HomeMy WebLinkAboutRevision; Soil Boring TestOFFICE USE ONLY:
DATE FILED:
REVISION FEE:
PERMIT # 1 Lo L v r y )
RECEIPT #
PLANNING & DEVELOPMENT
BUILDING & CODE REGULATION
2300 VIRGINIA AVER
FORT PIERCE, FL 3498:
(772) 462-1553),
APPLICATION FOR BUILDING' PE
PROJECT INFORMATION
LOCATION/SITE
ADDRESS:
6667 S Ocean Drive, Jensen Beach, Fl. 34957 77MR
St Lucie Nuclear Power Plant Firing Range
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Soil Boring Test results require 12 Helical Piles to be installed with 10'x10' terminations up to 35' deep. Bore test done by
KSM Engineering and Engineered by Alterra Engineering, Contracted by Kontek Industries (Engineer)
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #:
BUSINESS NAME: Eagle Metal Products
QUALIFIERS NAME:
ADDRESS: 100 North Country Club Blvd
CITY: Atlantis STATE: FI
PHONE (DAYTIME)- 561-964-4192
OWNER/BUILDER INFORMATION:
ST. LUCIE CO CERT. #: 68616
ZIP: 33462
NAME: Florida Power & Light
ADDRESS:700 Universe Blvd 4;
JunoBeach= - - ----___-_ -_ - -- ==STATE: F- . a } -3 - -
PHONE (DAYTIME: 561-694-4000 FAX.a
ARCHITECT/ENGINEER INFORMATION:
NAME: Kontek Industries, Inc.
ADDRESS: 805 McCombs Ave. C711 r Copy
CITY: Kannapolis STATE: NC ZIP: 28083
PHONE. (DAYTIME)- 704-273-5040 FAX:
SLCCC: 9123109
Revised 06130117
Headquarters: Mailing:
IV � � �
11345 U.S. Highway 1 ENGINEERING P.O. Box 78-1377
Sebastian, FL. 32958 � � IVA
AND TESTINGSebastian, FL. 32978
Orlando: Phone:772-589-0712
723 Progress Way C.A.4 5693
Sanford, FL. 32771 KSMengineering:net
Revised: November 18, 2019
November 7, 2018
1W16' Po.
Eagle Metal Products
5409 Woods West Dr
Lake Worth, FL 33463
Re: 6667 S. Ocean Drive
Jensen Beach, Florida
KSM Project #: 194461-b_rev
Dear Sir:
As requested, KSM Engineering & Testing has performed, a subsurface investigation at the
referenced site. Presentation of the data -gathered during the investigation, together with our
geotechnical related opinions, are included in this report.
A. Site Description:
It is our understanding that the site previously had a
which has been demolished and removed. The prev
pier foundation with a concrete slab.
B. Project Description:
A new four-story, steel framed, tower is planned to be constructed on the site. Loads from
the tower will be transferred to the ground by conventional shallow footings. We anticipate
maximum loads will be less than 15 kips per individual column load. We were not given the
exact structural loads from the structural engineer, if they exceed this amount; please contact
our office.
REVIEWED FOR
CODE COMPLIANCE
T. LCOE COUNTY
socc (Y�b
Proudly Serving Florida since 1990
®��
Headquarters: I ENGINEERING
11345 U.S. Highway 1
Sebastian, FL. 32958
Orlando: AVL AND TESTING
723 Progress Way
Sanford, FL. 32771
6667 S. Ocean Drive -2-
Jensen Beach, Florida
C. The scope of our study consisted of the.following:
Mailing:
P.O. Box 784377
Sebastian, FL..32978
Phone: 772-589-0712
C.A: # 5693
KSMengineering.net
November 18, 2019
1. Performed Standard Penetration Test (SPT) borings in the proposed construction area
to estimate -the subsoil relative density.
2. Measured the groundwater level at each boring.
3. Evaluated the existing soil conditions with respect to the proposed. construction and
provided recommendations for site preparation and foundation design.
