I found the folks at both elasizell and Voton to be helpfull specifications and design properties. I believe that the geofoam will typically come out less expensive but does have a few design issues. Contact NCHRP regarding geofoam report (Or Timothy Stark at Univ. of Ill.).
Ladd, et al in 1977 has a correlation between PI and effective friction angle of normally consolidated clay. I believe this is widely published (Holtz & Kovaks - Inro to geotech Engineering).
I've been asked to review a pavement submittal for a project in the Dallas/Ft. Worth area. The original design calls for 8-inches of continuously reinforced concrete pavement (rigid) on a base of 4-inches of Hot mix Asphaltic concrete (HMAC0. Below this the original design calls for 6-inches...
Perhaps your hammer was not large enough to overcome the driving skin friction and drive the pile to its full structural capacity. Just a thought. Although piles are often designed based on their structural capacity there are a variety of reasons why it might not be appropriate for a...
My thought is that you really need to have a qualified structural/geotechnical engineer inspect and evaluate your problem. Before hiring one I would suggest soliciting recommendations from friends,neighbors and better business bureau. If you live in the United States I would suggest going to...
Thanks jdmm and Vad. Vad I will look up the paper recommended. In case your interested I was able to find a decent paper of a case study by Ladd involving 14m high test embankment on Boston Clays 35-60Kpa.
You might try the Deep Foundations Institute or DFI in the U.S. I just have recently purchased the most recent copies of model specifications and inspection guides for augercast piling. Another good source would be the local augercast pile contractor in your area. An interesting sort of off...
Thanks Big H for the information. I will look up the reference suggested. However let me clarify the question at hand. I am attempting to determine the distance away from a proposed embankment where the said embankment will induce "significant" lateral deflections. Of concern are...
I am attempting to evaluate lateral squeeze outside toe slope without utilizing FEM model, which I do not have access to. I have reviewed a number of papers regarding the topic but most seem to provide ways to estimate maximum lateral movement at or near toe of slope where most movement is...
Greg. Several lateral pile analysis programs were developed in Texas and really are the current standard. L-pile is available through a company in Austin. I believe Com624 is free or close to it. Both are more realistic than the Broms approach. That being said, it is just a light pole so...
Calculation of settlement in clays above the water table is something I'm unfortunately still unclear on. I am currently calculating settlement in clayey soil above the water table. Total settlement, no matter how quickly it occurs, is of interest to me due to several of reasons. I have...
I believe the Shaft program (ensoft)manual references a soft rock correlation for soft rock/shale (N and qu). I believe developed by Reese or O'Neil although not absolutely certain. Also I have a reference for intermediate geomaterial from a Greek author between SPT and qu values. I will...
Thank you VAD and BigH. I really do appreciate your comments. I should clarify the problem a little more. The first "new bridge" abutment fill is to be built several meters from the existing bridge. This abutment fill will be anywhere from 6m deep to 12m deep. A temporary MSE wall...
I have been asked to evaluate the use of sheetpiling driven to rock, possibly coated, as a means of isolating stress and settlement between two adjacent bridge abutment embankment loads built in seperate phases. The first abutment embankment will be constructed directly adjacent to an active...
