Incorect load when using Composte Stay-in-Place Deck Panels

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Incorect load when using Composte Stay-in-Place Deck Panels

For the design of a 12 span curved precast girder bridge, the deck type option "Composite Stay-in-Place Deck Panels" has been used. A 4" deck panel and a 4" cast depth has been defined in PG Super to allow for a total deck thickness of 8". When checking the moments and shears on the girders in the detailed report, the expected moment and shear demands caused by the deck & the panel did not match the expected results found by an independant analysis assuming the full 8" deck thickness.
Using the same PG Super bridge model but changing to "Composite Cast-in-Place Deck" with a full 8" deck and no panels, the moments and shear are calculated as expected.
It seems that the concrete weight between the panels over the girders is not added to the total loads causing less conservative results.The 2 models have been attached to this document for review.

Rick Brice
Incorect load when using Composte Stay-in-Place Deck Panels

I think you are correct... PGSuper is neglected the volume of concrete between the slab panels, over the top flange.

You can either make up for this missing load with a user-defined load or you can do your analysis with a full depth cast-in-place deck. With the CIP deck option, note that the horizontal interface shear area will be the full top flange width of the girder and not the top flange width reduced for the deck panel support width.

We'll get this issue fixed in the next release of PGSuper.

Thank you for bringing this matter to our attention.


Richard Brice, PE
Software Applications Engineer
WSDOT Bridge and Structures Office

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