ABSTRACT
ABSTRACT
In the R.C frame-shear wall structure,the rate of lateral displacement stiffness degradation of shear wall is greater than that of frame.The redistribution phenomenon of floor shear in RC frame-shear wall structure exists objectively and obvious.And the frame-shear wall structure has different eigenvalues of the lateral displacement stiffness,and the degree of redistribution of the floor shear force between the frame and the shear wall is also different.At present,the design of seismic performance has become the basic requirement for the design of high-rise building structures.However,there is little research on the impact of seismic performance targets on the anti-side mechanism of R.C frame-shear wall structures. In this paper,a three-dimensional solid degenerate virtual laminating unit nonlinear finite element analysis method considering the spatial synergy of beam-column pillar walls is used to analyse a single-story RC frame-shear wall spatial structure model.I t is found that the simulation results of the model are in good agreement with the expe rimental results.Therefore,it can be verified that the nonlinear finite element analysis program based on the three-dimensional solid degeneracy virtual lamination unit the ory can well simulate the anti-test performance of the RC frame-shear wall structure. In this paper,B,C,D three different seismic performance targets and whether the shear force of the frame floor is adjusted according to0.2Vo under different performance g oals under three groups of RC frame-shear wall structures with different stiffness eige nvalues a total of fifteen17-story RC frame-shear wall spatial structure models(the ra tio of the shear force to the total shear force at the bottom of the frame is about13%, about5%,and about23%,respectively),are designed to analysis and research by no nlinear finite element method.The following conclusions can be drawn:the higher the anti-seismic performance goal,the lower the degree of redistribution of RC shear wall shear walls,the larger the horizontal ultimate load of the structure,the smaller the limit displacement,and the worse the corresponding ductility.Safety.The higher the anti-seismic performance target is,the smaller the displacement between layers of the structural model is,and the inter-layer displacement of the structural model
II
ABSTRACT
adjusted by0.2Vo is smaller than that adjusted without0.2V o;the higher the stiffness characteristic value of RC frame-shear wall structure,the higher the degree of redistribution of shear force on the structural floor.These conclusions can provide a theoretical reference for the performance design of R.C frame-shear wall structures, and can also provide reference for finite element simulation analysis of R.C frame-core tube structures with different seismic performance targets.
Key Words：R.C frame-shear structure;degenerated3-D solid virtual laminated element;performance targets;0.2Vo adjustment;floor shear
redistribution
III
目录
目录
第1章绪论 (1)
1.1引言 (1)
1.2选题背景 (2)
1.2.1高层框架-剪力墙结构的多道抗震防线 (3)
1.2.2地震作用下框架-剪力墙结构的刚度退化和内力重分布 (5)
1.2.3基于性能的抗震设计方法介绍 (6)
1.3国内外研究现状 (7)
1.3.1基于性能的抗震设计理论研究现状 (7)
1.3.2有限元方法在钢筋混凝土结构上的研究与运用 (9)
1.3.3剪力重分配的研究 (10)
1.4本文研究内容和目的 (11)
第2章框架-剪力墙结构受力特性及楼层剪力分配机理 (13)
2.1引言 (13)
2.2框架-剪力墙结构受力特性 (14)
2.3框架-剪力墙结构各受力阶段楼层剪力重分配机理 (14)
2.3.1弹性阶段楼层剪力分配 (15)
2.3.2弹塑性阶段楼层剪力重分配 (16)
第3章基于三维实体退化虚拟层合单元理论方法介绍 (18)
3.1引言 (18)
3.2三维等参数单元 (18)
3.3改进的三维等参单元 (21)
3.4退化的三维等参单元 (22)
3.5三维实体退化虚拟层合单元理论 (26)
3.6基于三维实体退化虚拟层合单元理论的有限元分析程序 (27)
3.6.1程序理论基础 (27)
3.6.2程序框图和结构 (28)
3.7本章小结 (30)
第4章某框架-剪力墙结构破坏试验算例验证 (32)
4.1引言 (32)
4.2试验模型尺寸参数及加载方式模型概况 (32)
4.3试验模型有限元仿真分析 (34)
4.3.1有限元模型的建立过程 (34)
4.3.2有限元模型加载计算过程描述 (36)
4.4本章小结 (40)
目录
第5章不同抗震性能目标R.C框架-剪力墙结构非线性分析 (41)
5.1引言 (41)
5.2母体模型设计 (42)
5.2.1母体模型性能化设计 (47)
5.2.2母体模型0.2Vo调整 (52)
5.3有限元分析模型设计 (53)
5.4第一组分析模型模拟结果分析 (59)
5.4.1模型侧向变形曲线 (59)
5.4.2模型破坏过程描述 (61)
5.4.3模型楼层剪力重分配 (65)
5.5第二、三组分析模型模拟结果分析 (70)
5.5.1荷载与侧向位移曲线分析 (70)
5.5.2楼层剪力重分配分析 (75)
5.6本章小结 (79)
第6章结论与展望 (81)
6.1结论 (81)
6.2不足与展望 (82)
致谢 (84)
参考文献 (85)