dik,
We are early on in the design, everything right now is very preliminary, the dashed line is more or less at the corner, just a few feet off, lined up on a party wall. This is a rough sketch.
Hokie66,
Agree, but the cold formed design is delegated to someone who I assure you knows what...
Hello,
I am looking for opinions on the need for an expansion joint in a building in the early design stages, there's a quick sketch attached. It is 7-stories, load bearing cold formed stud walls supporting concrete on metal deck with composite joists. Ordinary concrete shear walls are...
KootK,
The article is posted here:
https://static1.squarespace.com/static/55a5108ee4b091074c1be055/t/588a2424b3db2b451aadeea5/1485448230723/Kline+Engineering+Tips+For+Post+Tensioning+Part+2.pdf
There is a part 1, but for whatever reason it hasn't been made freely available.
rapt and KootK,
Thank you both for your responses.
I don't have a specific situation I'm looking at, this is part of a periodic review of our internal design and detailing methods for PT slabs. Mostly, looking out for instances where we do it this way because that's the way we've always...
I am reviewing my company's slab fold details for unbonded post-tensioned elevated slabs, and in doing document research I haven't found much of a consensus on how slab folds should be treated. I attached a clip from a magazine article that gives the kind of information I've been seeing, which...
The PT designer used ADAPT to calculate the elongations, and accounted for the tendons drape/sweep/etc, and used the variable tendon forces. My guess would be that the friction/wobble factors were underestimated, and so my effective PT forces are lower than what they should be.
What I was...
I've got a project in construction, a concrete podium supporting five levels of timber above. 16" thick flat plate concrete podium, about 190'x60' in plan. The contractor pulled the tendons and basically every one came up to pressure and was under the design elongation, only a handful (out of...
Yes, it's still early on but it looks like that's the plan. I've gotten in touch with Simpson and I need to check some capacity equations from ACI 562, and see where I sit
We have existing drawings that give me a bar/tie layout, but when the current code says the tie has to be a #4 I'm not sure how well I could argue that a #3 is sufficient.
I'm looking at an existing concrete structure, the owner is interested in adding some additional floors. The original structure dates to the late 60's.
-The columns are reinforced with #11 vertical bars and #3 ties, which was OK under ACI 318-63.
-Current ACI code requires #11 vertical...
