【作者】 曲付国；

【导师】 李青宁；

【作者基本信息】 西安建筑科技大学 ， 结构工程， 2007， 硕士

【摘要】 短肢剪力墙结构是兼有异形框架柱结构和剪力墙结构优点的一种新型结构体系，但目前对这类结构的基本力学性能了解尚少，计算分析方法也不很成熟，从而影响了这类结构的推广应用。亟待开展深入细致的研究工作。本文根据计算机仿真原理的基本思想，采用大型通用有限元软件对L形、T形和一字形截面短肢剪力墙结构进行了单调加载下的拟静力仿真试验。试验中采用八结点24个自由度的块体单元，建立了短肢剪力墙结构空间分析有限元模型。分别考虑了影响L形、T形和一字形截面短肢剪力墙结构的四种因素：轴压比、墙肢高厚比、连梁跨高比和楼层层数对其承载力和变形的影响。试验分析表明：有翼墙的L形和T形截面短肢剪力墙结构的综合性能明显优于无翼墙的一字形截面短肢剪力墙结构；连梁跨高比对结构开裂荷载影响较显著；墙肢高厚比和连梁跨高比对结构极限荷载影响较显著；有翼墙的短肢剪力墙结构，轴压比和墙肢高厚比对其极限位移影响显著；对于无翼墙的短肢剪力墙结构，墙肢高厚比和连梁跨高比对其极限位移影响显著；无论是L形、T形还是一字形截面短肢剪力墙结构，各种因素对其开裂位移和最大层间侧移的影响没有对其极限位移影响显著。相对于三种截面形式，通过对楼层数与层间侧移的关系曲线分析表明：各种因素影响下，层间最大侧移基本上是出现在第五层或第六层处，说明短肢剪力墙结构也存在薄弱层，本文结构模型的第五层或第六层即是薄弱层，建议在设计时应该采取措施加以预防。根据计算机仿真分析的结果，本文建立了T形和L形异形截面墙元位移模型，考虑了扭转、畸变和剪切滞后的影响，利用变分原理推导出了其单元刚度矩阵；根据推导出的单元刚度矩阵和结构刚度方程求出第五层和第六层的层间侧移，并加以限制。考虑楼板的空间协调，建立了结构动力方程。基于哈密顿体系的状态空间原理建立了结构的状态方程，利用拉氏变换法求出状态方程的解，把其中的状态传递矩阵利用Taylor级数展开，导出了动力反应时程传递的计算公式，给出了分析步骤。更多还原

【Abstract】 As a new structure system, the short-leg shear wall structure has the virtues of abnormity frame columniation structure and shear-wall structure. But, now basic dynamics capability of this structure is realized little, and computing analysis method is not full-blown to this structure. So, these factors affect this structural generalizing and application. We must develop deep meticulous study.Firstly, this paper based on computer simulation theory and with currency finite element software, the simulation test has been done on L-shape, T-shape and -shape short-leg shear wall structures, with humdrum lording manner. In simulation analysis, a spatial block unit that has eight nodes and 24 degrees of freedom composes short-leg shear wall structure finite element model. In simulation test, L-shape, T-shape and -shape sections short-leg shear wall structures are respectively divided into four groups according to sectional depth to thickness ratio, ratio of axial compressive force to axial compressive ultimate capacity of section, couple beams span to depth ratio and building stories, how these factors affect the load-carrying and deformation of these structures is analyzed. Test analysis indicates that flanged-wall of L-shaped and T-shaped sections short-leg shear wall structures integrated capability are evident better than non-flanged wall of -shaped structure. To these three genus section shaped, couple beams span to depth ratio influences much more evident than other factors to craze lord, while sectional depth to thickness ratio and couple beams span to depth ratio influence much more evident than other factors; to utmost lord. With influence of deformation capacity, to flanged-wall short-leg shear wall structures, sectional depth to thickness ratio and ratio of axial compressive force to axial compressive ultimate capacity of section affect more evident to utmost displacement, but to non-flanged wall short-leg shear wall structure, sectional depth to thickness ratio and couple beams span to depth ratio affect more evident to utmost displacement. Whatever the sort of sections short-leg shear wall structures section shapes, to craze displacement and maximal relative storm displacement, four factors influence much less than to utmost displacement. And, by floor- relative storm displacement curve analysis indicating, structures maximal relative storm displacement appearing fifth or sixth floor indicates that short-leg shear wall structure is also weakness floor, and at the same time indicates that fifth or sixth floor is weakness floor to structure model of text. So some measures should be taken in engineering design.According to basic theory of computer simulation, in succession, T-shape and L-shape abnormity wall-element displacement model is put up, considering the effect of shear-lag, distortion and torsion, and then space element stiffness matrixes are derived by variational principle. With derivation of element stiffness matrixes and structure stiffness equation, relative storm displacement of fifth floor and sixth floor are; determined, and then making use of some methods restricting these displacements. Then considering the floor of space coordination, and then the structure dynamic equation is derived. With the Hamiltonian system of state space theory, the structure state equation is derived, and then with laplace transform, the solution of state equation is derived. The state transfer matrix is developed with Taylor, finally the transfer formula of dynamic response history is derived, and the analysis of step is given.更多还原