Use of girder distribution factor in EXTREME EVENT II

[Carnegie]

I'm designing a connection for a guide rail post to a fascia beam. I'm using design criteria from AASHTO LRFD Bridge Design Specs. A13.2. I have the load combinations as 1.25(DC2)+0.5(LL_IM)+1.0(CT) as per table 3.4.1-1.

The question is would I add in the girder distribution factor to the LL_IM. I would think not but not 100% sure.

Please post your thoughts, comments. Thanks.

 

[bridgebuster]

You use the forces in Table A13.2-1 for the required Test Level.In NY the TL is a function of the road type and traffic volume.

 

[Carnegie]

Right. The CT (transverse load)is 54 kips for TL-3 from that table. Are you saying just the 54 kips is applied with no load combinations? I thought in the beginning of section A13 it says extreme limit state applies and EXII seems to be the best choice.

But to answer my own question I would add the GDF into the LL_IM part of the load combination. It dawned on me during the ride home.

Let me know what you think. Thanks.

 

[bridgebuster]

The connection of the post to the stringer is based on the collision force only. Your load factor for CT = 1 per Table 3.4.1.-1