MSE Wall Settlement
MSE Wall Settlement
(OP)
Just wondering what kind of settlements of MSE walls (separate geogrid walls from "strip" style walls) my colleagues have experienced. Typical and maximum or top three or four maximum.
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RE: MSE Wall Settlement
The differential settlement for walls ranging from 6' to 16' high appears to be 2" in less than 20' and the total settlement may be approaching 6" in some areas. The end of settlement is probably not near. I think only 1 segment of wall is or will be in danger of failure, due to atrocious drainage.
Actually, I am sometimes amazed as to how much abuse these structures can withstand.
RE: MSE Wall Settlement
http://www.rcaanews.org/dowl-1.htmI
I Have not yet had the pleasure with MSE wall design-so can't add any more information.
RE: MSE Wall Settlement
Anyone else have something similar??
RE: MSE Wall Settlement
It shouldn't matter what wall system you use - the foundation soils will consolidate under the applied load just the same. The advantage with MSE is that your differential settlements can be up to 1/100. You could probably get away with more differential if you first construced a wire-faced wall and put the panels on after the majority of settlement had occurred.
I don't know what kind of soil profile you're dealing with here (I'm guessing a single thick, soft, compressible layer with almost 3 ft. of settlements), but we usually calculate settlements due to embankment loads (using Schmertmann or EMBANK) and advise our clients that the expected range of settlements will vary from the calculated number by up to 30% plus or minus for local soils.
I imagine that you could have installed discreet (as opposed to discrete) marks on the facings to act as monitoring points for at least vertical movements of the wall referenced to some elevation datum located far enough away from the wall to be out of the zone of settlement.
Jeff
Jeffrey T. Donville, PE
TTL Associates, Inc.
www.ttlassoc.com
RE: MSE Wall Settlement
RE: MSE Wall Settlement
Well it did happen following a period of high rainfall - the actual total settlements were more on the order of 700mm total but only 350mm differential but accompanied by about 200mm of transeverse differential such that the bridge was shunted along the sliding bearing in a skew direction. The pinned end of the bridge was over the settlement area. The abutments behaved beautifully and the only problem was spalling of the concrete panels where they rotated into the asphalt verge.
The bridge was reset on its bearings