内置非贯通型钢STRC柱压弯承载力计算研究

王秋维; 赵航; 史庆轩; 王璐

doi:10.6052/j.issn.1000-4750.2022.02.0144

内置非贯通型钢STRC柱压弯承载力计算研究

doi: 10.6052/j.issn.1000-4750.2022.02.0144

王秋维^{1, 2,},
赵航^{1, 3, ,},
史庆轩^{1, 2,},
王璐^1,

1.
西安建筑科技大学土木工程学院，陕西，西安 710055
2.
结构工程与抗震教育部重点实验室(西安建筑科技大学)，陕西，西安 710055
3.
陕西工业职业技术学院土木工程学院，陕西，咸阳 712000

基金项目: 国家自然科学基金项目(51878543，51878540)；陕西省教育厅科学研究计划项目(20JS078)

详细信息

作者简介:
王秋维(1982−)，女，陕西人，教授，博士，博导，主要从事钢-混凝土组合结构及其抗震研究(E-mail: wqw0815@126.com.)

史庆轩(1963−)，男，山东人，教授，博士，博导，主要从事高层建筑结构及抗震研究(E-mail: shiqx@xauat.edu.cn)

王　璐(1989−)，女，陕西人，博士生，主要从事钢-混凝土组合结构及其抗震研究(E-mail: lwang18@126.com)

通讯作者:
赵　航(1990−)，男，陕西人，博士生，主要从事钢与混凝土组合结构研究(E-mail: zhaohang800@163.com)

中图分类号: TU398+.9
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出版历程
- 收稿日期: 2022-02-13
- 修回日期: 2022-05-18
- 录用日期: 2022-06-25
- 网络出版日期: 2022-06-25
- 刊出日期: 2023-11-25

CALCULATION ON COMPRESSION-BENDING CAPACITY OF THE STRC COLUMN WITH BUILT-IN NON-THROUGH SECTION STEEL

WANG Qiu-wei^{1, 2
,},
ZHAO Hang^{1, 3
, ,},
SHI Qing-xuan^{1, 2
,},
WANG Lu^1
,

1.
College of Civil Engineering, Xi’an University of Architecture & Technology, Xi’an, Shaanxi 710055, China
2.
Key Lab of Structural Engineering and Earthquake Resistance, Ministry of Education (XAUAT), Xi’an, Shaanxi 710055, China
3.
College of Civil Engineering, Shaanxi Polytechnic Institute, Xianyang, Shaanxi 712000, China

摘要

摘要: 采用内置型钢短柱对钢管约束钢筋混凝土(STRC)柱节点进行增强。为明确该节点中内置非贯通型钢STRC柱的控制截面位置及压弯承载力，进行了内置不同长度型钢STRC柱及无型钢对比试件的拟静力试验及有限元模拟研究，分析了试件的受力机理及压弯承载力，探讨了型钢长度和钢管约束等因素的影响。研究结果表明：随着内置型钢长度增加，破坏截面有从型钢-混凝土过渡截面转移至柱根的趋势；增大钢管径厚比会削弱其抗弯贡献，从而减小过渡截面压弯承载力，影响破坏截面位置。基于试验及有限元分析结果，提出柱根及过渡截面压弯承载力计算模型，建立内置型钢临界长度的确定方法，研究结果为STRC柱的设计及节点中型钢的参数确定提供理论依据。
- 钢管约束钢筋混凝土(STRC)柱 /
- 内置非贯通型钢 /
- 抗震性能 /
- 数值模拟 /
- 压弯承载力
Abstract: The steel tubed reinforced concrete (STRC) column joints are strengthened using built-in section steel. To clarify the position of control section and compression-bending capacity of the STRC column with built-in non through section steel in the joint, the quasi-static test and finite element simulation were carried out on the STRC columns with different lengths of built-in section steel and the comparison specimen without section steel. The mechanical mechanism and bearing capacity of the specimens were analyzed, and the effects of the length of section steel and confinement of steel tube were discussed. The results show that with the increase of the length of the built-in section steel, the failure section tends to transfer from the steel-concrete transition section to the column root. Increasing the diameter thickness ratio of steel tube will reduce the compression-bending capacity of steel tube and transition section and then affect the location of failure section. Based on the test and finite element analysis results, the calculation models of compression bending capacity of the column root and transition section are proposed, and the determination method of critical length of section steel is established. The research results provide a theoretical basis for the design of STRC column and joint with built-in non-through section steel.
- steel tubed reinforced concrete column /
- built-in non-through section steel /
- seismic performance /
- numerical simulation /
- compression-bending capacity

