结构尺寸对方钢管混凝土短柱抗震性能影响的试验研究

金浏; 梁健; 李冬; 杜修力

doi:10.6052/j.issn.1000-4750.2021.10.0760

结构尺寸对方钢管混凝土短柱抗震性能影响的试验研究

北京工业大学城市减灾与防灾防护教育部重点实验室，北京 100124

基金项目: 国家重点研发项目(2018YFC1504302)；国家自然科学基金项目(51822801)

详细信息

作者简介:
金　浏(1985−)，男，江苏人，教授，博士，博导，主要从事混凝土结构防灾减灾领域研究(E-mail: jinliu@bjut.edu.cn )

梁　健(1992−)，男，河北人，博士生，主要从事钢-混凝土组合结构抗震性能领域研究(E-mail: liangjian258217@163.com)

李　冬(1988−)，男，北京人，副研究员，博士，博导，从事混凝土材料及工程结构防灾减灾领域研究(E-mail: dong_li@bjut.edu.cn)

通讯作者:
杜修力(1962−)，男，四川人，中国工程院院士，博士，博导，主要从事土木工程防灾减灾方面研究(E-mail: duxiuli@bjut.edu.cn )

中图分类号: TU398+.9
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出版历程
- 收稿日期: 2021-10-03
- 修回日期: 2022-01-17
- 录用日期: 2022-06-23
- 网络出版日期: 2022-06-23
- 刊出日期: 2023-04-24

EXPERIMENTAL STUDY ON THE EFFECT OF STRUCTURAL SIZE ON THE SEISMIC PERFORMANCE OF SQUARE CFST SHORT COLUMNS

The key laboratory of Urban Security and Disaster Engineering, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 为了研究在低周往复荷载作用下结构尺寸对方钢管混凝土短柱抗震性能的影响，对6根方钢管混凝土短柱开展了水平往复加载试验，分析了截面尺寸对柱破坏形态、滞回曲线、骨架曲线以及不同抗震性能指标(如刚度退化、耗能能力、延性等)的影响，阐明了不同截面尺寸对柱名义抗剪强度的影响规律和机制，研究结果表明：不同截面尺寸的试件破坏形态基本相同，表现为柱底部钢管鼓曲、核心混凝土被压碎的破坏形态；当截面尺寸由200 mm增至600 mm时，在不同加载方向上，方钢管混凝土短柱名义抗剪强度分别下降了63.1%(59.8%)，表现出显著的尺寸效应；随着截面尺寸增大，相对名义刚度与平均耗能系数呈降低趋势；JIN等提出的考虑尺寸效应的抗剪强度公式计算值与试验值吻合良好，说明考虑尺寸效应的方钢管混凝土柱抗剪承载力计算公式能够较为准确的预测其抗剪承载力。
- 方钢管混凝土短柱 /
- 尺寸效应 /
- 抗震性能 /
- 名义抗剪强度 /
- 试验研究
Abstract: In order to study the seismic performance of square concrete filled steel tubular (CFST) short columns, a total of 6 specimens with different cross-sectional sizes were tested under combined constant axial loading and cyclic lateral loading. The failure mode, hysteretic curves, skeleton curves and seismic performance indexes (e. g. stiffness degradation, energy dissipation, ductility, et al.) with different cross-section sizes were analyzed. Meanwhile, the nominal shear strength of specimens with different cross-section sizes was studied. The results indicate that the final failure modes, i.e., the bulge formed a complete ring on each side and the core concrete crushed at the same location, are similar for all columns with different cross-sectional sizes. The decline of nominal shear strength can be observed obviously as the structural size increases, i.e. the nominal shear strength decreases by 63.1% and 59.8% as the cross-section size varies from 200 mm to 600 mm under two opposite loading directions, indicating an obvious size effect; the relative nominal stiffness and the average energy dissipation coefficient decrease with the increase of structural size. The predicted values of shear strength formula that considers the size effect agree well with the tested values, implying this formula can be used to evaluate the shear capacity of square CFST short columns.
- square CFST short column /
- size effect /
- seismic performance /
- nominal shear strength /
- experimental studies

