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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2020, Vol. 54 Issue (1): 73-82    DOI: 10.3785/j.issn.1008-973X.2020.01.009
Civil Engineering, Transportation Engineering     
Shear behavior of exposed steel column base joint
Lei DING(),Gen-shu TONG,Lei ZHANG*()
College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
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Abstract  

Totally 19 specimens in 7 groups with large diameters were tested to analyze the shear behavior referring to the exposed steel column bases joint used in the practical engineering. The diameter of the hole of base plate, the thickness of base plate, the diameter of anchor bolts and the yield strength of bolt material were changed among the specimens. The test results show that the anchor bolt connection has considerable shear resistance. There are three ultimate failure modes: shear failure of anchor bolt when reinforcement of concrete is sufficient, punching failure of concrete when reinforcement of concrete is insufficient, or shear failure of anchor bolt and punching failure of concrete occur simultaneously. There are two types of load-relative displacement curves for anchor bolt connections, and the main difference is whether there is a slip section. The experimental values were compared with three existing theoretical models for the design shear bearing capacity of anchor bolt connection, and the recommended simplified formula was given. A model considering the effects of tensile force, shear force and bending moment of anchor bolt section was proposed for the ultimate shear bearing capacity of anchor bolt connection.

Key words： anchor bolt connection      shear behavior      steel column base      design method      slip     
Received: 27 November 2018      Published: 05 January 2020
CLC:  TU 391  
Corresponding Authors: Lei ZHANG     E-mail: phdinglei@163.com;celzhang@zju.edu.cn
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Lei DING
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Cite this article:

Lei DING,Gen-shu TONG,Lei ZHANG. Shear behavior of exposed steel column base joint. Journal of ZheJiang University (Engineering Science), 2020, 54(1): 73-82.

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http://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2020.01.009     OR     http://www.zjujournals.com/eng/Y2020/V54/I1/73


外露式钢柱脚节点的抗剪性能

参考实际工程中使用的外露式钢柱脚节点，以柱脚底板孔径、柱脚底板厚度、锚栓直径和锚栓强度为主要参数，设计7组共19个大直径锚栓的钢柱脚试件，开展抗剪性能试验研究. 试验表明，锚栓连接具有可观的抗剪能力，节点的最终破坏模式有3种：当基础混凝土配筋足够时为锚栓剪断，配筋不够时为混凝土冲切破坏，介于两者之间的锚栓剪断同时存在混凝土冲切裂缝；锚栓连接的荷载-相对位移曲线呈现2种类型，主要区别在于是否存在滑移段. 对于锚栓连接的抗剪承载力设计值，将 3个已有理论模型与试验结果对比，给出推荐的简化公式. 对于锚栓连接的极限抗剪承载力，提出考虑锚栓截面拉力、剪力和弯矩影响的计算模型.


