I AM HAVING THIS DISCUSSION WITH OTHER ENGINEERS AND I THOUGHT IN ASK HERE TOO. I AM DESIGNING THIS 15ft FREE-STANDING CMU WALL THAT DOESN’T EVEN HAVE A SMALL ROOF ON TOP.
IT TURNED OUT A 12” CMU WALL WITH A CONTINUES FOOTING WIDTH OF 5ft. I CHECKED THE SOIL PRESSURE (for e=M/P), IT WAS OK...
The M-F is just one frame (2 col, 1 beam) and the columns are fix, with footings ( which are connected with a grade beam that runs from col. to col.).
When calculation the footing, the moment at the base of the col. is making the footing too big and so my approach is just to calc the footing...
I am working on this moment frame that is taking a large axial load and so the moment going to the footing is large. When I try to size the footing (using vertical reactions and moment at footing), it turns to be a large footing, too large. What is the approach for a situation like this?
Is it ...
Thanks to all. And yes, the point load at the cantilever part is at 4 ft from the support. I have the shear and bending at that point and I just need the stress values; for now, I am assuming the middle layers are DFL-1 fb=1000, fv=95. Bending should be ok. the beam was choosen to get the...
I am trying to find out stress values (fb, fv) for those layers between top and bot. layers of a GLB. The reason is because I have this situation where the top layer (the strong one) of this cantilever GLB has to be cut (it hits the roof). This cantilever (5ft only) beam suports a point load...
