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Engineers, As you may know, in the general bearing capacity equation there are correction factors that account for depth, shape and inclination. Using Meyerhof bearing capacity DEPTH factors (see attached), I noticed the wider the footing the lower Fcd is, therefore will result in a lower the...

I am not sure how relevant this is. All is the same. Clayey Sands (SC).

Thanks for your response Tigerguy. No, I got the 8,000 psf from "local" bearing capacity analysis, such as, at bearing capacity analysis at the bottom of the excavation. Therefore the 8000 psf does not consider the Overburden pressure. In this case, settlement is the critical part. What I...

Engineers, I am working on a project that will consist of a 20 story building + 45 ft of excavation for 5 levels of underground garage. Due the loads, and after performing all the geotechnical calculations, the best solution to support the building is on a mat foundation. After running all the...

Thanks ssiguy, Just to clarify, when you say "Expect to multiply G0 by a factor of 0.25 to 0.65 for most cases", you meant to obtain Gstat from a G0?. IF not, do you know if there is a reference that correlates Gdyn and Gstat? (if there is any)

So if RQD is 20% for example, you would classify the core length as very poor?, instead of an specific rock type as being very poor?, correct?

Hello, When performing rock coring (rotary drilling), I was wondering how would you measure the recovery and RQD for an specific run IF there are different types of rock?. For example, the total run is 5 feet (60 inches). The first (top) 1 ft is sandstone, then 1.5 ft limestone, then 1 ft of...

Engineers, I posted this question in the geotechnical forum but did not get a response. I was wondering if a structural engineer can provide any feedbacks about this. At the end, the structural engineering and geotechnical engineering overlap at some point. I have a footing subjected to...

Engineers, Is there any special method to compute settlement on on eccentrically loaded foundations?. There are many references about considerations for computing bearing capacity but nothing related to settlement. I have a square footing subjected to lateral force and moments in both X and Y...

MTNClimber, Thanks for your response. California sampler is considered an disturbed sampler (due to the driving). If you want to run swell tests or any other advanced test, you want to extract undisturbed samples. Have you tried the pitcher and denison samplers?. I have not, that't why i ask.

I have heard of this. This is a reasonable approach if the sample is shallow (< 10 feet). What happens if the sample is 50 ft below ground?.

Other than the california sampler, any one recommends any other sampler? Cali sampler is a disturbed sampler as MTNclimber mentinoned. Even though there are several types out there (denison, pitcher, etc), i was wondering which one you recommend based on your experience. Thanks,

Ok, Thanks a lot!.

Engineers, I have Vs30 from the geophysical report. As you may know G = gamma x (Vs)2. It is my understanding that in this case G would be the dynamic shear modulus Gdyn. I was wondering if there is an approach on how to determine the static shear modulus Gstat, based on the Gdyn or Vs30...

Tigerguy, I am impressed your drill crew being able to extract shelby tubes with N around 30. I have never seen that before. In my experience, SPT-N of 10 or less is ok to extract shelbys. I have heard of other firms to extract shelbys if N values are less than 15.

Engineers, The original geotechnical report of a site mentioned that there are shallow clays with swell and collapse potential (conclusions obtained based on the lab tests). There is a second round of a geotechnical investigation for this site in which it is required to perform swell tests...

Engineers, I am working on a wind turbine project which requires to compute both the Kdynamic and Kstatic. There are several approaches for Kdynamic but I haven't found any for the static stiffness. Does anyone know a reference?. Thanks.

Engineers, Do you know if there any specific sieve set to be used to perform grain size distribution analyses for typical soils?. For example ASTM C33, for fine aggregates, specifies very clearly to use sieves 3/8", #4, #8, #16, #30, #50 and #100 in order to evaluate the grain size...

Engineers, As all you may know PI = LL - PL. Is is common the fact that someone reported a plastic limit (PL) being greater than Liquid limit (LL)?. I know that automatically, since PL > LL, PI is negative and any software could call it as Non Plastic, but I am not sure if this is ok in this...

Thanks Tigerguy, I noticed ASTM D854 considers the material passing sieve No. 4. If you need to test clays or silts, I would understand the material you need to test is the one passing No. 200, however this standard doesn't mention anything about this. By testing material passing No. 4, I...