I appreciate the feedback, it seems no for friction is the initial opinion.
As an analogy I was considering using a safety factor of 1.5 similar to soil sliding, so my μ used would be .25/1.5=.17, and since we use friction in other engineering cases and the NDS doesn't prohibit its use I...
With wood purlins, I'm discovering that I have to resist rolling, this due to the lateral component of the purlin reaction on a sloped roof and the distance from the centroid of the purlin to the bearing point. This is significant because the reaction force, normally taken in bearing is large...
I'm using #6 @ 8" for an 11 ft wall (19mm), good to know.
I won't be sharpening the pencil on this project, 16" deep is fine for a 10 ft wall. But wanted to poke the bear and see if anyone else found a better way to detail that joint.
I appreciate the clarification, and the test results are compelling. I'm glad to see U70 performs as designed, as I've seen that used most commonly.
Have you used a corner bar like we're discussing to improve the efficiency of a joint? (or has anyone else?)
KootK, I haven't used Strut and Tie Method as exhaustively as the thread delves into, is there any confinement factor for struts and nodes that someone researching this could benefit from? If not, it seems like a shortcoming of the 2d STM system.
SWC, It's not a small amount of concrete, I...
That is quite the thread, I found the joint testing research you referenced compelling, and makes me glad I asked the question.
Nothing I saw that thread discussed using transverse reinforcement as confinement, or controlling the amount of concrete splitting which is the failure mechanism of...
Thanks pham, that was my suspicion.. no go for a standard hook
But aside from what the code allows for a standard hook, could I develop it like a stirrup hook? If so what's the biggest stirrup bar dia permitted? If not, why not?
I think it should be added as a factor for std hook dev length...
Here's a sketch of the bar I'm referring to, I'd like to minimize the development length 'ld' of a standard hook using a longitudinal bar in the corner
I'd love to reduce the dev length for my retaining wall bars in the footing making a more efficient use of concrete using a longit bar in the corner of my standard hook. This would be analogous to a stirrup hook, which works in beam shear with small dimensions, right? A force is a force. It's...
I found a similar table with presumptive capacities in Title 24 HUD that states that settlement is NOT considered. I'm assuming that IBC didn't consider settlement either
https://www.law.cornell.edu/cfr/text/24/3285.202
Regarding the Heli-pile Simplified Design And Inspection Guide
they're suggesting a test probe, I'm guessing that's a lot cheaper and can tell you more of what's below bearing depth but I don't know exactly what it is, and if it is enough to keep us out of trouble. It sure wouldn't give a...
Thank you guys for the thoughtful responses, great discussion
I asked my lawyer about putting the liability on the owner/contractor and he asked what would a judge or jury say when you proceeded without an investigation? I know we feel stuck here, but there are lawyers who only deal with...
I have an owner who seems to think that helical piers just need to come to torque and voila no geotech report needed. This is an area I've spent too much time thinking about, despite previous replies seen to this same question (see bot of post), I'd like to know what y'all think with the info...
You are correct, my lawyer said I can't control my liability like I was thinking and indemnification has limits too. For this to work for Manuf / SE a process similar to what CWB1 discussed would be needed.
