TY - GEN
T1 - Shear strength of unstiffened steel plate girders
AU - Daley, Aaron J.
AU - Brad Davis, D.
AU - White, Donald W.
PY - 2016
Y1 - 2016
N2 - Ultimate shear strengths of twenty unstiffened and long web panel I-shaped plate girder specimens from the literature and seven new specimens are compared to predictions from models recommended by Basler, Hoglund, and Lee and colleagues. Basler's method is shown to be accurate for members with stocky webs and very conservative for members with typical plate girder web slenderness ratios. Hoglund's methods are slightly conservative. The method by Lee and colleagues is accurate on average, but significantly over-predicts the strength of several specimens. A proposed method, based on Hoglund's 1997 research, produces slightly conservative predictions. Resistance factors are computed to facilitate potential inclusion in modern specifications. Basler's method and Hoglund's 1997 method, which is a basis of the Eurocode provisions, can be used with a resistance factor of 1.0. Hoglund's 1973 method and the proposed method can be used with a resistance factor of 0.9. The method by Lee and colleagues is less conservative; it can be used with a resistance factor of 0.75.
AB - Ultimate shear strengths of twenty unstiffened and long web panel I-shaped plate girder specimens from the literature and seven new specimens are compared to predictions from models recommended by Basler, Hoglund, and Lee and colleagues. Basler's method is shown to be accurate for members with stocky webs and very conservative for members with typical plate girder web slenderness ratios. Hoglund's methods are slightly conservative. The method by Lee and colleagues is accurate on average, but significantly over-predicts the strength of several specimens. A proposed method, based on Hoglund's 1997 research, produces slightly conservative predictions. Resistance factors are computed to facilitate potential inclusion in modern specifications. Basler's method and Hoglund's 1997 method, which is a basis of the Eurocode provisions, can be used with a resistance factor of 1.0. Hoglund's 1973 method and the proposed method can be used with a resistance factor of 0.9. The method by Lee and colleagues is less conservative; it can be used with a resistance factor of 0.75.
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M3 - Conference contribution
AN - SCOPUS:84987933755
T3 - Structural Stability Research Council Annual Stability Conference 2016, SSRC 2016
SP - 132
EP - 147
BT - Structural Stability Research Council Annual Stability Conference 2016, SSRC 2016
T2 - Structural Stability Research Council Annual Stability Conference 2016, SSRC 2016
Y2 - 12 April 2016 through 15 April 2016
ER -