A finite element parametric study on block shear failure of steel tension members

Topkaya, Cem

doi:10.1016/j.jcsr.2004.03.006

Cited by 55 publications

(47 citation statements)

References 8 publications

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“…Previous finite-element investigations of block shear failures of bolted connections have been carried out by Topkaya (2004), Huns et al (2006), Kim and Kuwamura (2007), and Liao et al (2011). However, no identification of the active shear planes in the block shear failure of a bolted connection has ever been published.…”

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confidence: 99%

Active Shear Planes of Bolted Connections Failing in Block Shear

Clements

Teh

2013

J. Struct. Eng.

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In the steel design codes worldwide, the shear area for calculating the block shear capacity of a bolted connection is either the gross or the net shear area. The authors have previously noted independent experimental evidence indicating the shear failure planes to lie midway between the gross and the net shear planes, termed the active shear planes. This paper presents the nonlinear contact finite brick element analysis results that confirm the location of the active shear planes, indicated by regions of maximum shear stresses. The finite-element analysis also found that shear stresses approach zero toward the free downstream end of the connection block. The veracity of the active shear area is further demonstrated in terms of the ability of the resulting block shear equation to predict the governing failure modes of test specimens consistently, in comparison with the equations assuming the gross and the net shear areas. Abstract: In the steel design codes worldwide, the shear area for calculating the block shear capacity of a bolted connection is either the gross or the net shear area. The authors have previously noted independent experimental evidence indicating the shear failure planes to lie midway between the gross and the net shear planes, termed the active shear planes. This paper presents the nonlinear contact finite brick element analysis results that confirm the location of the active shear planes, indicated by regions of maximum shear stresses. The finite-element analysis also found that shear stresses approach zero toward the free downstream end of the connection block. The veracity of the active shear area is further demonstrated in terms of the ability of the resulting block shear equation to predict the governing failure modes of test specimens consistently, in comparison with the equations assuming the gross and the net shear areas.

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confidence: 99%

Active Shear Planes of Bolted Connections Failing in Block Shear

Clements

Teh

2013

J. Struct. Eng.

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“…The mean test-to-predicted ratios for all 128 gusset plates presented in Table 1 are 1.20 for the 1999 AISC specification, 1.19 for the 2005 AISC specification and for CSA-S16-01, 1.10 for Eurocode 3, 1.08 for Cunningham et al [7], and 1.00 for Topkaya [11], and the corresponding coefficients of variation are 0.057, 0.053, 0.096, 0.104, and 0.079, respectively. Therefore, none of the design standards considered here provides a good prediction of the block shear capacity of gusset plates, with predictions being significantly below the test capacities, although the North American standards provide minimal scatter in the data.…”

Section: Gusset Platesmentioning

confidence: 94%

“…Topkaya [11] conducted more than one thousand finite element simulations of bolted plates, loaded either concentrically or with in-plane eccentricity, and channel sections loaded with out-of-plane eccentricity to assess the sensitivity of a variety of factors on block shear capacity. The material was represented using a trilinear stress versus strain curve, followed by a constant plateau at the true tensile strength (taken as 1.1F u ) after reaching a true strain of 0.1.…”

Section: Other Existing Modelsmentioning

confidence: 99%

“…To assess their suitability for design, the various block shear equations presented previously that are intended to be applicable to a variety of connection types are evaluated with respect to Considerations 1 through 4 above for gusset plates, angles, tees, and coped beam connections. Table 1 gives mean test-to-predicted ratios based on experimental data from the literature for the 1999 and 2005 AISC specifications, the current (2001) Canadian standard CSA-S16-01, the current (1993) Eurocode 3 equations, and the equations of Cunningham et al [7] and Topkaya [11]. The resistance factor is omitted from the predicted values.…”

Section: Model Developmentmentioning

confidence: 99%

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Unified block shear equation for achieving consistent reliability

Driver

Grondin

Kulak

2006

Journal of Constructional Steel Research

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“…The strength of a coped beam with welded or bolted connections may be controlled by the block shear failure. Several researchers (Birkemoe and Gilmor, 1978;Yura et al, 1982;Ricles and Yura, 1983;Aalberg and Larsen, 2000;Kulak and Grondin, 2000;Franchuk et al, 2003Franchuk et al, & 2004Topkaya, 2004) have studied block shear failure of coped beams with bolted end connection. However, comparatively little attention has been paid to block shear failure in coped beams with a welded end connection.…”

Section: Introductionmentioning

confidence: 99%

Numerical investigation of the effects of connection rotational stiffness on block shear capacity of coped beams with a welded end connection

Sun

Feng

2011

Int J Steel Struct

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In order to investigate the effects of connection rotational stiffness on the block shear capacity of coped beams with welded end connections, a numerical investigation was conducted. Parametric study is conducted based on the validated finite element model. Based on the mechanical model of double angle connection, the pitch and the beam element length-to-angle thickness (L/t) ratio of the outstanding leg are selected as two important parameters to consider the effects of the connection rotational stiffness. The results of parametric study show that the connection rotational stiffness has a great influence on the block shear capacity of coped beams with double welded clip angle connection. The results of parametric study also show the pitch has no significant effect on the block shear capacity. Based on the results of finite element analysis, the design equation proposed by Yam et al. (2007) was modified to account for the effects of the connection rotational stiffness.

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A finite element parametric study on block shear failure of steel tension members

Cited by 55 publications

References 8 publications

Active Shear Planes of Bolted Connections Failing in Block Shear

Active Shear Planes of Bolted Connections Failing in Block Shear

Unified block shear equation for achieving consistent reliability

Numerical investigation of the effects of connection rotational stiffness on block shear capacity of coped beams with a welded end connection

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