4. .Prepared this report to document our findings.
D. Site Investigation:
The site investigation program consisted of performing three (3) Standard Penetration Test
(SPT) borings in the proposed construction area. The SPT borings were terminated at depths
of 10 to 36 feet below grade. The locations of the borings are indicated on the attached boring
logs.
The SPT borings were completed in accordance with procedures described -in ASTM D-1586.
A standard 1.5 inch I.D., 2 inch O.D. split -spoon sampler is driven into the soil by successive
blows of a 140. pound hammer freely falling 30 inches. The number of blows required to drive
the sampler 1 foot, after seating 6 in., is designated. the Penetration Resistance, or "N value.
At regular intervals the sampler is extracted from the ground and opened to. allow visual
examination and classification of the retained soil sample. Also, the groundwater table, was
allowed to stabilize and the depth of the groundwater elevation recorded from existing grade.
The records of the soils encountered, the penetration resistances and groundwater level are
shown on the attached logs.
Proudly Serving Florida since 1990
Headquarters: C Sk Al ENGINEERING
11345 U.S. Highway 1
Sebastian, FL. 32958 Orlando: IJ &VA, AND TESTING
723.Progress Way
Sanford, .FL. 32771
6667 S. Ocean Drive -3-
Jensen Beach, Florida
E. Engineering Evaluation and Conclusions:
Mailing:
P.O. Box 78-1377
Sebastian, FL. 32978
Phone: 772-589-0722
C.A. # 5693
KSMengineering.net
November 18, 2019
Based on the information obtained from this site investigation we are pleased to offer the
following evaluation:
The boring logs indicate the subsurface soils consist- mostly of fine-grained sand and some
clayed sand. However, soil layers consisting of dark brown clayed.silt were found, in the test
borings in various thickness, at a depth of about 1 foot to .5 feet below existing grade. "N
values recorded during the boring operation indicate the existing soil.density is.generally loose
to medium -dense. Please refer to the soil boring logs for specific information relative to the.
soil description.
In order for a shallow foundation to perform satisfactorily, it must be able to support. the
structural loads with an acceptable factor of safety against excessive settlements; both total
and differential. Due to the settlement potential. of the: unsuitable, layer of clayed silt found on
the site, we do not recommend supporting the proposed structure on conventional shallow
footings. The anticipated settlement, in our opinion, would be too excessive and beyond the
general accepted safe limits for the .structure.
In order to avoid any damaging structural distress due to settlements, a more appropriate
foundation system would be an engineered concrete steel reinforced "waffle type" structural
slab or mat foundation supported by Helical piles.
We recommend the contractor to consult with the Helical manufacturer to design the Helical
piles, recommended depth., diameter and torque of the Helical piles for the design load based
on our test. borings. The spacing of the helical piers shall be specified by the structural
engineer for the project. The Helical piles shall be installed in accordance to the
manufacturers' installation specifications. The depth, spacing and termination torque shall be
documented to verify that the helical piles were properly installed.
Proudly. Serving. Florida since 1990
Headquarters:
11345 U.S. Highway 1
�- C IL t
ENGINEERING
Mailing:
P.O. Box 78-1377
SebastiaSebastian,
Orlando: n, FL. 32958
&VA
AND TESTING
FL. 32978
hone: 772 589-0712
723 Progress Way
C.A..# 5693
Sanford, FL. 32771
KSMengineering.net
6667 S. Ocean Drive -4-
November 18, 2019
Jensen Beach, Florida
F. Site Preparation:
The proposed addition area, plus a minimum .margin of three feet-, beyond the proposed
construction shall .be stripped and grubbed of surface debris, including vegetation, roots and
organic matter. The exposed'area should be graded level and.proof rolled. Any soft yielding
areas shall be excavated and replaced with clean compacted fill. Sufficient. passes should. be
made during the compaction operations to produce a density no less than 95 percent ofits
modified dry Proctor value (ASTM D. 1.557) to a depth of .two feet.
