Try this
http://www.americanlifelinesalliance.org/pdf/ASCE_ASME_June%20update_1062804.pdf
the main site is
http://www.americanlifelinesalliance.org/Products.htm#Guidelines
Focht3 is right, this is an issue for someone with a rock mechanics background. Richard Goodman of UC Berkeley has written many excellent papers and books on the subject of block sliding and failures. You should be able to find some of these books and papers in an engineering library of a...
Check out www.dfi.org , the Deep Foundations Institute website. Search there paper archive. I believe they have a committee for Helical Piles, you could even email them, they are good about responding.
It is common to assume that the neutral plane will be approx. 2/3 down the pile. The neutral plane being the point where the pile settlement is equal to the soil settlement.
Go to www.geoforum.com and search for negative skin friction, there are a lot of helpful hints. You can also find...
I have a paper which describes the methods used for calculating spring constants for buried pipe based on soil properties, but its probably the type of thing that needs to be done by a geotechnical engineer. The type of properties used in the analysis are not usually listed in a common geotech...
all you need is strike and dip to plot on a stereographic net...you will only need the friction information to do an analysis...you can estimate the friction in the field by breaking off two pieces of the outcrop, wet them, put one against the rock face at an angle then set the other one on it...
Just a general comment to all the structural engineerings complaining about recognition. Let's not forget about all those geotechnical engineers that designed foundations which hold up the structural engineers designs. Even though you can't see fruits of the geotech's work, doesn't mean its...
A lot of cities having geotechnical data on file at the city hall. I would try there first.
If your intention is to use this data for design, then don't. Geotechnical data which has been obtained for sites and designs other than for own should not be used unless a subsurface investigation...
I agree with cvg. If a slope is constructed steeper than expected in the wrong type of soil, the built in factor of safety may not be sufficient to keep the slope in place. It's better to spend a little bit of time ( or money) getting it right the first time than spending a lot of money fixing...
Someone in my firm just published a paper with DFI on determining pile capacity from rapid load tests. If this is what you are looking for then I could try to get you the info.
The magnitude of the pressure diagram depends on the soil type.
For Sand - Peck, '69 suggested using a rectangular distribution of 0.65*Ka*gamma*height, where ka is the active earth pressure coefficient [1-sin(phi)]/[1+sin(phi)]
For soft to medium clay - (Terzaghi and Peck '67), suggested...
One option you may look into would be a mechanically stabilized earth wall (MSE Wall). Uses geotextiles throughout the bank to create a "sand block" so to speak. The FHWA ('89) and AASHTO ('91) developed design procedures and analysis guidelines. One source book would be by Koarner...
