栓黏混合连接钢-UHPC组合板界面抗剪试验

李聪; 毛庆超; 胡文旭; 陈宝春

doi:10.19818/j.cnki.1671-1637.2025.05.019

栓黏混合连接钢-UHPC组合板界面抗剪试验

doi: 10.19818/j.cnki.1671-1637.2025.05.019

李聪¹,
毛庆超¹,
胡文旭²,
陈宝春^{1, 2, ,}

1.
福建理工大学土木工程学院，福建福州 350118
2.
福州大学土木工程学院，福建福州 350108

基金项目:

国家重点研发计划 2018YFC0705400

中国博士后基金特别资助项目 2023T160138

福建理工大学科研启动基金 GY-Z23239

福建省教育厅中青年教育科研项目(科技类)重点项目 JZ240040

详细信息

作者简介:
李聪(1990-)，男，河南汝南人，福建理工大学教授，工学博士，博士后，从事桥梁钢-混(UHPC)组合结构和拱桥研究

通讯作者:
陈宝春(1958-)，男，福建罗源人，教授，工学博士

中图分类号: U446.1
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出版历程
- 收稿日期: 2025-01-25
- 录用日期: 2025-08-25
- 修回日期: 2025-07-05
- 刊出日期: 2025-10-28

Shear test on interface of steel-UHPC composite slab with hybrid connection of headed stud and adhesive

1.
School of Civil Engineering, Fujian University of Technology, Fuzhou 350118, Fujian, China
2.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China

Funds:

National Key R&D Program of China 2018YFC0705400

Special Support Project of China Postdoctoral Science Foundation 2023T160138

Research Start-up Fund of Fujian University of Technology GY-Z23239

Key Project of the Education and Scientific Research of Fujian Province Department of Education for Young Teachers JZ240040

More Information

Corresponding author: CHEN Bao-chun (1958-), male, professor, PhD, baochunchen@fzu.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 以连接件类型、栓钉直径及数量等为参数，完成了19个推出试验，测试了界面破坏形态、荷载-滑移曲线、荷载-应变曲线等内容，分析了栓钉与黏结剂的抗剪组合作用与滑移机理，建立了抗剪承载力计算方法和抗剪-滑移预测模型。试验结果表明：栓黏混合连接试件的荷载-滑移曲线大致分为弹性段、黏结失效下降段、弹塑性段和栓钉剪断下降段；在黏结剂失效前，荷载主要由黏结剂承担，栓钉作用较小，该阶段与全黏结剂试件相似；黏结剂失效后，栓钉继续承受荷载作用，其弹塑性阶段及下降段与全栓钉试件相近；破坏模式表现为黏结剂与钢板界面脱黏，沿剪力槽下缘发生撕裂破坏，栓钉均表现为根部剪断；考虑栓钉与黏结剂组合作用，所建立的抗剪承载力计算方法，其计算值与试验值的比值为0.93，方差为0.13，可较为准确地预测栓黏混合连接的抗剪承载力；当栓钉与黏结剂的承载比为2.26~4.91时，栓黏混合连接钢-超高性能混凝土(UHPC)板界面抗剪性能主要由栓钉决定，黏结剂失效后，在不降低抗剪刚度的同时可提供一定的承载力储备；根据栓黏混合连接件抗剪滑移机制所建立的黏结剂失效前的指数函数预测模型和黏结剂失效后的反比例函数预测模型，可供实际工程参考。
- 桥梁工程 /
- 钢-UHPC组合板 /
- 推出试验 /
- 抗剪承载力 /
- 滑移模型 /
- 混合连接 /
- 组合作用
Abstract: With the type of connectors and the diameter and number of headed studs as the parameters, 19 push-out tests were conducted. The interface failure mode, load-slip curve, and load-strain curve were investigated. The shear combination effect and slip mechanism of headed studs and adhesives were analyzed, and the method for calculating the shear bearing capacity and the shear-slip prediction model were established. Test results show that the load-slip curve of the specimen with hybrid connection of headed stud and adhesive can be divided into elastic section, descending section (adhesive failure), elastic-plastic section, and descending section (stud fracture failure). The adhesive primarily bears the load before the adhesive failure, and the headed stud has little effect, which is similar to the specimen with the fully adhesive connection. After adhesive failure, the load is resisted by the headed studs, exhibiting an elastic-plastic section and descending section similar to the specimen with fully headed stud connection. The failure mode is characterized by debonding of adhesive from the steel slab interface, with tearing occurring along the lower edge of the shear pocket. The headed studs are all characterized by shear failure at the base. For the calculation method of shear bearing capacity established in consideration of the synergistic effect of the headed stud and adhesive, the ratio of the calculated value and the experimental value is 0.93, with a variance of 0.13, indicating that the method can predict the shear bearing capacity of the hybrid connector with reasonable accuracy. The interface shear performance of the steel-ultra-high performance concrete (UHPC) slab with hybrid connection of headed stud and adhesive is mainly determined by the headed stud, when the shear bearing capacity ratio of headed studs to adhesives is 2.26-4.91. A certain bearing capacity reserve without reduction in the shear stiffness can be provided when the adhesive fails. According to the shear-slip mechanism of the hybrid headed stud-adhesive connector, the models for exponential function prediction before adhesive failure and for inverse proportional function prediction after adhesive failure were established. They can provide reference for practical projects.
- bridge engineering /
- steel-UHPC composite slab /
- push-out test /
- shear model /
- slip model /
- hybrid connector /
- composite effect

