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Recent content by lcrdesignink

  1. lcrdesignink

    HELICAL PIERS finding worse case allowable for axial loads

    Thanks for the help allot that's what we were coming to the conclusion. One thing that really had us concerned was the area is famous for the piers torqing out to soon and not going far enough into the bedrock below the clay. in this case soils recommends to predrilled if that is the case and...
  2. lcrdesignink

    HELICAL PIERS finding worse case allowable for axial loads

    No I realized that after I posted and read what I posted they assume you always read the report as allowable. Question this does not meet the 2.0 S.F. required by deep foundation elements 1810.3.3.1.7? Also use the 10k times the area of pier published .36 sqft and you get 3600lbs this is still...
  3. lcrdesignink

    HELICAL PIERS finding worse case allowable for axial loads

    Yes 8" diam area published is 0.36 sqft but my question is the soils eng does have approx 1.4 S.F. I know they will take alot more with the torque equation but how do you get around the checks per IBC 2009 eq 18-4 check 1. sum of the areas of the helical bearing plates times the ultimate...
  4. lcrdesignink

    HELICAL PIERS finding worse case allowable for axial loads

    should read multiply by 0.5 from IBC not divide
  5. lcrdesignink

    HELICAL PIERS finding worse case allowable for axial loads

    Given a soils report that states use end bearing capacity of 10,000psf for 15' depth take that time 8" shaft area and find 3360 lbs divide by 0.5 from equation 18-4 ibc 2009 this is the Pa allowable axial design load? Contractor uses chance piers the show a allowable of 36.7kips from using...
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