装配式钢-混凝土组合管剪力墙轴压性能与承载力计算方法研究

庞瑞; 丁书苏; 王文杰; 刘宇豪; 徐科

doi:10.6052/j.issn.1000-4750.2020.08.0603

装配式钢-混凝土组合管剪力墙轴压性能与承载力计算方法研究

doi: 10.6052/j.issn.1000-4750.2020.08.0603

河南工业大学土木工程学院，郑州 450001

基金项目: 国家自然科学基金项目(51778214)；中原青年拔尖人才项目(ZYQR201912170)；河南省属高校基本科研业务专项基金项目(2017RCJH04)

详细信息

作者简介:
丁书苏(1996−)，女，江苏苏州人，硕士生，主要从事装配式混凝土结构研究(E-mail: 876093812@qq.com)

王文杰(1997−)，男，福建南平人，硕士生，主要从事装配式混凝土结构研究(E-mail: 291159216@qq.com)

刘宇豪(1997−)，男，河南周口人，硕士生，主要从事装配式混凝土结构研究(E-mail: 1209452139@qq.com)

徐　科(1997−)，男，河南郑州人，硕士生，主要从事装配式混凝土结构研究(E-mail: 836528868@qq.com)

通讯作者:
庞　瑞(1981−)，男，河南信阳人，教授，博士，博导，主要从事装配式混凝土结构研究(E-mail:seupangrui@163.com)

中图分类号: TU375.2；TU317+.1
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- 被引次数: 0
出版历程
- 收稿日期: 2020-08-26
- 修回日期: 2020-12-28
- 网络出版日期: 2021-03-30
- 刊出日期: 2021-09-13

STUDY ON AXIAL COMPRESSIVE BEHAVIOR AND CALCULATION METHOD OF PRECAST SRC COMPOSITE TUBE SHEAR WALLS

College of Civil Engineering, He'nan University of Technology, Zhengzhou 450001, China

摘要

摘要: 为研究装配式钢-混凝土组合管(SRCT)剪力墙的轴压性能，完成了7个SRCT剪力墙试件的轴压性能试验，分析了试件的破坏形态、承载能力、位移延性、初始刚度等轴压性能。结果表明：SRCT剪力墙具有良好的轴压承载能力、刚度和变形能力，表现出良好的轴压承载性能；SRCT剪力墙轴压承载能力和初始刚度与距厚比成反比，延性与距厚比成正比；拉结筋布置形式对SRCT剪力墙的轴压承载力有一定影响，对初始刚度影响较小，拉结筋梅花形布置的SRCT剪力墙轴压承载力更高；侧面锚栓布置形式对SRCT剪力墙承载力有较大影响，随着侧面锚栓的加强，SRCT剪力墙承载能力增大；提出了考虑钢板局部屈曲和钢管对内膛混凝土约束作用的SRCT剪力墙轴压承载力和初始刚度计算方法，计算结果与试验值吻合良好。
- 钢-混凝土组合管剪力墙 /
- 轴压试验 /
- 承载力 /
- 刚度 /
- 理论计算方法
Abstract: An experimental study was conducted on seven precast steel-concrete composite tube (SRCT) shear walls to evaluate their axial compressive behaviors. Performance of the test specimens was evaluated in terms of failure modes, load-bearing capacity, ductility and initial stiffness, etc. The test results show that SRCT shear walls have high bearing capacity, stiffness and ductility. They show good axial compression performance. The ratio of distance to thickness is inversely proportional to the load-bearing capacity and initial stiffness of the wall, and proportional to the ductility of the wall; The layout of the stud has some effect on the bearing capacity of the wall, but it has little effect on the initial stiffness of the wall. The bearing capacity of SRCT shear wall with the stud of quincunx arrangement is better; The arrangement of bolts has great influence on the bearing capacity of SRCT shear wall. With the strengthening of the bolts, the bearing capacity of the wall are enhanced. The calculation methods of vertical bearing capacity and initial stiffness of SRCT shear wall considering the local buckling of steel plate and the restraint effect of steel tube on the inner concrete are put forward. The proposed calculation values are in good agreement with the test values.
- SRCT shear wall /
- axial compression test /
- bearing capacity /
- stiffness /
- theoretical calculation method

