HomeMy WebLinkAboutAPPROVED Soil reportHeadquarters
11345 U.S. Highway 1
Sebastian, FL. 32958
Orlando
723 Progress Way
Sanford, FL. 32771
April 6, 2021
al 0 1 I ENGINEERING
L117M AND TESTING
Paul Charette
10380 SW Village Center Dr
Port St. Lucie, FL 34987
Re: 633 SE Hidden River Drive
Port St. Lucie, Florida
KSM Project #: 211934-b
Dear Mr. Charette:
Mailing
P.O. Box 78-1377
Sebastian, FL. 32978
Phone: 772-589-0712
C.A. # 5693
KSMengineering.net
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.
At the time of drilling, the riverfront site was sloped upward from the front of the property to
the rear. The building areas were cleared prior to our investigation and the site had many
trees remaining.
Project Description:
A two-story single-family residence, a one-story detached garage/guest house and a
swimming pool are planned to be constructed on the site. Loads from the detached
garage/guest house are planned to be transferred to the ground by a monolithic shallow
foundation and loads from the two-story residence are planned to be transferred to the
ground by shallow stemwall footings. We anticipate maximum wall loads for the structures
will be less than 10,000 pounds per linear foot along the wall foundation for the residence and
less than 5,000 pounds per linear foot along the wall foundation for the detached garage.
Any individual column loads are assumed to be less than 25 kips.
We estimate that several feet of site fill will be required to reach the desired grades.
Site Investigation:
The site investigation program consisted of performing six (6) Standard Penetration test
borings (SPT), in the construction areas. The borings were terminated at depths of 10 to 40
feet below existing grade. The locations of the borings are shown on the attached location
plan.
Page 1 of 5
633 SE Hidden River Drive
Port St. Lucie, Florida
KSM Project #: 211934-b
IV C 1 t ENGINEERING
A%IJAVL AND TESTING
The SPT boring was 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.
Engineering Evaluation and Conclusions:
Based on the information obtained from this site investigation we are pleased to offer the
following evaluation:
The boring logs indicate the subsurface soils are not consistent across the site. In the
locations of B-4 and B-5 (detached garage/guest house location) we encountered medium
dense to dense fine-grained sand and some clayed sand. In location B-2 (northern section of
the residence) we found mostly medium -dense fine-grained sand and some slightly silty
sand. In the locations of B-1 and B-3 (pool and southern section of residence), however, an
unsuitable layer of silty sand with organics, approximately 1 to 2 feet thick, was encountered.
The layer was loose and was encountered at varying depths between 3 and 6 feet below
existing grade. In the location of B-6 (center of proposed residence) we encountered a very
loose layer of fine-grained sand below a depth of 10 feet. 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 very loose soil layer found in the area
of the proposed residence, we do not recommend supporting the proposed residence 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 the area of the
proposed detached garage/ guest house, it is our professional opinion that the existing
subsurface soils are suitable for a conventional shallow foundation.
In order to avoid any damaging structural distress due to settlements, and based on past
experience of other projects that had similar underlying subsurface conditions with similar
loading conditions, we recommend the installation of a concrete pile supported foundation
system for the proposed residence. The concrete piles will carry the structural loads below
the weak soil layers. We recommend using auger cast -in -place piles. Based on the
estimated structural loads provided, we assume that the following capacities will be sufficient
to support the intended loading.
Page 2 of 5
633 SE Hidden River Drive
Port St. Lucie, Florida
KSM Project #: 211934-b
IV C 1 t ENGINEERING
A%IJAVL AND TESTING
Pile Specifications
Pile
Capacity
Pile Diameter
Pile Depth
Allowable Uplift
Lateral Load
(kips)
(in)
(ft)
(Kips)
(Kips)
51
14
*30
30
5
64
14
*35
40
5
59
16
*30
35
6
71
16
*34
43
6
* Below Existing Grade
All Piles should be installed and inspected in accordance to the recommendation published
by the Auger Cast -In -Place Pile Committee of the Deep Foundation Institute.
Piles should be placed at a center -to -center distance of not less than 3 pile diameters. The
capacity of a pile group must be reduced depending upon the number of piles in the group
and their respective position.
A minimum time period of 12 hours should be specified for the installation of piles within 5
feet, center -to-center of each other.
The minimum acceptable grout factor (actual grout volume divided by theoretical grout
volume) should be 1.10.
Site Preparation:
The proposed building areas and areas to be paved, plus a minimum margin of five feet
beyond the proposed construction shall be stripped and grubbed of surface debris, including
vegetation, roots and organic matter. Any stumps shall be removed entirely. This is
important on this site due to the amount of vegetation that must be removed. The building
area should be graded level and proofrolled. Any soft yielding areas shall be excavated and
replaced with clean compacted fill. Sufficient passes should be made during compaction
operations to produce a density no less than 95 percent of its modified dry Proctor value
(ASTM D 1557) to a depth of two feet. We do not recommend using heavy vibratory
equipment on this site due to the proximity to the neighboring structures.
