Grade Beam
Grade Beam
(OP)
I have a grade beam supporting a new masonry wall. The grade beam spans 20ft between helical piers. Obviously, I have designed the grade beam to support the vertical load from the wall, but does it also need to be sized for 1/2 the wind load (or seismic out of plane force) on the wall?
The lateral system is composed of X braces, so it is not the main lateral system, but because only 1/2 the wind will go into the diaphragm, does the other 1/2 need to be accounted for in this manner? I believe it does.
Or could I justify that the resistance from the soil/slab will resist the load? The grade beam is 3'4" deep...
I'm more interested in the theoretical answer, so I will know how to design it in the future. Do you guys look at this?
Thanks.
The lateral system is composed of X braces, so it is not the main lateral system, but because only 1/2 the wind will go into the diaphragm, does the other 1/2 need to be accounted for in this manner? I believe it does.
Or could I justify that the resistance from the soil/slab will resist the load? The grade beam is 3'4" deep...
I'm more interested in the theoretical answer, so I will know how to design it in the future. Do you guys look at this?
Thanks.






RE: Grade Beam
RE: Grade Beam
If you are taking 1/2 the lateral and dumping it into your grade your vertical helical will not have any capacity for this
(unless battered), so lets hope it doesn't resist laterals :)
RE: Grade Beam
Dik
RE: Grade Beam
That's along the lines of what I'm thinking about. My grade beam is completely under grade. I would assume the soil pressure/slab could resist this. I'm wondering if this is a routine check for most engineers or gets overlooked by engineering judgment...
RE: Grade Beam
RE: Grade Beam
RE: Grade Beam