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Program Description:

“POLEFDN” is a spreadsheet program written in MS-Excel for the purpose of analysis of a pole foundation
assuming the use of a rigid round pier which is assumed free (unrestrained) at the top and subjected to lateral
and vertical loads. Specifically, the required embedment depth, the maximum moment and shear, the plain
concrete stresses, and the soil bearing pressures are calculated.

This program is a workbook consisting of six (6) worksheets, described as follows:

Worksheet Name Description
Doc This documentation sheet
Pole Fdn (Czerniak) Pole foundation analysis for free-top round piers using PCA/Czerniak method
Pole Fdn (UBC-IBC) Pole foundation analysis for free-top round piers using UBC/IBC method
Pole Fdn (OAAA) Pole foundation analysis for free-top round piers using OAAA method
Granular Soil (Teng) Pole foundation analysis in granular soil using USS/Teng method
Cohesive Soil (Teng) Pole foundation analysis in cohesive soil using USS/Teng method

Program Assumptions and Limitations:

  1. Since there is not a universally accepted method for pole foundation analysis, this program offers up five (5)
    different methods of determining embedment length for pole foundations. The “Pole Fdn(Czerniak)” worksheet
    is the primary method emphasized in this program, since it provides the most detail in overall analysis.
    However, it does yield the most conservative embedment depth results of all the methods presented.
  2. The references used in the different analysis methods in this program are as follows:
    a. “Design of Concrete Foundation Piers” – by Frank Randall
    Portland Cement Association (PCA) – Skokie, IL, May 1968
    b. “Resistance to Overturning of Single, Short Piles” – by Eli Czerniak
    ASCE Journal of the Structural Division, Vol. 83, No. ST2, Paper 1188, March 1957
    c. 1997 Uniform Building Code (UBC), Section 1806.8, page 2-45
    d. Outdoor Advertising Association of America (OAAA) – New York, NY
    e. “Tapered Steel Poles – Caisson Foundation Design”
    Prepared for United States Steel Corporation by Teng and Associates, July 1969
    Note: references “a” and “b” refer to the “Pole Fdn(Czerniak)” worksheet, while reference “e” refers to both
    the “Granular Soil(Teng)” and “Cohesive Soil(Teng)” worksheets.
  3. The “Pole Fdn(Czerniak)” worksheet assumes that the foundation is short, rigid, meeting the criteria that the
    foundation embedment length divided by the foundation diameter <= 10.
  4. This program will handle both horizontally as well as vertically applied loads. The vertical load may have an
    associated eccentricity which results in an additional overturning moment which is always assumed to add
    directly to the overturning moment produced by the horizontal load.
  5. This program assumes that the top of the pier is at or above the top of the ground surface level.
  6. This program assumes that the actual resisting surface is at or below the ground surface level. This accounts
    for any weak soil or any soil which may be removed at the top.
  7. The “Pole Fdn(Czerniak)” worksheet assumes that the rigid pier rotates about a point located at a distance, ‘a’,
    below the resisting the surface. The maximum shear in pier is assumed to be at that ‘a’ distance, while the
    maximum moment in the pier is assume to be at a distance = ‘a/2’.
  8. The “Pole Fdn(Czerniak)” worksheet calculates the “plain” (unreinforced) concrete stresses, compression,
    tension, and shear in the pier. The respective allowable stresses are also determined based on the strength
    (f’c) of the concrete. This is done to determine if steel reinforcing is actually required. However, whether
    minimum reinforcing is to be used or not is left up to the user. The allowable tension stress in “plain” concrete
    is assumed to be equal to 10% of the value of the allowable compressive stress.
  9. The “Pole Fdn(Czerniak)” worksheet calculates the actual soil bearing pressures along the side of the pier at
    distances equal to ‘a/2’ and ‘L’. The respective allowable passive pressures at those locations are determined
    for comparison. However, it is left up to the user to determine the adequacy.
  10. Since all overturning loads are resisted by the passive pressure against the embedment of the pier, this
    program assumes that the pier acts in direct end bearing to resist only the vertical loading. The bottom of
    pier bearing pressure is calculated, which includes the self-weight of the pier, assumed at 0.150 kcf for the

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