After the exposed surface has been proofrolled, the building and pavement areas may be
filled to the desired grades. The fill material shall consist of clean granular sand containing
less than 10% material passing the U.S. Standard No. 200 mesh sieve. Place structural fill in
loose layers of 12 inches in thickness and compact each lift to at least 95 percent of its
modified dry Proctor value.
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.
Page 3 of 5
633 SE Hidden River Drive
Port St. Lucie, Florida
KSM Project #: 211934-b
IV C 1 t ENGINEERING
A%IJAVL AND TESTING
We recommend field density tests and on -site inspection be performed at appropriate times
during the earth work operations in order to verify that the site preparations have been
properly constructed.
Foundation:
Providing our recommendations for site preparation are followed, the proposed detached
garage/guest house may be supported on conventional concrete, steel reinforced footings
designed for an allowable soil bearing pressure of 2,000 pounds per square foot, or less.
With the foundation properly designed and the site properly prepared, we anticipate total
settlements less than % of an inch and differential settlements of less than '/4 of an inch. The
majority of the settlement should occur during construction. This estimate is based on a
minimum continuous footing width of 24 inches and and minimum 3 foot square pad footing,
embedded a minimum of 16 inches. If the actual footing dimensions do not meet these
minimum criteria, please contact our office so we can provide updated settlement
calculations.
Monolithic footings are very sensitive to eccentric wall loading and are notorious for
producing differential settlements if not properly designed by the Structural Engineer. The
soil pressure at the exterior edge of the footing should not exceed the specified allowable soil
pressure and the soil pressure at the interior edge of the footing is always compressive
(based on the principle of having no tension in the soil). Therefore, it is important to have the
structural engineer verify the footer does not exceed the soil pressure given.
As an alternative, the detached garage/guest house can be supported on a deep piling
foundation system as well. Please see our pile capacity estimates above.
Floor Slabs:
A conventional slab -on -grade can be used in the "at grade" portion of any soil supported
buildings. We recommend the disturbed subgrade below the floor slab be re -compacted to
95 percent of the modified Proctor maximum dry density (ASTM D 1557) prior to placement
of the concrete. An estimated modulus of subgrade reaction of 150 pounds per cubic inch
(pci) can be used for design of the slab -on -grade. We recommend that control joints be
incorporated in the slab at frequent intervals to control shrinkage cracks.
A moisture barrier is recommended beneath the floor slab to prevent moisture migration from
the underlying soil resulting in dampness of the slab.
Page 4 of 5
633 SE Hidden River Drive
Port St. Lucie, Florida
KSM Project #: 211934-b
'M
IV C 1 t ENGINEERING
A%IJAVL AND TESTING
We believe the pool shell can be supported on a conventional pool foundation provided that
the soft organic layer encountered from 4 to 6 feet below grade is removed from the pool
bottom. This can be done by over excavating the pool and backfilling with 3/4" stone so that
there is a firm layer of compacted stone extending from the bottom of the excavation to the
bottom of the pool shell. We are estimating this will require the removal of approximately 6
feet of soils from existing grade. The rock shall be placed in layers of 12 inches thick and
compacted with a small vibratory sled or "jumping jack" type compactor. Please note that
granular fill should never be added on top of compacted stone.
A visual inspection is also recommended to verify all unsuitable soils have been removed
below the pool bottom.
Provided that the site is properly prepared, the pool can be designed and constructed using
an allowable soil bearing pressure of 2,000 pounds per square foot, or less.
As an alternative, the pool can also be supported on a deep piling foundation. Please see our
pile capacity estimates above.
Closure:
This report has been prepared in accordance with generally accepted soil and foundation
engineering practice based on the results of the test borings and 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.
Environmental conditions, wetland delineation, karst activity, water quality, and municipal
requirements are not a part of this report.
We are pleased to be of assistance to you on this phase of your project. When we may be of
further service to you or should you have any questions, please feel free to contact the office.
Respectfully,
Christop er S. LeBrun, E.I.
Geotechnical Engineer
Florida Lic. No. 1100022858
4/6/2021
This item has been electronically signed and
sealed by Julie Keller, P.E. FI. Lic. 68366 on
the date sta[etl directly t, [he right using a
digital sign re.
Printed copies of this tlocument are not
nsidered signed and sealed and the
signature must be verified on any electronic
,oPies
Digitally signed
by Julie Keller
Date:
2021.04.10
15:41:31-04'00'
Julie E. Keller, P.E.
President
Florida Lic. No. 68366
4/6/2021
JEK/jt
E-mail to: Paul@charettearch.com; frank@southeastcontracting.com
Page 5 of 5
KSM Engineering & Testing
BORING NUMBER B-1
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette
PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b
PROJECT LOCATION
Port St. Lucie, Florida
DATE STARTED 3/17/21 COMPLETED 3/17/21
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING 5.83
ft
LOGGED BY SF & SR CHECKED BY Julie E. Keller, P.E.
AT END OF DRILLING ---
NOTES See Attached Location Plan
AFTER DRILLING
---
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(8)
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(13)
.......................................
5
......................................
SS
3-4-5
-
Grayish Brown Sand with Traces of Roots
(9)
....
3.
