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I am interested in your thoughts regarding a connection between a 20'x60' gravity-only supported elevated platform consisting of tube steel columns, WF beams, and composite deck to a 150' span of a new bridge. The elevated platform connections are all pinned, so it does not resist lateral...

Thanks again, jgwdea

Using ADAPT PT 8.00, A 24" wide by 36" deep, 40' transfer beam with a 720" wide (x5.5" deep) flange (112" effective flange width) results in a P/A of 147 psi. With the exact same loading conditions, and only changing the actual flange width from 720" to 112", I get a P/A of 512 psi. The slab...

Another concern I have is overly high precompression in the slab due to high P/A in the transfer beam. I am concerned that excessive P/A could cause excessive shortening of the slab in this area, resulting in columns at the edges being pulled inward. Any thoughts? Thanks again, jgwdea

Thanks to all the responses. Correct me if I'm wrong...so to correctly check the maximum precompression in the transfer girder, I would need to sum the precompression I get from the PT slab design and the precompression I get from the PT transfer beam design since the post-tensioning of each...

Thank you all. I appreciate it! -jgwdea

Thanks, It has a 60' flange, so would you use the effective width (per ACI for bending stress check) or the full 60' to check P/A. -jgwdea

My main question is whether or not a post-tensioned transfer beam parallel to the direction of slab post-tensioning tendons should be designed as a T-Beam (using slab as flange) or Rectangular beam. Here is an example to illustrate the question: Let’s say I have a 180 (north-south direction)...