UFC 4-151-10
10 September 2001
vertical) or some other means are provided to resist lateral loads, i.e., the plumb piles are
not intended to resist lateral loads. If no such means are provided, side-sway can occur,
and correspondingly increased K factors shall apply (usually taken as 2.0).
Design piles for a minimum eccentricity of 0.10 times the equivalent
diameter of the pile. The moment resulting from this minimum eccentricity is not additive
to the moments indicated by analyses of the actual applied loads.
2-1.1.2
Capacity of the Ground to Support the Pile. Refer to provisions of
bearing resistance, and settlements of single piles and pile groups.
2-1.1.3
Lateral Load Capacity. For pile groups within which individual piles are
spaced between three and six diameters center-to-center, assume that the soil reacts
laterally on an equivalent pile having a diameter equal to three times the actual diameter.
For closer spacing, reduce the assumed equivalent diameter proportionally to the
spacing.
NOTE: A number of design curves have already been published to
illustrate this arching effect within a "retained" soil mass.
2-1.1.4
to the capacity of existing piles.
2-1.2
Details Applicable to All Pile Types
2-1.2.1
Minimum Penetration. Conform minimum penetration of piles to the
following:
Penetrate sufficiently into an acceptable bearing stratum to distribute the
axial pile load within the supporting capacity of the soil (refer to DM-7.01,
Penetrate sufficiently below any probable future dredge depth to distribute
the pile load within the supporting capacity of the soil, discounting the
resistance of soil that may be removed by future dredging. Depth should
account for possible scour problems. All piles should be designed for a
minimum of 1.5 m (5 ft) of potential scour or future dredging.
Minimum values. If pile penetration is less than 3.05 m (10 ft) into firm
material or less than 6.10 m (20 ft) into soft or loose material, assume the
pile tip to be "pinned" and incorporate special provisions such as driving
2-2
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