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Hello All, I am involved in the geotech investigations for foundations for Wind Turbines. These foundation are subjected to large dynamic loads. I appreciate any comment on the following: 1 - In Bowles (4th and 5th edition) I found that driven piles are not suitable for foundations subjected...

msucog thanks for the response. My point is that based on the code a shallow BH and average shear wave velocity measurement within the upper 30 m is sufficient. There is condition on shear wave velocities for example if low shear wave velocities observed in a leyer do this or that.

I do like shear wave velocity method and am using it a lot. However assume that for an investigation you recommend a 30 ft BH plus shear wave velocity measurement to 100 ft bgs. The borehole does not show any problematic soil specified in class E. The shear wave velocity measurements show...

Hello All, I am using shear wave velocity profiles for seismic site classification per IBC. However, I am not sure that if we drill a 30 m borhole and use the Nch or Su method it will give the same result as shear wave velocity measurement. Any experience or comment is appreciated. Regards

I had a chance to have a look at some references and some codes (ASCE-07, IBC 2006, NBC and OBC). A good reference is NEHRP (2000) recommendations which can be downloaded from: http://www.bssconline.org/NEHRP2000/comments/provisions/ (Chapter 4). The latter is a reference of all the codes that...

The su is based on pocket pen tests (not so reliable). The table in IBC is useful, however it does not have any specific comment for my case. The National Building Code of Canada (NBC) has a comment that we should not infer shear wave velocities from SPT or su values. If ignoring that comment I...

Can you provide more detail about the test that you have done? I have some experience with estimating the embedment depth of cavities in soil using Rayleigh waves and I got good results. Though, I am not sure whether they are applicable to this case.

Hello all, I have the following soil condition: Soft clay about 1.5 m Firm clay about 2.0 m Clay with Su = 40 kPa about 14 m Bedrock I do not have any information about the shear wave velocities in the layers. For seismic site classification how should I take into account the effect of...

Thanks GabionGuy, Now the question is that how should I define the design bolder, the falling height and the impact depth? Is it appropriate to use conventional elastic solutions to estimate the additional stresses due to impact? Thanks

Hi, I am designing a buried pipeline in an area with rockfall hazard. How this type of hazard affects the embedment depth and type of fill material? Do I need to consider this type of loading in the design? Is there any specification for protecting the pipeline? Regards

Thanks Gimbli, however this one is related to another project not related to landfills. Still the method that you suggested might work. Is there any spec or procedure for application of infrared camera? Any reference? Thanks

Is there any procedure for evaluating thermal properties of soil? In situ procedures are more preferable.

Is there any specifications for the use of swelling clays in landfill covers / liners? any reference is appreciated.

I am wondering whether using swelling clays in the construction of landfill liners and covers is an issue or not. Any reference will be appreciated.

Hi, As rockiolgist mentioned the most attracting thing with CRS and CRL methods is their speed. Further, if you have triaxial machine with minimal additional cost you can run the CRS test. My only problem is with the validity of the results and how comparable are they with the regular 1D...

Hello everybody, Does anybody have experience with consolidation test using constant rate of loading (CRL)? How comparable are the results to the regular testing methods. I appreciate any advise on the required equipment as well. Thanks

Hi, Thanks for all the usefull responses. One of my clients requested for replacing conventional soldier pile and lagging system with secant piles for various projects. As I did not have any experience with this system, my first step was to understand the pros and cons of it. My client...

DRC1 thanks for your response, To give you a better understanding of the geometry of problem assume that we have 9 piles from west to east along a straight line. Piles no. 1, 5 and 9 are king piles (or master piles which are reinforced). The diameter of the piles is 1.0 m and center to center...

Yes I want to see how the arching effect works in this case. As far as I know in the design of laggings arching effect is considered. From a practical point of view it seems wierd to me that a concrete pile will not serve properly where a lagging can sustain a load.

Hi, I want to use concrete soldier piles instead of wood laggings. The plan is to use reinforced concrete piles every 8 to 10 feet, and cast plain concrete piles in between them. Thus, there will be no need to wood laggings. The structural engineer do not agree with the plan based on his...