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Personally, I'd reinforce it with at least a partial length 16" LVL at the notch even if the numbers workout without it. You can call Weyerhauser technical support and they can evaluate these conditions for you. Or at least they used to. I believe for a compression side notch they would...

Thanks AaronMcD, turns out my hooked development length assumed a confinement reinforcement factor of 1.6 which likely doesn't apply to these conditions as s>6db. Oops.

Thanks you guys. And yes KootK I knew your position and was hoping you'd comment :) In our market, basement slabs are often relatively thin "mat slabs" that also serve as the footing for the retaining walls. Commonly in the neighborhood of 12-18" thick. Contractors typically want to keep the...

I wanted to see how people are addressing the ACI 318-19 provision which no longer allows reductions in hooked development length based on excess steel. Two examples we commonly run across are on residential cantilevered retaining walls where forces can be somewhat significant, and with...

I do what DoubleStud mentioned. That's the way to go.

If the architect is competent enough in structural design to serve as the engineer of record for the project, I think it would be fine. You would essentially be working under their license. If they are not competent enough in structural design to serve as the engineer of record for the...

Why not just ignore the swimming pool and design as if it is retaining the full height? What happens if the pool is infilled later on? You'd be covered this way, otherwise I think you would likely have an overstressed retaining wall.

Thanks for the responses. I agree, these should all be free in my opinion as well, but that's not the case, so here we are. MADCAD was linked directly from ACI, so I do think it is legitimate. Although, it seems a bit sluggish when using the free trial. Hard copies are straight forward, and...

I see MADCAD.com as an option referenced from ACI and AISC, but it looks like they haven't updated options for all new codes yet. Has anyone used MADCAD before? Any feedback?

Our office is looking at updating our building codes and reference documents for the upcoming California code cycle change on January 1st. In the past we have typically had hard copies of the building code, AISC, ACI, NDS, etc. However, our office has transitioned to a hybrid work option where...

Thanks everyone. It's a bit of a weird condition. It's a single-family residence, that has an existing glulam ridge beam. The ridge beam was designed (I have original calculations) to span across a room in a vaulted condition. The original architect added decorative trusses at 1/3 points...

I'm looking to see if it is at all possible to deepen an existing ridge beam by adding another beam below and then gluing and screwing them together. I understand this is unusual for wood, and I haven't done it before, but just looking to see if it is feasible by calculation. The existing wood...

We typically put in straps in this situation. If you don't, I think one could argue you should put in a seismic joint per ASCE 7-16 12.1.3 which would be unusual in a residential structure. Redundancy in the system is good in seismic design. If the two pieces are completely independent of...

I think the balconies could sway it one way for sure, but modified balloon framing would not require studs 31' tall. It's called "modified" because it is somewhere between platform framing and balloon framing where the top plates are located at the top of the floor joists to minimize shrinkage...

Would modified balloon framing work instead of the rim joist? Essentially, the top plates would be installed high and the trusses hung off of them with top flange hangers. I think this approach is fairly common for multi-family to reduce the potential for shrinkage, but is potentially less...

Completely unrelated to your question, but revise your back curtain steel hook to point towards toe to create a closing joint, and provide top steel in the heel as needed for moment capacity.

Not related to the question, but there doesn't seem to be much of a lateral system at the rear exterior wall there. If you are cantilevering the deck laterally, I imagine that's where the force would need to go.

I would tell them no personally, especially if it has sustained loading. Does Sakrete have ICC approval? Is it cracked concrete approved (assuming some seismic)? Were the anchors installed with special inspection (if sustained tension seems like it should be).

Has anyone used a Joto-Vent continuous vent system below wood shearwalls in a high seismic area? They have ICC approval, but no mention of seismic loading in the report (just compression loading). They have seismic testing by a Canadian laboratory but the report states "Not to be used as an...

Thanks guys, I just wanted to see if there was something in the code that suggested the deflection limits for adhered veneer. It sounds like we all use L/600 although I don't see this specifically required for thin veneer, it makes sense and we'll keep it. It's not a sliding door, just a large...