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...
Seeing a floor plan would be helpful.
Some ideas:
Use a steel beam. I would bet a W8 section works for your loads and fits within the desired floor depth.
Use a flitch beam (for ex. 2 LVL plies with a steel plate sandwiched between).
If the floor plan allows it, push the beam up into a wall...
Yeah, I definitely agree with pham's comment above. I doubt anybody really cares about the building like the EOR does. I wouldn't want to delegate part of the job that doesn't even pass a reasonable sanity test on my part. Delegated/outsourced (whatever we're calling it) work tends to be done...
Good call. I was aware of this from another thread here a few months ago. I'm sure it won't be for another 5-10 years anyway before my state adopts a building code which requires ASCE 7-22 or newer. I'll probably forget all of this by then.
Same here. I had conversations with other engineers at the time who weren't aware that the new higher wind loads were only to be used with the new load combinations. They thought the resulting wind demand on a structure was suddenly much higher. They'd say things like: "It's going to be...
I'm not even that old, and I'm starting to feel this! With wind loads, I usually start with some blanket conservative value and then only refine it if I'm having difficulty getting a reasonable design to work.
The tricky part with this most recent change is that not only did the load...
I use sizer for designing wood beams and columns, with the exception of some proprietary products that it doesn't directly support (like I-joists). IMO, it's a quality piece of software. I don't use it for the entire building design, only individual member calcs. I manually trace loads within...
In addition to all the great advice above, one thing that really helped me was doing actual construction/carpentry projects. If you ever have the chance to build a small deck, addition to a house, etc. I'd recommend it. Better yet, help somebody who is already an experienced builder. If you...
