The answer to your first question is YES. However, note that 3 times diameter is a rule of thumb and applicable for axial loading only. For lateral loading there are different critria.
I am not familiar with the term "Geometric Effectivity". But it seems like this is a comparison of piles...
The attachement shows the minimum center-to-center spacing between any two piles is 8.5 times the diameter. In this case there is no (or extrememly minimal) group effect.
SixDegrees:
Your point is noted. That is why I model the embedded portion of the shaft in Lpile. The cantilever wall portion is assumed to be standing above the ground where I apply distributed pressure along its length that represent active earth pressure with pore water.
Do you think it is a...
I was wondering how one would model a drilled shaft wall in Lpile to determine the lateral deflection and depth of embedment.
I would model the height of the wall as part of shaft that is unsupported by earth. Then apply lateral earth pressure on the unsupported part. In other words:
1...
I understand that the upper 10 feet of the soils are 'very weak'. It does not necessarily mean that the upper 100 feet is weak.
In my opinion you can do a shear wave test to determine the site class. Generally these tests consider the soils in the upper 100 feet.
Theoretically, yes you should run consolidation test. However, I haven’t seen anyone doing it. The rates I have seen vary between 0.0005 inch/min (for clay) and 0.02 inch/min (for sand).
The rate of shear should be determined such that there is ample time for drainage. Remember the test is...
It is worth to note that the roadway design is not necessarily applicable to parking lot design. Parking lots are generally “designed” based on prior experience. Pavement sections for roadways are, on the other hand, designed based on ESALs.
However, if you choose to go with AASHTO, the design...
The wall is estimated to move 0.002 times the wall height to mobilize the active earth pressure (DM 7.2). If the wall (top) movement does not reach 0.002H, you may expect additional movement as well as lateral forces in the future.
Usually the geotech consultant determine the site class. They generally recommend site class D(Kind of default). If the soils are 'weaker' then the class will be E or F. Higher classes such as A and B should be determined through seismic testing.
Since you are using a bearing capacity of 2000...
There must be a way in Slope/W. I use Slide and it has an option 'show support forces' to get this data.
On another note, if you use grout anchors in the upper strata, there is a potential that the adjacent building could move up by inches.
In the external design of MSE structures, a limiting eccentricity of L/6 is conventionally used in ASD method. [Reference: Page 92, MSE Walls and Reinforced Slopes Design and Construction Guidelines, March 2001 (FHWA-NHI-00-043)] As we know, the limiting value is derived from the ‘middle third...
I assume the project site is in Canada. If so, my understanding of CFEM is that the two loading cases to be analyzed for structural capacity are:
1. DL + drag load but no LL
2. DL + LL but no drag load
However, the geotechnical axial capacity is selected to resist DL + LL (Case 2) because...
