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I believe that requirement is specific to welds against a plate edge in a lapped type joint. This is to accommodate the potential for the corner edge of the plate to melt and reduce the effective throat of your weld. See below. Your case is more of a butted joist where the weld is not applied...

I'm with Dik here - Intuitively, it seems interesting you need more than double your wall thickness to make the weld work - the weld is not half as strong as the tube right? Seems to me you need to take advantage of the directional loading increase for a fillet weld (if using AISC). In the past...

Thanks everyone... responses below: We have some new machines that are theoretically set up like all others, but the VBA debugger opens immediately and we can't really do anything with it. I'm not sure the original developer of the tool still works for us and with no knowledge of the...

Sorry for the slow reply folks. I'm sure we could re-develop our own code, but honestly I'm looking for a piece of software we can get off the shelf. While we can do some basic coding, and it sounds fun to develop, our time is currently best used for design projects. I know we are only talking a...

Hello - we have been using a in-house program written in VBA (with excel) that takes separate PDF's and compiles them into booklets with an automatic table of contents, chapter titles, etc. We'll generally us this to compile calculations packages for submittal. We have having issues with the...

Dwyer is a good company we have had success with.

I'm with KootK, LVL's are not good when exposed to moisture. Long term, that could be a bigger issue than the connection to the post.

Here are a few articles on through bolts with some testing results that were in Structure Magazine. Link Link https://files.engineering.com/getfile.aspx?folder=ea51fcce-46fe-4540-b19d-5fcf491fb49b&file=Through_Bolts_in_CMU_2.pdf

Hey everyone - an update and some good news. Pricing has eliminated the brick veneer on the cupola (PTL).

Thanks for the input everyone. I understand the hesitations for brick on a wood roof - not my decision and this is a very small area. I've discussed the importance of the flashing details with the arch and added notes for the arch and contractor. txeng - I've used similar details for a brick...

There is a good article on this by the SBC. See below - shows an example of the angle down the slope with tabs. Link

Great points dhengr - some of my fear is that this for this "small" job the level of detailing from the arch may leave a lot of things up to the contractor. Not always a good thing... As for the other end of the cupola - I would approach similar to what the IRC uses in R703.8.2.2 "Support by...

Thanks Joel - very helpful. XR - I agree... running the actual numbers on the torsion on the ends of the blocking is pretty wild. The connections, if actually designed, get pretty wild. Fortunately here the brick load is small and attached directly to the studs. I'm designing the steel lintel...

MS - I'm definitely not advocating for brick to wood. I just mean to put blocking under the angle. I'm leaning towards a bent plate so I can get an 8" vertical leg. That should get the leg far enough up the studs that I can get (2) screws through the angle to the stud. Blocking will be below the...

Thanks Joel - I guess I want to have belt and suspenders here. I don't like to rely just on the angle screwed to the studs behind for support since we are right down at the base of a stud - and a stud that will be cut on an angle at that. I guess I'll just design the screwed connection and then...

Hey everyone, I have a job with a brick wrapped cupola. At the case where the veneer sits on the down slope, I'm not sure how to support it. I'm thinking of ripping some blocking to so that my brick angle can sit flat (no bent plate) and I can tie it back to the cupola framing. I assume they...

We usually break out the face shells above the ends units and fully grout. You can also install vertical channels on the sides of the openings installed flush under the pinch beam to bear. Then the steel jambs provide the bearing.

SRE - thanks for the comments. That’s what I thought. If the media is light it will reduce my load on the wall. The hydrostatic obviously remains. It sounds like my worst case will be when the bioret media is old an full of heavier material. That being said, maybe I don’t get any benefit from...

OG, is there some confusion? I haven’t indicated an actual wall design. The wall shown in the graphic is just what the civil people show generically in their bioret detail. My wall is thicker and my footing is much, much larger.

OG - Do you feel I'm completely missing something here? I'm designing a bunch of PEMB foundations on this job and a few standard retaining walls. This just happens to be the first time I've encountered a wall with bio retention media behind it. I don't assume I've got this thing totally figured...