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Chad Keller
2412 N 179th St Omaha NE 68116
70316
402-432-5693
ckeller@fdn-engr.com
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ENGINEERING & TESTING
3866 PROSPECT AVENUESUITE 9WEST PALM BEACH, FLORIDA 33404 (561) 881-1939
12November 2021
Development Department Building Division
100 East Boynton Beach Boulevard
Boynton Beach, FL 33425
Subject: Report of Special InspectorHelical-Pile Installation
308 Venice Drive, Boynton Beach, FL
Permit No. 21-00004691
Dates of InspectionServices:8 through 11 November2021
The undersignedprofessional engineer surveilled the installation of helical piles at the subject
property by thecontractor Alpha Foundations. The helical piles were installed to augment
existingfoundations pursuant to a design by FDN Engineering LLC.
Reference Documents
Report of Geotechnical Exploration for Adam Redner,308 Venice Drive, Boynton Beach,Florida
33426dated March 21, 2019,by Florida Engineering & Testing(their job order no.: 19-1419)
Helical Pier Foundation Support System Analysisdated August 25, 2021,by FDN Engineering.
Dimensioned footprintplan of subject homedownloaded 25 August2021 from Property
Appraiser Public Accesswebsite www.pbcgov.org/papa.
OutputSpeed and Torquetablefor Digga10K single-speed hydraulic motor downloaded 9
November 2021 from www.diggausa.com
Field Observations
The undersigned professional engineerobserved installation of helical piles by Alpha
Foundations. Each pile assembly included a 2-inch round-shaft lead followed by a string of
2-inch diameterround-shaft extensions. The lead stem was fitted with 10-inchand12-inch
helical platesin sequence.
From 8 through 10 November, 11piles were installed as represented on the Helical-Pile
Installation Plan presented inthis report. Helical piles were installed vertically into the ground
under surveillance of the undersignedwho recorded depth of installation andfinal torque
resistance. Resistance was measured with an in-line pressure gage onthe feed line of the
hydraulic drive system. Installed length of pile was measured from adjacent patio surface
for piles 2through 10 and from adjacent ground surface for piles 1 and 11. Installation
data are presented in the summary table of this report.
Support brackets were installed on 11 Novemberto complete theinstallation per the FDN
documents.
Report of Special Inspector Helical-Pile Installation BB Permit No. 21-00004691
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As-Installed Helical-Pile Location Plan
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32
65
4
7
1
8
109
11
N
Base PlanSource: www.pbcgov.org/papa
Summaryof As-Installed Helical Piles
NumberDate InstalledDepthTorqueCapacityDesign LoadFactor
19 Nov 202126 feet2095 ft-lbs18.8 Kips7.5 Kips2.5
29 Nov 202115feet2095 ft-lbs18.8 Kips7.5 Kips2.5
39 Nov 202115feet2095 ft-lbs18.8 Kips7.5 Kips2.5
49 Nov 202114feet2095 ft-lbs18.8 Kips7.5 Kips2.5
59 Nov 202114feet2095 ft-lbs18.8 Kips7.5 Kips2.5
69 Nov 202117feet2095 ft-lbs18.8 Kips7.5 Kips2.5
79 Nov 202116feet1746ft-lbs15.7Kips7.5 Kips2.1
88Nov 202116feet1920ft-lbs17.3Kips7.5 Kips2.3
98Nov 202129feet1746ft-lbs15.7Kips7.5 Kips2.1
1010Nov 202127feet2270ft-lbs20.4Kips7.5 Kips2.7
1110Nov 202130feet2270ft-lbs20.4Kips7.5 Kips2.7
Notes:Foot-Pounds = ft-lbs. Kips = 1000.Factor = Capacity / Design Load.
Variances
Changed conditions were encountered at the project site that were not consideredin the FDN
design package. These, along with responsesof thecontractor,are described in thefollowing
paragraphs
Project-Assumptionnote 1 readslab on grade floorand wood-framed walls. One may read
thefloorassumption as considering a monolithic slab-on-grade foundationand wood-framed
wallfor helical-pile design. Upon excavation to begininstallation of helical piles, thefoundation
was discovered as24-inch-wide conventional footings bearing approximately44 inches below
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patio surface. According to the county property appraisers web site, wall construction of the
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subject home is CBS (concrete-block and stucco). This wallconstruction was confirmed by the
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owner.
The contractor cut the patioslabs and excavated to expose thefoundation footings. These were
notched out with a concrete saw to allow installation of thehelical-pile support brackets under
the wallalignment.
Analysis-Note9 reads worst case, total load on a helical pier is 7,500 lbs.and Note 13 reads
spacing along the foundation wall shall not exceed 6-0O.C. and 2 feet from a corner. These
notes suggest a presumptive wall load of 1250 PLF for design. Consideringtheconstructionand
dimensions of the on-site home, the presumptive wall load is reasonable, thewood-framed wall
assumption notwithstanding.
Analysis-Note 12reads aninstallation torque of 1,700 ft-lbsshould be applied to achieveor
exceedthedesigncapacity. According to thetable Output Speed and Torque, an output
pressure of 500 psi equates to 1746 ft-lbs torque. Thecontractor had apressure gage installed
for the feed (or input)lineof thehydraulic motorbut noton theoutput side. Theobserved input
pressure to operatethemotorunloadedat maximum rotationwas approximately300 psi. For
these reasons, the field torque acceptance standard was set as 800 psi.
Analysis-Note14 readsgeotechnical testing information was not provided forthisdesign. The
owner provided the undersigned with a copy of his Geotechnical Exploration Report. Thesoil
profile presented in thereports boring logscan be describedas:looseto firm,sandwith
occasional organicsfrom surfacegrade to 8 feet belowgrade;underlain by softmuck and
peatto 11 feet belowgrade;underlain by firm to very-firm sand to 37 feet belowgrade. The
undersigned use this profileand resistance torqueto assess theachieved capacity and
acceptanceof installed helical piles.
Thepile layout plan on page 5 of 5 of theFDN designdocument is not dimensionedand
presentsa plan of 9 helical piles. Thecounty propertyassessors websiteprovides dimensions
of theon-stie home footprint. Thelength of thefoundation wall is 54 feet. to meet themaximum-
6-foot spacing standard, thelayout plan was revised by the contractor for two additionalpiles
(total of 11 piles). Themodified plan is presentedinthis report.
Conclusion
Subject to the variances described above, installation ofhelical piles conforms tothe design
documents by FDN Engineering.
Yours truly,
This item has been digitally
Allterra Engineering & Testing
signed and sealed by Wendell
Registry Number9139
Rodgers, PE on the date
adjacent to the seal.
Printed copies of this document
Wendell K. Rodgers, PE
are not considered signed and
Principal Engineer
sealed and the signature must
FL Lic. No. 55960
be verified on electronic copies.
C: Kaylor Kentnor (AlphaFoundations); Chad Kelly, PE(FDN Engineering)
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