Search results for query: *

I have a client that is interested in building an artificial swimming lake in a new subdivision. It would be close to a natural lake (that isn't good for swimming in this area) and wetland and the groundwater is high. This is out of my expertise but I was hoping for some feedback on general...

Thanks all. That's what I thought. Wanted to make sure I wasn't out of line before I make it a bigger issue.

I would take the lower end of typical percentage fees in your area unless you really need the work, then compare it to the number of drawings you need and cost per dwg. You can spend lots of time on the slabs and miscellaneous little components for jobs like that. Some little mezzanine will find...

I'm a structural engineer but need some advice. Ive done lots of pipe supports and racks with piping engineers before but in this case we dont have a pipe stress engineer involved. Yet. We have a 36inch diameter pipe that's 20ft off the ground and about 90ft long before it elbows down into the...

Perfect. Thanks.

Thanks for the responses. At the other end, the channels are riveted to a glulam arch through the channel webs. The arch is a solid section so is there eccentricity there? The load path is from the arch, to the channels, to the HSS.

I have an HSS brace that's in compression. It is being connected at one end with 2 channels. The channels would be welded to the brace at the four corners of the HSS. Is there an eccentric moment in the channels/HSS from the compressive force? If so, is it M = C x e where 'e' is the distance...

Is anyone familiar with CSA S16-09 Cl.13.6 e) which is for monosymmetric bending? I am trying to check a wide flange beam reinforced with a WT on the underside. The monosymmetric parameter, Bx, does not seem to work for this case and gives me moment resistance values less than the unreinforced...

Does anyone know if any load tests have been conducted on a simply supported beam with beams framing perpendicularly into it? I want to see what, if any, lateral support they provide to the primary beam. I know typical convention is to simply add horizontal bracing to the top flange. AISC...

Ya I'm not sure if our firm is doing the decks or not but I will definitely bring that up. I agree it's way too small. We also have only 2 days to do preliminary design of all steel for the building. AISC magazine loves a project with a tight deadline!

Detailed design won't be for a while so it will be good to bring these ideas to the table.

The truss is 10' deep so L/15, not the best. The floor above is supposed to take full vehicle loads for car shows, concerts, semi's unloading equipment, etc. so they asked for 300psf. I like the composite action idea although the slab seems so small relative to the truss as ishvaag said...

I'm doing some preliminary sizing of steel trusses for an exhibition hall. One set of them spans 150' and has 30' tributary width with 300psf live loading (yes it's big) and a 5.5" slab on deck. Unfortunately, for various reasons, our firm wasn't able to be responsible for layout so I can only...