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I'd create a task to "review existing drawings and identify bearing walls, if any. Write a report". If additional structural design is required, we can perform that work as hourly / TBD. Don't discount your ability to review drawings and ID structural elements.

I'm not sure this issue has sunk in yet at the real world level. I'm just getting into projects using IBC 21 / ACI 318-19. I believe (and hope) the intention was to have an exception for walls, footings, one way slabs since they can't really accommodate stirrups. As Jed said, how do I explain...

I received the following from ACI

Thanks I found that thread previously. It addressed beams, but I'm more concerned about slabs, walls, footings. I also appreciate your quote there:

There have been a few posts on this, but I don't think this has been properly addressed by the ACI. In the ACI 318-19, there is a new table for calculating one way shear. Table 22.5.5.1 shows three formulas. Formula (a) and (b) simplify to the familiar equation phi*2*sqrt(f'c)*b*d times...

A good reason to: -Put a max deflection limit on trusses -Realize that L/240 over 60' is pretty damn big -Not do 60' trusses that thin. A good truss designer would have flagged this and brought it up to the SER. A good SER would have noticed this during shop review. IMO, a 2.75"...

I allow on the inside. Then I can see that they actually installed them. If it's outside, then it's under tyvek and I can't see anything. In a perfect world, outside (on sheathing) is better. I'd should look up the APA paper.

I stopped using them a long time ago.

I'd just GPR the slab and avoid cutting rebar. Save yourself a week of engineering time. 6x5" holes are not that much in a 12'x14'slab (I had to convert to freedom units) To answer your question, I would distribute as much as you can justify by the amount of rebar in the slab. If that were a...

In my experience, that wall may last 20-25 years tops

I would say no. Not really possible without counterforts or big piers. In cases like this, the wall is usually tied to both buildings with ties that would melt away in a fire.

Allowable bearing stress for masonry is pretty garbage. I think it is 1/3 f'm (or it used to be). 500 psi is less than a Southern Pine plate. Also, the stress may be delivered more as a triangle / trapezoid than a uniform rectangular pressure. On top of that, you will have some thermal...

I spent a lot of time and effort on a 5 story rigid diaphragm analysis spreadsheet for wood construction.

Can you add concrete mass to create higher DL?

Wood truss? 70' is a tough one to put on a truck. How is the sheathing going to span 7'? I'd worry about truss bracing too. What will be required for the uplift and probably diagonals. Wind loads from the walls will go from the bottom chord up to the top chord, then diaphragm. This is...

For a 4" leg angle or so, yes. There are published charts and standards for this. The brick is tight to the angle and the brick ties brace rotation. Now, if you try to design 4" brick on a 5" or 6" angle (because of the airspace), that's where it gets a little wonky. Angles are terrible in...

APA should have stuff apawood.org

I use Forte and Enercalc. I have used Beamchek with success. I've used Woodworks, but it didn't do anything that Forte couldn't do I also use and write a lot of excel spreadsheets for shear walls and random things. The online AWC web app for connection design. It is hard to beat.

In (hand) drafting class, we were taught minimum text is 1/8". When I got to the real world, we let 3/32" work. It fit better between lines at 1/8" apart (12" on 1/8" scale). Nothing smaller ever. Most plans are half size now so a 1/16" font won't show up.

That's some goofy architect crap. Just because they can draw it doesn't mean it can be built (easily). Forget doing this out of masonry, the detailing and craftsmanship will be a pain. As masonry, it would need a ton of reinforcing at weird angles. I can't imagine how I would detail that...