空间钢构架钢骨混凝土柱抗震性能试验研究
发布时间：2018-12-29 20:07
【摘要】：近年来,随着高层建筑层数的不断增加,对柱子抗震性能的要求也越来越高。如何在减小柱截面尺寸的同时提高柱子的承载力和抗震性能是一个热点问题。本文利用空间钢构架和钢管对核心混凝土的约束作用,提出了一种新型的钢-混凝土组合柱即:空间钢骨架-钢骨混凝土柱。该结构形式是在外侧用空间钢构架代替普通钢筋笼,同时内侧配置不同形式钢骨并浇筑混凝土构成的组合柱。本课题组通过对7个空间钢构架-钢骨混凝土柱进行低周反复荷载作用下试验研究和有限元分析,探究了这种新型组合柱的抗震性能。并通过理论分析,推导了偏压空间钢构架-钢骨混凝土柱极限承载力计算公式。以配钢率(角钢肢长)、轴压比、不同钢骨形式为设计参数设计了6个空间钢构架-钢骨混凝土柱试件以及1个外侧为普通钢筋骨架的混凝土柱作为对比试件。进行了低周反复荷载作用下试验研究,在试验过程中,主要观察并记录试件的破坏形态、裂缝发展、测点应变以及极限承载力等试验数据。分析了滞回曲线、骨架曲线、刚度退化曲线、耗能性能曲线等抗震性能指标。试验表明增大角钢肢长(提高含钢率)和降低轴压比可以较明显地改善空间钢构架-钢骨混凝土柱的变形能力和极限承载力。空间钢构架-钢骨混凝土柱均表现出典型的弯曲破坏类型,滞回曲线饱满无明显捏缩现象,极限承载力大,抗震性能好。利用大型有限元软件ABAQUS建立空间了钢构架-钢骨混凝土柱非线性有限元模型。在对试验试件验证的基础上,选取轴压比、内外配筋率、内外配箍率、方钢管管壁厚度等作为参数,并建模分析。模拟分析表明,提高空间钢构架缀条宽度、减小空间钢构架之间间距和增大钢骨方钢管管壁厚度等也可以提高空间钢构架-钢骨混凝土柱受力性能。并得到了空间钢构架-钢骨混凝土柱受力性能的主要因素:综合套箍系数。在试验研究和机理分析的基础上,首先研究了方钢管对核芯混凝土约束效应以及空间钢构架对混凝土的约束作用;得到了两种不同的混凝土本构关系计算模型。其次,采用三种不同的方法推导了这种新型空间钢构架-钢骨混凝土柱偏心受压极限承载力计算公式。得到的理论公式运算结果与试验数据拟合均比较好;可为空间钢构架-钢骨混凝土柱偏压计算提供依据。
[Abstract]:In recent years, with the continuous increase in the number of tall buildings, the requirements for seismic performance of columns are becoming higher and higher. How to improve the bearing capacity and seismic performance of columns while reducing the section size is a hot issue. In this paper, a new type of steel-concrete composite column, namely, spatial steel skeleton and steel reinforced concrete column, is proposed by using the constraint of space steel frame and steel pipe on the core concrete. In this structure, space steel frame is used to replace the ordinary steel cage on the outside, at the same time, different forms of steel bone are arranged on the inner side and concrete composite columns are constructed. Through the experimental study and finite element analysis of seven spatial steel frame-steel reinforced concrete columns under low cyclic loading, the seismic behavior of the new composite columns is investigated. Through theoretical analysis, the formula for calculating ultimate bearing capacity of steel frame-steel reinforced concrete columns under eccentric compression is derived. Based on the design parameters of steel ratio (angle length), axial compression ratio and different steel form, six specimens of spatial steel frame-steel reinforced concrete column and one concrete column with normal reinforced frame outside were designed as contrast specimens. In the course of the test, the failure pattern, crack development, strain and ultimate bearing capacity of the specimen were observed and recorded. Seismic performance indexes such as hysteretic curve, skeleton curve, stiffness degradation curve and energy dissipation curve are analyzed. The experimental results show that the deformation capacity and ultimate bearing capacity of spatial steel frame-steel reinforced concrete columns can be improved obviously by increasing the angle length (increasing the steel content) and reducing the axial compression ratio. The spatial steel frame-steel reinforced concrete columns show typical bending failure type, the hysteretic curve is full without obvious pinch phenomenon, the ultimate bearing capacity is large, and the seismic performance is good. The nonlinear finite element model of steel frame-steel reinforced concrete column is established by using the large-scale finite element software ABAQUS. The axial compression ratio, internal and external reinforcement ratio, internal and external hoop ratio and wall thickness of square steel tube were selected as parameters on the basis of verification of test specimens. The simulation results show that the mechanical behavior of spatial steel frame-steel reinforced concrete columns can be improved by increasing the strip width of spatial steel frames, reducing the spacing between spatial steel frames and increasing the thickness of steel square steel pipe walls. The main factor of the mechanical performance of space steel frame-steel reinforced concrete column is the comprehensive hoop coefficient. On the basis of experimental study and mechanism analysis, the restraint effect of square steel tube on core concrete and the constraint effect of space steel frame on concrete are studied firstly, and two kinds of constitutive relation calculation models of concrete are obtained. Secondly, three different methods are used to calculate the eccentric ultimate bearing capacity of the new spatial steel frame-steel reinforced concrete column. The calculated results of the theoretical formula are fit well with the experimental data, which can provide the basis for the calculation of the bias pressure of the spatial steel frame-steel reinforced concrete column.
