I would tend to put my money on the wind uplift as well. I likely would have put the brace closer to the support if I was concerned about moment reversal at the support, and maybe even kicked it to the MF beam rather than the adjacent infill beam. There's no reason to brace the infill beam for...
The only issue with that approach is that what it's rated for might be a function of what it's required to be rated for, similar to the IBC use of 6000# static load for parking structure barriers. That is, it might be capable of withstanding a 10000 lbm vehicle impacting at 10 mph elastically...
I don't know that I agree that column splices are often done to develop full member capacity. Full axial capacity, generally yes. Full flexural capacity depends a lot more on what the role of the column in the system is. In fact, the AISC Steel Construction Manual actually discusses that...
At freeway speeds where you significantly overcome Mp, I could see that. However, at low speed impacts (it looks like CAA1000 is dealing with a parking lot/structure problem here), it's mostly about deformation (energy absorption) in the railing and its attachments, and designing which bit goes...
What Ron said. The joist designations themselves are just for "generic" joists, with the actual designs done by the supplier. That's why we get shop drawings to review for each project. You could have rod web, crimped web, or angle web joists, different grades of material for the...
CAA1000,
Is there any data on exactly what they used for the "barrier" portion of the barrier? There is some section modulus information for guard railings tested in NCHRP Report 115 Table 4 on page 15 of the PDF.
One of them looks like a 10-gauge steel W-beam (not a wide flange, but the...
Be mindful of any differential shrinkage potential in the grade beams vs the slab pour. I've seen a couple of these where the aspect ratio was very high, and there was a long delay between placement of the grade beams and placement of the slabs. Quite a bit of cracking occurred, and I suspect...
I can't think of any circumstance under which an occupable space (like a deck) could be classified as a non-structural component. Non-structural is defined in ASCE 7-10 Section 11.2 (I don't have 7-16 to hand).
Component, Nonstructural - A part of an architectural, mechanical or...
The image looks like they actually recessed the horizontal steel plates into the bottom of the GLBs, then used a concealed vertical knife plate slotted into the GLBs for the connection.
I probably wouldn't weld a PCZ onto a steel post. Simpson has weldable caps identified in their catalogs...
Steel strap bracing of a wood wall isn't an accepted system under ASCE 7-10 (at least for seismic). Not sure if that's applicable in your locale, but if so, you'd need to justify whatever R, Cd, Ω, etc values you used if you went with something other than a recognized system.
I thought...
There are a lot of ways to idealize this connection for resisting various member/connection demands (shear in 2-axes, axial load, flexure in 2-axes, torsion). I generally look at the "load sharing" among the bolts in the group based on satisfying compatibility. For example, the outermost two...
It's useful to be aware of what return period wind you're considering, and what that might mean for the serviceability considerations you're reviewing.
For example, ASCE 7-10 Figure 26.5-1C, considered strength-level design winds on a Category I, structure has a mean return interval of about...
OK, so if I'm understanding correctly it sounds like the contractor cut off the post, leaving you with a post cap (the lifting lug, a plate & maybe some portion of the post hanging below?) and a post that's now some amount shorter that it was before. Is that correct?
It also sounds like you're...
