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浙江大学学报(工学版)
浙江大学学报(工学版)  2021, Vol. 55 Issue (9): 1714-1724    DOI: 10.3785/j.issn.1008-973X.2021.09.013
土木工程、水利工程     
钢-UHPC组合结构新型剪力件的抗剪性能
曾丹1(),刘扬1,2,*(),曹磊2
1. 长沙理工大学 土木工程学院，湖南 长沙 410114
2. 湖南工业大学 土木工程学院，湖南 株洲 412007
Shear performance of innovative shear connectors in steel-UHPC composite structure
Dan ZENG1(),Yang LIU1,2,*(),Lei CAO2
1. School of Civil Engineering, Changsha University of Science and Technology, Changsha 410114, China
2. College of Civil Engineering, Hunan University of Technology, Zhuzhou 412007, China
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摘要：

为了解决钢-UHPC组合桥面板因UHPC层较薄导致剪力件高度受限、施工难度大、抗剪强度和刚度不足等问题，提出弧形钢筋、栓钉+弧形钢筋2种新型剪力连接方式. 考虑剪力件直径的影响，设计7组共14个推出试件，通过与栓钉剪力件对比分析，研究剪力件的抗剪性能及承载力. 结果表明：3种剪力件的破坏形态及破坏机理、荷载?滑移曲线变化规律区别明显. 弧形钢筋剪力件的延性和刚度均优于另外2种剪力件，且与直径呈线性关系. 基于线性回归分析，给出考虑栓钉周围楔形块对栓钉剪力件抗剪贡献的承载力计算公式、考虑弧形钢筋和其内部UHPC共同抗剪的承载力计算经验公式，计算结果与试验值较吻合.
关键词： 钢-UHPC组合结构;  弧形钢筋剪力件;  栓钉+弧形钢筋剪力件;  推出试验;  抗剪性能;  抗剪承载力    
Abstract:

Two innovative shear connector named arc-shaped reinforcement and stud+arc-shaped reinforcement were proposed, in order to solve the problems of limited height of shear connector, difficult construction, insufficient shear strength and stiffness resulted by the thin UHPC layer of steel-UHPC composites bridge deck. Considering shear connector diameter, a total of fourteen push-out specimens for 7 groups were designed, the shear properties and bearing capacity of shear connectors were comparatively analyzed with studs. Experimental results show that the failure patterns and mechanisms, variation law of load-slip curve of the three kinds of shear connectors are quite different. Both the ductility and stiffness of arc-shaped reinforcement shear connectors are better than the other two kinds of shear connectors, which keep linear relation with diameter. Based on the linear regression analysis, the bearing capacity calculation formula of stud, considering the shear contribution of wedge-shaped block around studs, and empirical formula of arc-shaped reinforcement shear connectors, considering the shear strength of arc-shaped steel bar and its internal UHPC strength were given respectively, which were in good agreement with the experimental results.
Key words: steel-UHPC composite structure    arc-shaped reinforcement    stud+arc-shaped reinforcement    push-out test    shear behavior    shear capacity
收稿日期: 2020-10-20 出版日期: 2021-10-20
CLC:  U 443.3  
基金资助: 湖南省自然科学基金资助项目（2019JJ50138）；国家自然科学基金资助项目（51908068）；湖南省教育厅资助项目（19C0566）；湖南省研究生创新基金资助项目（CX20190637）
通讯作者: 刘扬     E-mail: zengdanql@163.com;lyql19807@163.com
作者简介: 曾丹（1990—），女，博士生，从事钢-UHPC组合桥梁结构的理论研究. orcid.org/0000-0001-5635-4500. E-mail： zengdanql@163.com
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引用本文:

曾丹,刘扬,曹磊. 钢-UHPC组合结构新型剪力件的抗剪性能[J]. 浙江大学学报(工学版), 2021, 55(9): 1714-1724.

