考虑竖向荷载竖向加劲钢板剪力墙设计技术研究
发布时间：2018-10-26 17:47
【摘要】：钢框架内嵌钢板剪力墙是一种有效的双重抗侧力结构体系，其具有优越的耗能能力和良好的延性，在抗震地区的高层建筑中有着很好的应用前景。工程中广泛设置加劲肋来提高钢板剪力墙的初始刚度和稳定承载力，减轻滞回曲线的捏缩。我国高钢规（JGJ-98）中给出了钢板剪力墙的设计方法，但规程设计方法难以指导实际工程的设计。本文采用理论分析、试验研究和数值分析相结合的方法，对考虑有限竖向荷载的竖向加劲钢板剪力墙进行了研究，主要完成了以下有特色的工作： （1）、设计了3个缩尺比为1/3的竖向加劲钢板剪力墙模型试件，，分别对其进行了单向推覆试验和低周往复试验，并对试验现象和数据曲线进行了详细分析。试验结果表明：竖向加劲钢板剪力墙首先发生区格内的局部失稳，然后整体屈曲破坏；剪力墙区格屈曲前，竖向加劲肋的应力较小，区格屈曲后，竖向加劲肋的应力会急剧增加，最后局部屈曲破坏；一定范围内的竖向荷载对钢板剪力墙的抗侧刚度、骨架曲线、屈服承载能力和极限承载能力等的影响均较小。 （2）、建立了合理的精细化加劲钢板剪力墙有限元模型，并对其进行了静力推覆分析和往复加载分析。与试验情况对比，本文有限元模型能够较好地模拟钢板剪力墙在单向和往复荷载作用下的受力性能。考察了不同竖向荷载下钢板剪力墙的性能，结果表明，竖向荷载对加劲钢板剪力墙的极限承载力和极限位移影响较大，但对其初始刚度影响不大。往复加载时竖向荷载对钢板剪力墙的初始割线刚度影响不大，而对其后期割线刚度影响较多。一定范围内的竖向荷载对钢板剪力墙的性能基本没有影响。 （3）、研究了纯剪、简支条件下的完善竖向加劲钢板剪力墙的加劲肋门槛刚度及弹性屈曲临界应力。结果表明，板梁的横向加劲肋设计计算公式可用于竖向加劲钢板剪力墙，能有较好的精确度。分析了竖向加劲钢板剪力墙对初始缺陷的敏感性，并对其进行了考虑初始屈曲缺陷的非线性屈曲分析。分析结果表明，初始屈曲缺陷对竖向加劲钢板剪力墙屈曲荷载影响较大，此时门槛刚度应放大一定数值。 （4）、采用有限元对钢板剪力墙的弹塑性屈曲性能进行了研究，拟合了四边简支钢板剪力墙不考虑屈曲后性能和考虑屈曲后性能的弹塑性稳定计算公式，公式具有较高精度，且便于工程设计。
[Abstract]:Steel frame shear wall embedded with steel plate is an effective dual lateral force resisting structure system, which has excellent energy dissipation capacity and good ductility, and has a good application prospect in high-rise buildings in seismic area. In order to improve the initial stiffness and stable bearing capacity of steel plate shear wall, stiffener ribs are widely set up in order to reduce the pinch of hysteretic curve. The design method of steel plate shear wall is given in high steel gauge (JGJ-98) in our country, but the design method of code is difficult to guide the design of practical engineering. In this paper, the method of theoretical analysis, experimental study and numerical analysis is used to study the vertical stiffened steel plate shear wall with finite vertical load. The main works are as follows: (1) Three vertical stiffened steel plate shear wall model specimens with a scale ratio of 1 / 3 were designed. The unidirectional push-over test and low-cycle reciprocating test were carried out, and the experimental phenomena and data curves were analyzed in detail. The experimental results show that local buckling occurs in the vertical stiffened steel plate shear wall first, and then the whole buckling failure occurs. Before lattice buckling of shear wall, the stress of vertical stiffener is smaller. After buckling, the stress of vertical stiffener will increase sharply, and finally the local buckling will be destroyed. The vertical loads in a certain range have little effect on the lateral stiffness, skeleton curve, yield bearing capacity and ultimate bearing capacity of steel plate shear wall. (2) the finite element model of steel plate shear wall is established, and the static and reciprocating load analysis is carried out. Compared with the experimental results, the finite element model in this paper can well simulate the behavior of steel plate shear wall under unidirectional and reciprocating loads. The behavior of steel plate shear wall under different vertical loads is investigated. The results show that vertical load has great influence on ultimate bearing capacity and ultimate displacement of stiffened steel plate shear wall, but has little effect on its initial stiffness. The vertical load has little effect on the initial Secant stiffness of the steel plate shear wall, but has more effect on the Secant stiffness of the steel plate shear wall in the later stage. The vertical load in a certain range has no effect on the performance of steel plate shear wall. (3) the threshold stiffness and critical stress of elastic buckling of perfect vertical stiffened steel plate shear wall under pure shear and simple support are studied. The results show that the design formula of transverse stiffening rib of slab beam can be applied to the vertical stiffened steel plate shear wall with good accuracy. The sensitivity of vertical stiffened steel plate shear walls to initial defects is analyzed, and the nonlinear buckling analysis considering initial buckling defects is carried out. The results show that the initial buckling defect has a great effect on the buckling load of the vertical stiffened steel plate shear wall and the threshold stiffness should be enlarged by a certain value. (4) the elastoplastic buckling behavior of steel plate shear wall is studied by finite element method, and the formula of elastoplastic stability of steel plate shear wall with simply supported steel plate with four sides is fitted, which does not consider the post-buckling performance and takes into account the post-buckling behavior. The formula has high accuracy. And it is convenient for engineering design.
