Tests of Full‐Size Gusset Plate Connections

Bjorhovde, Reidar; Chakrabarti, S. K.

doi:10.1061/(asce)0733-9445(1985)111:3(667)

Cited by 54 publications

(34 citation statements)

References 3 publications

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“…An extensive body of research has been performed on gusset plate connections [8][9][10][11][12][13][14][15]. These connection tests are useful in establishing and validating basic models for predicting their resistance, but they are not good indicators of SCBF seismic performance because they do not simulate the interaction of all of the braced frame components.…”

Section: Experimental Studiesmentioning

confidence: 99%

A balanced design procedure for special concentrically braced frame connections

Roeder

Lumpkin

Lehman

2011

Journal of Constructional Steel Research

147

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Section: Experimental Studiesmentioning

confidence: 99%

A balanced design procedure for special concentrically braced frame connections

Roeder

Lumpkin

Lehman

2011

Journal of Constructional Steel Research

147

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“…Load transfer to bridge gusset plates in situ is delivered by multiple members -all potentially with axial, shear and moment -through the fasteners into bearing on the gusset plate. However, current gusset plate design philosophy is rooted in elementary beam theory analysis and applicable specification rules, combined with the experience and judgment of the designer (Bjorhovde & Chakrabarti, 1985). Moreover, current design philosophy is based upon experimental work done on small-scale gusset connections consisting of a single braced member acting in monotonic axial tension or compression; which is hardly representative of bridge connections.…”

Section: Dedicationmentioning

confidence: 99%

“…It is assumed that gusset plate tensile capacity is governed by tear-out of the gusset plate -a failure mode analogous to the block shearwhere the sum of the net tensile and shear section strengths are calculated assuming bolt diameter plus 1/16 " hole allowance. Bjorhovde and Chakrabarti (1985) tested 6 gusset plate connections under tension, similar to the connection shown in Figure 4. The test matrix included two plate thicknesses and three different bracing member orientation angles.…”

Section: Gusset Plate Failure States In Tensionmentioning

confidence: 99%

Numerical Modeling and Analyses of Steel Bridge Gusset Plate Connections

Kay¹

2000

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Gusset plate connections are commonly used in steel truss bridges to connect individual members together at a node. Many of these bridges are classified as non-loadpath-redundant bridges, meaning a failure of a single truss member or connection could lead to collapse. Current gusset plated design philosophy is based upon experimental work from simplified, small-scale connections which are seldom representative of bridge connections. This makes development of a refined methodology for conducting highfidelity strength capacity evaluations for existing bridge connections a highly desirable goal. The primary goal of this research effort is to develop an analytical model capable of evaluating gusset plate stresses and ultimate strength limit states. A connection-level gusset connection model was developed in parallel with an experimental testing program at Oregon State University. Data was collected on elastic stress distributions and ultimate buckling capacity. The analytical model compared different bolt modeling techniques on their effectiveness in predicting buckling loads and stress distributions. Analytical tensile capacity was compared to the current bridge gusset plate design equations for block shear. Results from the elastic stress analysis showed no significant differences between the bolt modeling techniques examined, and moderate correlation between analytical and experimental values. Results from the analytical model predicted experimental buckling capacity within 10% for most of the bolt modeling techniques examined. Tensile capacity was within 7% of the calculated tensile nominal capacity for all bolt modeling techniques examined. A preliminary parametric study was conducted to investigate the effects of member flexural stiffness and length on gusset plate buckling capacity, and ii showed an increase in member length or decrease in member flexural stiffness resulted in diminished gusset plate buckling capacity.iii DedicationTo my wife Kimberly, thank you for all of your love, support and patience. You have been a great source of inspiration and strength for me during my academic pursuits.To my mother Sara, thank you for believing in my abilities and helping me along every step of the way. To my son Henry, thank you for being the best part of my day, every day and showing me the love and wonderment of childhood.iv Acknowledgements

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“…On the other hand, gusset-to-brace connections are required to exhibit higher capacity than the demands exceeding the capacity of the brace members. Current provisions for gusset-to-brace connections are based on several experimental and numerical studies [15][16][17][18][19][20][21][22][23][24] wherein complete frame-action is excluded through inelastic post-buckling deformations of the brace elements. Recent studies [25,26] showed that the existing provisions on gusset plate connections may lead to unintended responses, and offered a modification in the form of a ''balanced design approach''.…”

Section: Introductionmentioning

confidence: 99%