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Yeah, I don't think it's going to work either. Any other way to justify, or that's just way to big of a forklift? Thanks.

Exactly what I'm trying to avoid. And I'm not sure this is going to work. Just seeing if there are any other tricks to analyze this. Thanks.

Hey there, was wondering if I could get some help. Trying to justify the use of a forklift carrying materials on an existing elevated parking garage deck. The deck is 4-1/2" LW conc. over Verco W3 deck. Building was built in the 1980's. I was going to try and just show that the loading of...

Ok, going back over the reactions given in what I posted earlier (18:29), using the correct signage, I get the maximum moment using ASD combination 16-14 (0.6D+W) as 1893k-ft. Still, this is a huge moment to account for, and I'm coming up with a grade beam of 7'W x 5'D x 35'L to meet the...

So maybe design a grade beam as a deep concrete beam to transfer the moment to deep piles to resolve the force couple?

Wind speed is 100mph ASD (2009 IBC). Seismic Sds = 0.099. The moments are due to wind per the loading sheet I attached a few posts up.

I am verifying with them now to make sure of the following: 1. All loads shown are service level to be used in either ASD or LRFD combinations 2. The units for the moment reactions is "k-ft" and not "k-in"

No, I don't. Just have the results. Guess it's looking like I may need to start getting further information from them to track this through. I'm not even getting a realistic grade beam size to work to take out this moment. Have 3,000 psf allowable bearing with 1/3 increase allowed for short...

Yes, that's what I thought as well jimstructures. But they confirmed that it's "definitely" in kip-ft. See attached in my previous post. They frame width is 125'-0". This is just a portion of the entire building.

No, they just give the loading per type (dead, collateral, roof live, snow, wind, and seismic). See attached. http://files.engineering.com/getfile.aspx?folder=b0a3f312-3d66-44b4-b98f-323b88f6481c&file=20150910112129454.pdf

Well, the loads are given by load case, to then be used in appropriate load combinations according to the PEMB.

I agree tbone73. I've done one other foundation design, but there were no moments to resolve. Just lateral, downward, and uplift. I checked with them on the units and everything, and they said that it's definitely 2500k-ft.

I was planning on just a grade beam centered on that specific column, extending in the direction of the moment. The frame bay width is 125'-0", which is why they are saying the loads are so high. So I was planning on making it wide enough and long enough to support the moment given the...

I am currently working on foundation design for a PEMB in Texas. There are three frames that have heavy moment reactions along with the reactions in the X & Y planes. This moment is roughly 2,500k-ft when looking at ASD load combinations for 2009IBC. Shear is roughly 80k, maximum downward...