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图 1 SRCT剪力墙结构示意图

Figure 1. Sketch of SRCT shear wall

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图 2 试件几何尺寸及构造　/mm

Figure 2. Dimensions and details of specimens

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图 3 试件制作过程

Figure 3. Production process of specimens

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图 4 试验加载装置

Figure 4. Test setup

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图 5 试件测点布置

Figure 5. Arrangement of measuring points

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图 6 典型受力全过程图

Figure 6. Typical loading process

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图 7 试件典型破坏形态

Figure 7. Failure mode of specimens

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图 8 荷载-位移曲线

Figure 8. Load-displacement curves

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图 9 试件WP1-75d荷载-应变曲线

Figure 9. Force-strain relationship of WP1-75d

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图 10 试件WP2-60荷载-应变曲线

Figure 10. Force-strain relationship of specimen WP2-60

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图 11 板的有效截面

Figure 11. Effective cross-section of plate

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图 12 钢板区格受力示意图

Figure 12. Schematic diagram of steel plate stress

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图 13 钢管侧向受力图

Figure 13. Lateral actions of steel plates

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图 14 混凝土约束区示意图

Figure 14. Diagram of confined concrete

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图 15 计算值与试验值的比值分布图

Figure 15. Distribution of the ratio of calculated values to test

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表 1 试验主要参数

Table 1. Main test parameters

试件编号	钢板厚度/mm	拉结筋直径/mm	拉结筋间距/mm	拉结筋布置形式	侧面锚栓布置形式
WP1-75d	1	6	75	梅花	双排
WP1.5-50	1.5	6	75	梅花	单排
WP1.5-70d	1.5	6	105	梅花	双排
WP2-40	2	8	80	梅花	单排
WR2-60	2	8	120	矩形	单排
WP2-60	2	8	120	梅花	单排
WP2-70	2	8	140	梅花	单排

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表 2 混凝土力学性能

Table 2. Mechanical properties of concrete

试件编号	立方体抗压强度f_cu/MPa		弹性模量E_c/MPa
试件编号	外层	内膛	外层	内膛
WP1-75d	64.28	47.50	3.65×10⁴	3.41×10⁴
WP1.5-50	68.73	24.77	3.70×10⁴	2.78×10⁴
WP1.5-70d	60.23	32.15	3.60×10⁴	3.05×10⁴
WP2-40	68.73	34.77	3.70×10⁴	3.13×10⁴
WR2-60	50.17	32.77	3.46×10⁴	3.07×10⁴
WP2-60	64.28	48.83	3.65×10⁴	3.43×10⁴
WP2-70	51.30	32.15	3.48×10⁴	3.05×10⁴

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表 3 钢材力学性能

Table 3. Mechanical properties of steel

钢板厚度或钢筋直径/mm	屈服强度 f_y/MPa	极限强度 f_u/MPa	弹性模量 E_s/MPa
t =1(厚度)	285.63	380.83	2.03×10⁵
t =1.5	288.63	382.23	2.03×10⁵
t =2	220.73	304.36	2.05×10⁵
t =6	301.11	452.97	2.06×10⁵
d=8(直径)	462.34	584.97	2.01×10⁵
d=6	692.81	759.93	2.05×10⁵

