KootK, I'm lovin' the honesty here regardless of whether or not I agree with your points. It's always good to see a different perspective.
I'm also not a fan of the stupid upvote/downvote system here, especially with downvotes. A downvote is generally pointless for the sake of discussion if...
I brought up the custom hanger idea because OP was concerned about the light gauge Simpson connector rusting through. With a 1/4" thick fabricated connector, if it were to rust, it would take a very long time before the strength would be diminished enough to be an issue. I recognize this is...
It can be the same dimensions as the beam (width and height). In that case the welds would be along the inside of the flanges. The plate depth can also be less with welds along the outside of the flanges.
The detail specifics would depend on OPs conditions, although I wouldn't be relying only on friction. I was picturing a web nailer bolted to the steel beam and connected to the end of the joist with a Simpson angle. The bottom of the joist would be bearing directly on the bottom flange.
This isn't a detail I use often (bearing the joist on the beam btm flange), although I think this would induce less torsion than packing out the beam web since the eccentricity from the joist would be a little less.
Regardless, it would be better to make this a two-sided connection. Even if...
Hopefully the beam is also HDG. I don't think I'd be overly concerned with an HDG beam, PT nailer on top, with all HDG top flange connectors and hardware.
If I was worried about a thin Simpson top flange hanger rusting and failing, I might consider fabricating connectors from 1/4" steel plates...
Normally, I bear the steel beam directly on the PSL post, but I see no issue with your detail, especially considering the relatively light load of only 4k. Rather than use a pair of stiffeners, I'd have a 1/4" plate welded to the end of the beam.
Was his work good or not so good? They'll likely expect the same from you (for the same fee).
In my experience, work like this tends to go to those sorts of engineers who are willing to throw a stamp on anything for a few hundred bucks. Maybe that's not so bad if you feel you can do this...
Unless I misunderstand the framing (a sketch would be useful), there could still be ceiling joists tied to the jack rafters. As noted by KootK, at some point the direction of the ceiling joists would be changed. Otherwise, the ceiling joists would interfere with the jack rafters near the wall...
This question comes up quite frequently here.
If there's a flat ceiling, the outward thrust can be resisted by ceiling joists connected to the rafters at the wall top plate (or slightly higher).
If there's no flat ceiling (cathedral ceiling), then the thrust would be resisted by a combination...
I'll admit I don't have a deep understanding of LRFD (like some here). However, if LRFD is truly the more accurate/consistent method, I assume the difference that we're talking compared to ASD is still miniscule. I don't recall ever seeing a design example using both approaches resulting in...
IMO, being involved in a project you designed during construction provides significant value to the overall construction quality of the project. In my estimate, for a $10-$30 mil project, you could easily have $20k-$50k into site observations without being anywhere near the point of diminishing...
This could be an issue for a deeper steel beam, but for something like a W8 bearing on a PSL post, I don't think it's a concern. I should note that my typical detail has a 1/4" end plate welded to the beam and 1/4" vertical steel tabs which extend down opposing sides of the PSL and have holes...
That's ridiculous. I'm guessing nobody thought twice about making the cut either!
Normally I reserve this detail for exterior walls, but in the case above, it's for an attic kneewall, where no access doors are shown. I still have a little fear they could do this, although luckily the builder...
I agree. This is a good example of a code change that makes sense.
These are perfect examples of the detrimental effects these code changes can have. The requirements become somewhat incomprehensible (especially for non-engineers). If I ever participated in an ASCE7 code meeting, I'd...
Based on some recent research I did, no, steel is not necessarily more expensive than LVL beams. I actually found it to be slightly cheaper based on comparing costs of an LVL beam with a steel beam of similar strength.
The contractor doesn't get it both ways. Let them either choose steel and...
