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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2020, Vol. 54 Issue (11): 2076-2084    DOI: 10.3785/j.issn.1008-973X.2020.11.002
    
Effects of stud height on shear behavior of stud connectors
Jin-feng WANG(),Ai-ping ZHANG,Wen-hao WANG
College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
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Abstract  

Twenty-four stud connector push-out specimens were prepared and tested to analyze the effect of stud height on shear behavior of stud connectors. The load-slip curves and failure modes of studs with different diameters and heights were obtained, the influence of stud height on shear behavior was investigated, and the formula of shear bearing capacity of stud connectors considering stud height was proposed. Results indicated that the shear bearing capacity increased with the increasing of aspect ratio when the aspect ratio was 4.5~13.2, and the shear stiffness increased with the increasing of aspect ratio when the aspect ratio was less than ten, but the shear stiffness changed slightly when the aspect ratio was more than ten. The formula for calculating the shear bearing capacity of stud connectors with aspect ratio of 4.5~13.2 when shear failure occurs was proposed, which considered more comprehensive factors and agreed well with the test results. The design values of shear stiffness in current specification of China were a little conservative. It is suggested that when the relevant design is to be carried out, Eurocode four specification or the calculation method proposed by Oehlers can be selected as reference to reduce the number of stud shear connectors and decrease the difficulty of design and construction.

Key words： steel-concrete composite structure      stud connector      stud height      aspect ratio      shear bearing capacity      shear stiffness     
Received: 08 December 2019      Published: 15 December 2020
CLC:  U 44  
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Jin-feng WANG
Ai-ping ZHANG
Wen-hao WANG
Cite this article:

Jin-feng WANG,Ai-ping ZHANG,Wen-hao WANG. Effects of stud height on shear behavior of stud connectors. Journal of ZheJiang University (Engineering Science), 2020, 54(11): 2076-2084.

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http://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2020.11.002     OR     http://www.zjujournals.com/eng/Y2020/V54/I11/2076


栓钉高度对栓钉连接件抗剪性能的影响

为了研究栓钉高度对栓钉连接件抗剪性能的影响，通过24个栓钉抗剪性能模型推出试件，获得栓钉在不同直径和高度下的荷载-滑移曲线和破坏模态，比较分析栓钉高度对栓钉连接件抗剪性能的影响，建立考虑栓钉高度的抗剪承载力计算式. 研究结果表明：当栓钉连接件长径比为4.5~13.2时，栓钉的抗剪承载力随长径比的增加而增大；当栓钉长径比小于10时，抗剪刚度随长径比的增加而增大，当长径比大于10时，抗剪刚度变化较小. 提出栓钉连接件长径比为4.5~13.2时栓钉连接件发生剪断破坏时的抗剪承载力计算式，该公式考虑的因素更全面，与试验结果较吻合；中国现行规范关于栓钉抗剪刚度的设计值偏保守，在进行设计时可以选取规范Eurocode4或Oehlers提出的计算方法进行参考，以达到减少栓钉使用数量，降低设计和施工难度的目的.