After the exposed surface has been proof rolled, the addition area. may be filled to the desired
grades. Additional fill material shall consist of -clean granular sand containing less than 10%
material passing the U.S. Standard No. 200 mesh sieve. Structural fill should be placed in
uniform loose layers of 12 inches in thickness and compacted to at least 95 percent of its
modified Proctor value (ASTM D 1557).
After excavating for the footings, the disturbed footing subgrade should be recompacted to 95
,percent (minimum) of its modified dry Proctor value. This can be best achieved by making
several passes with a relatively light -weight walk -behind vibratory sled or roller.
We recommend field density tests be performed at appropriate times during the earth work
operations in order to verify that the site has been properly constructed.
Proudly Serving Florida since 1990
Headquarters:
11345 U.S. Highway 1
Sebastian, FL. 32958 IVA
Orlando:
723 Progress Way
Sanford, FL. 32771
6667 S. Ocean Drive -5-
Jensen Beach, Florida
G. Closure:
ENGINEERING
AND TESTING
Mailing:
P.O. Box 78-1377
Sebastian, FL. 32978
Phone: 772-589-0712
C.A. # 5693
KSMengineeri,ng.net
November 18, 2019
This report hasbeen prepared in accordance -with generally accepted soil and foundation
engineering practices based on the results of the. borings and the assumed loading conditions.
This report does not reflect any variations which may occur between the borings. If variations
appear evident during the course of construction, it would be necessary to re-evaluate the
recommendations of this project.
We are pleased to be of assistance to you on this phase. of your project. When we may be of
fu-[.t4W &Wi6,to you or should you have any questions, please feel free to call
yak V
Email to: eaglemetalproducts@gmail.com
Proudly Serving Florida since 1990
Keller Schleicher & MacWilliam Engineering & Testing
BORING NUMBER B-1
KS�1 �f P. O. Box 78-1377
PAGE 1 OF 1
1y1 Sebastian, FL. 32958
Telephone: 772-589-0712
Fax: 772-589-6469
CLIENT Eagle Metal Products
PROJECT NAME' 6667 S. Ocean Drive
PROJECT NUMBER 194461-b
PROJECT LOCATION
Jensen Beach, Florida
DATE STARTED 11/4/19 COMPLETED 11/4/19
GROUND ELEVATION
HOLE SIZE inches.
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD _Split Spoon Sample
SZ AT TIME OF DRILLING 4.83 ft
LOGGED BY SH/BB CHECKED BY JEK
AT END OF DRILLING —
NOTES N.E.- Corner
AFTER DRILLING
- -
Lu
a.
r
♦.SPT N VALUE
=
�..
U
=C9
M
W
W
�z�
a
H
20 .40 60 80
PL MC LL
w
O
MATERIAL DESCRIPTION
J
j 0
OS
JO � Q
w N
Z�
..
I----�---I
p
a Z
m O z
}
20 40 60 80
El FINES CONTENT (%) ❑
a
0
20 40 60 80
Brown Clayed Sand with Some Shell Fragments
Dark Brown Clayed Silt
SS
4-4-5
i
(9)
... ...
SS
5-3-4
(7)
5
Light Brown Sand with Traces of Rock, Slightly Silty
6-7-11
FSS
(18)
•..
SS
13-15-17
.
(32)
.......:...
m
10 :.;;
SS
13-13-12
co
Grayish brown Sand with Traces of Rock & Shell Fragments,
(25)
.......:. ...........:...............
`.. Slightly Silty
:......:......:.......i.....
Ss
11-12-10
Lu
::..
SS
8-6-5
............. ...
(11)
Y
Bottom of borehole at 14.0 feet.
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Keller Schleicher & MacWilliam Engineering & Testing
BORING NUMBER B-2
ox 77
KSM Seba Ban FL.332958
PAGE 1 OF 1
Telephone: 772-589-0712
Fax: 772-589-6469
.CLIENT Eagle Metal Products
PROJECT NAME _ 6667 S. Ocean Drive
PROJECT NUMBER 194461-b
PROJECT LOCATION
Jensen Beach, Florida
DATE STARTED 11/4/19 COMPLETED 11/4/19
GROUND ELEVATION
HOLE SIZE inches.
