Earth pressue where cantilever wall is restrained in vert. direction
Earth pressue where cantilever wall is restrained in vert. direction
(OP)
Is it appropriate to provide lateral earth pressure recommendations for design of a cantilever retaining wall that includes both active and at-rest values? For example, at locations where a wall turns, say 90 degrees, it is essentially restrained against rotation and therefore the strength of the soil backfill theoretically has not fully mobilized. Would you recommend that at those locations, and up to some distance away, the wall be designed to resist at-rest pressures? Is there any publications or journal articles that discuss this? Thanks for any input!





RE: Earth pressue where cantilever wall is restrained in vert. direction
RE: Earth pressue where cantilever wall is restrained in vert. direction
I'll discuss this with our strucrtural engineer, but it's likely the greater concern would be where a foundation wall "t's" into a basement wall. Not sure about this. . .
f-d
¡papá gordo ain't no madre flaca!
RE: Earth pressue where cantilever wall is restrained in vert. direction
Wedlmic
RE: Earth pressue where cantilever wall is restrained in vert. direction
RE: Earth pressue where cantilever wall is restrained in vert. direction
Is this in referenced to my earlier comment? If so, I don't get the connection.
Regarding movement at the top (i.e., for the cantilever design), I know designers that use at-rest forces for cantilever walls as they don't want the wall to move, even though it could. Bear in mind, if you design for active pressures, you are anticipating an outward movement of 1 inch for a wall height of 10 ft. If you design a cantilever wall using at-rest wall pressures, you are thereby designing a wall that can restrain the at-rest forces and will not move this amount. You'd also not have to worry about your original concern.
f-d
¡papá gordo ain't no madre flaca!
RE: Earth pressue where cantilever wall is restrained in vert. direction
The bend in the wall would probably create a local stiffer area, even if the main part of the wall. As fattdad says, this is not a place where the plane-strain assumption is truly applicable and the analysis would be tougher. Unless the wall is quite large, justifying detailed analysis, my inclination would be to put in a few extra bars and make sure the compaction doesn't get overdone next to the wall.* (Don't run a Cat 815 right next to it.)
*There are cases where there MUST be very tight compaction against the wall, such as dam spillways. This usually means stout gravity walls or counterforted walls that won't deflect appreciably.