【学位授予单位】：江苏科技大学
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU392
本文编号：2296492
[Abstract]:Steel frame shear wall embedded with steel plate is an effective dual lateral force resisting structure system, which has excellent energy dissipation capacity and good ductility, and has a good application prospect in high-rise buildings in seismic area. In order to improve the initial stiffness and stable bearing capacity of steel plate shear wall, stiffener ribs are widely set up in order to reduce the pinch of hysteretic curve. The design method of steel plate shear wall is given in high steel gauge (JGJ-98) in our country, but the design method of code is difficult to guide the design of practical engineering. In this paper, the method of theoretical analysis, experimental study and numerical analysis is used to study the vertical stiffened steel plate shear wall with finite vertical load. The main works are as follows: (1) Three vertical stiffened steel plate shear wall model specimens with a scale ratio of 1 / 3 were designed. The unidirectional push-over test and low-cycle reciprocating test were carried out, and the experimental phenomena and data curves were analyzed in detail. The experimental results show that local buckling occurs in the vertical stiffened steel plate shear wall first, and then the whole buckling failure occurs. Before lattice buckling of shear wall, the stress of vertical stiffener is smaller. After buckling, the stress of vertical stiffener will increase sharply, and finally the local buckling will be destroyed. The vertical loads in a certain range have little effect on the lateral stiffness, skeleton curve, yield bearing capacity and ultimate bearing capacity of steel plate shear wall. (2) the finite element model of steel plate shear wall is established, and the static and reciprocating load analysis is carried out. Compared with the experimental results, the finite element model in this paper can well simulate the behavior of steel plate shear wall under unidirectional and reciprocating loads. The behavior of steel plate shear wall under different vertical loads is investigated. The results show that vertical load has great influence on ultimate bearing capacity and ultimate displacement of stiffened steel plate shear wall, but has little effect on its initial stiffness. The vertical load has little effect on the initial Secant stiffness of the steel plate shear wall, but has more effect on the Secant stiffness of the steel plate shear wall in the later stage. The vertical load in a certain range has no effect on the performance of steel plate shear wall. (3) the threshold stiffness and critical stress of elastic buckling of perfect vertical stiffened steel plate shear wall under pure shear and simple support are studied. The results show that the design formula of transverse stiffening rib of slab beam can be applied to the vertical stiffened steel plate shear wall with good accuracy. The sensitivity of vertical stiffened steel plate shear walls to initial defects is analyzed, and the nonlinear buckling analysis considering initial buckling defects is carried out. The results show that the initial buckling defect has a great effect on the buckling load of the vertical stiffened steel plate shear wall and the threshold stiffness should be enlarged by a certain value. (4) the elastoplastic buckling behavior of steel plate shear wall is studied by finite element method, and the formula of elastoplastic stability of steel plate shear wall with simply supported steel plate with four sides is fitted, which does not consider the post-buckling performance and takes into account the post-buckling behavior. The formula has high accuracy. And it is convenient for engineering design.
【学位授予单位】：江苏科技大学
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU392
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