HomeMy WebLinkAboutRevision 173 mph Allterra Report3866 PROSPECT AVENUE e SUITE 9 - WEST PALM BEACH, FLORIDA 33404 - (561) 881-1939
17 April 2020
Eagle Metal Products
100 North Country Club Boulevard
Atlantis, FL 33462
Subject: Response to 173 -MPH Wind Loads — Range -Tower Foundation
6667 South Ocean Drive, Jensen Beach, Florida
Allterra Engineering & Testing respectfully submits this response to inquiries about the fit of the
foundation design for the Range Tower when subject to 173 -MPH wind loads. At this time, helical
piles have been installed to anchor the foundation mat of the range tower. The anchor
specifications were originally based on a wind speed of 150 MPH.
Reference Documents. Digital copies of the following documents were provided to Allterra for
reference in performing its services:
• SLNP 40 -Ft Range Tower Structural Calculations Summary dated 04-01-2020 (review issue)
by Perigon Engineering (their job number 110751).
• Drawings S-01, S-02 and S-03 dated 03-31-2020 (revision 2A) by Perigon Engineering (their
job number 110751)
Other reference documents previously provided to or prepared by Allterra include:
• A geotechnical engineering report for 6667 S. Ocean Drive, Jensen Beach, Florida dated 18
November 2019 (revised) by KSM Engineering & Testing (their project number 194461-b)
• Report of Geotechnical Services — Range Tower Foundation, 6667 South Ocean Drive, Jensen
Beach, Florida dated 23 January 2020 by Allterra
• Report of Helical -Pile Installation Monitoring — Range Tower Foundation, 6667 South Ocean
Drive, Jensen Beach Florida dated 13 March 2020 by Allterra
Evaluation Procedure
• Allterra perused Perigon's 04-01-2020 report to find applicable loads for the 173 -MPH wind at
each column connection.
• Allterra modeled an 8/10/12/14 combination helical pile 38 feet long and at inclination of 600
below horizontal to estimate the compression- and tension -load capacities of the as -installed
products. Allterra utilized Heli -CAP (proprietary software by A.B. Chance) in its modeling.
• Allterra compared in-place compression- and tension -load capacities to 173 -MPH load
demands.
Applicable Loads. The following load data was selected from sheet 22 of Perigon's 04-01-2020
report. The applicable loads and corresponding column locations are presented in the following
table for the most severe load -combination cases.
Geotechnical Services — Range -Tower Foundation 1 6667 South Ocean Drive, Jensen Beach, FL
17 April 2020 20 - 127
Colu,,mn_
A,1
5
51.5K
3,0K
20.7K
A,1
8
47.7K
15.5K
2.1 K
A,2
7
43.7 K
15.4 K
<1 K
A,2
8
43.8 K
<1 K
<1 K
B,1
6
20.3 K
<1 K
20.7 K
B,3
5
40.9 K
<1 K
12.6 K
C,1
5
26.7 K
<1 K
<1 K
C,1
8
10.3K
10.2K
<1 K
Q3
6
37.3 K
<1 K
12.5 K
C,3
7
5.7 K
10.3 K
<1 K
TOTAL
5
119.1 K
4 K
34.3 K
TOTAL
6
57.6 K
2 K
33.2 K
TOTAL
7
49.7 K
25.8 K
2 K
TOTAL
8
101.8 K
25.7 K
4.1 K
Note: Subscripts x, y, and z represent cartesian axes for geometric evaluation.
22 -ill
3, 2"
nP
2
2'-0'! 101-0.1 2-0"
R)OO PSI CONE SLAB W/ '16 0101,
EAV TOP 3A BOTTOM O�NA �4�- LAYER
OF ABC STONE. FIN 1 EL. W -C; 2-#5 X 5'-U° LUNG U 5
O.C. TOP AND BOTTOM
< A
V VT
FOUNDATION PLAN @ EL 0'-0" LEGEND
SCALE: 1/4" = V -O' DIRECTION OF PILE INSTALLATION
T/CONG, F1. 0'-0' PILE CAP PLATE
Base Plan Source: Sheet S-02 dated 03-31-2020 (revision 2A) by Perigon Engineering
Geotechnical Services — Range -Tower Foundation 2 6667 South Ocean Drive, Jensen Beach, FL
17 April 2020 20 - 127
Capacities. Vertical and horizontal compression and tension capacities are subject to surcharge
and inclination angle. Heli -CAP outputs ultimate axial tension and compression load capacities.
Allterra trigonometrically converted these to horizontal and vertical load components.
Install Angle
C
CH
E CV
T
I TH
Tv
60°
70.2 K
35.1 K 1
60.8 K
54.3 K
1 27.1 K
47.0 K
C = Compression Axial. CH = Compression Horizontal. Cv = Compression Vertical.
T = Tension Axial. TH = Tension Horizontal. Tv = Tension Vertical
Resistance v. Loads. The anchorage design provides 12 individual piles arranged as opposing
pairs. With wind load conditions, half the helical piles respond in compression and half in tension.
The factors of ultimate resistance to applied loads (maximum cases) are presented in the following
table:
Loading
Maximum Load
Ultimate Resistance
Safety Margin
Vertical Y
119.1 K
323.4 K
2.9
Horizontal X
25.8 K
186.6 K
7.2
Horizontal z
34.3 K
186.6 K
5.4
Conclusion. The as -installed helical -pile anchors provided sufficient capacity to resist the
design 173 -MPH wind loads.
Qualification. Allterra has based its conclusions upon certain client -provided information and
interpretation of data obtained at discrete points within the limits of exploration. It is possible that
conditions may vary beyond the boring or helical -pile locations. Project designs may also change.
If additional information about the project or site is discovered that does not appear to conform to
the conditions presented in this report, Allterra reserves the right to review the new information and
modify its conclusions and/or recommendations where appropriate.
Closing. Thank you for engaging Allterra to as your geotechnical consultant. Please call the
undersigned if you have questions about this report or need other services.
Yours truly,
Allterra Engineering & Testing
Cer Ai cafe -(*Authorization 9139 ,--
VVendell `K. R6d'gei
Principal Engineer
FL Lic. No. 55960
Geotechnical Services — Range -Tower Foundation 3 6667 South Ocean Drive, Jensen Beach, FL
17 April 2020 20 - 127