Bolted Steel Connections: Tests on T-Stub Components

Swanson, James A.; Leon, Roberto T.

doi:10.1061/(asce)0733-9445(2000)126:1(50)

Cited by 181 publications

(83 citation statements)

References 7 publications

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“…The major response mechanisms that create the overall deformation of T-stub components are made up of the flange deformation, tension bolt elongation, T-stem deformation, and relative slip. 7,8,20) These response mechanisms are derived independently from the component test results and correlate well with simplified strength models.…”

Section: Component Strength Modelsmentioning

confidence: 96%

“…7,20) The established prying model accepted in the design guideline 19) has been used to assess the ultimate strength capacity of the T-stub flange (Pn,flange). This prying model was based on one of most widely used models proposed by Kulak et al 21) Three possible failure modes occurring at the T-stub flange and tension bolts are equationally expressed as Eqs.…”

Section: Component Strength Modelsmentioning

confidence: 99%

“…[7][8][9][10] It is the cause that these bolted connections are generally fabricated by the assemblage of various connection components (e.g., plates, connectors, and bolts). Accordingly, the bolted connection system throughout the moment frame provides a high level of redundancy and the intermediate level of stiffness in comparison with fully welded connections.…”

Section: Introductionmentioning

confidence: 99%

“…15) Nevertheless, in spite of this profit, the previous FE studies conducted on T-stub connections have been limited to only local T-stub components 7,8,[14][15][16] instead of entire beam-to-column subassemblages. For component tests, the axial loads assumed to be beam-flange forces in the actual connection are only applied to the T-stub components.…”

Section: Introductionmentioning

confidence: 99%

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Analytical Studies of Full-scale Steel T-stub Connections Using Delicate 3D Finite Element Methods

Kim

Leon

et al. 2011

ISIJ Int.

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This study presents the development of refined three dimensional (3D) finite element (FE) models with the ability to reliably simulate the mechanical behavior of full-scale bolted T-stub connections. FE models incorporated material nonlinearity, geometric nonlinear behavior, several contact interactions between faying surfaces, and prescribed displacements for generating initial bolt pretension. These FE models were used to compare experimental test results, which verify that advanced FE modeling methods make a notable contribution to reproducing the overall behavior of connections and components accurately, including the moment-rotation curves. In addition, the FE models provide some useful information which is difficult to obtain during physical testing, i.e., the distribution of stress and strain, friction forces between shear faying surfaces, and bolt reaction forces. The validated FE models are also used for additional parametric studies so as to comprehensively understand their response mechanisms. Moreover, the observation of FE analysis results supports the statement that connection models presented herein were designed to reach the yielding of connection components when the structural beam produces its full plastic moment at the plastic hinge.

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Section: Component Strength Modelsmentioning

confidence: 96%

Section: Component Strength Modelsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Analytical Studies of Full-scale Steel T-stub Connections Using Delicate 3D Finite Element Methods

Kim

Leon

et al. 2011

ISIJ Int.

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“…1) As a result, several research projects have been carried out to supplement the drawbacks in welded beam-to-column connection designs and to investigate alternative PR bolted connections. [2][3][4][5][6][7][8] T-stub or endplate connections have been widely used in modern moment frames as alternatives to fully welded connections for medium to heavy weight beam sizes. [6][7][8] For clip-angle connections, stronger and stiffer clip-angles should be required at the connection design so as to use them in low to midrise modern structures.…”

Section: Introductionmentioning

confidence: 99%

Analytical Investigation on Ultimate Behaviors for Steel Heavy Clip-angle Connections Using FE Analysis

Leon

Park

2010

ISIJ Int.