【学位授予单位】：苏州科技大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU398.9;TU352.11
本文编号：2395326
[Abstract]:In recent years, with the continuous increase in the number of tall buildings, the requirements for seismic performance of columns are becoming higher and higher. How to improve the bearing capacity and seismic performance of columns while reducing the section size is a hot issue. In this paper, a new type of steel-concrete composite column, namely, spatial steel skeleton and steel reinforced concrete column, is proposed by using the constraint of space steel frame and steel pipe on the core concrete. In this structure, space steel frame is used to replace the ordinary steel cage on the outside, at the same time, different forms of steel bone are arranged on the inner side and concrete composite columns are constructed. Through the experimental study and finite element analysis of seven spatial steel frame-steel reinforced concrete columns under low cyclic loading, the seismic behavior of the new composite columns is investigated. Through theoretical analysis, the formula for calculating ultimate bearing capacity of steel frame-steel reinforced concrete columns under eccentric compression is derived. Based on the design parameters of steel ratio (angle length), axial compression ratio and different steel form, six specimens of spatial steel frame-steel reinforced concrete column and one concrete column with normal reinforced frame outside were designed as contrast specimens. In the course of the test, the failure pattern, crack development, strain and ultimate bearing capacity of the specimen were observed and recorded. Seismic performance indexes such as hysteretic curve, skeleton curve, stiffness degradation curve and energy dissipation curve are analyzed. The experimental results show that the deformation capacity and ultimate bearing capacity of spatial steel frame-steel reinforced concrete columns can be improved obviously by increasing the angle length (increasing the steel content) and reducing the axial compression ratio. The spatial steel frame-steel reinforced concrete columns show typical bending failure type, the hysteretic curve is full without obvious pinch phenomenon, the ultimate bearing capacity is large, and the seismic performance is good. The nonlinear finite element model of steel frame-steel reinforced concrete column is established by using the large-scale finite element software ABAQUS. The axial compression ratio, internal and external reinforcement ratio, internal and external hoop ratio and wall thickness of square steel tube were selected as parameters on the basis of verification of test specimens. The simulation results show that the mechanical behavior of spatial steel frame-steel reinforced concrete columns can be improved by increasing the strip width of spatial steel frames, reducing the spacing between spatial steel frames and increasing the thickness of steel square steel pipe walls. The main factor of the mechanical performance of space steel frame-steel reinforced concrete column is the comprehensive hoop coefficient. On the basis of experimental study and mechanism analysis, the restraint effect of square steel tube on core concrete and the constraint effect of space steel frame on concrete are studied firstly, and two kinds of constitutive relation calculation models of concrete are obtained. Secondly, three different methods are used to calculate the eccentric ultimate bearing capacity of the new spatial steel frame-steel reinforced concrete column. The calculated results of the theoretical formula are fit well with the experimental data, which can provide the basis for the calculation of the bias pressure of the spatial steel frame-steel reinforced concrete column.
【学位授予单位】：苏州科技大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU398.9;TU352.11
【参考文献】
相关期刊论文 前10条
1 赵宪忠;杨笑天;陈以一;;钢骨截面延展性对高含钢率SRC柱静力性能的影响研究[J];土木工程学报;2016年01期
2 张文福;杜娟;董清会;计静;任亚文;梁文峰;;角钢约束高强混凝土偏压短柱力学性能的试验与理论研究[J];建筑结构学报;2013年S1期
3 徐亚丰;王越;;碳纤维钢骨-钢管混凝土柱抗震性能试验与有限元分析[J];沈阳建筑大学学报(自然科学版);2013年04期
4 徐亚丰;张丽;O.E.Sysoev;Dzyuba Victo;;碳纤维钢骨-钢管混凝土柱非线性有限元分析[J];沈阳建筑大学学报(自然科学版);2012年01期
5 朱美春;刘建新;王清湘;;钢骨-方钢管高强混凝土柱抗震性能试验研究[J];土木工程学报;2011年07期
6 郭子雄;张志伟;刘阳;;SRC柱抗震性能和抗震性态水平指标试验研究[J];西安建筑科技大学学报(自然科学版);2009年05期
7 王文达;韩林海;游经团;;方钢管混凝土柱-钢梁外加强环节点滞回性能的实验研究[J];土木工程学报;2006年09期
8 黄宏;韩林海;陶忠;;方中空夹层钢管混凝土柱滞回性能研究[J];建筑结构学报;2006年02期
9 唐兴荣;偏心受压空间钢构架混凝土柱静力性能的试验研究[J];建筑结构;2005年01期
10 唐兴荣,刘伟庆,钱奕技;空间钢构架混凝土柱抗震性能的试验研究[J];建筑结构学报;2004年05期
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