框架—剪力墙结构基于构件变形指标的抗震性能评估

发布时间：2018-03-29 08:51

本文选题：构件变形指标　切入点：框架-剪力墙结构　出处：《华南理工大学》2013年硕士论文

【摘要】：基于构件变形的抗震设计方法目前已在部分复杂的超限工程设计中得到应用。在高层建筑结构抗震设计中，一般取小震的地震动参数按弹性方法进行承载力和变形验算，通过抗震措施来保证其“中震可修，大震不坏”；而结构在罕遇地震作用下真实的抗震性能却无从得知。采用构件变形指标对罕遇地震下高层建筑结构的抗震性能进行评估，有助于了解结构在罕遇地震作用下的真实破坏状态，验证规范抗震措施的合理性，为完善规范抗震措施提供参考，具有重要的工程和现实意义。本文研究框架-剪力墙结构，研究工作主要包括以下几项内容：（1）开发了结构弹塑性分析程序Perform-3D的前后处理程序，，将钢筋混凝土梁、柱、剪力墙的构件变形指标嵌入后处理模块，实现了根据构件的预测破坏形态、剪跨比、弯剪比和轴压比等参数确定各构件的变形限值等功能，为基于构件变形指标的抗震性能评估提供了切实可行的方法和手段。（2）根据中国规范设计了9栋框架-剪力墙结构，为每个结构选择了20条符合要求的地震波，进行动力弹塑性时程分析，对弹塑性分析模型和结果的可靠性进行了判断；并通过层间位移对各结构的整体抗震性能进行评估，认为各结构的变形基本满足规范要求。（3）获取弹塑性时程分析过程中各构件最大的塑性区转角及对应的内力，预测其破坏形态，确定变形限值，评估性能状态。对每个结构，统计所有构件各性能状态所占的比例。绝大部分连梁的性能状态达到了性能6或剪切：变形过大；超过半数的剪力墙预测破坏形态为剪切破坏，剪力墙的损伤集中在首层，但只有极少数剪力墙的性能状态达到性能6或剪切：变形过大，说明第一道防线较好地耗散了地震能量。框架梁的性能状态大多数为性能1或性能2；绝大部分框架柱的性能状态为性能1，说明第二道防线具有足够的安全储备。
[Abstract]:The aseismic design method based on component deformation has been applied in some complex over-limit engineering design at present. In the seismic design of high-rise building, the seismic parameters of small earthquakes are generally taken to calculate the bearing capacity and deformation according to elastic method. The aseismic measures are adopted to ensure that the medium earthquake can be repaired, but the large earthquake is not bad, but the real seismic behavior of the structure under rare earthquake is not known. The seismic behavior of high-rise building under rare earthquake is evaluated by using the component deformation index. It is helpful to understand the true failure state of structures under rare earthquake, to verify the rationality of the seismic measures of the code, to provide reference for perfecting the seismic measures of the code, and to have important engineering and practical significance. In this paper, the frame-shear wall structure is studied. The research work mainly includes the following contents:. 1) the pre-and post-processing program of the elastic-plastic structural analysis program Perform-3D is developed. The deformation index of reinforced concrete beams, columns and shear walls is embedded in the post-processing module, which realizes the prediction of failure patterns and shear span ratio according to the member's prediction. The parameters such as bending shear ratio and axial compression ratio are used to determine the deformation limit value of each member, which provides a feasible method and means for the seismic performance evaluation based on the deformation index of the member. (2) according to Chinese code, 9 frame-shear wall structures are designed, 20 seismic waves are selected for each structure, dynamic elastic-plastic time-history analysis is carried out, and the reliability of elastic-plastic analysis model and results is judged. The overall seismic performance of each structure is evaluated by floor displacement, and the deformation of each structure is considered to meet the requirements of the code. (3) obtaining the maximum plastic zone turning angle and corresponding internal force of each member during the elastoplastic time history analysis, predicting the failure form, determining the deformation limit value, evaluating the performance state. The proportion of performance states of all members is counted. The performance state of most connecting beams reaches performance 6 or shear: the deformation is too large, more than half of the predicted failure form of shear wall is shear failure, and the damage of shear wall is concentrated on the first floor. But only a very small number of shear walls have performance states that reach performance 6 or shear: the deformation is too large, The results show that the first line of defense dissipates seismic energy well, the performance state of frame beam is mostly performance 1 or performance 2, and the performance state of most frame columns is performance 1, which indicates that the second line of defense has sufficient safety reserve.
【学位授予单位】：华南理工大学
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU398.2;TU352.11

【参考文献】