【作者】 李宁波；

【导师】 钱稼茹；

【作者基本信息】 清华大学 ， 土木工程， 2013， 博士

【摘要】 在方钢管高强混凝土柱的截面中部设置圆钢管的柱，称为复合钢管高强混凝土柱（简称复合柱）。复合柱将方钢管、圆钢管与高强混凝土有效地组合在一起，充分发挥各自的优势，特别适用于抗震设防地区超高层建筑底部楼层的框架柱以及承受重载的框架柱。目前，国内外对复合柱的抗震性能缺乏试验研究。本论文通过拟静力试验与数值分析，研究复合柱的抗震性能，为复合柱的工程应用提供依据。论文主要工作及成果如下：(1)完成了12个复合柱试件的拟静力试验，研究并揭示了复合柱的抗震性能和累积损伤性能，包括复合柱的破坏形态、承载能力、变形能力、耗能能力、刚度退化等，以及累积损伤对复合柱抗震性能的影响。结果表明，复合柱滞回性能稳定，具有很好的抗震性能，但累积损伤使试件的破坏程度严重一些。(2)完成了5个复合柱试件和3个方钢管混凝土柱试件的拟静力试验，研究大震后复合柱快速修复的可能性。结果表明，位移角为1/100时，方钢管壁板宽厚比为24.7的方钢管混凝土柱及复合柱试件，方钢管没有出现鼓曲、外观无变化，即达到框架-核心筒结构的大震弹塑性层间位移角限值时，无需修复即可继续使用。(3)采用基于纤维模型的OpenSEES程序，计算得到的复合柱试件的水平力-位移滞回曲线与试验实测曲线符合良好。对复合柱滞回性能的参数影响分析表明：增大轴压比，复合柱的变形能力降低；减小方钢管壁板宽厚比，复合柱的变形能力增大；增大径宽比，能提高复合柱的水平承载力；提高钢材强度，能有效提高复合柱的水平承载力和变形能力。根据试验及数值分析结果，提出了复合柱截面参数取值的建议。(4)提出了复合柱弯矩-转角骨架线特征点的弯矩和转角的确定方法。包括：采用叠加法计算骨架线的峰值弯矩；采用试验实测的复合柱截面弯矩-曲率曲线及简化的曲率-转角关系计算式，确定特征点的转角；或采用由数值分析得到的复合柱截面弯矩-曲率关系曲线，或由试验实测的复合柱试件弯矩-转角曲线，分别建立的特征点转角的计算式，确定特征点的转角。同时，提出了确定复合柱弯矩-转角曲线性能点的建议。更多还原

【Abstract】 Composite-sectioned high strength concrete filled steel tubular (CSCFT) column is a new novel type of column, which consists of a circular steel tube embedded at the core area of the high strength concrete filled square steel tube column. The CSCFT column effectively combines the external square steel tube, internal circular steel tube and high strength concrete. It is suitable for the low portion story columns of earthquake resistant high-rise buildings and for the columns that are exerted to significantly large gravity loads. Till now experimental study on the seismic behavior of the CSCFT column has not been performed yet. In this dissertation, quasi-static tests and numerical simulation are carried out to investigate the seismic behavior of the CSCFT column. The main works and outcomes are as follows:(1) Quasi-static tests on twelve specimens were conducted to study and to reveal the seismic behavior and cumulative damage performance of the CSCFT column, including the failure mode, load-carrying capacity, deformation capacity, energy dissipation capacity, stiffness degradation, as well as the influence of cumulative damage on the seismic behavior of CSCFT columns. The test results indicated that the hysteretic behavior of the CSCFT column was stable and the CSCFT column had excellent seismic behavior, but cumulative damage made the specimens much more severe damage.(2) Quasi-static tests on five CSCFT column specimens and three high strength concrete filled square steel tube (CFST) column specimens were conducted to study the seismic behavior of the earthquake-resilient CSCFT column. The test results indicated that at the drift ratio of1/100, buckling of the square steel tube did not occur for the CFST column specimen and the CSCFT column specimens, which the square steel tube had the width-to-thickness ratio of24.7. It means that if the frame-core tube structure reaches its elastic-plastic drift ratio under the severe earthquakes, the CFCST columns could be used continually without any repair work.(3) By using the fiber model-based OpesnSEES program, the calculated lateral force-displacement hysteretic curves of the CSCFT column specimens had a good agreement with the test curves. Parameter analysis of the hysteretic behavior of the CSCFT columns indicated that:increasing the axial force ratio led to a decrease of the deformation capacity, reducing the width-to-thickness ratio of square steel tube led to an increase of the deformation capacity, increasing the diameter to width ratio led to an increase of load-carrying capacity, increasing the yield strength of steel tubes led to an increase of load-carrying capacity and the deformation capacity. Based on the test and numerical analysis results, the sectional parameter values of the CSCFT columns were proposed.(4) The determination methods for the moment and the rotation angle corresponding to the characteristic points of the moment-rotation angle skeleton curve of the CSCFT column were proposed. The peak moment can be determined by superposition method. Two methods for determining the rotation angle were developed. One method is to use the measured moment-curvature curves of the CSCFT column specimens and a simplified curvature-rotation angle relationship, or to use the calculating formula of the rotation angle obtained from the numerical simulated moment-curvature curves. Another method is to use the calculating formula of the rotation angle obtained from the measured moment-rotation angle curves of the CSCFT column specimens. Determining of the performance points on the moment-rotation angle curve of the CSCFT column was proposed.更多还原