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Is there any reason why static compression and tensile load tests cannot be performed on the same pile? The subcontractor wants to use dead weight for compression test and reaction piles for tensile test.

Refer to problem # 4 in page 122. I am trying to solve part a (i.e. consolidation of the plastic clay). My solution is approximately 130 cm. However the book indicates a value of 153 cm. I am treating the fill material as surcharge material. Any suggestions?

Lol, I noticed u already posted for advice at the rockware forum.

Step one: Start asking for advice at the Rockware Suport Forum..here is their link: http://www.rockware.com/forum/index.php?s=5495be8b4b679cc43356d7355003e952&

Please refer to the attached file. Question No. 2. In the problem I am not quiet sure how the lowering of water below the clay layer will effect the consolidation. So far, I am assming it will create a two way drainage because of the lower piezometric head in the gravel layer. The solution if 8...

I have two plots with a fairly scattered data points. I created a trend line through both plots to obtained a general trend line. I would also like to create another set of trendlines for +1 standard deviation, and -1 standard deviation, like you see in a lot of published sources. How can I...

Coneboy, I have already tried the UBC website, however, can't seem to be able to download if from their server...its suppose to be free..doesn't anyone here have it?

how does slide calculate the saturated unit weight though? My understanding is that you have to either perform a specific gravity test, or make some kind of assumption regarding specific gravity right? But what u said earlier about placing all layers below water table to be saturated..thats...

1. PI=40, that is very high plasticity soils. My first suggestion would be to verify with the geotech engineers regarding the soil composition that can be used as fill material. (I.e. plasticity indices range, and what moisture condition range of optimum the contractor should adhere too) 2...

What I do for cohesive soils is pretty straight forward: (Q(t)-effective overburden pressure)/Nk Qt: Is the tip resistance corrected for pore water pressure. and Nk will vary between something like 11 to 18 depending upon the soil conditions. However, in sands it gets complicated, its based...

Totally off topic..but WTH. When doing analysis for soils below water table, there is a option to include submerged unit weight. If its not selected the program assumes the total unit weight of soil. For pretty straight forward jobs like detention pond, it is professional practice to assume...

Anyone know of any FREE software to analysis CPT data?