General info:
2-way post-tensioned flat plate using banded-distributed tendon layout, banded in North-South, distributed in East-West, unbonded tendon design
Perimeter beams are being used to support a masonry veneer façade and also as part of a moment frame for wind/seismic loads
Using Adapt...
Frost depth is around 24" where I am in the Southeast. At exterior footings, I do top of footing at 24" below FFE, which puts bottom of ftg around 36" below FFE but allows for some step down and sloping exterior grade.
For Florida projects, I do top of footing at 16" below FFE, unless I need...
1. yes, it is very typical for PEMB columns to have large horizontal reactions
2. 3000 psf is very low for end bearing on a drilled shaft. Are you sure that's correct.
I have run into the same thing.
I had a project where the suggested was made (by GC) to support bldg columns on the slab-on-grade and not have individual footings. Columns supported 3 floors plus roof. Trying to not be close-minded, I entertained the idea and looked into it. I was given a...
I've used Forte by Weyerhaoaususuer, and the one provided by RedBuilt, but I find that BCCalc provided by Boise Cascade to be the best. I like the way you can organize the project and it's interface seems better to me.
Using the IBC as the design code, the language for structural stability states ".....for the duration of time required by the required fire-resistant rating."
If it's a 3-hour fire wall then why am I designing it for 500 year occurrence seismic forces?
I've designed cantilevered CMU firewalls before, but it's always been where the seismic wasn't that bad. Got one now in a pretty bad seismic area and I'd like to stop and examine my methods to make sure the way I've always done it is still correct.
What R value do you others use for seismic...
I agree with you about the scale and proportion. Consider this, instead of weak axis being centered how about two lines of bracing alligned with flanges.
i've designed several pile caps for tower cranes and the overturning moment always put tension into the piles. i can't imagine that size base working as just a mat (spread) footing.
also, i've always put the pile cap reinf in an orthagonal pattern with additional bars at the pedastals. The...
tell your co-worker "close but no cigar". the language is there that supports his argument, but it's not the right argument.
that example is for computing the diaphragm force of an individual level, not the seismic base shear of the entire building.
privacy fences blow over at about 50 mph. you can design it all you want but it all comes down to quality of workmanship.
they dig the hole, cut open and pour in the dry sack mix, pour in some water, and mix the concrete with the fence post, then stake it off to set.
