The 3/8 tie plate is there specifically because it is in line with a braced frame. I.e., a collector.
PL 3/8x4 Gr. 50 (for a small-ish beam) is good for about 50k ASD. That will hammer a bolt group for smaller beams. Even with bigger beams you'll end up with several columns of bolts in the...
https://portal.ct.gov/-/media/csc/2_ems-medialibrary/westhartford/ishamrd/verizon/emver155190205responsetoincompletepdf.pdf
This should suit your needs
Collective chord behavior. https://digitalcommons.calpoly.edu/cgi/viewcontent.cgi?article=1044&context=aen_fac
I made a spreadsheet for it ages ago to prove to my boss that our chord sizes were absurd in some of our warehouses, but never really used it. Because, well:
I don't have an answer to your question directly but...
My first step when working with older buildings is to file a FOIA (sometimes FOIL) request with the jurisdiction where the building is located. Sometimes they have nothing, sometimes they have a treasure trove of drawings and as-builts and...
Still seems to me like these fin things are simply going to get squashed right at the edges of your support. The "beam" (fin thing) will deflect upward ever so slightly and at that point all of your reaction forces will be concentrated at the edges. I probably wouldn't approach this as a...
Many times we will spec concrete encased duct banks for road crossings. I.e., flowable fill. Contractors often fail to properly compact backfill which causes bumps and dips in the road crossing. I'd probably recommend running several large conduits (ducts) under the road and the actual "beer...
I think you got your b and t backwards for moment of inertia since it will be buckling in the weak axis direction, no? b = 0.6", t = 0.02".
Peuler = 30 lbs, at 2.5ksi.
Either way, I don't think we have an accurate picture of the problem statement. Is this "assembly" like some sort of heat...
Ditto. A firm I worked for would use a 16" plate + ~C8 channel toed down as a chord. We'd put a 3' sheet of roof deck between the tilt wall and the chord. 1. For extra capacity in long warehouses, 2. for flexibility around bumpouts and such in the wall line. We'd still have an edge angle but it...
I'd provide at least several layers of ties under the bearing at a minimum. A little mini-column in the 12" block. Just to keep the thing from blowing apart like you say. 300psi is still pretty high. Maybe look at an embedded grillage beam - WF or HSS maybe, stocky. That sort of creates a hinge...
I've seen this overhanging bond beam detail before in some retail strip malls near Seattle. 1970s-1980s construction. But they were wood parallel chord roof trusses spanning ~40'-50' so maybe they needed the extra bearing. And I believe it was an exterior wall with parapet - trusses on one side...
Did they use a bomb to make the rough opening or something? Surely some wood blocking could make up the gap? How much bigger is the R.O. than the frame?
Similar idea to a Kaiser Bolted Bracket. Its one of the prequalified connections in AISC 341. Simpson has all sorts of other moment connections for ductile mechanisms too. I've never specd them.
I recall seeing 10%-20% annual NDT for these components or assemblies. But that's from random Internet forums. I'm sure inspection programs are codified or otherwise published somewhere. I have not looked for them.
I'm definitely not seeing anything that looks like a weld or repair near the...
Simpson makes some screws you can use with A34/A35 clips that are meant for fastening into sheathing. #6x1/2". I've used them for retrofitting drag struts into the bottom of existing roof sheathing, etc. BUT they are only rated for in-plane loads. I.e., transferring shear. I.e., no pullout...
