On the required toughness for the application of the net section yield criterion on nuclear power plant components

Golembiewski, H.-J.; Vasoukis, G.

doi:10.1016/0029-5493(85)90095-0

Cited by 6 publications

(2 citation statements)

References 4 publications

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“…Thus, as the loading increases, the region near the bolts with higher stresses enters into the plastic zone and starts rupturing before the gross-section of the member reaches its ultimate capacity. The most widely used equation that considers the shear lag effect was proposed by Chesson and Munse (1963), which was adopted by ANSI/AISC 360-16 (American Institute of Steel Construction [AISC], 2010) and CAN/CSA-S16-14 (Canadian Standards Association [CSA], 2014). Based on 218 tests of riveted and bolted end connection angles, the out-of-plane eccentricityx and connection length L were considered to affect the shear lagging most significantly and were selected for the development of Eq.…”

Section: Introductionmentioning

confidence: 99%

“…Epstein (1992) performed an experimental study on double-row, staggered, and unstaggered bolted connections of structural steel angles. Gaylord et al (1992) presented a similar equation as Chesson and Munse (1963). The authors suggested that the effective net area of the tension member was a function of four factors: steel ductility, fabrication methods, connection efficiency, and shear lag effects.…”

Section: Introductionmentioning

confidence: 99%

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Critical Evaluation of the Shear Lag Factor Provisions for W-Sections

Alhassan

Abdalla

AL-Shatnawi

2020

Front. Built Environ.

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Shear lagging, resulting from non-uniformity of stress distribution around the connection, is one of the most important design considerations in steel construction since it reduces the load capacity of tension members. In this paper, the rationality of the AISC provisions for calculating the shear lag factor (U) for W and WT-sections was assessed. In the current AISC provisions, there is an enormous difference in the calculated value of U using two allowed for W and WT sections; yet the AISC allows using the largest value for U. Accordingly, this study was conducted to investigate the reasonable value of U in W and WT-sections based on finite element analysis (FEA). Two criteria were used to calculate this lagging for 50 sizes of W sections and 50 sizes of WT sections. For each section size, three models with different connection lengths were created, which results in 150 models for W sections and 150 models for WT-sections. For each section type, the influence of the bolt diameter, the connection eccentricity, flange width, depth, flange area, and gross-sectional area were evaluated individually through a parametric study. It was shown that the calculated values for U based on the two cases allowed by the AISC provisions were comparable for shallow W and WT sections, but differ enormously for larger sections. Accordingly, a new equation was developed for a more reasonable calculation of U for any W and WT standard size.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%