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lrfd - bridge deck overhang design
i am currently working on a bridge deck overhang design using the lrfd code.
for the design case of the vehicular collision plus the dead load moment acting concurrently with the axial tension from the vehicular collision, do i need to reduce the nominal moment capacity of the deck because of the axial tension?
i have referenced three examples. two of the examples did not reduce the nominal moment capacity becuse of the axial tension while one example did.
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srbu,
if you have tension you have to take it into account. simple way is to modify formula for moment capacity:
mu = phi(as-pu/(phi*fy))fy(d-a/2)
a = (as*fy-pu/phi)/(0.85f'c*b)
cheers,

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