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图 1 方钢管混凝土短柱试件几何尺寸及构造

Figure 1. Dimensions and configuration of square CFST short columns

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图 2 加载装置示意图

注：1—刚性框架；2—滚轴；3—液压千斤顶；4—水平作动器；　5—位移计；6—试件；7—反力墙；8—地锚；9—滑板车

Figure 2. Schematic diagram of the test loading device

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图 3 加载制度

Figure 3. Loading scheme

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图 4 试件最终破坏形态

Figure 4. Failure diagram of all specimens

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图 5 典型柱CFST-SX-1破坏过程

Figure 5. Failure process of typical column CFST-SX-1

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图 6 不同截面尺寸的试件滞回曲线

Figure 6. Load-displacement hysteretic curves of specimens with different cross-section sizes

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图 7 试件的骨架曲线

Figure 7. Skeleton curves of all specimens

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图 8 位移转角θ与截面尺寸B关系曲线

Figure 8. Relationship between the tested drift angle θ and cross-section size B

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图 9 特征点处的试件名义抗剪应力图

Figure 9. Nominal shear stress of specimens at the characteristic points

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图 10 试件相对刚度变化图

Figure 10. Relative nominal stiffness of all the specimens

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图 11 试件能量耗散能力图

Figure 11. Energy dissipation capacities of specimens

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图 12 柱局部屈曲区域与长度

Figure 12. Local buckling region and length of columns

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图 13 柱局部屈曲长度试验值与计算值对比图

Figure 13. Comparison of experimental and calculated values of local buckling length of specimens

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图 14 名义抗剪强度-截面尺寸曲线

Figure 14. Nominal shear strength with different cross-section sizes of specimens

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图 15 柱尺寸效应公式回归曲线

Figure 15. Size effect regression curves of columns

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表 1 试件基本参数

Table 1 Basic parameters of specimens

试件编号	B/mm	t/mm	B/t	L/mm	n
CFST-ST-1/2	200	4	50	400	0.4
CFST-SF-1/2	400	8	50	800	0.4
CFST-SX-1/2	600	12	50	1200	0.4
注：B为横截面宽度；t为钢管厚度；L为试件有效长度；n为轴压比。

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表 2 钢材材性表

Table 2 Material properties of steel

组别	t_a/mm	E_s/GPa	f_y/MPa	f_u/MPa	$\mu$
1	3.91	277.16	356.28	495.07	0.27
2	7.91	245.78	325.99	486.93	0.29
3	11.80	242.75	338.96	536.25	0.28
注：t_a为拉伸试件的平均厚度；E_s为弹性模量；f_y和f_u分别为钢材屈服强度和抗拉强度；μ为泊松比。

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表 3 不同破坏形态下方钢管混凝土短柱水平承载力

Table 3 Lateral bearing capacity of square CFST stocky with different failure modes

试件编号	水平承载力/kN
试件编号	V_m	V_s	V_e
CFST-ST	404.4	379.6	431.0
CFST-SF	1617.7	921.2	951.0
CFST-SX	3639.7	1283.5	1509.6
注：V_m为发生压弯破坏时的水平承载力；V_s为发生弯剪破坏时的水平承载力；V_e为试验水平承载力的平均值。

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表 4 试件抗剪承载力计算值与试验值

Table 4 Calculation and test result of shear capacity of columns

试件编号	V_ue1(正向)/kN	V_ue2(反向)/kN	V_up.Jin/kN^[31]	V_up,China/kN^[21]	V_up,America/kN^[22]	V_up,Europe/kN^[23]
CFST-ST-1	419.98	423.92	430.51	105.02	139.69	132.51
CFST-ST-2	442.09	446.23	430.51	105.02	139.69	132.51
CFST-SF-1	951.83	961.63	913.20	419.13	553.57	541.03
CFST-SF-2	950.21	938.31	913.20	419.13	553.57	541.03
CFST-SX-1	1456.70	1509.42	1593.33	1396.89	1245.40	1225.83
CFST-SX-2	1558.30	1512.59	1593.33	1396.89	1245.40	1225.83
注：V_ue1和V_ue2为试验中柱正向加载和反向加载的峰值承载力；V_up.Jin为文献[31]中计算方法的计算值；V_up,China、V_up,America、V_up,Europe为根据中国规范、美国规范和欧洲规范得到的横向承载力的计算值。

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