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
-7- AT TIME OF DRILLING 4.42 ft
LOGGED BY SH/BB CHECKED BY JEK
AT END OF DRILLING -
NOTES S.W Corner
AFTER DRILLING
--
W
o
z
♦ SPT N VALUE
w ig
v
a 0
MATERIAL
M
r
rn w
p=¢
a
y
Z
20 40 60 80
PLC IL
DESCRIPTION
J
W
0
(LZ
U�
m0Z
v`
�`�
20 40 60 80
❑ FINES CONTENT (%) ❑
N
a
o
0
20 40 60 80
Brown Sand with Traces of Roots & Shell Fragments
Brown Clayed Sand with Traces of Shell Fragments
4-5-5
Brown SandwithTraces of Shell Fragments
SS
(10)
:....... ........ :....... :.......
77 ...
Dark Brown Clayed Silt
4-3-3
...... :....... :..............
S
SS
(6)
:...... ... ... ...
5 _
:...:.......:.......
Brown Sand
SS
3-4-6
...... :....... ....
Grayish Brown Sand with Some Rock &Shell Fragments
(10)
..
.............................
....:.......
SS
...:....... :....... :....... :.......
(13)
m
10
SS
Bottom of borehole at 10.0 feet.
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w
W
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WW
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Keller Schleicher & MacWilliam Engineering & Testing BORING NUMBER B-3
77 PAGE 1 OF 2
KSM Ban,
Seba FL.332958
Telephone: 772-589-0712
Fax: 772-589-6469
CLIENT Eagle Metal Products PROJECT NAME 6667 S. Ocean Drive
PROJECT NUMBER 194461-b PROJECT LOCATION Jensen Beach, Florida
DATE STARTED 11/15/19 COMPLETED 11/15/19 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample �Z AT TIME OF DRILLING 3.50 ft
LOGGED BY SH/BB CHECKED BY JEK AT END OF DRILLING —
NOTES S. Section of Tower AFTER DRILLING ---
a
o
z
A SPT N VALUE
i=- -,
= c�
uj
X o
cn w.
�
w
a.
i-
20 40 60 80
PL MC LL
w
O
MATERIAL DESCRIPTION
j CJ
OO Q
w y
v}
z
p --�--
,80
0
C9
a. z
Co U z
U
v
20 40 60
FINES' ❑ CONTENT (%) ❑:
ul
a
0
0
20 40 60 80
Brown Clayed Sand with Some Shell
SS
5-5-6
Dark Brown Clayed Silt with Traces of Shell Fragments
SS
:..,.,:v
...... :....... :....... :....... :.......
(2)
5
SS
(2)
2-2-2
o;: �.:•;:
Brownish Gray Sand.with Pieces of Rock &Traces of Shell
.........
...........................:.
10
:. ;.
4-4-5
Gray Silty Clayed Sand with Traces of Shell
i 15
:
SS
2-2-1
(3)
c•;t :;:
Brown Sand with Coquina Rock
20
a :
SS
5-20-8
(28)
... .... ...
... ... ...
25
........................
i i
.... ... ...
Gray Sand, Slightly Silty with Shell
SS
6-7-11
(18)
30 :
:: •. '
.:
:...... ...... :....... :......
