Pull-through capacity of bolted thin steel plate

doi:10.1007/s11709-020-0641-4

Front. Struct. Civ. Eng.

2020, Vol. 14

Issue (5) : 1166-1179 https://doi.org/10.1007/s11709-020-0641-4

RESEARCH ARTICLE

Pull-through capacity of bolted thin steel plate

Zhongwei ZHAO¹(

), Miao LIU¹, Haiqing LIU¹, Bing LIANG¹, Yongjing LI¹, Yuzhuo ZHANG²

¹. School of Civil Engineering, Liaoning Technical University, Fuxin 123000, China
². Department of Civil Engineering, Shenyang Jianzhu University, Shenyang 110168, China

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Abstract

The loading capacity in the axial direction of a bolted thin steel plate was investigated. A refined numerical model of bolt was first constructed and then validated using existing experiment results. Parametrical analysis was performed to reveal the influences of geometric parameters, including the effective depth of the cap nut, the yield strength of the steel plate, the preload of the bolt, and shear force, on the ultimate loading capacity. Then, an analytical method was proposed to predict the ultimate load of the bolted thin steel plate. Results derived using the numerical and analytical methods were compared and the results indicated that the analytical method can accurately predict the pull-through capacity of bolted thin steel plates. The work reported in this paper can provide a simplified calculation method for the loading capacity in the axial direction of a bolt.

Keywords bolted thin steel plate refined numerical model loading capacity nonlinear spring element analytical method

Corresponding Author(s): Zhongwei ZHAO

Just Accepted Date: 05 June 2020 Online First Date: 17 September 2020 Issue Date: 16 November 2020

Cite this article:

Zhongwei ZHAO,Miao LIU,Haiqing LIU, et al. Pull-through capacity of bolted thin steel plate[J]. Front. Struct. Civ. Eng., 2020, 14(5): 1166-1179.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-020-0641-4
https://academic.hep.com.cn/fsce/EN/Y2020/V14/I5/1166

Fig.1 Bolted connections subjected to tension. (a) Beam-column connection; (b) bolted steel plate connection.

Fig.2 Load in axial direction of bolt.

Fig.3 Geometric parameters of the adopted specimen (unit: mm).

Fig.4 Refined numerical model of a bolted connection.

Fig.5 Comparison of the results. (a) Results derived via FE analysis (FEA) and experimental work; (b) influence of element size. Note: Phase I: beginning of sliding; Phase II: beginning of pressure bearing; Phase III: beginning of yielding.

Fig.6 Contour of von Mises stress with D = 25 mm (unit: MPa).

Tab.1 Measured dimensions for Specimen 2-1-a-28

Fig.7 Definition of symbols.

Fig.8 Stress-strain curve.

Fig.9 Comparison of failure mode. (a) Results derived in this study; (b) Results derived by Draganić et al. [²⁶]. (Reprinted from Journal of Constructional Steel Research, 98, Draganić H, Dokšanović T, Markulak D, Investigation of bearing failure in steel single bolt lap connections, 59–72, Copyright 2014, with permission from Elsevier.)

Fig.10 Comparison of force–displacement curves.

Fig.11 Relative deformation of connection.

Fig.12 Stress-strain curves of the material.

Fig.13 Schematic of the geometric parameter.

Fig.14 The boundary condition of established FE model.

Fig.15 Mesh convergence investigation.

Fig.16 Influence of the yield strength of the steel plate. (a) Elastic-plastic bolt; (b) elastic bolt.

Fig.17 Influence of the thickness of the steel plate. (a) Elastic-plastic bolt; (b) elastic bolt.

Fig.18 Influence of thickness on loading capacity.

Fig.19 Failure mode when t = 3 mm.

Fig.20 Load–displacement curves. (a) Elastic bolt; (b) Elastic-plastic bolt.

Fig.21 Influence of w_e on loading capacity.

Fig.22 Failure mode that corresponds to different effective depths of the cap nut. (a) w_e = 10 mm; (b) w_e = 4 mm.

Fig.23 Influence of cap thickness.

Fig.24 Load-displacement curves under different preloads. (a) Elastic bolt;(b) elastic-plastic bolt.

Fig.25 Influence of shear force.

Fig.26 Failure process of the steel plate. (a) Phase I (Bending of the steel plate); (b) end of Phase I (Beginning of Phase II); (c) end of Phase II; (d) Phase III (Failure of the steel plate).

Fig.27 Failure mode in the ultimate state.

Fig.28 Schematic of steel plate deformation.

Fig.29 Comparison of the results with varying thickness values of the steel plate. (a) F_s = 0, w_e = 5 mm, t = 3 mm; (b) F_s = 0, w_e = 5 mm, t = 4 mm; (c) F_s = 0, w_e = 5 mm, t = 5 mm; (d) F_s = 0, w_e = 5 mm, t = 8 mm.

Fig.30 Comparison of the results with varying w_e values. (a) F_s = 0, w_e = 4 mm, t = 4 mm; (b) F_s = 0, w_e = 6 mm, t = 4 mm; (c) F_s = 0, w_e = 10 mm, t = 4 mm; (d) F_s = 0, w_e = 15 mm, t = 4 mm.

Fig.31 Comparison of the results with varying shear forces. (a) F_s = 0, w_e = 5 mm, t = 4 mm; (b) F_s = 5 kN, w_e = 5 mm, t = 4 mm; (c) F_s = 10 kN, w_e = 5 mm, t = 4 mm; (d) F_s = 30 kN, w_e = 5 mm, t = 4 mm.

Fig.32 Comparison of the results with different yield strengths. (a) F_s = 0, w_e = 5 mm, f_y = 235 MPa; (b) F_s = 0, w_e = 5 mm, f_y = 300 MPa; (c) F_s = 0, w_e = 5 mm, f_y = 345 MPa.

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