HTML全文

图 1 内置非贯通型钢增强STRC柱节点

Figure 1. STRC column joint reinforced with built-in non-through steel

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图 2 试件构造及截面尺寸　/mm

Figure 2. Dimensions and details of specimens

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图 3 试验加载装置

Figure 3. Test loading setup

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图 4 测点布置　/mm

Figure 4. Layout of measurement points

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图 5 试件STRC-3破坏形态

Figure 5. Failure mode of STRC-3

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图 6 核心混凝土破坏形态

Figure 6. Failure pattern of core concrete

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图 7 试件滞回曲线及水平承载力

Figure 7. Hysteresis curves and lateral bearing capacity of specimens

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图 8 钢管应力-位移曲线

Figure 8. Stress-displacement curves of steel tube

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图 9 钢管纵向应力-位移曲线

Figure 9. Longitudinal stress-displacement curves of steel tube

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图 10 有限元模型

Figure 10. Finite element model

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图 11 破坏形态对比

Figure 11. Comparison of failure modes

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图 12 试件变形图(变形放大10倍)

Figure 12. Deformation diagram of specimens(The deformation is magnified by 10 times)

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图 13 型钢与混凝土界面应力

Figure 13. Interface stress between section steel and concrete

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图 14 不同参数对型钢弯矩的影响

Figure 14. Influence of different parameters on bending moment of section steel

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图 15 试件破坏形态及钢管应力

Figure 15. Failure mode of the specimens

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图 16 过渡截面各分量占比

Figure 16. Proportion of each component of transition section

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图 17 理论与模拟(试验)结果对比

Figure 17. Comparison of theoretical and simulation (test) results

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图 18 钢管变形及受力状态

Figure 18. Deformation and force state of steel tube

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图 19 核心RC柱挠度

Figure 19. Deflection of core RC column

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图 20 B点截面位置

Figure 20. Section position of point B

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图 21 钢管A、B点相对侧移

Figure 21. Relative lateral shift of steel tube points A and B

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图 22 钢管侧移-弯矩关系曲线

Figure 22. Lateral displacement-bending moment relationship curve of steel tube

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图 23 弯矩-侧移曲线硬化系数

Figure 23. Hardening coefficient of moment-lateral shift curve

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图 24 理论公式与模拟结果对比

Figure 24. Comparison between theoretical formula and simulation results

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图 25 过渡截面钢管横向应力

Figure 25. Transverse stress of steel tube at transition section

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图 26 STRC柱受力状态

Figure 26. Force state of STRC column

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图 27 临界长度比值

Figure 27. Ratio of critical length

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表 1 试件主要设计参数

Table 1. Parameters of specimens

试件编号	D/mm	t/mm	h×b×t₁×t₂/mm	l/mm	n_t	f_cu/MPa	f_yt/MPa	f_ys/MPa	f_yv/MPa	f_a/MPa	P_ue/kN	P_us/kN	P_ue/ P_us
STRC-0	273	3	130×100×9×6	0	0.5	37.8	348.1	404.2	323.3	369.3	109.51	103.59	1.06
STRC-1	273	3	130×100×9×6	100	0.5	37.8	348.1	404.2	323.3	369.3	114.35	105.67	1.08
STRC-2	273	3	130×100×9×6	250	0.5	37.8	348.1	404.2	323.3	369.3	141.01	138.04	1.02
STRC-3	273	3	130×100×9×6	450	0.5	37.8	348.1	404.2	323.3	369.3	150.75	154.06	0.98
注：试件编号中0、1、2、3分别为无型钢以及型钢内置长度为100 mm、250 mm、450 mm；h、b、t₁、t₂分别为型钢腹板长度、翼缘宽度、翼缘厚度、腹板厚度；n_t为试验轴压比，n_t=N/(f_cckA_c)，N为试验轴压力，f_cck为考虑钢管约束作用的混凝土轴心抗压强度标准值，按规范[13]取，A_c为核心混凝土截面面积。f_yt、f_ys、f_yv、f_a分别为实测钢管、纵筋、箍筋、型钢屈服强度；P_ue和P_us分别为试件试验和有限元计算所得水平峰值荷载。

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