What happens to structural steel after it has yielded plastically? Can it still be used and how much of its strength does it retain?
I'm trying to give several repair options on a steel/gate structure which has had an impact load causing deformation. The structure consists of a steel skin...
Hi all, I can't seem to find a definitive answer in texts, I've been looking through AASHTO, FHWA/NCHRP reports and USACE guidelines.
For a concrete block gravity retaining wall, I've accepted that a 50% reduction to Kh is acceptable and that 1-2" of movement that this correlates to is okay...
I need a second opinion on the method of calculating FOS for a gravity retaining wall. This is a port quay wall structure (water retaining, so high water table).
When calculating the FOS (restoring/overturning), I get significantly different results depending on how I sum the forces.
If I use...
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...
Thank you for the response, I'm still having trouble with the issue (I'm a graduate marine structures engineer so my geotech knowledge is limited, and our senior geotech guys can't give me an answer on this).
WALLAP lets you input both a horizontal and vertical acceleration, the seismic load...
I'm currently doing a design for an anchored sheetpile (combi) wall. Retained height approx 15m, marine environment so mostly submerged soil conditions, cohesionless granular material.
I've setup spreadsheets using pseudostaic loadings and limit equilibrium analysis. As well I'm performing a...
hokie66 what about for an unplugged pile not plugged? The link below suggests that partial internal friction may be considered, seems plausible for piles with large diameter:
http://www.pile.com/pdi/faq/?q=Q1049&prod=
I was skeptical but my manager insisted I use internal friction with a 0.75...
I'm doing a concept design at the moment and trying to calculate the required pile penetration for either 900CHS or 1200CHS steel piles into very soft clay. We've taken zero end bearing into account and only relying on skin friction. For an open-ended steel CHS pile is it reasonable to assume...
