Delsks,
Geohazard risk assessment carried out shows that the area is safe for a building construction. The site is flat with no risk of slides. The current task is finding geotechnicl parameters for foundation design. Thanks for all the valuable feedback.
I am going to design a 2 story building on debris flow/landslide debris materials. Some excavation in the debris showed that soil profiles are not well developed in this area indicating a relatively young age of deposition but it was uniform in clour and particle size distribution and (some...
emmgjld
Thanks. I have referred to Das, CFM, NAVFAC, Tomlinson, and some web based formulations but am a bit tired of comparing those and going to the most onerous answers which may not be the right thing to do. Therefore I am looking for only one reference that could give me some reliable...
oldestguy
Thank you for the feedback. I do not have the book but will search for it.
Am looking for a tool to calculate BC and settlement without getting into research as seems research on this subject is endless.
Would somebody be kind to let me know a software for settlement calculation other than Unisettle. Unisettle is definitely a good software but I found it difficult to understand and am more in favor of SLOPE/w type software. Thanks.
During an excavation for foundations, lock blocks were placed to support the neighboring excavated profile. The total height of lock blocks is about 3.5 m. (5 rows). The blocks were positioned on top of each other with no reinforcement by a contractor. The gap between the lock block and the...
I have noticed that DAS has formulated many allowable bearing pressures. Do you agree with those formulations. A university colleague told me that he usually disagrees and I have lost confidence in those formulation. Although I think the formulations come from a logical view points. Thank you.
According to VAVFAC Ultimate Bearing Capacity is yDNq + 0.4YBNy. For allowable bearing capacity the ultimate number is divided by 3. Hence as the width of foundation (B) increases the allowable bearing pressure increases.
However according to the Terzaghi and Peck charts, for a given SPT, as...
For a 1 m high berm with 1.5H:1 to 2H:1 slopes for flood protection from a ditch with 200-year peak flow of 33 m3/sec. The upstream is going to be protected by riprap. What are the typical dimensions and thickness of such a riprap. Thank you for the feedback in advance.
How about having a slope of 2.85:1. In that case the toe of slope would be almost at the edge of water. If so should a rip-rap be placed at the upsteam? or should I go for a concrete retaining structure?
Thank you for the feedbacks. Unfortunately there is limited space and a slope of 3:1 cannot be made. A slope of 3:1 requires 7 m at the base and I have only 6.7 m even if the toe of the slope is at the margin of water in the ditch. What would be the design implications if a slope of 1.5:1...
The client wants to make the berm with 1.5:1 slope because of space limitation. The berm thus would have 1 m width in the top and 4.5 m width in the contact zone with the ground. How does this relatively sharp slope affect the choice of materials compacted. Do we need to compact to a certain...
We want to make a 1 m high berm near a ditch to prevent the potential floods entering our camp side. They have suggested a berm that has 1 m width at crown and 4 m width at the base.
I guess one of the tasks is to check the slope stability (which is unlikely to fail. What other design...
