双钢管高强混凝土短柱偏心受压性能试验

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清华大学辅仁网/2017-07-07

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

摘要:

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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。

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 words：high 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

图表:

试件组号	试件编号	D/mm	t₁/mm	t₂/mm	f_cu,m/MPa		θ_t	ρ	λ
试件组号	试件编号	D/mm	t₁/mm	t₂/mm	圆钢管内	圆钢管外	θ_t	ρ	λ
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×t2或D×t1mm×mm	fs或faMPa	εy10-6
方钢管	180×3.62	348	1 698
方钢管	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
试件编号	λ	N/(kN)	M/(kN·m)	计算值NukN	β
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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