配筋砌块砌体剪力墙结构弹塑性地震反应分析
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摘要
配筋砌块砌体剪力墙结构是在国内是一种比较年轻的结构体系,其应用和研究有待于也必将进一步发展。本文对配筋砌块砌体剪力墙结构进行弹塑性地震反应分析,具体工作包括以下几个方面:
(1)根据数值模拟分析结果,总结出配筋砌块砌体剪力墙构件更为精细化的恢复力模型,适用于不同截面、不同材料强度的各种墙片,给出了特征点参数。通过园南小区及简单结构的计算表明,程序正确实现了精细化的悬臂梁模型和四连杆模型滞回规则。
(2)采用MSSP程序及修改后悬臂梁模型、四连杆模型对同一结构进行分析。同一墙片分析结果表明:耗能能力MSSP程序最强,悬臂梁模型最差,构件的延性悬臂梁模型最好,MSSP程序最差,四连杆模型均介于二者之间。
(3)对不同烈度下190mm厚的对称配筋砌块砌体剪力墙结构抗震设防区最大适用高度给出如下建议:7度设防区,建议高度限制为56m;8度设防区,设计基本地震加速度为0.20g时,建议高度限制为56m,设计基本地震加速度为0.30g时,建议高度限制为50m;9度设防区,建议高度限制为43m。
(4)建议8层及以上的偏心结构,设计时对底部三层进行加强,小于8层的结构,对底部两层进行加强。
(5)对不同烈度下190mm厚的均匀偏心配筋砌块砌体剪力墙结构抗震设防区最大适用高度给出如下建议:7度设防区,设计基本地震加速度为0.10g时,建议高度限制为56m;设计基本地震加速度为0.15g时,建议高度限制为54m;8度设防区,设计基本地震加速度为0.20g时,建议高度限制为51m,设计基本地震加速度为0.30g时,建议高度限制为39m;9度设防区,建议高度限制为21m。
(6)偏心结构边缘构件通常成为薄弱构件,建议按需要对边缘构件加强设计。截面宽大的边缘构件通常先破坏。因此建议主要的抗侧力构件尽量避免置于结构边缘位置,保证这些构件破坏晚于次要构件,能够大大提高结构的抗震能力。
Reinforced concrete masonry shear wall structure is a young structural system in the country,its application and research need to be further developed. The analysis of elasto-plastic seismic response of reinforced masonry shear wall structure has been carried out in this paper, the main work includes the following aspects:
(1) A refined hysteretic rule for reinforced concrete masonry shear wall element was summarized in accordance with the result of numerical simulation analysis. For wall pieces with different sections and material strength, the regression equation and the hysteresis rules of feature point parameters were given out, and the refined restoring force model was summed up. The analysis results of Yuan Nan Community and symmetrical structures indicate that the program realize the hysteresis rules of cantilever model and four-link model correctly.
(2) Analysis the same structure with MSSP program, refined cantilever model and four-link model, the analysis result of the same wall piece indicate that energy dissipation capacity of MSSP program restoring force model is the best, and the capacity of cantilever model is the worst. But for the ductility of the component, the cantilever model is the best, the MSSP program is the worst, and the four-link model is between them.
(3) By elasto-plastic earthquake response analysis of symmetrical structures, the following suggestion about maximum height of reinforced concrete masonry shear wall structure in earthquake zone whose thickness is 190mm was given out: For 7 degree fortification areas, the recommended height limit is 56m. For 8 degree fortification areas, in which the basic design earthquake acceleration is 0.20g, the recommended height limit is 56m, in which the basic design earthquake acceleration is 0.30g, the recommended height limit is 50m. For 9 degree fortification areas, the recommended height limit is 43m.
(4) It was recommanded in this paper that for the eccentric structure with 8 layers and above, the bottom three layer can be strengthened in design, for the eccentric structure with less than 8 layers, the bottom two layer can be strengthened.
(5) The following suggestion about maximum height of eccentric reinforced concrete masonry shear wall structure in earthquake zone whose thickness is 190mm was given out: For 7 degree fortification areas, in which thebasic design earthquake acceleration is0.10g,the recommended height limit is 56m, in which the basic design earthquake acceleration is0.15g, the recommended height limit is 54m. For 8 degree fortification areas, in which thebasic design earthquake acceleration is 0.20g, the recommended height limit is 51m, in which thebasic design earthquake acceleration is 0.30g, the recommended height limit is 39m. For 9 degree fortification areas, the recommended height limit is 21m.
(6) Because of reverse reaction, the edge component is usually a weak component, representing the first damage. Proposed design as needed to strengthen position on the edge of the design. Large cross-section of the edge component, usually were the first destroyed. Therefore recommended that the main pit side of the force components placed in the structure to avoid the edge, and ensure that these components are destroyed later in the other minor components, can greatly enhance the seismic capacity.