关键词： 锚栓连接,  抗剪性能,  钢柱脚,  设计方法,  滑移 
Fig.1 Anchor bolt connection used in practical engineering
Fig.2 Structure of specimen of anchor bolt connection
编号 名称 d/mm d0/mm t/mm
T6 M24D48T32 24 48 32
T7 M30D42T32 30 42 32
T8 M30D48T32 30 48 32
T9 M36D48T32 36 48 32
T10 M36D48T40 36 48 40
T11 M39D51T32 39 51 32
T12 M39D65T40 39 65 40
Tab.1 Main parameters of specimens of anchor bolt connection
试件 fy/MPa fu/MPa E/GPa
M24 290 440 199
M30 284 447 198
M36 288 456 207
M39 358 552 207
Tab.2 Material test results of anchor bolts
Fig.3 Loading device
试件名称 试件编号 ${\delta _A}$ /mm ${V_A}$/kN $\overline {{V_A}} $/kN ${\delta _C}$/mm ${V_C}$/kN $\overline {{V_C}} $/kN 破坏模式
M24D48T32 T6A 3.52 112 115 24.29 457 494 R1锚栓剪断
M24D48T32 T6B 2.48 138 115 22.40 467 494 L2锚栓剪断
M24D48T32 T6C 3.58 95 115 36.13 557 494 R1锚栓剪断
M30D42T32 T7A ? ? ? 13.74 694 694 L2锚栓剪断
M30D48T32 T8A 4.11 187 209 20.86 756 700 R2锚栓剪断
M30D48T32 T8B 5.08 209 209 18.03 604 700 R2锚栓剪断
M30D48T32 T8C 4.30 230 209 18.95 739 700 L1锚栓剪断
M36D48T32 T9A ? ? ? 23.55 1 015 1 209 L1和L2锚栓剪断，混凝土有冲切裂缝
M36D48T32 T9B ? ? ? 40.18 1 305 1 209 混凝土冲切破坏
M36D48T32 T9C ? ? ? 37.27 1 306 1 209 R1锚栓剪断，混凝土有冲切裂缝
M36D48T40 T10A ? ? ? 19.00 997 1 007 L1锚栓剪断
M36D48T40 T10B ? ? ? 22.13 969 1 007 L1锚栓剪断
M36D48T40 T10C ? ? ? 22.46 1 056 1 007 L2锚栓剪断，混凝土有冲切裂缝
M39D51T32 T11A ? ? ? 29.56 1 570 1 589 混凝土冲切破坏
M39D51T32 T11B 2.73 560 ? 20.94 1 696 1 589 R2锚栓剪断，混凝土有冲切裂缝
M39D51T32 T11C ? ? ? 17.84 1 501 1 589 R2锚栓剪断，混凝土有冲切裂缝
M39D65T40 T12A 3.65 536 520 47.44 1 596 1 668 混凝土冲切破坏
M39D65T40 T12B 5.28 413 520 41.81 1 700 1 668 混凝土冲切破坏
M39D65T40 T12C 6.29 611 520 45.83 1 709 1 668 混凝土冲切破坏
Tab.3 Test results of each group of specimens
Fig.4 Failure mode of anchor bolt connection（L，R refers to left and right sides；1，2 refers to upper and lower sides）
Fig.5 Load- relative displacement curves of each group of specimens
Fig.6 Type of load-relative displacement curve
Fig.7 Effect of base plate hole diameter on load- relative displacement curves（T7、T8）
试件编号 试件名称 d/mm d0/mm t/mm (d0?d)/mm $\chi $
T1 M24D36T30 24 36 30 12 0.46
T2 M24D36T20 24 36 20 12 0.68
T3 M24D42T20 24 42 20 18 0.84
T4 M20D32T20 20 32 20 12 0.72
T5 M30D42T20 30 42 20 12 0.85
T6 M24D48T32 24 48 32 24 0.68
T7 M30D42T32 30 42 32 12 0.54
T8 M30D48T32 30 48 32 18 0.66
T9 M36D48T32 36 48 32 12 0.59
T10 M36D48T40 36 48 40 12 0.47
T11 M39D51T32 39 51 32 12 0.55
T12 M39D65T40 39 65 40 26 0.64
Tab.4 Calculation parameters reflecting slip section length of load-relative displacement curve
Fig.8 Model for two plastic hinges of anchor bolt
试件 ${V_{A1}}$/kN ${V_{A2}}$/kN ${V_{A3}}$/kN ${V_{{\rm{test}},A}}$/kN $\displaystyle\frac{V_{A1}}{V_{{\rm{test,}}A}}$ $\displaystyle\frac{V_{A2}}{V_{{\rm{test,}}A}}$ $\displaystyle\frac{V_{A3}}{V_{{\rm{test,}}A}}$
T1 114 175 162 172 0.66 1.02 0.94
T2 150 200 207 237 0.63 0.84 0.88
T3 150 196 198 227 0.66 0.86 0.87
T4 71 98 100 87 0.82 1.13 1.15
T5 233 277 313 293 0.79 0.95 1.07
T6 90 132 118 115 0.78 1.15 1.02
T7 171 232 231 ? ? ? ?
T8 171 229 223 209 0.82 1.09 1.07
T9 288 365 382 ? ? ? ?
T10 248 340 331 ? ? ? ?
T11 442 557 566 ? ? ? ?
T12 383 505 467 520 0.74 0.97 0.90
Tab.5 Comparison between design values and experimental values of shear capacity
试件编号 ${V_{{\rm{test}}}}$/kN ${A_{\rm{e}}}{f_{\rm{u}}}$/kN ${\eta _{{\rm{test}}}}$
T6 494 621 0.79
T7 694 1 003 0.69
T8 700 1 003 0.70
T9 1 209 1 490 0.81
T10 1 007 1 490 0.68
T11 1 589 2 154 0.74
T12 1 668 2 154 0.77
Tab.6 Calculation of experimental values of ultimate bearing capacity coefficient
Fig.9 Shear calculation model of bolt connection under ultimate state
$\alpha $/(°) $\eta $ $\alpha $/(°) $\eta $ $\alpha $/(°) $\eta $
5 0.63 20 0.71 35 0.78
10 0.66 25 0.73 40 0.80
15 0.68 30 0.76 45 0.82
Tab.7 Change of ultimate bearing capacity coefficient with inclination angle of anchor bolt
Fig.10 Stress of anchor bolts change with inclination angle of anchor bolt
试件 ${\delta _C}$/mm $a + l$/mm $\alpha $/(°) $\eta $ ${\eta _{{\rm{test}}}}$
T1 21.50 44.74 26 0.74 0.73
T2 23.67 37.54 32 0.77 0.77
T3 24.07 38.70 32 0.77 0.77
T4 18.12 31.87 30 0.76 0.72
T5 20.53 40.54 27 0.74 0.59
T6 27.61 47.41 30 0.76 0.79
T7 13.74 48.41 16 0.69 0.69
T8 19.28 49.75 21 0.71 0.70
T9 33.67 53.07 32 0.77 0.81
T10 21.20 58.96 20 0.71 0.68
T11 22.78 59.04 21 0.71 0.74
T12 45.02 67.30 34 0.78 0.77
Tab.8 Comparisons between calculated and experimental values of ultimate bearing capacity coefficient
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