Hello--
When using the Mikola/Sitar 2013 additional resultant dynamic active thrust. ΔPae= khyH2, kh = larger of 0.375(Sds/2.5) or 0.375(PGA).
Do you use the dry unit weight or assume worst case saturated unit weight?
Thanks--
I have been doing geotechnical work for 10 years and I have my CE.
I recently started my own civil company and have been doing a lot of geotechnical work cause I'm known for it, so I get more of it.
I am doing geotechnical reports and stamping them with my civil stamp.
Under the current law...
Absolutely, I agree, but regardless of this specific wall, I want to know what design would make this kind of wall work without the extra surcharge. It's really two sperate issues, I shouldn't have brought up the above example but this job made me start thinking about this type of wall.
I know...
"The applied moment in the pier exceeds allowable."
"The applied shear in the pier exceeds allowable."
"The torsion of the grade beam exceeds allowable."
It works when the wall is 8ft high and spacing is 4.5 ft o.c. That is way too close for 24" piers, 6 ft or 10 ft would be much better...
I believe the wall failed due to age and being under-designed. Additionally, the adjacent building could be surcharging the wall but let's not get into that. My above question is more important to me than this specific wall. Thanks...
Piles=Piers(American) as far as I know.
I am using a computer program, for walls in the past I have done the calculations by hand and then with the computer program so I feel pretty good about it. Of course, using the program causes its own problems but that is another issue.
I am working...
Hello--
I have a project coming up where I will be replacing a cast-in-place retaining wall that is failing.
The wall will be 10 feet at the highest point. I am somewhat new to cast-in-place walls on piers so any advice would be greatly appreciated.
I have done some preliminary modeling and...