1 (deep foundation pullout), 3, and 4 would be ASD.
Uplift/Flotation could be different depending on what you are working on. I would suggest flotation would be more limit equilibrium.
Eccentricity? Might need a structural to answer that one.
Killswitchengage - You are fine just using assumed properties for industrial floor design for forklift and rack loads, or better yet, get a sample of the import fill, and run a CBR or R-value and correlate to subgrade modulus. Multiple PCC and other correlations have good correlations for the...
Thanks all for the help. I had to go old school and solve this one by hand. I talked to Rocscience, and I guess Settle3D will not allow you to set the excavation phase as a reference stage for the purpose of tracking Modulus of Soil Subgrade as the load is applied. Definitely a shortcoming...
ALWAYS put in control joints. The very general rule of thumb is to keep the sections square as possible, and to space the control joints at a maximum of about 24 times the slab thickness. So, if a slab is 5 inches thick, put the control joints at 10 feet (Reinforcement helps extend that). For...
I assume you are referring to a pressuremeter test. You probably could get some elastic properties from a test (initial loading) in homogenous materials at a similar depth (I assume near surface). This would only be relevant for very shallow influence loads in unsaturated soils. For instance...
They are all outstanding schools.
I'd probably go Illinois, Viginia Tech, UT Austin.
Of course, if I went back to graduate school right now, I would go to UC Davis.
Other great geotechnical schools: UC Berkeley, UCLA, Purdue, Georgia Tech
Honorable mention: NC State, Oregon State
I'm...
7500 psf is pretty typical for a track pad on a crane. Pressures can also go higher. However, most of the time, cranes are near restrained shoring or restrained basement walls. Putting a crane behind a cantilever wall seems pretty tenuous to me, especially if you are applying the surcharge...
I have a question for all the Settle3D experts out there. In working with an excavation, I set up stages (Initial, Dewater, Excavation, Load). There is some settlement from dewatering, and some significant rebound from the excavation phase. I want to show settlement due to load starting at...
The material appears to obviously be a soft clay - very soft (or some other collapsible soil). I drew a quick field curve, and calculated (roughly) a modified consolidation ratio (strain based) of 0.70! This could be mud in a marsh or soft marine deposit? Organics? The consolidation curve...
I think the biggest concern of high blows during driving is the potential for damage to the pile, followed by some assurance that you are achieving the design capacity. Presumably you wouldn't be installing piles without an approved design. It is typical to perform driveability analysis of a...
All -
I used to use Everstress (Washington DOT) to review strains, stresses and deflections due to loading to model different scenarios for pavement rehabilitation, but, it is no longer available and the old version doesn't work on Windows anymore.
Any suggestions on free or commercial...
Ihab -
Soil subgrade modulus is a model element. Soil subgrade modulus is not a characteristic of the soil - that is the first concept to understand, and I think you do.
Then, the model element (k) that you use should represent the actual load (contact pressure) divided the expected...
I remember a case history of a historic structure with a freezer that was redeveloped. After much distress, an engineering firm decided that the ground was still frozen under the structure and the distress was from thawing ground. Does anyone remember that case history? Would love to find it...
I've never asked this question, although I always wrestle with it. How many strong cycles in an earthquake is pretty well documented based on a controlling magnitude event, but in designing piles for lateral loads due to wind loading, I typically use 100's of cycles, and typically look at...
I don't usually see a structural engineer use a percentage of the pile diameter. Almost 100% of the time, I see them pick an allowable deflection, and apply a factor of safety to the ultimate lateral load that will produce that deflection. The deflections I see structural engineers use most...
After reading all the responses, I would urge you to be careful. Most helical piles are designed more as friction elements than end-bearing elements. The geology in your area may dictate end-bearing for support. But you can refuse right after you get to dense material because your torque...
If money is not a concern, SLOPE/W is a relatively good program.
If you are looking for cost effective programs, GStable (which runs with STED, mentioned above) is a good alternative and easy to understand and run.
I cordially disagree that everyone should be running finite element slope...
fa2070,
Take the advice of dirtsqueezer and take a geotechnical engineer out to lunch. You are about to go down a dangerous path with soil modulus values. Keep this in mind - soil modulus values are NOT soil properties - it is just a model element. THERE IS NO SOIL MODULUS VALUE FOR EACH...
Does anyone know a good reference paper or text for dealing with liquefiable layers in pile design. We're trying to feel comfortable with realistic amount of downdrag or strength loss that could occur in seismic event. Thanks for any help.
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