Disign of rock slopes: opinion!
Disign of rock slopes: opinion!
(OP)
Is there a relation or correlation between RMR and Factor of safety? or what's the best way to "build" a new design? We have 10m of wheatered rock covering a intact bedrock. So, what's is your opinion: how can i design a new slope with a good factor of safety? and which parameters should i use c, phi, w, etc? And for weathered rocks what's construction methods to increase factor of safety?
thank you.
thank you.
RE: Disign of rock slopes: opinion!
RE: Disign of rock slopes: opinion!
I also agree that rock joints and water table will be the greater issue. Rock jointing can be quantified using the rock GSI. RocScience (www.rocscience.com) has some good publications on the GSI system and how to use it. They also have a nice little program called RocLab (http://www.rocscience.com/products/RocLab.asp) that assists in picking the appropriate GSI. RocLab can also use the Hoek and Brown strength model (which does a better job at modeling rock strength than MC) to determine equivalent phi and c values for the rock mass. This is handy because once you have equivalent phi and c values, any limit equilibrium slope stability method and/or program can be used (i.e. PCStable, GeoSlope, Slide, etc).
Hope this helps.
RE: Disign of rock slopes: opinion!
RE: Disign of rock slopes: opinion!
Also, it's the scale which governs isotropy.
A joint field which is anisotropic at a small-medium scale may be isotropic (hence evaluated by roclab) at a larger scale.
As a rule, as far as detailed jobs are concerned, roclab will not make everyone happy.
One situation where it's just about the only choice though it's very high quarry faces. You can't survey them by ordinary means, you just evaluate GSI by binoculars and use roclab...
RE: Disign of rock slopes: opinion!
RE: Disign of rock slopes: opinion!