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so by inverted you are saying that the fill wont be in contact with the foundation of the wall?

My understanding is that the soil site classification from on the UBC (site as A,B,C,D,E,F) are based on borings (uncorrected SPT N values) up to 100 ft depth. But, it could be of any depth you have borings. I would go to the source from your site class comes from and learn a little bit more...

i would also include the Jack calibrations on the report. And as you guys says, the signature of a PE should be sufficient.

The vertical capacity of the sheet is calculated using the same theoretical background as the axial capacity of pile. You have to calculate the skin friction capacity. If you dont get what you need with the skin friction you are going to have to increase the base for the tip capacity or give...

i forgot to mention the names. One is SWM 6.1 (Payed) DFSAP (free).

i think is better if you dont stuck on "formulas" and study where stuff comes from. The formula you showed for calculation the soil force, which i have to say is the resultant force comes from. If its a triangular distribution with cero on the top and max on the bottom. The Lateral pressure is...

by screw piles you mean Helical piles?

kikflip. That assumption of not considering the first 5 ft is usually normal to do if you have cohesive soils. Also that way of estimating/approximating the passive pressure is for cohesive soils also. ghgeo. There is a very good method called strain wedge model (SWM) for analyzing laterally...

Is the same concept as transfer length. Just give enough length that the load can be transfered to the bar. There are many ways to do it and i think ACI gives you a formula too.

If you can, use plaxis! Tha will give you all the stress stain conditions around your pipe.

I would better recommend that (if the loads are considerably high)you underpin it with micropiles. With that you dont have to concern about the new loads and just transfer them to the MP.

You should design it using Snail. It will give you not only the equilibrium analysis/global stability but also the internal stability checks, nail tensile strength, failure envelope, etc.

not really, the number that lpile gives you is already the resultant soil reaction (distributed force). So, i would see what those reactions are, see if their values are reasonable, and come with an approximate force on the wall. You have to consider that the way these forces are calculated are...

actually Lpile and COM624 give you the soil reactions with depth. The soil reaction is in units of Force per unit length of the pile. That number is the resultant force and is calculated as the integration of the stress bulb around the pile (including the active and passive stresses). So...

I dont see why not using the soldier piles and pump the water. If its clay, you have the permeability advantage and would give you plenty of time to pump the water.

You have to establish you acceptance criteria. You could establish as many as you want as long as they mean "the same" with respect to acceptance. You can say, 40 blows max or 12 blows/ft or any other criteria that you decide would work for your piles/soil.

Ok, thanks, that would be a good reference to have!

Is the link GOOD? I am not able to download the paper

Hello, The geotechnical capacity is not affected by the presstressing of the pile. You can analyze it as a concrete square pile for geotechnical purposes. For the structural capacity i would model it using non linear moment curvature (or EI vs moment) relations. That way you can account for...

Well, if the pile is only for lateral loads and none or low vertical loads the depth of the pile doesnt influence a lot in the deflection/rotation of the pile. What is really going to make the difference is the EI (flexural stiffness) of the pile and the soil on the first 5 to 10 ft. What you...