柱中设缝的方钢管约束型钢混凝土中长柱受压性能研究

甘丹; 周泉霖; 闫标; 岳孟谣

doi:10.6052/j.issn.1000-4750.2022.01.0058

柱中设缝的方钢管约束型钢混凝土中长柱受压性能研究

doi: 10.6052/j.issn.1000-4750.2022.01.0058

甘丹^1,,
周泉霖^1,,
闫标^2, ,,
岳孟谣^2,

1.
重庆大学土木工程学院，重庆 400045
2.
长安大学公路学院，西安 710064

基金项目: 国家自然科学基金项目(51908045，51878097)；中央高校基本科研业务费项目(300102211202)

详细信息

作者简介:
甘　丹(1985−)，男，四川人，教授，博士，博导，主要从事组合结构抗震及防灾减灾研究(E-mail: gandan@cqu.edu.cn)

周泉霖(1996−)，男，四川人，硕士生，主要从事钢-混组合结构研究(E-mail: zhouquanlin@outlook.com)

岳孟谣(1998−)，男，河北人，硕士生，主要从事桥梁工程研究(E-mail: ymy171277@163.com)

通讯作者:
闫　标(1987−)，男，河北人，讲师，博士，硕导，主要从事钢-混组合结构研究(E-mail: yanb@chd.edu.cn)

中图分类号: TU398+.9
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出版历程
- 收稿日期: 2022-01-12
- 修回日期: 2022-05-27
- 录用日期: 2022-06-25
- 网络出版日期: 2022-06-25
- 刊出日期: 2023-09-06

RESEARCH ON THE COMPRESSION BEHAVIOR OF SQUARE TUBED REINFORCED CONCRETE SLENDER COLUMN WITH ADDITIONAL GAP

GAN Dan^1
,,
ZHOU Quan-lin^1
,,
YAN Biao^{2
, ,},
YUE Meng-yao^2
,

1.
School of Civil Engineering, Chongqing University, Chongqing 400045, China
2.
School of Highway, Chang’an University, Xi’an 710064, China

摘要

摘要: 钢管约束混凝土柱的钢管通常在柱端设缝以使其不直接承受荷载。该文主要对两种设缝模式的方钢管约束型钢混凝土柱(仅柱两端设缝、柱两端和柱中均设缝)的受力性能进行分析对比。以钢管宽厚比、荷载偏心率为主要变化参数，对柱中设缝的方钢管约束型钢混凝土中长柱进行了受压力学性能试验。分析对比了各组试件的破坏模式、承载能力及钢管应力发展规律，结果表明：设缝模式对试件破坏形态无明显影响，柱中设缝试件的轴压承载力略有提高，而偏压承载力呈降低趋势。采用精细化的有限元模型进行了参数分析，依据试验及有限元结果，提出用于计算构件弯矩增大效应的刚度折减系数公式，进而建立柱中设缝构件偏压作用下的承载力计算方法。
- 钢管约束型钢混凝土 /
- 方形截面 /
- 中长柱 /
- 钢管开缝 /
- 弯矩增大系数
Abstract: For a tubed concrete column, the tube gaps are usually arranged at the column ends to avoid the steel tube carrying loads directly. Two type square tubed steel reinforced concrete (TSRC) columns, i.e., a column with two gaps at the column ends and another column with an additional gap at the mid-height, are discussed in this paper. Experimental studies on the compression behavior of TSRC slender columns were conducted to investigate the effects of the width-to-thickness ratio of steel tube and the load eccentricity ratio. The failure modes, the ultimate strengths, and the load to tube stress curves were analyzed. The results indicated that the two type columns shown similar failure modes. The axial strength of column with additional gap at the mid-height was slightly higher than that of column with two gaps, while the eccentric strength of column exhibited opposite tendency. Parametric analysis were carried out based on the precise finite element (FE) models. Based on the test and FE results, the stiffness reduction coefficient to calculate the moment amplification effect was proposed by regression analysis, and the design method of square TSRC column with additional gap at the mid-height under eccentric compression was proposed.
- tubed steel reinforced concrete /
- square section /
- slender column /
- tube gap /
- moment amplification coefficient

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图 1 SRC柱和TSRC柱对比

Figure 1. Comparison of SRC column and TSRC column

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图 2 钢管拼接方式

Figure 2. Comparison of tube gap pattern

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图 3 试件示意图

Figure 3. Schematic view of specimen

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图 4 加载装置及测量方案

Figure 4. Test set-up and instrumentation layout

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图 5 试件破坏模式对比

Figure 5. Comparison of specimen failure modes

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图 6 荷载-位移曲线

Figure 6. Load-displacement curves

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图 7 荷载-钢管应力曲线

Figure 7. Load-tube stress curves

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图 8 有限元模型

Figure 8. Finite element model

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图 9 残余应力的影响

Figure 9. Effects of residual stress

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图 10 钢管几何缺陷的影响

Figure 10. Effects of geometric imperfections

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图 11 破坏模式对比

Figure 11. Comparison of failure modes

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图 12 有限元结果与试验对比

Figure 12. Comparison of FE and test results

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图 13 塑性应力分布

Figure 13. Plastic stress distribution

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图 14 计算结果同有限元结果对比

Figure 14. Comparison of calculated results and FE results

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图 15 弯矩增大系数法

Figure 15. Magniﬁer bending moment method

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图 16 不同参数对γ影响

Figure 16. Effects of different parameters on γ

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图 17 拟合公式精度

Figure 17. Overall performance of the proposed equation

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表 1 试件主要参数

Table 1. Main parameters of specimens

试件编号	L/mm	B/mm	t/mm	e/mm	L/B	2e/B	f_yt/MPa	f_ys/MPa	f_cu/MPa	f_co/MPa	N_ue/kN	数据来源
S-1.5-0-A	1200	200	1.5	0	6	0.00	324.4	285.4	80.6	61.1	2982	文献[7]
S-1.5-25-A	1200	200	1.5	25	6	0.25	324.4	285.4	80.6	61.1	2181
S-2-0-A	1200	200	2.0	0	6	0.00	290.1	285.4	80.6	61.1	3044
S-2-25-A	1200	200	2.0	25	6	0.25	290.1	285.4	80.6	61.1	2142
S-1.5-0-B	1200	200	1.5	0	6	0.00	324.4	285.4	80.6	61.1	3070	本文
S-1.5-25-B	1200	200	1.5	25	6	0.25	324.4	285.4	80.6	61.1	2091
S-2-0-B	1200	200	2.0	0	6	0.00	290.1	285.4	80.6	61.1	3269
S-2-25-B	1200	200	2.0	25	6	0.25	290.1	285.4	80.6	61.1	2065
注：L为构件长度；B为构件截面宽度；t为钢管厚度；e为荷载偏心距；L/B为构件长宽比；2e/B为荷载偏心率；f_yt为钢管屈服强度；f_ys为型钢屈服强度；f_cu、f_co分别为混凝土立方体抗压强度、轴心抗压强度；N_ue为试件实测峰值轴压力。

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表 2 参数取值

Table 2. Values of studied parameters

参数	取值范围	固定值
L/B	4、5、6、8、10、12、15、18、20、25	−
2e/B	0.25、0.5、0.75、1.0	−
B/t	80、100、120、150、200	120
f_yt/MPa	300、400、500	300
f_ys/MPa	300、400、500	300
f_co/MPa	40、50、60、70	50
注：L/B为构件长宽比；2e/B为荷载偏心率；B/t为钢管宽厚比；f_yt为钢管屈服强度；f_ys为型钢屈服强度；f_co为混凝土轴心抗压强度。

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