LRFD, weak axis bending and Joba

[connor61]

Good morning -

I am currently designing a bridge that, due to the skew of the bridge, experiences significant WEAK axis bending moments.

I interpret the LRFD code requirements to be that the section must satisfy the interaction equation and not a particular moment capacity.

Is this correct?

When computing the capacity of the composite steel section about the WEAK axis, is the deck slab ignored?

Joba - bullpen or starter?

Thanks.

 

[afrancba]

My GUESS is: the maximum of the lateral bending moment of the girders is supposed to be in the middle of the span. That's why you don't have to ignore the deck slab from the capacity of the composite section. (because the concrete deck is depressed here and not cracked = it does stiffen the girders).

 

[VoyageofDiscovery]

No matter, you still have to do a stress check of the flange against 0.9Fy.

 

[superbridge]

In usual way, build-up H-shaped section should be ignored the contribution of web.