(1)根据数值模拟分析结果,总结出配筋砌块砌体剪力墙构件更为精细化的恢复力模型,适用于不同截面、不同材料强度的各种墙片,给出了特征点参数。通过园南小区及简单结构的计算表明,程序正确实现了精细化的悬臂梁模型和四连杆模型滞回规则。
(2)采用MSSP程序及修改后悬臂梁模型、四连杆模型对同一结构进行分析。同一墙片分析结果表明:耗能能力MSSP程序最强,悬臂梁模型最差,构件的延性悬臂梁模型最好,MSSP程序最差,四连杆模型均介于二者之间。
(3)对不同烈度下190mm厚的对称配筋砌块砌体剪力墙结构抗震设防区最大适用高度给出如下建议:7度设防区,建议高度限制为56m;8度设防区,设计基本地震加速度为0.20g时,建议高度限制为56m,设计基本地震加速度为0.30g时,建议高度限制为50m;9度设防区,建议高度限制为43m。
(4)建议8层及以上的偏心结构,设计时对底部三层进行加强,小于8层的结构,对底部两层进行加强。
(5)对不同烈度下190mm厚的均匀偏心配筋砌块砌体剪力墙结构抗震设防区最大适用高度给出如下建议:7度设防区,设计基本地震加速度为0.10g时,建议高度限制为56m;设计基本地震加速度为0.15g时,建议高度限制为54m;8度设防区,设计基本地震加速度为0.20g时,建议高度限制为51m,设计基本地震加速度为0.30g时,建议高度限制为39m;9度设防区,建议高度限制为21m。
(6)偏心结构边缘构件通常成为薄弱构件,建议按需要对边缘构件加强设计。截面宽大的边缘构件通常先破坏。因此建议主要的抗侧力构件尽量避免置于结构边缘位置,保证这些构件破坏晚于次要构件,能够大大提高结构的抗震能力。
Reinforced concrete masonry shear wall structure is a young structural system in the country,its application and research need to be further developed. The analysis of elasto-plastic seismic response of reinforced masonry shear wall structure has been carried out in this paper, the main work includes the following aspects:
(1) A refined hysteretic rule for reinforced concrete masonry shear wall element was summarized in accordance with the result of numerical simulation analysis. For wall pieces with different sections and material strength, the regression equation and the hysteresis rules of feature point parameters were given out, and the refined restoring force model was summed up. The analysis results of Yuan Nan Community and symmetrical structures indicate that the program realize the hysteresis rules of cantilever model and four-link model correctly.
(2) Analysis the same structure with MSSP program, refined cantilever model and four-link model, the analysis result of the same wall piece indicate that energy dissipation capacity of MSSP program restoring force model is the best, and the capacity of cantilever model is the worst. But for the ductility of the component, the cantilever model is the best, the MSSP program is the worst, and the four-link model is between them.
(3) By elasto-plastic earthquake response analysis of symmetrical structures, the following suggestion about maximum height of reinforced concrete masonry shear wall structure in earthquake zone whose thickness is 190mm was given out: For 7 degree fortification areas, the recommended height limit is 56m. For 8 degree fortification areas, in which the basic design earthquake acceleration is 0.20g, the recommended height limit is 56m, in which the basic design earthquake acceleration is 0.30g, the recommended height limit is 50m. For 9 degree fortification areas, the recommended height limit is 43m.
(4) It was recommanded in this paper that for the eccentric structure with 8 layers and above, the bottom three layer can be strengthened in design, for the eccentric structure with less than 8 layers, the bottom two layer can be strengthened.
(5) The following suggestion about maximum height of eccentric reinforced concrete masonry shear wall structure in earthquake zone whose thickness is 190mm was given out: For 7 degree fortification areas, in which thebasic design earthquake acceleration is0.10g,the recommended height limit is 56m, in which the basic design earthquake acceleration is0.15g, the recommended height limit is 54m. For 8 degree fortification areas, in which thebasic design earthquake acceleration is 0.20g, the recommended height limit is 51m, in which thebasic design earthquake acceleration is 0.30g, the recommended height limit is 39m. For 9 degree fortification areas, the recommended height limit is 21m.
(6) Because of reverse reaction, the edge component is usually a weak component, representing the first damage. Proposed design as needed to strengthen position on the edge of the design. Large cross-section of the edge component, usually were the first destroyed. Therefore recommended that the main pit side of the force components placed in the structure to avoid the edge, and ensure that these components are destroyed later in the other minor components, can greatly enhance the seismic capacity.
引文
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