What if a large sheet of plastic happens to blow onto the rings and create a sail? Or what if someone decides to hang a banner on it?
I'm always temped to way over-estimate the effective area of things like these.
We typically never use a vapor barrier for outdoor concrete. Other than the slip issue, there are no other benefits that I can see and several problems that can arise.
First, if the vapor barrier and slab are extensive enough, you will end up with all sorts of perched water between the slab and...
We've used EPS foam blocks to deal with this in the past. Always worked out great - used about 3 ft. of soil/gravel on top with a thick membrane on top of the blocks. EPS will melt if exposed to petroleum substances.
Well you should probably research this on your own and also get a mentor to help you if possible. You might get some help here but not sure you'd get a complete and adequate understanding.
I think the plate certainly anchors the rebar at its end.
But your contention that a hook would also work isn't entirely correct as a hook needs a small embedment length in front of its bend to meet ACI development criteria right?
So if you had room for a hook, it wouldn't be at 100% anchorage...
Sounds like the issue would be just for the top bars if I'm understating this correctly.
Could you embed a steel angle along the top edge with weldable rebar connected to the vertical leg (horizontal leg on top and level with the top of slab)?
Then just install the angle/rebar assembly prior...
First - that's a massive looking truss tying into a skinny little column.
My old mentors always taught me "if it doesn't look right it probably isn't."
Second - I would first try to push the last 10x4 vertical back just a bit but connect all the shear through a single plate tab bolted to the...
The older one appears to be ASD while the newer is LRFD.
Old: Service level loads with allowable stresses.
New: Factored loads with nominal capacities (phi x max. strength)
JoshPlumSE - appreciate your input here. I'm sure you have access to facts we don't but sometimes after leaving a company, and learning about all your fellow coworkers who left soon after you did, there's always the possibility that the company added staff we weren't aware of later.
I like...
Does your software include the effects of the concrete basement wall on top of these footings? The walls would be very stiff and not allow much bending - thus not much moment in the footings. My guess is that your analysis here input the basement wall loads as a linear line load without...
There's a "partition live load" that deals with the vertical dead weight of interior partitions. That was based on the ASCE 7 committee using a metal stud wall sheathed on both sides with gypsum board sheathing and spaced at 10 ft. o.c. getting you to 15 psf or so.
The lateral partition...
Note that the 5 psf wind that Lomarandil and milkshakelake suggest is a service level force (i.e. there's no load factors on them).
ASCE 7 now lists that as 10 psf I believe as a factored load.
