1. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China 2. Jinhua Electric Power Design Institute Co. Ltd, Jinhua 321000, China 3. Jinhua Power Supply Company of State Grid Zhejiang Electric Power Co. Ltd, Jinhua 321000, China
Connection of prefabricated components and their interface shear performance affect stress and deformation characteristics of assembled foundation of entire transmission tower. In response to issues such as easy loosening and large deformation of bolt connector, a cross shaped shear connector by pouring high-strength grouting material as a connection scheme was proposed for the assembled foundation of transmission towers. The shear performance of the shear connector was investigated using shear testing and numerical simulations, and compared with commonly used bolt connector. Results show that the shear failure mode of the shear connector was shear brittle failure. The destructive form was manifested as a slight expansion outward from the center of the shear connector into a diamond shape. Compared with the bolt connector, the shear strength of shear connector was slightly lower, but the shear stiffness was significantly improved. The overflow of grouting material during the pouring process improved the shear strength of the interface. The shear performance of the shear connector was positively correlated with the strength of the grouting material, but increasing the strength of the grouting material did not significantly improve the shear performance. The depth of the shear connector had an impact on the shear performance, but when the depth of the shear key exceeded 20 mm, the shear performance of the shear connector no longer improved. According to the results of shear testing and numerical simulations, the design of a cross shaped shear connector with a length of 200 mm, a width of 20 mm, and a depth of 20 mm was suggested.
Qing Lü,Jiafei HU,Jian MA,Xianhong HUA,Gang XU. Shear performance of shear connectors for prefabricated foundation of transmission tower. Journal of ZheJiang University (Engineering Science), 2024, 58(6): 1153-1160.
Tab.3Parameters of interface of specimen and shear connectors
Fig.11Finite element model of shear connectors
试件编号
$ {F_{\text{u}}} $/kN
$ {F_{{\text{uu}}}} $/kN
Fu/Fuu
$ {S_{\text{u}}} $/mm
$ {S_{{\text{uu}}}} $/mm
Su/Suu
J-1
376
348
0.93
0.48
0.37
0.77
J-2
315
314
0.99
0.46
0.37
0.80
J-3
218
275
1.26
0.35
0.37
1.06
Tab.4Comparison of experimental results and numerical s-imulation results
Fig.12Contour of equivalent plastic strain distribution when shear connector failed
Fig.13J-1 Comparison of load and displacement curves between numerical simulation and experiment
试件编号
Fz/kN
Fu/kN
Fu*/kN
α/%
J-1
200
348
244
29.9
J-2
150
314
210
33.1
J-3
100
275
175
36.4
Tab.5Influence of grout spillover on interface shear strength
Fig.14Influence of grouting material strength on peak strength of shear connector
Fig.15Influence of shear connector depth on peak strength of shear connector
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