(Panars, Moe333)
Thanks for the references.
I did recently talk with a major geogrid manufacturer's engineering manager. There are no issues with using CL soil for RSS slopes (ours is 1H:2V). But for the MSE wall, the opinions are shaky and come with a few strings attached.
Thanks fattad.
The grid dimension does not need to be related to the D50 of the reinforced zone (e.g., consider RECO and their use of metal strips). - this is quite assuring and makes sense. Koerner, however, provides required d50 and aperture relationship, which I always suspected, only...
Try telling the client or your contractor that compaction and moisture content do not matter, and get ready to be kicked out of the job. But that is altogether a different issue.
On the other matter which has nothing to do with my original posting, and since you brought it up, there have been...
(GeoPaveTraffic)
"your comment that you can compact dry of optimum and make it behave more like a sand is completely off base." - Are you sure of this? Please read this peer-reviewed paper "Pullout Behavior of Geogrid in Red Clay and the Prediction of Ultimate Resistance" in EJGE by Feng et al...
Why don't the geogrid manufacturers not like it? Any reason? If I have a good and reliable case study or a good example, I don't care what manufacturers think. I am responsible for the design and its performance.
OK,the soil available is CL (clay with little sand, tr. gravel), has a phi of 29...
In a typical reinforced soil slope (RSS) or MSE wall, the d50 of the ideal backfill material is a function of aperture size of the geogrid. In other situations, many use granular materials (sand or even silt). Does anyone know if the cohesive soil (CL) can be used as backfill in such structures...
avscorreia (Geotechnical),
Good approach for a simple cantilever problem. Your equations are correct. However, in your spread sheet you have coded the second term of the quadratic equation incorrectly. Should have removed mu (0.95) from there.
1. Please look into the design of "dolphins" to resist the impact load of ships. Similar procedure would apply here. Essentially it is based on the spring constant discussed by many on the forum here. However, the spring constant of dolphin's structure is well known/defined based on experiments...
the P/A +/- Mc/I approach gives 54, 29, -4, 21, as Pete got by one method, as verified by njlutzwe and Hokie93.
Actually, the method which gave me 54, 29, -4, 21 and which I noted [25+/-My/(6*2) +/- Mx/(4*2)],is the same as P/A +/- Mc/I or 25 +/-My/Iy.X +/-Mx/Ix.Y, (Ix being 4Y^2 and Iy being...
hokie66,
That sure makes sense. What do you think of the other set of answers: 54, 29, -4, and 21 tons, which are also the answers of njlutzwe. Any comments?
Thanks.
Hokie66,
Thanks for the answer. Also thanks for clarifying that Kern (or kernel or core or whatever) applies when there is contact on the entire base. If that is true, my entire first set of answer (69,31,-19,19) and underlying concept are incorrect. Is it true?
Now let us extend your approach...
niltzwe,
Yes, the math is off. Correcting the math, your answers are same as my second set (54,29,-4,21 tons) even though your approach is different. I do not understand pseudo M of I concept. Could you please explain.
Besides, I would like to find out what is wrong in my first approach (69...
I don't think this is correct. At least one pier load has to be negative since the applied 100T point load is outside the kernel of the section. I wonder what was your approach to arrive at 62.5, 20.8, 12.54.2. Please clarify.
Hello all,
I need help please. I have 6'(say, x-axis) x 4'(Y-axis) area with a point load of 100 tons acting 2' from short neutral axis (ex = 2') and 1' from long neutral axis (ey=1). The area will be supported on four (4) piers. What will be the load distribution on 4 piers? Weight of the pad...