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图 1 试件尺寸(SA₁₃-P_Ⅱ-W_Ⅰ为例)(单位：mm)

Figure 1. Dimension of specimen (SA₁₃-P_Ⅱ-W_Ⅰ as an example) (unit: mm)

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图 2 A、S和SA组试件的侧视图(单位：mm)

Figure 2. Side view of A, S, and SA group specimens (unit: mm)

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图 3 试件制作流程(SA₁₃-P_Ⅱ-W_Ⅰ为例)

Figure 3. Preparation process of specimens (SA₁₃-P_Ⅱ-W_Ⅰ as an example)

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图 4 试验加载

Figure 4. Test setup

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图 5 试件界面破坏模式

Figure 5. Interface failure mode of specimens

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图 6 栓钉剖面破坏形态

Figure 6. Failure mode of headed stud section

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图 7 A组和S组试件的荷载-滑移曲线

Figure 7. Load-slip curves of specimens in A and S groups

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图 8 SA组试件荷载-滑移曲线

Figure 8. Load-slip curves of specimens in SA group

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图 9 不同连接件的荷载-滑移曲线

Figure 9. Load-ship curves of different connectors

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图 10 S组试件栓钉荷载-应变曲线

Figure 10. Load-strain curves of specimens in S group

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图 11 SA组与S组试件栓钉荷载-应变曲线

Figure 11. Load-strain curves of specimens in SA and S groups

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图 12 抗剪刚度

Figure 12. Shear stiffness

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图 13 栓钉直径的影响

Figure 13. Influence of diameter of headed studs

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图 14 栓钉数量的影响

Figure 14. Influence of number of headed studs

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图 15 栓钉布置间距的影响

Figure 15. Influence of spacing of headed studs

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图 16 典型荷载-滑移曲线

Figure 16. Typical load-slip curves

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图 17 模型预测结果与试验结果对比

Figure 17. Comparison results between model predicted and test

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图 18 oa段预测值与试验值对比

Figure 18. Comparison between predicted and test values of oa stage

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图 19 db段预测值与试验值对比

Figure 19. Comparison between predicted and test values of db stage

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表 1 试件信息与主要结果

Table 1. Details of specimens and main results

试件编号	连接类型	试件编号	极限承载力/kN				破坏形态
试件编号	连接类型	试件编号	N_{u1, e}	N_{ul, ave, e}	N_{u2, e}	N_{u2, ave, e}	黏结剂	栓钉
1	A	A-1	246.3	240.3			钢板界面脱黏
2		A-2	223.6
3		A-3	251.1
4	S	S₁₃-P_Ⅲ-1			847.7	818.3		栓钉剪断
5		S₁₃-P_Ⅲ-2			788.9	818.3
6		S₁₆-P_Ⅲ-1			1 084.6	1 128.1
7		S₁₆-P_Ⅲ-2			1 171.6
8	SA	SA₁₃-P_Ⅱ-1	370.2	339.8	582.3	557.5	钢板界面脱黏	栓钉剪断
9		SA₁₃-P_Ⅱ-2	309.4	339.8	532.7	557.5	钢板界面脱黏	栓钉剪断
10		SA₁₆-P_Ⅱ-1	370.7	354.9	835.6	812.0	钢板界面脱黏	栓钉剪断
11		SA₁₆-P_Ⅱ-2	339.1	354.9	788.3	812.0	钢板界面脱黏	栓钉剪断
12		SA₁₃-P_Ⅲ-1	511.4	521.3	834.7	812.2	钢板界面脱黏	栓钉剪断
13		SA₁₃-P_Ⅲ-2	531.3	521.3	789.7	812.2	钢板界面脱黏	栓钉剪断
14		SA₁₆-P_Ⅲ-1	529.5	541.4	850.1	982.1	钢板界面脱黏	栓钉剪断
15		SA₁₆-P_Ⅲ-2	553.4	541.4	1 114.1	982.1	钢板界面脱黏	栓钉剪断
16		SA₁₃-P_Ⅱ-W_Ⅰ-1	460.0	475.7	796.1	785.1	钢板界面脱黏	栓钉剪断
17		SA₁₃-P_Ⅱ-W_Ⅰ-2	491.5	475.7	774.1	785.1	钢板界面脱黏	栓钉剪断
18		SA₁₆-P_Ⅱ-W_Ⅰ-1	471.5	478.5	1 093.4	1 023.4	钢板界面脱黏	栓钉剪断
19		SA₁₆-P_Ⅱ-W_Ⅰ-2	485.5	478.5	953.4	1 023.4	钢板界面脱黏	栓钉剪断

