Thanks for the options, everyone. It is very helpful! I'll have a talk with the client to see what kind of performance they are looking for. All else being equal, I like the screw option.
Thanks for the detail HTURKAK!
I didn’t realize self-tapping screws were an option for this thick of material. The decking is min 1/4” and the HSS is 5/16”. I’ll certainly do that if it’s an option.
What about “sidelaps,” as in fluted metal decking? Does this get spec’d or is the plate typically cut for bearing on all edges?
I have inherited a project where 5/16" HSS is being used for an industrial platform which will be decked in checker plate. The HSS is already purchased.
The previous designer had the floor plate field welded to HSS in overhead position. This is a hell of a lot of overhead welding, and think...
You will want to account for the weight of the slab and live loads on the slab, as well as reactions of any footings near the wall. Check out the California Trenching and Shoring Manual for a good reference on how surcharge and live loads affect soil pressures. And check in your foundation...
I worked for a large heavy civil contractor, and we would, as a rule, take advantage of the temporary nature of our projects. We made use of ASCE 37. I am not familiar with Eurocode.
If the foundation works for the loads, and if the As min is just there for crack control, and if you can live...
The end plate is cheap. I would specify it regardless.
I would also prefer to connect directly to the post, but I agree for light loads it probably doesn't make much difference.
I agree. The point is that it is very hard to get this pool of contractors to look at the drawings and specs, and then not cuss you down the road if they finally do.
And I find it's a crapshoot if the homeowner will notice or care. For non-life safety issues, I end up feeling like I'm talking...
Thanks, those are my thoughts.
This is a residential project, and in my rural area these home contractors just don’t know what to do with a set of plans and specs.
I've got a contractor that may not have placed control joint strips in his forms for a cantilever retaining wall...
I don't believe I've had this issue before. Can joints be cut in after forms are removed in 2-3 days? I'm only familiar with slabs, and they of course get cut very soon after pour.
Dropbox has had some security issues, so I switched to Sync.com. One architect I know uses Google Drive. The rest seem to use One Drive.
IMO - this is less about One Drive being good as it is about it being conveniently bundled with your Microsoft subscription (or hosting).
I don't see any problem. Trusses often have idealized pins at the web-chord nodes, anyway! Should be good as long as the forces can be transferred through your connections, which may need to be strengthened a bit beyond a typical clip or shear tab.
I am working on an existing structure from the 80's which used steel tube columns and doubled light wood trusses designed for end moments. The columns have big flag plates welded to the top, and the top and bottom chords of the trusses are bolted to it.
We have to modify this structure. We are...
