Anchor Reaction Block Design
Anchor Reaction Block Design
(OP)
We are designing permanent post-tensioned anchors into shale to stabilize a 3H:1V cut slope. The anchors will be inclined 30 degrees from horizontal. The reaction blocks will bear against soft clay shale, very stiff clay, or alluvial sand. I have tried analyzing the blocks using passive pressure against a battered retaining wall with a sloping backfill and also as footings, using bearing capacity formulas. I am not really comfortable with either model. How do others approach this?





RE: Anchor Reaction Block Design
If you can think that for sure you will have a toe failure, it is still a case to be considered in the overall slope stability study. Furthermore, the formulas of bearing capacity usually are derived for symmetrical long-wall footings, and the bearing of these walls or blocs is unsymmetrical in that one side has far less overburden than the other.
In all this means that I see more prospective success for analysis in the slope stability hypoyhesis, assuming logarithmic spirals or the locus of maximum shear stresses revealed by 2D plane strain analysis for the soil.
RE: Anchor Reaction Block Design
RE: Anchor Reaction Block Design
I designed anchor blocks for one of these landslide walls for a PENNDOT job. Call me.
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