For California (Los Angeles City) temporary cantilevered shoring wall exceeding 6 feet in height, is there a requirement that the shoring engineer must use a seismic increment in addition to the active pressure?
Do something seems incorrect with funneling 7,500cubic feet of water (major storm event) and all other site water into a drywell directly beneath a 7 to 8 story building at a depth of about 50 feet.
The site is underlain by an alluvial deposit with varying soil layers of silt, sand, cobbles...
Here is an interesting topic. Where can water be infiltrated into the building load bearing moisture sensitive soils?
My thought is that the load extends at a 1:1 (+ or - with soil type) from the bottom of the footing, so not a great idea to introduce water within this area, until you get to a...
We have a clean sand site with average blow counts in the upper 2B (B = 12 ft. square = width of footing) of 30.
I calculate a bearing capacity of about 10,200 psf for a settlement of 1 inch per the analysis in Bowles Foundation Design (base don Terzhagi and Peck 1967).
We have column loads of...
It seems that for a large mat foundation say 100ft x 100ft, Westergaard and Boussinesq theories may be very conservative, as the soil pressures will tend to 'travel' more laterally with great depths, creating a bridging effect.
There must be research on pressure cells at various depths, say at...
A site with sandy clay to clayey sand, trace gravel, has obtained 90 percent relative compaction up to almost 20 feet in depth, with the tracks of a 25 ton tractor, using enough passes, a loaded front bucket, and 8 inch thick loose lifts. It can be done, more to come if interested (track width...
Hi, we have a site with 30 feet of peat over 70 feet of 100 blow count till.
We are at a Site Class E due to the peat with a thickness of 10 feet and M%>40; PI>20, Su<500psf per the code.
However when we install grouted rock piles through the peat on a 10' x 10' grid, and no longer have a...
Fine Grained and Coarse Grained soil.
How is the current liquefaction analysis interpreted?
If you have a fine grained soil (50%+ passing #200) with a PI < 12, and Wc greater than 85% LL than it will behave like a sand, and is therefore liquefiable. Got it.
But if you have a clayey sand (or...
Need some feedback.
Has anyone heard of or used this video offered by CalGeo.
It is the old class that was heald at Berkeley by some top-notch professors. The class is no longer heald but it is on DVD for $295.
I took the exam (pretty tough) and almost passed so this may be enough but...
If a sample is undrained, sheared at a rate which pore water pressure cannot dissipate, will the test result in higher shearing stresses? Also, it seems the undrained results will be less impacted by the normal load at the pore water pressure is taking some of the loading, therefore resulting...
For a recent design of a non-yielding (at-rest) wall.....
For At-Rest Earth Pressure (level).... Ko = 1 - sin(phi) ---- Jaky, 1944
For At-Rest Seismic Earth Pressure.... Koe = 2*kh (where kh = 1/2 PGA-M) ---- Wood...
