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BY
LUCie County
ANDERSEN ANDRE CONSULTING ENGINEERS, INC.
Geotechnical Engineering
Construction Materials Testing
Environmental consulting
AVCON, Inc.
5555 E. Michigan Street, Suite 200
Orlando, FL 32822
Attention: Luca DelVerme, P:E.
HELICAL PILE TENSION CAPACITY
TREASURE COAST INTERNATIONAL AIRPORT - MR0 HA GAR PROJECT '
ST. LUCIE COUNTY, FLORIDA _
AACE File.No. 18-151
June 28, 2018
In accordance with your request and authorization, AndersenlAndre Consulting Engineers, Inc. (AACE) has
completed additional geotechnical engineering analyses for the above referenced project.
Based on your correspondence, we understand that uplift reactions on a number of the proposed shallow
foundations exceed the deadWeightof the foundations, and its desired to incorporate helical piles into the
foundation design. We furtherunderstand that the required LItimate uplift/tension capacity of the helical
piles are on the order of 40 I<ips,per.pile. For this purpose, a recommend utilizing a 2-inch square pile
section with a triple helix configuration on the lead section consisting of 12-inch. 14-inch and 16-inch
helices. If installed -to depths of,30 feet below grade, such iles should yield ultimate tension bearing
capacities of 40 kips each.
The helical pile capacity was determined using our previous) completed soil borings and the pile design
.software HeIiCAP which was developed for Hubbell's Cha ce Helical Pile Foundation Systems. The
minimum center to center spacing of the piles should be at le st 4 times the diameter of the largest helix.
The recommended helical pile should only be utilized for resisting vertical tension loads. Should the hangar
foundation design require helical piles to assist with resisting compression loads, additional deeper borings
will need to be completed to provide sufficient soil infor ation for their design. Further, it is not
recommended to use square pile sections for compression lo�ds.
The pile capacities of the helical piles should be verified in th a field by monitoring the torque applied to
each pile during the installation procedure. The minimum required installation torque for the
recommended pile configuration is 4,300 ft-lbs. The Helical P le Contractor should provide evidence of a
recently calibrated digital torque indicator device (using shear pins or mechanical torque indicators is not
recommended).
Based on our experience, additional pile extensions should be readily available during the installation to
accommodate localized changes in the soil stratigraphy. The helical pile installation should be monitored
by AACE representatives.
Please note that many other combinations of helical anchorsh Ifts and diameters exist. The recommended
helical piles may not be the most cost-effective combination,jand no attempt was made to optimize the
design. We remain available for additional consultations with respect to the helical pile design.
We are pleased to be of assistance to you.on this phase of your
to you or shoulq�r9ld�rraAl�/a- uestions, please contact us,
0 C,ERS�j�
ANDERSENEERS, INC.
Certificat`�f lokation Mo. 2�
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Peter G. $sen,4ATWM, ; `
Principal r : 2
Fla. Reg. Qr . ORI." ' `OWN
834 Srt :1�l�cie, Florida 34983 Ph; 772-807-9
fill A%
ject. When we may be of further service
David C®P l�id P. Andre, P.E.P.ILE
Principal Engineer
Fla. Reg. No. 53969 G j28 f j�
91 Fx; 772-807-9192 www.aaceinc.com