密肋复合墙-剪力墙混合结构水平位移计算方法研究

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振动与冲击 ›› 2011, Vol. 30 ›› Issue (11) : 62-66.

论文

密肋复合墙-剪力墙混合结构水平位移计算方法研究

郭猛1 ; 姚谦峰1 ; 黄炜2 ; 张旭锋2 ; 李鹏飞1

作者信息 +

Calculation method of horizontal displacements for multi-grid composite wall-shear wall structure

Guo Meng1 ; Yao Qian-feng1 ; Huang Wei2 ; Zhang Xu-feng2 ; Li Peng-fei1

Author information +

文章历史 +

摘要

密肋复合墙-剪力墙混合结构是把密肋复合墙与剪力墙组合起来，形成的一种新型联合抗侧力结构，有效解决了密肋结构在7度及以上地震烈度区建造高度、应用范围受限的问题。本文对水平荷载作用下复合墙-剪力墙结构的位移计算方法进行研究：依据Timoshenko梁基本理论，将密肋复合墙视为弯剪型悬臂墙，同时考虑其弯曲变形和剪切变形，采用变形连续化方法建立了结构体系的位移微分方程，以常见倒三角形荷载为例推导了密肋复合墙弯曲变形、剪切变形和结构总水平位移的解析表达式。算例分析表明：复合墙-剪力墙结构与框剪结构的刚度特征值、位移公式完全相容，后者可视为前者在复合墙抗弯刚度取无穷大时的一种特殊表现形式；结构侧移曲线呈现弯曲变形为主的弯剪型特征，但复合墙的剪切变形在总变形中占有一定比重，不应忽略。研究工作为复合墙-剪力墙结构的内力计算和抗震设计提供了基础。

Abstract

Multi-grid composite wall-shear wall structure is a new type resistant structure consisting of composite walls and shear-walls which can effectively solve some disadvantageous problems about multi-grid structure, such as building height and application range were constrained in highly seismic area. Displacement calculating method for the structure subjected to horizontal loads was proposed. Based on Timoshenko beam theory, the composite wall was treated as shear-flexural type cantilever wall, and the displacement differential equation was established by the continuous approach, then the deformation analytical solutions were derived. The examples show that frame-shear structure can be regarded as one of special forms of composite wall-shear wall structure, and the whole lateral displacement curve of the structure express shear-flexural type characteristic which shear deformation should not be ignored. The findings provide a theoretical fundamental to study and internal force calculating method anti-seismic design further.

导出引用

郭猛;姚谦峰;黄炜;张旭锋;李鹏飞. 密肋复合墙-剪力墙混合结构水平位移计算方法研究[J]. 振动与冲击, 2011, 30(11): 62-66

Guo Meng;Yao Qian-feng;Huang Wei;Zhang Xu-feng;Li Peng-fei. Calculation method of horizontal displacements for multi-grid composite wall-shear wall structure[J]. Journal of Vibration and Shock, 2011, 30(11): 62-66