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表 4 主要阶段试验结果

Table 4. Test results at main stages

试件编号	初裂点		屈服点		峰值点		极限点		延性系数 μ	初始刚度K_t/ (kN/mm)
试件编号	荷载N_c/kN	位移Δ_c/mm	荷载N_y/kN	位移Δ_y/mm	荷载N_u/kN	位移Δ_u/mm	荷载N_d/kN	位移Δ_d/mm	延性系数 μ	初始刚度K_t/ (kN/mm)
WP1-75d	3600.00	2.05	7100.00	6.79	9198.32	5.84	7818.30	8.48	1.25	6988.35
WP1.5-50	2500.76	3.58	8610.96	8.59	8937.76	10.78	7597.10	12.81	1.49	6408.61
WP1.5-70d	3500.44	2.65	9413.54	6.19	9698.08	7.14	8243.37	8.80	1.42	6280.21
WP2-40	5700.60	3.26	9700.24	5.13	11 625.28	6.79	9881.49	7.55	1.47	6811.00
WR2-60	3601.32	2.43	6877.26	4.55	9333.64	7.28	7933.59	9.48	2.08	6604.43
WP2-60	2000.72	1.95	7801.32	4.76	10 158.36	6.48	8634.61	7.30	1.53	6725.81
WP2-70	1500.36	1.13	6550.40	4.28	7894.00	6.09	6709.90	6.75	1.58	6308.62

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表 5 初始刚度计算值与试验值比较

Table 5. Comparison between calculated values and test values of K

试件编号	K_t刚度试验值/ (kN/mm)	K_c刚度计算值/ (kN/mm)	计算值/试验值 K_c/K_t
WP1-75d	6988.35	6469.91	0.93
WP1.5-70d	6408.61	5948.99	0.93
WP1.5-50	6280.21	6175.69	0.98
WP2-40	6811.00	6431.18	0.94
WR2-60	6604.43	6231.74	0.94
WP2-60	6725.81	6715.85	1.00
WP2-70	6308.62	6222.26	0.99

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表 6 比值平均值与离散系数

Table 6. Average value and dispersion coefficient of ratio

参数	N_c/N_t	N_GJB/N_t	N_CECS/N_t	N_EC4/N_t	N_JGJ/N_t
平均数	1.04	0.91	0.91	0.83	0.88
离散系数	0.09	0.12	0.12	0.10	0.11
注：N_t为试验值；N_c为本文计算方法下轴压承载力计算值；N_GJB为文献[33]计算方法下轴压承载力计算值；N_CECS为文献[34]计算方法下轴压承载力计算值；N_EC4为文献[35]计算方法下轴压承载力计算值；N_JGJ为文献[36]计算方法下轴压承载力计算值。

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表 7 承载力计算值与试验值比较

Table 7. Comparison between calculated values and test values of N

试件编号	N_t/kN	计算值/kN
试件编号	N_t/kN	N_c	N_c/N_t	N_GJB	N_GJB/N_t	N_CECS	N_CECS/N_t	N_EC4	N_EC4/N_t	N_JGJ	N_JGJ/N_t
WP1-75d	9198.00	9046.24	0.98	10 022.78	1.08	9956.43	1.08	8796.86	0.95	9501.20	1.03
WP1.5-50	8937.76	10 346.38	1.16	7812.52	0.87	7737.87	0.87	7338.61	0.82	7703.55	0.86
WP1.5-70d	9698.08	9864.21	1.01	8217.11	0.85	8141.34	0.84	7501.84	0.77	7975.51	0.82
WP2-40	11 625.28	10 417.06	0.90	8890.38	0.76	8815.57	0.76	8187.31	0.70	8696.27	0.74
WR2-60	9333.64	9399.49	1.00	7710.81	0.83	7636.22	0.82	7032.46	0.75	7512.15	0.80
WP2-60	10 158.36	10 111.29	1.00	10 314.52	1.02	10 235.78	1.01	9116.45	0.89	9831.23	0.96
WP2-70	7894.00	9399.17	1.19	7754.65	0.98	7677.36	0.97	7041.25	0.89	7511.86	0.95
注：N_t为试验值；N_c为本文计算方法下轴压承载力计算值；N_GJB为文献[33]计算方法下轴压承载力计算值；N_CECS为文献[34]计算方法下轴压承载力计算值；N_EC4为文献[35]计算方法下轴压承载力计算值；N_JGJ为文献[36]计算方法下轴压承载力计算值。

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