Thank you all. Very good input from you all.
Answering some questions, I believe the reasoning behind the use of soil-cement was to increase the friction angle and reduce the need of grid. Other than this I dont see any reason.
About the concentration of stress in the...
Thanks Boonie. I think that if I use the interaction parameters of soil only when using soil-cement will be a conservative approach. What do you think?
MSEDesigns
I have a project where the owner is proposing to use a soil-cement mix in the reinforced zone of a bridge abutment. The reinforcement options are HDPE, PET or hot dip galvanized strips. I have been advised by a local distributor of the PET geogrids that the cement alkalinity will damage the...
Ken,
I have designed several MSE walls in water front cases. Main concern is rapid drawdown as Boonie mentioned. Using 3/4" clean stone as reinforced backfill wraped behind with filter cloth have proved good enough in my experience in channel applications as well.
NCMA has a good resource...
Well rochplayer, the geotechnical guy will be asked some of those questions, rest assured on that. About the geometry, the wall will go over approximately 20 ft of select fill (A-2-4)and a 2h:1v slope in front of the wall. Wall embedment is kept to 5 ft and a 4.5 ft wide concrete leveling pad...
Just to clarify, the 31 ft will be divided on 27.66 ft of geofoam and 3 ft of soil and a slab of concrete directly over the geofoam. The geofoam will have grids every 32 inches and the grids will extend along the geofoam until it meets the slope. Only purpose for this is to stabilize the...
I will like to add to what rochplayer said that the length of the grids will need be a lot longer to comply with global stability issues. You are talking about very poor soils for an mse structure. Too much fines in your soil is an invitation to lateral displacement. A rough estimate using...
Bushel3:
The allowable bearing pressure is limited by the geotechnical engineer to 2500 psf and the wall goes up to 45.33 ft. So you can imagine. My first trials were in the vicinity of 7000 psf
You are right about the wedge behind the geofoam. For that reason we are planning to step...
What should be the parameters (internal friction angle and cohesion)for Geofoam. I will like to evaluate using geofoam in a SRW but don't know where to obtain these values. The local EPS supplier does not have any idea. They could only give me the density which was about 1.1 pcf and the...
The AASHTO Bridge specs incorporate FHWA NHI-00-043 (Design and Construction of MSE Walls and Reinforced Soil Slopes) by reference. This file can be downloaded free from www.fhwa.dot.gov/bridge/geopub.htm
We have done MSE walls for the ramps to primary crushers on quarries that support 200000...
Which Compaction method is best suitable for specifying the compaction requirements on a Segmental retaining wall reinforced with poliester geogrids. Material specified for the reinforced zone is A-2-4 or better.
According to AASHTO T 267 test method, the organic content obtained is for the portion finer than sieve No. 10. Tipically the portion finer than sieve No.10 is less than 10 percent of the whole A-1-a sample. If I start with 1500 grams of A-1-a sample and end up with only 100 grams for the...
You can have buildings at the wall. What needs to be addressed is the amount of load the building will impose to the wall and design for that.
If your wall is leaning back (toward the retained soil) you probably have a poor compacted material which is now consolidating and causing the...
Can someone explain why AASHTO describes a maximum of 1% organic content as part of soil aggresiveness on soils to be used as reinforced backfill for extensible reinforcement, but when describing the soil aggresiveness for inextensible reinforcement, it does not mention the organic content at all?
