Thanks. I see that. The floor is I-Joists and was certainly not designed for any additional roof load. I'm just concerned that the interior walls will be less structurally rigid if not directly attached and I'll have problems when I go to cantilever things like kitchen cabinets off of them...
Do truss clips (simpson STC/DTC) make any sense with low-pitch roofs framed with I-Joists? Typically I've seen them with actual roof trusses, where unexpected point support under certain chords could be detrimental to the overall structure. But I'm trying to understand what the reasoning for...
Thanks kissymoose. I went thorough this with my engineer and got the same numbers (530lb & 370lb). He actually needs close to the 500lb on each bolt (60pcf/f, 8' unbalanced backfill, 10' wall height, math...) and was a little taken aback when I stepped him through the screw capacity. (I think...
It's a flat wall ICF system (FoxBlocks), so there's not really "cells" like in a waffle grid ICF. You get a nice flat 6" concrete wall inside, so it's easy to use all the normal concrete wall math. Bolts are dead center.
The bolts only attach the 2x sill plate. The plywood floor gets...
I don't think so. The joists are hanging off the sill plate with top mount hangers. The joists are at a 45 degree angle WRT the wall so there's actually a not insignificant gap there. If the wall started pushing against the ends of the I joists it would likely just skew them. Plus they're...
Yes. There is a stud wall above that. It's a walkout basement so it's only retaining in one section. The portion that's retaining has the 8"OC. The other side only has 32"OC spacing. So I figure the 32" is enough for the the forces from the wall. The movement from 32"->8" is purely for the...
OK. That makes me feel better. That said, the engineer told me the spacing was to restrain the top of the wall through the plywood due to the backfill behind the wall. It would seem you need to transmit that force from the wall to the sill plate through the AB, and then to the plywood via the...
I'm trying to check the work of my structural engineer. He's got 5/8" anchor bolts spaced at 8"OC attaching a sill plate to the top of a basement 6" ICF wall. Joists hang off the sill plate. 1-1/8" floor sheathing attaches to the top of the sill plate with 2 rows of #8 screws 4"OC. Say's...
You know what, I think I'm just wrong here on MWFRS vs. C&C. I'm going back and redoing everything now. I now think 2x8s will be required at a minimum...
So you did C&C, but (correct me if I'm wrong), for uplift on overhangs MWFRS is more complete(???) I got the same qh, but my Cp in the corner is -0.9 (27.4-1) and -0.8 for the directly applied (27.4.4). My G is 0.85 (26.9.4).
So we get Pext = 25.2*(-0.9 * .85) = 19.3 and Poh = 25.2 * (.8 *...
Yeah, that's probably true. I actually do have a callout on the main drawing stating that there can be no breaks for 12' beyond the corner. I'll re-run some of the calcs. None of them seemed out of line, but you get a bunch of deflection stack-up in these situations which might result in more...
Thanks.
So the second detail is where we're generally going over typical top of wall situations (no joist hangers or headers there).
The first detail is for one of two situations.
A. where we are over a full opening (i.e. floor to ceiling windows), in which case there is no wall below...
Actually Weyerhaeuser has a detail on https://www.weyerhaeuser.com/application/files/5715/3806/1534/TJ-9001.pdf page 11 detail F1 where they go out 4' with basically my same detail.
I've modified my details based on your suggestions. I'm tenatively sticking with I-Joists, but I've got a quote...
Yeah, I had them like that but I found it hard to find a hanger that skewed down (or up on the opposite side), wide enough for the I-Joist, and was only 8-1/2" high. Any higher and you start interfering with the 2x6 on the side.
Ha. Yep. Was in a hurry to sketch something out...
I'm wondering if one of you could comment on my roof detail. I'm going for a shed-style roof with a 4' overhang that's really "thin" looking. So the main/interior roof is framed with 14" TJIs and then I've nailed a 2x6 on the side that cantilevers over to provide the overhang. Not really a...
NorthCivil, you're right about the triple I-Joists. I was thinking about doing something funky there because the topmost beam doesn't really need the extra strength till it gets to the cantilever and rim, so I was thinking about trying to put in something where two of the three I Joists...
So looking at the load charts I can probably get by with a BA or HB bracket nailed to the nines, but it still seems the RIGHT way to install this would be a lower capacity hanger installed upside down. I can't find anything on the Simpson site that allows for this though. Any thoughts?
Quick question for ya'all. Here's the framing plan for the shed-style roof I'm working on
So we've got a a 3-4' overhang all around. Not a big deal. Rim joist connection is generally pretty irrelevant in that it's not really holding much (if any) load. EXCEPT for the part labeled (in red) A...
But worse than a threaded rod? To pull those out all you’ve got to do is break off the concrete surrounding in the threads? Or are you suggesting a threaded rod with a washer and nut embedded at the bottom?
