Dear all,
I have this doubt at the office. We considered an internal friction angle for a liquefied sand, let’s say 28 degrees. The residual internal friction angle (after liquefaction) must be a lower value, let’s say 10 degrees.
Structural engineers asked: why is that possible since...
Or you can take 1 inch, as recommended in IBC:
"1810.3.3.2 Allowable lateral load. Where required by the design, the lateral load capacity of a single deep foundation element or a group thereof shall be determined by an approved method of analysis or by lateral load tests to not less than twice...
Depends on your local code. Here we have to make analysis of piles under lateral loading if soil profile is Site Class E (soft soil profile) or F.
If you dont have LPile, you can use Evans-Duncan method and calculate the lateral load that will result in 0.5 inch lateral deflection (y). You can...
I need to design a floating foundation for a WWTP. The bottom level of the mat if already set by the hydraulic design. The excavation needed is 6 meters (20 ft) deep. I need to check the limit states (failure and serviceability) of the foundation.
However, while calculating the increase in...
Thanks EireChch for your post. I believe we are thinking the same thing.
I was thinking about a concrete revetment on both slopes of the channels and at the bottom, so it can work as a unit. My common sense -I might be wrong- says that if the left slope tries to slide along a failure surface, it...
Thanks for posting very good alternatives. I will make an analysis with them and check their feasibility.
Just making a summary of this thread: Now that flatten the slope is not an option, we have 2 alternatives:
1. Excavation and RSS (reinforced soil slope).
2. A substantial revetment or...
Thanks cvg. I agree with you when you say 1.25H:1V is too steep. We've worked with other flood channels and we have recommended at least 2H:1V and everything was fine. However, there is already a street on one side of the channel, so the slope can't be flattened, and if I flatten one side the...
Thank you for your answer, GeoPaveTraffic.
Question 1 is clear now. However, for question 2, I have tried to flatten the slope to 2:1 or 2.5:1, but FoS have increased only up to 0.20, and the slope can't reach a FOS of 1.50. I've read in a book that flatten the slope works more for steep slopes...
We are working on a project consisting of a trapezoidal open channel. Currently, the cross section is trapezoidal but it is not uniform along this channel. The height of the slope is between 2 - 3 meters (7 - 10 ft).
The project consists in excavating 1.5 to 2 meters (5 - 7 ft) deep, to increase...
I am working on a Liquefaction analysis and I don't know how to get a max / g.
In my country, we have a local code, which is similar to ASCE 7-05:
Site Class is E.
Zone factor is 0.40
Fa is 1.0
I appreciate your help.
I will be analyzing the slope of an embankment over soft clays. It has been probably 2 years since the embankment was built and it shows many cracks -probably because it has slid a little bit- and I believe the clay under the embankment may have reached its residual strength. Can I perform a...
I am running a model on Ensoft Group. When adding the vertical loads, should I consider only the load of the superstructure?
r should I add both superstructure and pile cap (or mat) above the piles, considering both kind of loads will be applied to the piles?
I was searching on the manual but I...
I would use DL + LL, both unfactored for service loads, since your are evaluating serviciability. If you want to set a range of estimated settlement, you can also calculate it with factored loads.
Hi all,
I am analyzing a compensated foundation and I have this question:
When calculating the stress of the soil to be excavated, should I use the total unit weight or effective unit weight?
The data I have is:
SOIL PROFILE:
from 0 to 2 m depth, a granular fill
from 2 to 10 m depth, soft...
