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Preliminary investigation of steel girder end panel shear resistance.
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2010-01-01
[PDF-387.38 KB]
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Abstract:Prior to 1973, steel bridges in California were designed based on Allowable Stress
Design and the shear design of web and transverse stiffeners was based on the
average shear stress in the web. The tension field action equation similar to the
current tension field action was introduced in shear design for all locations for
both working stress (WSD) and load factor design (LFD) in the AASHTO
Standard Specifications, 11th Edition (AASHTO 1973). Later, the shear capacity
was reduced for the first (or end) panel locations designed per WSD and LFD in
AASHTO 12th Edition (AASHTO 1977), and AASHTO 1978 Interim Specifications
(AASHTO 1978), respectively. The format of current shear design was
introduced in 1984 - 1986 AASHTO Interim Specifications (AASHTO 1986). The current AASHTO LRFD (2009) and LRFR (2008) Specifications exclude the post-buckling tension-field action for the end web panel.
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