Dan ZENG,Yang LIU,Lei CAO. Shear performance of innovative shear connectors in steel-UHPC composite structure. Journal of ZheJiang University (Engineering Science), 2021, 55(9): 1714-1724.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2021.09.013    或    https://www.zjujournals.com/eng/CN/Y2021/V55/I9/1714

图 1  试件设计尺寸
剪力件类型 试件编号 ds/mm du/mm n/个
栓钉 A-1-1 10 2
A-1-2
A-2-1 16 2
A-2-2
弧形钢筋 C-1-1 8 2
C-1-2
C-2-1 10 2
C-2-2
C-3-1 12 2
C-3-2
栓钉+弧形钢筋 C-4-1 10 12 2
C-4-2
C-5-1 16 12 2
C-5-2
表 1  试件设计参数
图 2  弧形钢筋构造细节
图 3  试件施工工艺流程图
部件 材料类型 E/GPa fu/MPa ft/MPa fc/MPa
H型钢 Q345 206 345 - -
UHPC板 UHPC 42.6 - - 167.41
栓钉 ML15 206 345 400 -
弧形钢筋 HRB400 206 400 540 -
表 2  推出试件主要材料参数
图 4  试验加载装置图
图 5  栓钉剪力件破坏形态
图 6  弧形钢筋剪力件破坏形态
图 7  栓钉+弧形钢筋剪力件破坏形态
剪力类型件 试件编号 Pu/kN Pavg/kN δu/mm δavg/mm Dc Dcavg 最终破坏形态
栓钉 A-1-1 430.65 446.06 1.27 1.315 2.248 2.507 一侧栓钉全部剪断，栓钉根部周围UHPC局部压溃
A-1-2 461.47 1.36 2.765
A-2-1 903.42 908.32 1.20 1.215 4.364 3.907 一侧栓钉全部剪断，栓钉根部周围UHPC局部压溃
A-2-2 913.22 1.23 3.451
弧形钢筋 C-1-1 1 290.88 1 168.11 0.56 0.605 2.036 2.179 竖向弧形钢筋下端周围UHPC压溃并脱落
C-1-2 1 045.33 0.65 2.321
C-2-1 1 569.13 1 475.46 0.61 0.645 3.292 3.291 竖向弧形钢筋下端周围UHPC压溃并脱落
C-2-2 1 381.78 0.68 3.290
C-3-1 1 746.05 1 801.26 0.96 0.855 6.194 5.981 竖向弧形钢筋下端周围UHPC压溃并脱落
C-3-2 1 856.47 0.75 5.769 竖向弧形钢筋下端周围UHPC压溃并脱落，
UHPC板上表面开裂
栓钉+弧形钢筋 C-4-1 1 983.47 1 891.69 0.49 0.560 2.000 2.005 竖向弧形钢筋上端处UHPC板顶面开裂
C-4-2 1 799.92 0.63 2.010
C-5-1 2 664.87 2 611.67 058 0.695 3.100 3.108 UHPC板竖向弧形钢筋处顶面和侧面开裂
C-5-2 2 558.47 0.81 3.115
表 3  推出试件主要试验结果
图 8  3种剪力件荷载−滑移曲线
图 9  弧形钢筋剪力件荷载−滑移曲线
图 10  栓钉+弧形钢筋剪力件荷载−滑移曲线
试件编号 文献[21] 文献[17] 本文
Ksm Kavg Ksm Kavg Ksm Kavg
A-1-1 94.4 101.4 73.9 79.45 80.0 87.6
A-1-2 108.3 85.0 95.2
A-2-1 313.7 329.8 298.3 286.9 298.1 296.8
A-2-2 345.9 275.5 295.5
C-1-1 286.1 454.9 228.2 201.2 239.7 212.81
C-1-2 168.8 174.2 185.9
C-2-1 578.6 529.2 400.3 361.8 452.2 401.08
C-2-2 479.8 323.3 349.9
C-3-1 679.9 747.1 580.9 628.9 634.5 669.9
C-3-2 814.2 676.8 705.2
C-4-1 282.5 250.0 251.5 216.3 253.7 223.52
C-4-2 217.4 181.0 193.4
C-5-1 411.2 392.6 419.0 381.0 417.6 386.91
C-5-2 374.0 343.1 356.2
表 4  单个剪切面3种刚度计算方法的比较
图 11  单根弧形钢筋抗剪刚度−直径变化曲线
图 12  3种剪力件单个剪切面抗剪刚度对比
图 13  弧形钢筋直径−延性系数变化曲线
图 14  3种剪力件延性系数对比
图 15  3种剪力件承载力对比
图 16  单根弧形钢筋承载力−直径变化曲线
图 17  预测抗剪承载力与试验测试结果的对比
试件编号 Ptu/kN Vu/kN Vu/Ptu
C-1-1 161.36 147.34 0.91
C-1-2 130.67 1.13
C-2-1 196.14 181.93 0.93
C-2-2 172.72 1.05
C-3-1 218.26 226.31 1.04
C-3-2 232.06 0.98
表 5  单根弧形钢筋剪力件抗剪承载力计算值与试验值
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