周往复荷载作用下的滞回性能试验研究,试验研究表明:角部设置短加劲肋的两边连接组合剪力墙具有较高的初始刚度和承载力,钢板基本保持平面内工作,滞回环饱满,表现出良好的耗能能力和延性,刚度、承载力、耗能面积以及能量耗散系数与两边连接钢板剪力墙相比均有显著提高,经合理设计的混凝土板能够在后期参与承担荷载,进而提高组合剪力墙在后期的刚度和承载能力。通过对两边连接钢板混凝土组合剪力墙抗剪静力性能的有限元分析,讨论了受力机理,从弹塑性分析角度提出了更符合实际的混凝土板临界厚度。
(4)在钢板面内工作性能的基础上建立了上述三类两边连接剪力墙骨架曲线简化模型的计算方法,并提出便于结构体系分析的统一简化模型——偏心交叉支撑模型,该模型中考虑了两边连接钢板剪力墙拉、压区域应力差异的影响,在准确模拟骨架曲线的同时,更为合理地模拟了梁、板间的相互作用力。此外,本文在试验研究和理论分析的基础上提出了上述三类两边连接钢板及组合剪力墙的设计方法和建议。
The steel plate shear walls with two-side connections and the steel- concrete composite shear walls with two-side connections that are connected only with frame beams by high-strength bolts or welding seams, possess the following advantages over the shear walls with four-side connections: They can reduce the reliability on frame columns and thus prevent the premature failure of columns. They can also be placed along the spans with small span-depth ratio specimens to accommodate the arrangement of doors, windows and corridors. They can modify the stiffness and strength of steel shear walls by changing the dimensions and number of the wall plates. In this dissertation, the steel plate shear wall with two-side connections, the slited steel plate shear walls with two-side connections, and the steel-concrete composite shear walls with two-side connections, by the way of combined experimental and theoretical research, were analyzed systematically from the aspects of elastic buckling analysis, experimental research and finite element analysis. Seismic behaviors and load-bearing mechanism were investigated and simplified computational methods and design suggestions were proposed for applications in engineering practice. The main works are listed as follows:
(1)The elastic buckling analysis was carried out on the steel plate shear walls with two-side connections and with other two sides free, the steel plate shear walls with two-side connections and with other two sides constrained, and the steel plate shear walls with two-side connections and with other two sides stiffened. The calculation formula of elastic buckling strength was established and the critical rib stiffness ratio was proposed as main parameter measuring the constraining effect of ribs. A quasi-static test of one steel plate shear wall with two-side connections and with other two sides free and two steel plate shear walls with two-side connections and with other two sides stiffened were carried out under cycle horizontal loads to obtain the energy dissipation capacity and deformation characteristics. Experimental results showed that, steel plate shear walls with two-side connections performed high initial stiffness and bearing capacity. Tension field formed along diagonal line in elastic-plastic stage, developed the post-buckling strength to bear loads and dissipate energy, so that good energy dissipation and ductility can be reached. Finite element method was employed to study the shear-resistant static behavior, and further more, the load-bearing mechanism and the influence of main parameters were investigated, and finally design method of ribs was proposed.
(2)The elastic buckling analysis was carried out on slited steel plate shear wall with two-side connections and other two sides constrained. The steel plates had a span-width ratio of 1.0 and 1~3 rows of vertical slits. Comprehensively considering the overall buckling of steel plate with slits and the local buckling of steel strips between slits, the slitting law, width-thickness ratio being less than 15 and depth-width ratio being more than 3, which makes the slited steel plate in-plane work and makes steel strips between slits form plastic hinges to bear loads and dissipate energy was proposed. Quasi-static tests on five steel plate shear walls with two-side connections and with other two sides stiffened was carried out under horizontal cyclic loads. The energy dissipation capacity and deformation characteristics were analyzed in detail and the mechanism of the walls under external loads was investigated. Finite element method was employed to study the shear-resistant static behavior, and further more, the load-bearing mechanism and the influence of main parameters were investigated, in which the parameters of steel strips between slits were the major factors to shear-resistant property. From the experimental research and finite element analysis, appropriate slitting law was put forward and verified. The steel plate shear walls satisfying the above law basically were kept in-plane working and performed relatively full hysteretic loops, which meant good ductility and energy dissipation capacity, although the initial stiffness and strength were significantly reduced compared with that of steel plate shear walls with two-side connections.
(3)The computational method of composite shear walls’composite section stiffness and superposed section stiffness were proposed based on small deflection plate theory and computational formula of elastic buckling strength. Therefore critical concrete plate thickness completely restraining the out-plane deflection was obtained from the perspective of elastic buckling analysis. Quasi-static tests on six steel-concrete composite shear walls with two-side connections, and one steel plate-concrete composite shear wall with one row of slits and two-side connections were carried out under horizontal cyclic loads. Results demonstrated that the specimens with corners stiffened behaved high initial stiffness and strength, and the steel plates basically worked in-plane. The seismic behavior was substantially improved than that of steel plate shear wall with two-side connections, because the composite shear walls had full hysteretic loop, the good energy dissipation and ductility, higher stiffness and strength, more energy-dissipation area and larger energy-dissipation factor. Concrete slabs with proper design can make them to participate in bearing horizontal load in later period so as to increase the stiffness and strength of composite shear walls. Finite element method was employed to study the shear-resistant static behavior, and further more, the load-bearing mechanism was investigated, and consequently, the critical concrete plate thickness was proposed from the perspective of elastic-plastic analysis.
(4)The simplified skeleton curve models of the above three types of shear walls with two-side connections were established, based on the property of steel plate in-plain working. An eccentric cross-bracing model, which facilitates the structural system analysis, was also proposed. The model, involving the differences of stress between the tensile field and compressive field, can simulate accurately the skeleton curves and more reasonably the interaction between beam and plate. In additions, based on the experimental research and theoretical analysis, design method and suggestions of the three kinds of shear walls with two-side connections were proposed.
引文
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