Recent content by jdonville

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...