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This paper describes an analytical investigation on the strength, stiffness, and mechanical behavior of heavy clip-angle connections subjected to static loading. The work is based on the results of a large experimental investigation into the cyclic behavior of connection components incorporating with thick clip-angles. The results of these tests are described first, and then methodologies to generate the response of connection components, utilizing nonlinear finite element (FE) models with the advanced modeling methods such as the pretension force in the bolts and the interaction between two contact surfaces, are presented in this study. Numerical test results obtained from FE analyses are compared with experimental test results in an effort to verify that 3D FE models can simulate the overall and detailed behavior of a various type of clipangle connections accurately. These FE models provide useful instrumentation, which is difficult to obtain during an experiment, such as the distribution of the plastic strain, prying forces induced by the initial bolt pretension, and friction forces on the interface between a clip-angle and a steel beam. These valuable results can support the basic knowledge for developing strength models consistent with the AISC-LRFD component method of the clip-angle design. They are also utilized to better understand the parametric effect of connection components and achieve a comprehensive study of their behavior.KEY WORDS: finite element (FE) analysis; heavy clip-angle connection; tension bolts; bolt pretension; prying force. 883© 2010 ISIJ analyses are also investigated to evaluate currently accepted strength models for bolted connection designs. Prying ModelThe prediction of the ultimate strength for PR connections is a quite complex process because several yielding or failure modes interact with one another and are tied to uncertainties in both material properties and fabrication tolerances. Among the possible failure modes, the most studied cases are related to the bending action in the clip-angle leg associated with the bolt pretension. This prying mechanism can be followed by the ultimate failure of tension bolts (i.e. bolt fracture) or the yield failure of components (i.e. flange yielding). In this study, the prying action in the clip-angle leg will be addressed and the existing prying model used in the AISC-LRFD 21) will be estimated by comparing its strength predictions with FE analysis results that were calibrated to the experimental test results of steel clip-angle components. This prying model was based upon one of the most widely used models developed by Kulak et al. 22)As shown in Fig. 1(a), prying action refers to the additional forces due to the reactions at the tip of the uplifting angle leg (Q); these additional forces can increase the tension in the bolts (∑ B n ) and lead to premature failure. They effectively reduce the load applied to the clip-angle (P). The static equilibrium exists in this mechanism (∑B n ϭ PϩQ). In general, the prying force (Q) acting on the tip ...

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Behaviour of Ferritic Stainless Steel Bolted T‐stubs Under Tension‐Part 1: Experimental Investigations

Yapici¹,

Theofanous

Dirar

et al. 2021

ce papers

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Research on stainless steel structures has primarily focused on the structural response and design of individual members, whilst the response of joints has received far less attention to date. Recently, a series of experimental tests has been conducted on austenitic and duplex stainless steel moment resisting connections which highlighted both the excellent ductility and significant overstrength exhibited by such connections as well as the severe conservatism of current design rules specified in EN 1993‐1‐8 when applied to stainless steel joints. A comprehensive experimental study on the structural behaviour of stainless steel T‐stubs fabricated from EN 1.4003 ferritic stainless steel grade is reported in this paper. The tested configurations included both single and double bolt rows and have been assembled with A4‐80 stainless steel bolts. In order to determine the material characteristics of the T‐stubs and the connecting bolts, tensile coupon tests were performed and the material anisotropy exhibited by ferritic stainless steel has been quantified. The ultimate resistance, plastic deformation capacity and failure mode of each T‐stub were obtained and are reported herein. The obtained results are utilised to assess the accuracy of existing design rules and to validate the numerical model discussed in the companion paper.

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Bolted Steel Connections: Tests on T-Stub Components

Cited by 181 publications

References 7 publications

Analytical Studies of Full-scale Steel T-stub Connections Using Delicate 3D Finite Element Methods

Analytical Studies of Full-scale Steel T-stub Connections Using Delicate 3D Finite Element Methods

Analytical Investigation on Ultimate Behaviors for Steel Heavy Clip-angle Connections Using FE Analysis

Behaviour of Ferritic Stainless Steel Bolted T‐stubs Under Tension‐Part 1: Experimental Investigations

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