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Hi all, I wanted some guidance from the experienced engineers here. I am reviewing some pipe supports at a waste water treatment plant for compliance with seismic requirements specified in the National Building Code of Canada . I have attached a picture showing some of the supports. The...

That's correct, all the equipment are bottom fed, which is why wherever there is equipment it will only be supported on structural members and will not have plates underneath.I have setup a meeting with electrical on Monday to go over the drawings and 3D model. Hopefully I can convince these...

Thank you very much guys, I appreciate all the ideas. I am currently emailing electrical to ask if they can move the equipment. The whole problem started with them laying out all the equipment without consulting structural.

dik, the layout has been frozen by electrical and the client.

retired13, could you elaborate on the cross member? I don't think I understand how it may help.

Dik, I did think of that however, the equipment sits at the edge of the trench wall and hence the angle support. I have attached another idea, do you guys think that's a bit more reasonable?https://files.engineering.com/getfile.aspx?folder=5d124096-a74c-47f1-842a-2db9b4797aff&file=demo.pdf

Sorry Kootk, I agree with you pryout shall govern. Lot more material to go through for breakout in tension.

Kootk, yes I agree, concrete breakout in tension will govern. That's where I got stuck, I wasn't sure how to resolve the tensile force for the stud to use the Appendix D equations. I do think resolving it to T/sin45 would be conservative.

Hi Kootk, I completely agree with your markup. That is exactly how I am envisioning the forces.

I have attached the plan layout of the electrical trench for more info.https://files.engineering.com/getfile.aspx?folder=fa98d64a-c800-46a1-bdcb-2faabc1a6978&file=Prelim_design_trench_steel.pdf

Hi BA, the floor slab is not connected to the wall, there is an expansion joint between the trench wall and floor slab. The trench wall is 8" thick. The load on the welded angle is 0.2kip/ft.

Thanks retired13. I did mean to say anchorage for the headed stud, my bad. When I am checking concrete breakout resistance of the headed stud in tension, do I increase my tension force from the force couple by 1/sin45 to account for the stud being oriented at 45 degrees?

I am designing an electrical trench with floor elevation at -4'-00". This pit has a false floor at elevation 0'-00", for which I have placed beams to pick up electrical equipment and steel plates.Some of the equipment are near the trench wall and hence I need embedded angles in the trench wall...

dik, Alex's spreadsheet considers pinned edges. However, would that not be non-conservative? Since in reality, I wouldn't consider the edges of the plate pinned as it will experience uplift due to point load in the middle. As the edges are not restrained in the vertical or horizontal directions...

I want to analyze a flat plate, 1/4"x3'x3' that has a 500 lb load over a 4in2 area. The plate is a 50 ksi plate, that sits on beams on 4 sides, this plate is removable and not clamped down. I usually use Roarke's, but I don't know how to account for curling/lifting at the edges. Before I go and...