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清华大学学报(自然科学版)  2015, Vol. 55 Issue (1): 1-7    
  本期目录 | 过刊浏览 | 高级检索 |
双钢管高强混凝土短柱偏心受压性能试验
钱稼茹1(),张扬1,张微敬2
2. 北京工业大学 建筑工程学院, 北京 100124
Eccentric compressive behavior of high strength concrete filled double-tube short columns
Jiaru QIAN1(),Yang ZHANG1,Weijing ZHANG2
1. Key Laboratory of Civil Engineering Safety and Durability of the Ministry of Education, Department of Civil Engineering,Tsinghua University, Beijing 100084, China
2. College of Architecture and Civil Engineering,Beijing University of Technology, Beijing 100124, China
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摘要 

通过偏心率为0.2~0.6、 截面尺寸为180mm×180mm、 高度为600mm的16个试件的静力试验,研究了外方内圆双钢管高强混凝土短柱的偏心受压性能。试验结果表明: 试件的破坏形态为整体弯曲及方钢管壁板局部鼓曲,剩余轴压力为峰值轴压力的75%以上; 增大方钢管含钢率或增大偏心率,双钢管高强混凝土短柱偏心受压承载力增大。采用叠加法计算得到的双钢管高强混凝土短柱试件的偏心受压承载力,与试验结果符合良好。

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关键词 双钢管高强混凝土短柱偏心受压偏心率静力试验叠加法    
Abstract

Static tests were conducted on 16 high strength concrete filled double-tube (CFDT) short column specimens with eccentricity ratios 0.2-0.6. The tests studied the eccentric compressive behavior of the CFDT short columns. All the specimens had identical section dimensions of 180 mm×180 mm and heights of 600 mm. The test results indicate that all the specimens failed in bending of the column and local buckling of the steel plates of the external square tube. The residual compressive force is larger than 75% of the maximum compressive force. Increasing the steel ratio of the square steel tube or the eccentricity ratio of the compressive load increases the eccentric compressive capacity of the CFDT short columns. The eccentric compressive capacity of the specimens calculated by the superposition method agrees well with the test results.

Key wordshigh strength concrete filled double-tube short column    eccentric compression    eccentricity ratio    static test    superposition method
收稿日期: 2013-10-14      出版日期: 2015-05-15
基金资助:国家自然科学基金国际(地区)合作与交流资助项目 (51261120377);北京市自然科学基金重点资助项目 (KZ201310005008)
引用本文:   
钱稼茹,张扬,张微敬. 双钢管高强混凝土短柱偏心受压性能试验[J]. 清华大学学报(自然科学版), 2015, 55(1): 1-7.
Jiaru QIAN,Yang ZHANG,Weijing ZHANG. Eccentric compressive behavior of high strength concrete filled double-tube short columns. Journal of Tsinghua University(Science and Technology), 2015, 55(1): 1-7.
链接本文:  
http://jst.tsinghuajournals.com/CN/  或          http://jst.tsinghuajournals.com/CN/Y2015/V55/I1/1
试件
组号
试件编号 D/mm t1/mm t2/mm fcu,m/MPa θt ρ λ
圆钢管内 圆钢管外
第一组 I-CFDT1-1 89 2.60 3.62 0.65 0.079 0.2
I-CFDT3-1 0.2
I-CFDT3-2 114 3.35 3.62 0.74 0.079 0.4
I-CFDT3-3 0.6
I-CFDT5-1 140 2.84 3.62 105.7 87.5 0.48 0.079 0.5
I-CFDT7-1 89 2.60 5.40 (88.8) (70.9) 0.65 0.116 0.2
I-CFDT9-1 0.2
I-CFDT9-2 114 3.35 5.40 0.68 0.116 0.4
I-CFDT9-3 0.3
I-CFDT11-1 140 2.84 5.40 0.48 0.116 0.3
第二组 II-CFDT3-1 0.2
II-CFDT3-2 114 3.35 3.62 87.5(70.9) 105.7(88.8) 0.61 0.079 0.4
II-CFDT3-3 0.6
第三组 III-CFDT3-1 0.2
III-CFDT3-2 114 3.35 3.62 87.5(70.9) 87.5(70.9) 0.61 0.079 0.4
III-CFDT3-3 0.6
  试件主要参数
钢管类型 B×t2D×t1mm×mm fsfaMPa εy10-6
方钢管 180×3.62 348 1 698
180×5.40 338 1 649
圆钢管 89×2.60 314 1 532
89×3.32 324 1 580
114×3.35 328 1 600
114×4.56 322 1 571
140×2.84 345 1 683
140×3.97 308 1502
  钢管钢材屈服强度实测值及屈服应变
  试验加载装置简图及量测布置
  试件破坏后的照片
  试件跨中截面竖向应变沿截面高度分布
  试件轴压力-跨中截面受拉(受压)边缘竖向应变(N-ε)关系曲线
  试件轴压力-跨中挠度(N-f)曲线
试件编号 λ 试验值 计算值NukN β
N/(kN) M/(kN·m)
I-CFDT1-1 0.2 2 690 48.4 2 662 0.99
I-CFDT3-1 0.2 2 712 48.8 2 687 0.99
I-CFDT3-2 0.4 2 177 78.4 2 199 1.01
I-CFDT3-3 0.6 1 927 104.1 1 877 0.97
I-CFDT5-1 0.5 1 933 87.0 1 986 1.03
I-CFDT7-1 0.2 3 127 56.3 2 847 0.91
I-CFDT9-1 0.2 3 186 57.3 2 848 0.89
I-CFDT9-2 0.4 2 474 89.1 2 313 0.93
I-CFDT9-3 0.3 2 897 78.2 2 556 0.88
I-CFDT11-1 0.3 2752 74.3 2 501 0.91
II-CFDT3-1 0.2 2 624 47.2 2 488 0.95
II-CFDT3-2 0.4 2 087 75.1 2 012 0.96
II-CFDT3-3 0.6 1 797 97.0 1 694 0.94
III-CFDT3-1 0.2 2 623 47.2 2 395 0.91
III-CFDT3-2 0.4 2 123 76.4 1 949 0.92
III-CFDT3-3 0.6 1 740 94.0 1 644 0.94
平均值 0.93
均方差 0.045
  试件偏压承载力试验结果及计算结果
  箱型截面方钢管混凝土示意图
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