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表 2 UHPC材性测试结果

Table 2. UHPC material test results

UHPC类型	养护方式	UHPC材料组分/(kg·m^-3)							测试结果
UHPC类型	养护方式	水泥	硅灰	粉煤灰	水	减水剂	细集料(粒径0~2.36 mm)	粗集料(粒径4.75~10.00 mm)	f_c/MPa	f_t/MPa	E_c/GPa
预制UHPC	蒸汽	859.5	258.0		178.8	21.5	1 005.5		165.8	8.5	46.7
现浇UHPC	常温	859.5	129.0	129.0	201.2	21.5	807.9	197.7	152.4	7.2	45.1

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表 3 钢材材性测试结果

Table 3. Steel material test results

钢材类型	屈服强度/ MPa	极限强度/ MPa	弹性模量/ GPa	屈服应变/ 10^-3
钢板	403.4	564.9	206.1	1.938
钢筋	419.7	612.2	210.0	2.011
13 mm栓钉	414.3	510.7	207.0	1.895
16 mm栓钉	391.4	488.4	207.0	1.746

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表 4 抗剪承载力试验与计算结果

Table 4. Test and calculation results of shear bearing capacity

试件	试验结果/kN		组合作用分析				计算结果
试件	N_{u1, e}	N_{u2, e}	N_A/kN	N_S1/kN	N_A+N_S1/ kN	$\frac{N_{\mathrm{u} 1, \mathrm{e}}}{N_{\mathrm{A}}+N_{\mathrm{S} 1}}$	μ	ν	N_{u1, c}/kN	$\frac{N_{\mathrm{u} 1, \mathrm{c}}}{N_{\mathrm{u} 1, \mathrm{e}}}$
SA₁₃-P_Ⅱ	339.8	557.5	240.3	123.2	363.5	0.94	0.22	1.0	363.5	1.04
SA₁₆-P_Ⅱ	354.9	812.0		130.1	370.4	0.96	0.16		402.7	1.14
SA₁₃-P_Ⅲ	521.4	812.2		194.4	434.7	1.20	0.23		407.2	0.78
SA₁₆-P_Ⅲ	553.4	1 114.1		232.3	472.6	1.17	0.21		463.1	0.84
SA₁₃-P_Ⅱ-W_Ⅰ	475.8	785.1		149.5	389.8	1.22	0.20		399.5	0.84
SA₁₆-P_Ⅱ-W_Ⅰ	471.5	1 093.4		229.3	469.6	1.00	0.21		459.0	0.97
平均值						1.08	0.20			0.93
方差						0.12	0.02			0.13

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表 5 抗剪-滑移预测模型

Table 5. Shear-slip relationship model

来源	预测模型	研究对象
文献[38]	$\frac{N}{N_{\mathrm{u}}}=\left(1-\mathrm{e}^{-0.71 S}\right)^{0.4}$	钢-轻质混凝土
文献[39]	$\frac{N}{N_{\mathrm{u}}}=\left(1-\mathrm{e}^{-0.55 S}\right)^{0.3}$	钢-混凝土
文献[40]	$\frac{N}{N_{\mathrm{u}}}=\left(1-\mathrm{e}^{-0.7 S}\right)^{1 / 3}$	钢-混凝土
文献[41]	$\frac{N}{N_{\mathrm{u}}}=\left(1-\mathrm{e}^{-0.61 S}\right)^{0.34}$	钢-高强混凝土
文献[42]	$\frac{N}{N_{\mathrm{u}}}=\left(1-\mathrm{e}^{-1.1 S}\right)^{0.96}$	钢-混凝土/UHPC
文献[43]	$\frac{N}{N_{\mathrm{u}}}=\frac{3.15 \mathrm{~S}}{1+3.15 \mathrm{~S}}$	钢-混凝土
文献[44]	$\frac{N}{N_{\mathrm{u}}}=\frac{4.44(S-0.031)}{1+4.24(S-0.031)}$	钢-高强混凝土
文献[45]	$\frac{N}{N_{\mathrm{u}}}=\frac{S}{0.5+0.97 S}$	钢-混凝土
文献[46]	$\frac{N}{N_{\mathrm{u}}}=\frac{S / d}{0.006+1.02 S / d}$	钢-UHPC

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表 6 抗剪-滑移预测结果

Table 6. Results of shear-slip prediction

试件编号	oa段[式(3)]			db段[式(4)]
试件编号	m	n	R²	k	R²
SA₁₃-P_Ⅱ	102.91	0.260	0.959	0.014	0.926
SA₁₆-P_Ⅱ	31.86	0.130	0.912	0.012	0.957
SA₁₃-P_Ⅲ	67.88	0.090	0.910	0.006	0.889
SA₁₆-P_Ⅲ	64.92	0.090	0.886	0.006	0.932
SA₁₃-P_Ⅱ-W_Ⅰ	60.63	0.100	0.896	0.007	0.991
SA₁₆-P_Ⅱ-W_Ⅰ	67.01	0.100	0.907	0.008	0.980
平均值	65.10	0.090		0.007
方差	2.80	0.003		0.001

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