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If you must have the look of precast panels, I'd look hard at using form elements or tooling to mimic the appearance of these panels in the permanent facing, OR I would use the precast panels as the form itself and cast-in-place the permanent facing between the precast and temporary shotcrete...

I've always assumed it's the straight unfactored load.

haynewp, The passive deflection in the table only applies when there is a net force that will tend to push the wall into the retained soil. For passive resistance at the toe in clayey soils, deflection at the toe should be very modest.

t230917, You know you could just pawn this off on a specialty contractor as a design-build project, right?

Here's hoping thing return to a semblance of "normal" by then...

The project should have had a soils investigation performed. Contact the geotech of record. If no investigation was performed, contact a local firm and get an investigation done.

So for strip loading, my university text says, p = (q/pi)*[beta - sin(beta) x cos(2 x alpha)] = lateral pressure ordinate at a depth z below the strip for an elastic medium beta, alpha are expressed in radians alpha = angle between vertical and midpoint of strip measured from depth z below...

From the theory, theta is the angle between the load and the long axis of the fillet weld. So I would use the angle on the plane containing both the true 3d resultant angle and the long axis of the weld.

Lomarandil, For reinforced concrete construction I would conservatively assume the "doubled" approach. I am taking that approach for a current project... Ayush, The load radius is ~200ft!! For a 2500lb load, I would look very hard at using a smaller (RT?) crane at a much shorter radius unless...

Then I don't understand what warrants wrapping the vertical bars above the top of pile with confining steel. Presumably, the reinforcing steel for the pile cap should handle the load transfer to/from the vertical bars, no?

If you know for a fact that the wall is deficient somehow, then you have a professional obligation to inform the relevant authorities to protect the safety and well-being of the public.

Is the section above the top of pile circular, then?

STructPono, Unrelated to your question, but why do you show spiral and hoop reinforcing (which also appears discontinuous with the spiral on the cage below top of pile) extending above the top of pile?!

I only suggested the rolled shape for full-length flexural or axial reinforcing. (We do this using our ACP rigs for earth retention where vibration concerns prevent driving piles.) For tension resistance, all you need is a threaded bar centered that can take the tensile loading. These can be...

XR250, Weld symbol shown seems to be double-sided fillet weld - opposite edges of plates to flanges/web. Not sure where you got "all-around" from. Deener, Suggest that the shear splice plate be rotated 45 deg (oriented as a diamond) to minimize the overall dimensions of the plate. As...

@MOJOJOHN, Designing as columns can be overly conservative as the earth provides generally increasing confining pressure as a function of depth, except for any portion of the pile anticipated to be exposed/unsupported during service (e.g., due to scour or very poor soil conditions). IIRC, the...

STrctPono, I don't know what the RFI was asking if you are quoting accurately. With regard to my response above, the annulus could be filled in a few ways that I can think of - tremie placement of cementitious material, likely low-strength, or placing uncompacted sand either free-fall or...

I have seen oversize temp casing used to install permanent casing of nominal pile dia. Concrete is placed in the permanent can with some material placed around the bottom to ensure that the concrete does not float the permanent casing during filling. Let cure overnight and pull the oversize...

So with telescoping casings, the sticking point is that casings will need to be removed as the concrete is placed in stages. The overlap between the telescoping casings needs to be long enough that they can remove the inner (bottommost) casing and still have the next casing contain the slumping...

If this is to be used for lifting application, then while it might have satisfactory capacity from a structural point of view, there are requirements, at lest in USA, for the design of "below the hook" devices for lifting applications. You can get by with smaller reserve capacity for one-off...