SS
6-9-9
M
(18)
10 Brown Sand
SS
4-7-10
Q
(17)
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8-9-9
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(18)
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......:...............................
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(12)
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KSM Engineering & Testing
BORING NUMBER B-2
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette
PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b
PROJECT LOCATION
Port St. Lucie, Florida
DATE STARTED 3/17/21 COMPLETED 3/17/21
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING 3.92
ft
LOGGED BY SF & SR CHECKED BY Julie E. Keller, P.E.
AT END OF DRILLING ---
NOTES See Attached Location Plan
AFTER DRILLING
---
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SS
(9)
Gray Sand
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...............................
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(12)
5
.......................................
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3-5-7
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(12)
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(17)
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(16)
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KSM Engineering & Testing
BORING NUMBER B-3
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette
PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b
PROJECT LOCATION
Port St. Lucie, Florida
DATE STARTED 3/17/21 COMPLETED 3/17/21
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING 3.17
ft
LOGGED BY SF & SR CHECKED BY Julie E. Keller, P.E.
AT END OF DRILLING ---
NOTES See Attached Location Plan
AFTER DRILLING
---
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Gray Sand
3-4-7
SS
(11)
- Dark Gray Silty Sand with Some Organics
3-3-4
.......................
SS
(7)
Brown Sand, Slightly Silty with Roots
5 o
.......................
Light Brown Sand
5-7-9
SS
(16)
Gray Sand
SS
6-8-9
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(17)
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TSS
5-6 8
.... .............. ....
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14
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7-8-12
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(20)
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....................................
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(35)
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KSM Engineering & Testing
BORING NUMBER B-4
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette
PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b
PROJECT LOCATION
Port St. Lucie, Florida
DATE STARTED 3/17/21 COMPLETED 3/17/21
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING 2.50
ft
LOGGED BY SF & SR CHECKED BY Julie E. Keller, P.E.
AT END OF DRILLING ---
NOTES See Attached Location Plan
AFTER DRILLING
---
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.......................................
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(12)
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Grayish Brown Sand
(28).....................................
5
SS
9-10-8
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(18)
0
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m
(17)
N
° 10
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(61 )
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(52)
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(27)
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KSM Engineering & Testing
BORING NUMBER B-5
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette
PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b
PROJECT LOCATION
Port St. Lucie, Florida
DATE STARTED 3/17/21 COMPLETED 3/17/21
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING 2.67
ft
LOGGED BY SF & SR CHECKED BY Julie E. Keller, P.E.
AT END OF DRILLING ---
NOTES See Attached Location Plan
AFTER DRILLING
---
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El FINES CONTENT (%) El
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.......................................
(12)
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SS
6-8-9
.
Grayish Brown Sand
(17)
....................................
5
.....
SS
14-20-16
Gray Sand
(36)
XSS
9-10-8
m
(18)
010
SS
7-10-11
......................................
(21)
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KSM Engineering & Testing BORING NUMBER B-6
KSMP.O. Box 78-1377 PAGE 1 OF 2
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b PROJECT LOCATION Port St. Lucie, Florida
DATE STARTED 3/29/21 COMPLETED 3/29/21 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 3.50 ft
LOGGED BY SF & SH CHECKED BY Julie E. Keller, P.E. AT END OF DRILLING ---
NOTES See Attached Location Plan AFTER DRILLING ---
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20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Brown Sand with Traces of Roots
Light Brown Sand
SS
2-3-4
(7)
5
............................. :.......
.......................................
°
SZ Dark Gray Silty Sand with Some Roots
SS
3-4-5
(9)
...
Gray Sand
°...
Brown Sand, Slightly Silty with Roots
SS
4-6-7
(13)
Gray Sand
.......................................
SS
5-8-8
(16)
10
......................................
SS
6-8-8
(16)
Brown Sand
.......................................
SS
222
(4)
15
Gray Sand
......................................
......................................
SS
3-3-2
(5)
20
=
Brown Sand, Slightly Silty and Slightly Clayed
—
_
......:.......:.......:.......:.......
SS
2-1-2
(3)
25
=
Light Gray Silty Sand
...............................
SS
4-5-3
(8)
30
SS
3-3-4
(7)
35
(Continued Next Page)
KSM Engineering & Testing BORING NUMBER B-6
Box 78-1377
KSMP.O.
PAGE 2 OF 2
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Charette PROJECT NAME 633 SE Hidden River Drive
PROJECT NUMBER 211934-b PROJECT LOCATION Port St. Lucie, Florida
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......................................
Light Gray Sand, Slightly Silty with Shell Fragments
O
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..... . ....... :.............. :.......
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12-13-4
40
(17)
Bottom of borehole at 40.0 feet.
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LOT 6
CXIS77NG RESIDENCE
FINISH FLOOR EL. 9.00'
LOCATION OF SOIL BORINGS
PROJECT:
633 SE Hidden River Drive, Port St. Lucie, Florida
DRAWN BY: C.V.
SHEET 1 OF 1
ENGMEERING
PERMIT #:
As
DESIGNED BY: J.K.
PROJECT #:
211934-b
ikfL AND
TESTING
DATE: 20210322
SCALE: NONE