SS
12-19-21
(40)
35
(uonunuea ivexr rage)
Keller Schleicher & MacWilliam Engineering & Testing BORING NUMBER B-3
KSM Seba tiian?ox FL.332958 77 PAGE 2 OF 2
Telephone: 772-589-0712
Fax: 772-589-6469
CLIENT Eagle Metal Products PROJECT NAME 6667 S. Ocean Drive
PROJECT NUMBER 194461-b PROJECT LOCATION Jensen Beach, Florida
w �!e
A SPT N VALUE A
U
CL 2
w i iL O MATERIAL DESCRIPTION
Slightly Silty
w
U
O
o■
of borehole
l
W
❑ FINES CONTENT (%).❑ 1
a J
L qo�--oq7�5
I
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R
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3866 PROSPECT AVENUE • SUITE 9 ^ WEST PALM BEACH, FLORIDA 33404 - (561) 881-1939
23 January 2020
Eagle Metal Products
100 North Country Club Boulevard
Atlantis, FL 33462
Subject: Report of Geotechnical Services — Range -Tower Foundation
6667 South Ocean Drive, Jensen Beach, Florida
Allterra Engineering & Testing respectfully submits this report of geotechnical services for the
subject project. Allterra's services have been performed to meet certain requirements of chapter
18 of the 2017 Florida Building Code and local amendments. This report is Allterra's instrument -of -
service provided for the sole reliance and use by its client. Third parties may read this report for
information purposes only.
Project and Scope
Reference Documents. Digital copies of the following docum
reference in performing its services:
• Foundation Plan and Steel Plans dated 11/07/18 (last revis
job number 110751).
• A Foundation Plan sketch with design column reactions pr
personal email communication on 10 January 2020.
• A geotechnical engineering report for 6667 S. Ocean Drive
November 2019 (revised) by KSM Engineering & Testing (their project number 194461-b)
Proiect Information. The project is 40-foot-tall range tower proposed for construction upon the
subject property. Because the project is subject to relatively high wind loads and exploratory soil -
test borings encountered problematic soils (loose sand and soft clay), the designers elected to
specify a helical -pile anchoring system as an element of the foundation.
Scope and Constraints. Allterra was tasked with performing evaluations and providing
recommendations for design of helical piles. Allterra's client has represented the reference
documents above are reliable for Allterra's purposes.
Evaluation Procedure
• The KSM report presented one 36-foot-deep soil -test boring that was the reference for
developing the conceptual subsurface profile o modeling purposes.
Allterra modeled an 8/10/12/14 combination helical pile installed to approximately 30 feet
below grade (where a dense soil stratum was encountered) at inclinations of 600 and 750
below horizontal (corresponding axial length of piles are 35 and 33 feet, respectively).
Allterra utilized Heli-CAP ( proprietary software by A.B. Chance) in its modeling.
Geotechnical Services — Range -Tower Foundation l 6667 South Ocean Drive, Jensen
23 January 2020 20
Allterra used these results to calculate the number of piles needed to resist compression
load, uplift load and lateral shear load for individual column piles caps and for a single
structural slab -on -grade.
Results
Subsurface Profile. The conceptual subsurface profile can be described as:
• Soft, clayey silt from surface grade to 8 feet below ground surface, underlain by
• Loose, sand to 12 feet below grade, underlain by
• Soft, silty clayey sand to 18 feet below grade, underlain by
• Firm, slightly silty sand to 28 feet below grade, underlain by
• Dense, slightly -silty sand and shell to 36 feet below grade.
Groundwater. Groundwater was cautiously presumed at surface -grade level.
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; An le '
C.
CH
Cv
T
TH '
Tv
600
46.5 K
40.0 K
23.2 K
38.9 K
19.4 K
33.6 K
750
55.4K
53.5K
14.3K
14.3K
11.2K
41.8K
C = Compression Axial. CH = Compression Horizontal. Cv = Compression Vertical.
T = Tension Axial. TH = Tension Horizontal. Tv = Tension Vertical
Pile Cap. For the pile -cap design evaluation Allterra assumed the following schematic layout with
piles further oriented 450 in plan. This arrangement resulted in further reduction of the horizontal
resistance that could be mobilized to resist lateral shear.
The 60' pile developed adequate capacities to resist compression, uplift and shear loads. The 750
did not develop adequate lateral shear resistance to achieve a safe margin -of -satisfaction against
displacement (2 or better). For six pile caps, a total of 24-helical piles are required. The design
may also require grade beams between adjacent pile caps.
