Monday, August 31, 2009

Shallow Foundations - Eccentricity - Problem 1

Consider the figure on the left. The following are given:
y = 120 pcf
phi = 30 degrees
Foundation soil = sand
Square Footing, B = 3.0 ft.
Df = 3.0 ft.

a. Calculate the ultimate bearing capacity. Applied moment, M = 50 kips-ft, applied load, P = 100 kips
b. Calculate the ultimate bearing capacity. Applied moment, M = 20 kips-ft, applied load, P = 100 kips
c. Calculate the ultimate bearing capacity. Applied moment, M = 100 kips-ft, applied load, P = 100 kips

I created these problems in a hurry. Please let me know if there are any errors. I'll post the solution tomorrow.



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6 comments:

  1. AnonymousOctober 23, 2009 at 12:18 PM

    When we have to use Shape factor?

    ReplyDelete
  2. geotechieOctober 23, 2009 at 12:27 PM

    We use it all the time (for strip footing, the shape factors are unity).

    ReplyDelete
  3. AnonymousFebruary 6, 2010 at 11:28 AM

    Which one of these is least efficient in Liquefaction
    a. Piles
    b. Caisson
    c. Spread footing
    d. Distributed column

    ReplyDelete
    Replies
    1. geotechieJune 23, 2014 at 11:56 AM

      I am not sure if my answer is still relevant to you but I'll provide it nonetheless -

      Two ways to think about it -
      1. If the foundation (all of it) is on soils susceptible to liquefaction, then no one type of foundation holds any special advantage over the other, however,
      2. If the foundation has local zones of soils susceptible to liquefaction, then it would come down to the deformation tolerance of that foundation. Generally, a mat foundation (shallow) would be more tolerant to deformation, however, a lot would depend on the pressure dynamics and the subsurface profile.

      Delete
  4. robertJuly 30, 2012 at 2:46 AM

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    ReplyDelete

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