calky117
Geotechnical
- Mar 29, 2011
- 9
Hi,
Another wall friction question.
Currently designing an anchor tie back system, due to the high tie force the original option of a 'balanced' sheet pile anchor is not possible, the anchor rod must be above water level so the balanced option is just not feasible.
I'm now looking at a 'cantilever' combi-wall sheet piled option for the tieback anchor. All the technical material/resources/codes I have seem to go into very little detail on deadman design, and most of them either don't mention the cantilever option, or they have hardly any guidance on it.
With regards to wall friction angle, most of the guidance I have either didn't mention wall friction, or they said to ignore it, but didn't say why. One (only one) of the sources said that for a deadman anchor wall friction must be ignored because there isn't sufficient 'vertical restraint'. But I presume this is referring to a relatively shallow 'balanced' option. My system is probably going to be around 10m deep. Thus I suspect wall friction would act as the anchor design is now similar to a conventional cantilever sheet pile design.
I was thinking of taking 0.5PHi, I think this is reasonable (as opposed to 0.67PHi???
Another wall friction question.
Currently designing an anchor tie back system, due to the high tie force the original option of a 'balanced' sheet pile anchor is not possible, the anchor rod must be above water level so the balanced option is just not feasible.
I'm now looking at a 'cantilever' combi-wall sheet piled option for the tieback anchor. All the technical material/resources/codes I have seem to go into very little detail on deadman design, and most of them either don't mention the cantilever option, or they have hardly any guidance on it.
With regards to wall friction angle, most of the guidance I have either didn't mention wall friction, or they said to ignore it, but didn't say why. One (only one) of the sources said that for a deadman anchor wall friction must be ignored because there isn't sufficient 'vertical restraint'. But I presume this is referring to a relatively shallow 'balanced' option. My system is probably going to be around 10m deep. Thus I suspect wall friction would act as the anchor design is now similar to a conventional cantilever sheet pile design.
I was thinking of taking 0.5PHi, I think this is reasonable (as opposed to 0.67PHi???