Structural Mat. Allterra evaluated the alternate of treating the foundation slab as a rigid reinforced
structural mat. This design was found to be stable utilizing 12 piles. The applicable loads(data
provided by Perigon Engineering), column locations, and layout of helical piles are presented in the
following table and illustration.
Geotechnical Services — Range -Tower Foundation 2 6667 South Ocean Drive, Jensen Beach, FL
23 January 2020 20 - 127
Column
"DL +.LL
1Nv
Wz
1Nx
A,1
18.1K
50.3K
19.6K
15.1K
B,1
1.9K
19.3K
19.7K
0
C,1
21.0K
26.7K
0
9.3K
A,2
8.3 K
44.6 K
0
15.1 K
13,3
14.2K
36.9K
11.2K
0
C,3
11.5K
33.4K
11.2K
9.3K
TOTAL
75.0 K
+/- 211.2 K
+/- 61.7 K
+/- 48.8 K
DL+LL = Dead Load + Live Load. Wv Wind Load Vertical. Wz, Wx = Wind Load Horizontal, x and z axes.
22'— t .
Install 8/10/12/14 helical pile
' r2� to 35 feet and target torque of
4400 foot-pounds or better at
2 -0" OT-0' 2•-0"
normal inclination of 600 below
horizontal.
0
Red marks in this plan point
' the direction of installation.
Contractor shall submit cut
sheets of proposed materials.
I 4004 PSI CONIC SL-9 '1'/ =s efa•' I and products for engineer's
E/W TOP & BOMA1 ON A 4- LAYER
n .ARC S (:N l �'—n" � approval.
Ik- AE
41
�L
1= /
UR
I I
I
'cu
Kn I
Base Plan Source: Foundation Plan by Perigon Engineering
Helical -Pile Recommendations
Material Requirements. Helical piles and accessory materials (including bolts, nuts and attachment
brackets) shall be formed of minimum 50-ksi galvanized steel. Acceptable product brands include
Maclean -Dixie, Chance, Magnum or other engineer -approved equivalent. Lead sections of the
helical -pile assembly shall be minimum 1?/z-inch solid -steel square -shaft product with factory -
welded bearing plates. Extension sections shall be minimum 2%-inch-diameter round -shaft stems,
Helical -pile materials shall be new stock delivered to the project with manufacturer's labels.
Geotechnical Services — Range -Tower Foundation
23 January 2020
6667 South Ocean Drive, Jensen Beach, FL
20 - 127
I
Installation Procedures. At pile installation locations:
1. Demolish surface finishes, where present, and properly dispose.
2. Drill helical pile into ground to target capacity (4400 foot-pounds) under surveillance of
Allterra.
3. Cut top -of -pile assembly to. design elevation.
4. Attach 10-inch-square new -construction plate by bolting or welding.
Installation Monitoring. Allterra shall be engaged to monitor installation of helical piles.
Monitoring shall include:
1. Check pile layout for conformance to design foundation plan.
2. Check helical lead and riser sections for conformance to design specifications.
3. Observe drilling of piles to verify target depth and capacity are achieved.
4. Prepare report of work acceptance signed and sealed by Professional Engineer.
Corrosion Risk. Research has shown galvanized steel in a highly corrosive environment (contact
with organic soils or salt water for examples) has a useful life in the range of 40 to 200 years with
98 percent probability of 75 years (Table 11.2, Helical Piles: A Practical Guide to Design and
Installation by Howard A. Perko, PhD, 2009 edition). It is Allterra's opinion the useful life of
structural concrete in highly corrosive environments is in the range of 25 to 75 years and highly
dependent on the quality of concrete finishing.
Qualification
Allterra has based its conclusions and recommendations 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 location. 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 & Tesgng
Principal Engineer
FL Lic. No. 55960
Geotechnica/ Services — Range -Tower Foundation 4 6667 South Ocean Drive, Jensen Beach, FL
23 January 2020 20 - 127