部分包裹混凝土复合柱的轴心受压性能  

Behavior of partially encased composite columns subjected to axial compression

作　　者：赵根田[1] 朱晓娟[2] 冯超[1] 

机构地区：[1]内蒙古科技大学建筑与土木工程学院,内蒙古包头014010 [2]廊坊市水利规划设计处,河北廊坊065000

出　　处：《内蒙古科技大学学报》2012年第2期200-204,共5页Journal of Inner Mongolia University of Science and Technology

基　　金：内蒙古自然科学基金资助项目(2011MS0704)

摘　　要：通过9个部分包裹混凝土组合短柱轴心受压性能的试验,对这种组合短柱的破坏模式和影响其极限承载力的因素进行了研究.试验设计分别考虑了含钢率、钢系杆间距对构件性能的影响.试件截面尺寸为200 mm×200 mm,长度均为800 mm,钢系杆直径取为10 mm.研究结果表明,这种组合短柱的破坏模式是翼缘局部屈曲,混凝土被压碎.横向系杆的设置加强了对混凝土的约束,系杆间距越小越能提高柱子的延性,但是在达到极限荷载之前,系杆应力并未达到屈服.基于试验研究结果,建立了轴压短柱承载力计算公式,可以用来预估组合柱的极限承载力.A series of stub-columns tests performed on partially encased composite stub columns made with welded H-section steel were conducted to study failure pattern and the effects evaluate parameters on ultimate load capacity of columns. The test series consisted of 9 stub columns, and the H-section steel is stiffened with transverse link while concrete is poured between the flanges of the steel section. The lengths of the columns were 0.8 m,with rectangular cross sections as 200 mm -200 mm. The slenderness ratio （L/h） was 4. The influence of steel ratios, and space of transverse link on column behavior was studied. The results indicate that failure of all columns was due to local buckling of the flanges along with concrete crushing. Smaller link spacing improves the ductility of the columns; howev- er, the measurements show that in general yielding did not occur before the peak load in the links. Finally, an equation was proposed to predict the ultimate axial capacity of the partially encased composite column.

关 键 词：H型钢 部分包裹组合柱 极限承载力 

分 类 号：TU375.3[建筑科学—结构工程]