Thanks Daniel for your response.
I am familiar with PCASE, but I still need the above listed source code(s) because I have written several computer programs to fit our specific purposes taking advantages of Elsym5 and Wesdef/Elsdef.
I would concur with PEinc and add: I see no provision for drainage anywhere on the cross section nor a retaining wall for the Red/Pink patch in front of the MSE wall (defined as "loose" soil)
In principle, if you are using the Mohr-Coulomb model to represent your materials, then the concrete would be treated just as any other material you have defined in your slope stability model, and if the pile is not too rigid, the slip circles will indeed go through the pile not just around it...
I have worked with ELSYM5 for a long time. My old computer is dead now, and ELSYM5 does not work with the newer versions of Windows.
If anyone has the source code of any of the multilayer elastic analysis software (ELSYM5, ELS, BISAR,...) and/or any of the back calculation programs (e.g...
Lpile has the following values in a table:
8100 KN/m3 for Soft Clay
27000 for medium stiff clay
136000 for stiff clay
271000 for very stiff clay
540000 for hard clay
the above values are reduced for cyclic loading applications:
----- KN/m3 for soft and medium...
Jeff, thanks for the info, appreciated. I do have a copy of Cassandra's thesis.
For the tie backs we're using cable strands (5 per anchor) with a waler beam bridging between them. For the pile reinforcement we're using a regular rebar cage.
We're getting ready to start our first secant piling job. We have done a decent amount of contiguous piles, underpinining, sheet piles, etc.. but never a secant piling job. So just to be sure we did not leave anything unchecked you thoughts and profesional comments are appreciated.
The cut is...
oldestguy, this would be primary concern "filling sitting on a layer of grease", added to it the slope towards the culvert which could turn into a disaster should any water seep through (e.g. culvert not adequate enough to cater to the volume of water, cracked culvert, etc...)
We dealt with a...
First of all I am surprised that you have not mentioned a geotechnical investigation. What did the designer rely on to complete his design?
Judging from the picture the soil appears to have a fair amount of plastic material with a significant amount of moisture in it as well.
A quick check of...
We use a versatile and simpler software called LatPilePro (by Tsoft)which may be used to analyze/design retaining walls, laterally loaded piles, shrored excavation with nails, anchors or struts. the site is www.tsoftonline.com, you can download a fully functionla demo version with few...
apsix asked the obvious question. Was firm 1 called upon to comment on the difference between what they have reported and that actualy found on site? if so, what was their opinion, and if not, they should be asked to do so in writing.
Just for the record, in our reports we always include a...
At 1.2D spacing I beleive there will be enough stress overlapp between the piles that a single pile behavior is not likely. By inspection, I would expect this line to behave as a strip fondation with the maximum settlement occuring somewhere near the middle.
Difference beteen Clay or Sand...
[ First let me start with a slight correction. In my earlier post I wrote 75 to 2m, it should read 0.75 to 2m ]
Actually yes, very little damage believe or not. That's the nice thing about sheet piles, you can pull them out and check them again if you have to before reinserting them into the...
I think the problem is beyond using the soil's boyant weight factor by Ka, because even then the unfactored hydrostatic pressure of the water is still applicable and it should result in higher reactions, which is not hapening.
I have also compared it to Plaxis and to our inhouse software, the...
Taking into consideration the nature of the site (oil over rock) and that the soil has already moved, I would propose the following as a quick and dirty soultion:
1. if water is still seeping / running between the layers you really do not have a whole lot of time to work as the soil is likely...
We recently purchased a copy of Phase2 by rocscience and we've been getting some weird results when modelling a shored excavation. The program is coming back with higher delflections and reactions for the example WITHOUT hydrostatic pressure. Somehow I could not get my point across to...
we did a job few years back where we had sand over marl. the marl's unconfined vaues ranged between 4700 and 13000 KPa, we were able to penetrate the marl anywhere from 75 to 2m using an ICE 815 vibro hammer and PU16 sheet piles.
bridgebuster, thanks for the pic.
If you model such a wall and assume say a thickness of 8-9" the expected deflection with a fill with a friction angle of 30 degrees, the expected deflection is in the order of 4-5" assuming no hydrostatic pressures.
A 0.5in is not much I agree. However, 2.5" should be looked at more in details. It would be nice if we can
have the wall's dimensions.
There could be several reasons for these deflections one of which is construction procedures. Did the contractor perform any compaction behind the wall ...
