Strength and Ductility of Bolted Connections in Normal and High Strength Steels

Aalberg, Arne; Larsen, Peter H.

doi:10.1016/b978-008043875-7/50208-2

Cited by 27 publications

(50 citation statements)

References 4 publications

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“…F u A nt ), was accurate for determining the block shear capacities of such connections, including a high-strength steel specimen tested by Aalberg & Larsen [18]. Furthermore, each of the wide flange specimens shown in Table 2 had at least four bolt rows.…”

Section: Verification Of Active Shear Planes Against Laboratory Test mentioning

confidence: 99%

Block shear failure planes of bolted connections — Direct experimental verifications

Teh

2015

Journal of Constructional Steel Research

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This paper presents direct experimental verifications of the active shear planes in bolted connections, previously identified by the first author for determining the block shear capacity. The laboratory test results were obtained by independent researchers for specimens where the applied loads were resisted by the "block" in shear only. The first set consists of five bolted connection specimens in the webs of wide flange sections where the tensile resistance planes had been sawn off. The second set consists of ten bolted connection specimens each in one leg of an angle section that had fractured completely along the net tensile plane through a block shear failure. Comparisons among the gross, net, and active shear planes against the independent laboratory test results showed that the critical shear planes of bolted connections were best represented by the active shear planes rather than either the gross or the net shear planes. It is also pointed out that full or almost full shear strain hardening was generally achieved at the ultimate limit state of block shear failure of bolted connections in hot-rolled steel plates or sections, irrespective of the connection length. Verification against independent laboratory test results of tee sections bolted at the web reinforces this point. Abstract: This paper presents direct experimental verifications of the active shear planes in bolted connections, previously identified by the first author for determining the block shear capacity. The laboratory test results were obtained by independent researchers for specimens where the applied loads were resisted by the "block" in shear only. The first set consists of five bolted connection specimens in the webs of wide flange sections where the tensile resistance planes had been sawn off. The second set consists of ten bolted connection specimens each in one leg of an angle section that had fractured completely along the net tensile plane through a block shear failure. Comparisons among the gross, net and active shear planes against the independent laboratory test results showed that the critical shear planes of bolted connections were best represented by the active shear planes rather than either the gross or the net shear planes. It is also pointed out that full or almost full shear strain hardening was generally achieved at the ultimate limit state of block shear failure of bolted connections in hot-rolled steel plates or sections, irrespective of the connection length. Verification against independent laboratory test results of tee sections bolted at the web reinforces this point. Disciplines Engineering | Science and Technology Studies

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Section: Verification Of Active Shear Planes Against Laboratory Test mentioning

confidence: 99%

Block shear failure planes of bolted connections — Direct experimental verifications

Teh

2015

Journal of Constructional Steel Research

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“…Aalberg and Larsen [10] examined the behavior of coped I-beams with bolted end connections fabricated from highstrength steel and normal structural steel. Identical failure modes were observed for both normal and high-strength steels except that the connection ductility was reduced for the highstrength steel specimens.…”

Section: Introductionmentioning

confidence: 99%

An investigation of the block shear strength of coped beams with a welded clip angle connection — Part I: Experimental study

Yam¹,

Zhong²,

Lam³

et al. 2007

Journal of Constructional Steel Research

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The ends of a coped beam are commonly connected to the web of a girder by double clip angles. The clip angles may either be bolted or welded to the web of the beam. One of the potential modes for the failure of the clip angle connection is the block shear of the beam web material. To investigate the strength and the behavior of the block shear of coped beams with welded end connections, ten full-scale coped beam tests were conducted. The test parameters included the aspect ratio of the clip angles, the web shear and tension area around the clip angles, the web thickness, beam section depth, cope length, and connection position. The test results indicated that the specimens failed, developing either tension fractures of the web near the bottom of the clip angles or local web buckling near the end of the cope. Although the final failure mode of the six specimens was local web buckling, it was observed during the tests that these specimens exhibited a significant deformation of the block shear type prior to reaching their final failure mode. No shear fracture was observed in all of the tests. A comparison between the ultimate loads in the test and the predictions using the current design equations indicates that the current design standards such as the AISC-LRFD, CSA-S16-01, Eurocode 3, BS5950-1:2000, AIJ and GB50017, are inconsistent in predicting the block shear strength of coped beams with welded end connections. The analytical study of the strength of the test specimens using the finite element method, a parametric study, and a proposed design model for designing block shears for coped beams with welded clip angles are included in a companion paper.

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“…Aalberg and Larsen [19] tested eight specimens having two lines of bolts and from two to four rows. Six of the specimens were actually welded wide flange sections connected in tension through the web only and are considered by their geometry and symmetry to be sufficiently similar to gusset plates.…”

Section: Gusset Platesmentioning

confidence: 99%

“…Aalberg and Larsen [19] tested eight coped beam specimens, each with a single line of either two or three bolts. The two steel grades used were the same as those used for their tests reported in the section on gusset plates.…”

Section: Coped Beamsmentioning

confidence: 99%