This may be more of a question for the lab guys, but we were discussing how to properly quantify the organic content in silts and clays. Per ASTM D2487-06, the sample must have a second oven dried sample for testing of the Atterberg Limits. My question is, if you oven-dry the second sample at...
We contacted Zonge several months ago and recieved an estimate from them to do the job, we unfortunately had to defer back to the Structural group who left it in the hands of the Client. Since then I have not heard what happened and since we were not directly involved, I assume that the site...
What I am primarily concerned with is the term re-molded...as in "the soil cannot be remolded" from terzaghi: Does this refer to the sample taken to the lab? the soil in the field with regards to workability, compaction, etc? This is where my initial question about what design parameters does...
The soil is a highly weathered shale, with some trace iron streaks/nodules and the application is this soil layer is directly under a footing for a single story commercial structure to be used for a warehousing emergency vehicles. So would it be wise/reccomended to run a swell tests on the...
I'm running some tests and coming up with a negative liquidity index on several samples. The problem is, I'm not sure how a negative liquidity index will affect the soil and even less sure about what impact this will have on the footing design. I have been doing some research and not finding a...
Spoke with the State Geologist, and he informed me that his "official" position was that the REMI testing yielded comparable results to that of the Crosshole. He did not state what the statistical variance was, but, during state sponsored trials, the two tests yielded similar results.
I was reading about that particular type of study and am leaning towards it. We are located in the midwest (Colorado, Oklahoma, Texas, Kansas, Missouri, Nebraska) and am having some difficulty locating a firm that will provide this service. Does anyone know any that are located within this...
The biggest issue is the layers of clayey and silty sands (3' layer) that occurred right around the groundwater table. The soils directly above and below these layers had an average undrained shear strength of 3500 psf, however these seams displayed results that were slightly above 600 psf and...
Something the Architect and the SE came up with. Somehow/way they were able to break out the difference in additional steel/materials/labor and come up with an actual cost for the different site classifications. And no, this is a new multi-story structure to be constructed at some point in the...
The problem is I am a new graduate and the other problem is a new structure is going to be placed on a site with a Class D seismic site classification. After running through the ASCE 7 classification, using data from our soil boring and SPT testing, it is a Class D and therefore would incur...