关键词： 钢-混凝土组合结构,  栓钉连接件,  栓钉高度,  长径比,  抗剪承载力,  抗剪刚度 
ds /mm fy /MPa fst /MPa Es /GPa
16 322 384 213
19 354 437 213
22 371 455 213
Tab.1 Principal mechanical properties of stud connectors
Fig.1 Dimensions and details of test specimens of stud connectors
试件分组 试件编号 试件数量 ${d_{\rm{s}}}/{\rm{mm}}$ ${h_{\rm{s}}}/{\rm{mm}}$
STUD1 STUD1-1~2 2 16 80
STUD2 STUD2-1~2 2 16 120
STUD3 STUD3-1~2 2 16 160
STUD4 STUD4-1~2 2 16 200
STUD5 STUD5-1~2 2 19 100
STUD6 STUD6-1~2 2 19 150
STUD7 STUD7-1~2 2 19 200
STUD8 STUD8-1~2 2 19 250
STUD9 STUD9-1~2 2 22 100
STUD10 STUD10-1~2 2 22 160
STUD11 STUD11-1~2 2 22 220
STUD12 STUD12-1~2 2 22 280
Tab.2 Grouping of test specimens of stud connectors
Fig.2 Load and test devices of test specimens of stud connectors
Fig.3 Load-slip curves of stud connectors of 16 mm in diameter
Fig.4 Load-slip curves of stud connectors of 19 mm in diameter
Fig.5 Load-slip curves of stud connectors of 22 mm in diameter
试件分组 hs /ds N0 /kN Nu /kN ρ ks /(kN·mm?1)
试件1 试件2 均值 试件1 试件2 均值 试件1 试件2 均值
STUD1 5.0 41.3 42.0 41.6 66.8 65.3 66.0 0.63 206.3 210.0 208.1
STUD2 7.5 46.0 49.9 47.9 95.0 80.5 87.8 0.55 230.0 249.4 239.7
STUD3 10.0 45.0 57.3 51.1 97.0 88.8 92.9 0.55 225.0 286.3 255.6
STUD4 12.5 58.3 45.5 51.9 113.3 92.5 102.9 0.50 291.3 227.5 259.4
STUD5 5.3 45.7 50.7 48.2 79.8 90.1 84.9 0.57 228.6 253.6 241.1
STUD6 7.9 68.5 84.0 76.3 131.8 131.3 131.5 0.58 342.5 420.0 381.3
STUD7 10.5 79.3 78.3 78.8 138.0 155.0 146.5 0.54 396.3 391.3 393.8
STUD8 13.2 74.5 76.0 75.3 141.4 154.5 147.9 0.51 372.5 380.0 376.3
STUD9 4.5 84.4 89.3 86.8 143.3 122.3 132.8 0.65 422.1 446.3 434.2
STUD10 7.3 106.3 113.0 109.7 165.5 174.7 170.1 0.64 531.5 565.0 548.3
STUD11 10.0 107.9 119.6 113.7 176.3 191.6 183.9 0.62 539.4 597.9 568.6
STUD12 12.7 116.7 114.5 115.6 216.4 195.8 206.1 0.56 583.7 572.5 578.1
Tab.3 Push-out test results of stud connectors
Fig.6 Relation between shear bearing capacity and aspect ratio of stud connectors
Fig.7 Relation between shear stiffness and aspect ratio of stud connectors
Fig.8 Failure modes of stud connectors on side of steel beam
Fig.9 Failure modes of stud connectors on side of concrete slab
Fig.10 Schematic diagram of CT scan test
Fig.11 Deformation of stud connectors
试件分组 $\overline {{N_{\rm{u}}}} /{\rm{kN}}$ ${N_{\rm{uc} } }/{\rm{kN} }$ ${N_{\rm{uc} } }/\overline { {N_{\rm{u} } } }$
式（1） 式（2） 式（3） 式（4） 式（1） 式（2） 式（3） 式（4）
STUD1 66.0 54.0 52.6 49.4 65.6 0.82 0.80 0.75 0.99
STUD2 87.8 54.0 52.6 49.4 65.6 0.62 0.60 0.56 0.75
STUD3 92.9 54.0 52.6 49.4 65.6 0.58 0.57 0.53 0.71
STUD4 102.9 54.0 52.6 49.4 65.6 0.52 0.51 0.48 0.64
STUD5 84.9 86.7 83.3 79.3 105.3 1.02 0.98 0.93 1.24
STUD6 131.5 86.7 83.3 79.3 105.3 0.66 0.63 0.60 0.80
STUD7 146.5 86.7 83.3 79.3 105.3 0.59 0.57 0.54 0.72
STUD8 147.9 86.7 83.3 79.3 105.3 0.59 0.56 0.54 0.71
STUD9 132.8 121.0 115.9 103.2 146.9 0.91 0.87 0.78 1.11
STUD10 170.1 121.0 115.9 103.2 146.9 0.71 0.68 0.61 0.86
STUD11 183.9 121.0 115.9 103.2 146.9 0.66 0.63 0.56 0.80
STUD12 206.1 121.0 115.9 103.2 146.9 0.59 0.56 0.50 0.71
Tab.4 Comparison of shear bearing capacity between experimental values and calculated values of stud connectors
Fig.12 Comparison of shear bearing capacity between experimental and calculated values of stud connectors
试件分组 $\overline { {k_{\rm{s} } } }\left/{\left( { {\rm{kN} } \cdot {\rm{m} }{ {\rm{m} }^{ - 1} } } \right) }\right.$ ${k_{\rm{sc} } }\left/{\left( { {\rm{kN} } \cdot {\rm{m} }{ {\rm{m} }^{ - 1} } } \right) }\right.$ ${k_{\rm{sc}}}/\overline {{k_{\rm{s}}}} $
式（7） 式（8） 式（9） 式（10） 式（7） 式（8） 式（9） 式（10）
STUD1 208.1 66.0 64.0 400.0 219.4 0.32 0.31 1.92 1.05
STUD2 239.7 87.8 85.1 532.1 291.9 0.37 0.36 2.22 1.22
STUD3 255.6 92.9 90.0 563.0 308.8 0.36 0.35 2.20 1.21
STUD4 259.4 102.9 99.7 623.6 342.1 0.40 0.38 2.40 1.32
STUD5 241.1 84.9 107.0 353.8 237.7 0.35 0.44 1.47 0.99
STUD6 381.3 131.5 165.7 547.9 368.1 0.34 0.43 1.44 0.97
STUD7 393.8 146.5 184.6 610.4 410.1 0.37 0.47 1.55 1.04
STUD8 376.3 147.9 186.4 616.3 414.1 0.39 0.50 1.64 1.10
STUD9 434.2 132.8 185.9 632.4 321.1 0.31 0.43 1.46 0.74
STUD10 548.3 170.1 238.1 810.0 411.3 0.31 0.43 1.48 0.75
STUD11 568.6 183.9 257.5 875.7 444.6 0.32 0.45 1.54 0.78
STUD12 578.1 206.1 288.5 981.4 498.3 0.36 0.50 1.70 0.86
Tab.5 Comparison of shear stiffness between experimental and calculated values of stud connectors
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