HomeMy WebLinkAboutLetter; Subsurface InvestigationTr C 19
A
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
January 30, 2019
Spencer Gould
Fieldstone Construction Inc.
1391 NE St. Lucie West Blvd., #306
Rscftzeo
Port St. Lucie, FL 34986
APR 13
Re: 15371 Sky King Drive
i. 7070
Pe t. L117 eDepart,,e
county nr
Fort Pierce, Florida
KSM Project #: 190423-b
Dear Mr. Gould:
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:
At the time of drilling, the site was fairly flat and heavily wooded with thick vegetation.
Trails were cleared for our crew to access boring locations, � which were staked prior to
our arrival.
B. Project Description:
A two-story single family residence (ICF construction), a hangar, a pool, and retaining
wall are planned to be constructed on the site in three (3) phases. Loads from the
structures will be transferred to the ground by conventional spread footings as required
by grading. We estimate, based on information provided to us, that the maximum loads
will be less than 3,000 pounds per linear foot along the wall foundations.
Some additional site fill will be required to reach the desired grades.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
UP elk t
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 PO. BOX 78-1377 SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (661) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM®KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
15371 Sky King Drive -2- January 30, 2019
Port St. Lucie, Florida
C. The scope of our study consisted of the following:
1. Performed Standard Penetration Test Borings in the proposed construction
areas 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 four (4) Standard Penetration
Test borings (SPT), in the proposed construction area. The SPT borings were
terminated at. depths of 2d 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.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
Tip OIL
A16 IJ A
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND.TESTING, INC.
MARTIN (772) 337-7755 RO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineedng.net MELBOURNE (321) 768-8468
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
15371 Sky King Drive -3- January 30, 2019
Port St. Lucie, Florida
E. 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 consist mostly of fine-grained sand and
fine-grained clayed sand. Shell fragments were also found in the borings at a depth of
9 to 13 feet below grade. "N" values recorded during the boring operation indicate the
soil density is generally medium dense to very dense. Please refer to the soil boring
logs for specific information relative to the soil description.
Based on the existing soil conditions, the proposed structures can be supported on a
shallow foundation system provided that the site is properly prepared.
The following sections provide recommendations for the site preparation and foundation
design.
F. Site Preparation:
The proposed construction 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. Stumps shall be, removed entirely. Due
to the heavy vegetation and trees on the site, over -excavation will be necessary in
some areas to remove all roots and debris The building area should be graded level
and proofrolled. Any soft yielding areas shall be excavated and replaced with clean
compacted fill in 12 inch lifts. Sufficient passes should be made during compaction
operations to produce a density no less than 95 percent of itsmodified dry Proctor
value (ASTM D 1557) to a depth of two feet.
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.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineedng.net MELBOURNE (321) 768-8486
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589=6469
15371 Sky King Drive -4- January 30, 2019
Port St. Lucie, Florida
G.. Foundation:
Provided that our recommendations for site preparation are followed, the proposed
structure may be supported on conventional concrete slab, steel reinforced spread
footings designed for an allowable soil bearing pressure of 2,500 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 settlement of less than % of an
inch. The majority of the settlement should occur during construction.
H. Retaining Walls:
For retaining wall backfill that is not compacted the following soil parameters may be
used in the retaining wall design:
Backfill Soil Internal Angle of friction = 28 deg
Coefficient of active earth pressure, Ka = 0.36
Coefficient of at rest earth pressure, Ko = 0.53
Coefficient of passive earth pressure, Kp = 2.77
For retaining wall backfill that is compacted to at least 95% of the modified Proctor
maximum dry density, the following parameters may be used in the retaining wall
design.
Backfill Soil Internal Angle of friction = 32 deg
Coefficient of active earth pressure, Ka = 0.31
Coefficient of at rest earth pressure, Ko = 0.47
Coefficient of passive earth pressure, Kp = 3.25
Note that an appropriate factor of safety should be applied to these parameters.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 1 Julie E. Keller, P.E.: 68366
U" c 1 l
AYL
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
15371 Sky King Drive -5- January 30, 2019
Port St. Lucie, Florida
I. Floor Slabs:
A conventional slab -on -grade can be used in the "at grade" portion of the 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 expansion or
control joints be incorporated between the floor slab and column or wall footings in
order to control settlement cracks. Control joints should also 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.
J. In -Place Density Tests:
Make tests in randomly selected location in accordance with ASTM D 1557 as follows:
MATERIALS
a. Fill and Backfill
b. Subgrade
c. Continuous Wall Footings
d. Individual Column Footings
e. Floor Slabs
TEST FREQUENCY
1 per lift per 2,000 sq.
1 per lift per 2,000 sq.
1 test every 50 lin. ft.
1 test at each footing
1 test per 500 sq. ft.
ft. (1 foot lifts)
ft.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
TIP OIL t
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
,r MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561).845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
15371 Sky King Drive -6- January 30, 2019
Port St. Lucie, Florida
K. Closure:
This report has been prepared in accordance with generally accepted soil and
foundation engineering practices based on the results of the test borings and the
assumed loading conditions. No warranties, either expressed or implied, are intended
or made. 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, 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 q1tialftsforsgrvice to you or should you have any questions, please feel free to
.,
"�
JEKIjtFos
E-mail to: sg.fieldstone@gmaii.com
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
KSM Engineering & Testing
BORING NUMBER SBA
KSMP.O. Box 78-1377
PAGE 1 OF 1
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Fieldstone Construction Inc.
PROJECT NAME 15371 Sky King
Drive
PROJECT NUMBER 190423-b
PROJECT LOCATION Port St. Lucie, Florida
DATE STARTED 1/29/19 COMPLETED 1/29119
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
Q AT TIME OF DRILLING 2.25 ft
LOGGED BY SF/MH CHECKED BY JEK
AT END OF DRILLING —
NOTES North Section (Proposed House)
AFTER DRILLING
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20 40 60 80
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MATERIAL DESCRIPTION
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3-3-4
SS
Brown Clayed Sand
3-5-8
:.......:.......:.......:.......
:..
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(13)
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8-11-15
Gray Clayed Sand
(26)
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9-18-16
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11-14-17
(31)
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(39)
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11-16-15
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(31)
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(56 )
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19-28-34
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(62)
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(71)
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KSM Engineering & Testing
BORING NUMBER SB-2
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Fieldstone Construction Inc.
PROJECT NAME 15371 Sky King
Drive
PROJECT NUMBER 190423-b
PROJECT LOCATION Port St. Lucie, Florida
DATE STARTED 1129119 COMPLETED 1/29/19
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
Z AT TIME OF DRILLING 2.33 ft
LOGGED BY SF/MH CHECKED BY JEK
AT END OF DRILLING
NOTES East Section (Proposed Poop
AFTER DRILLING
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3-44
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(8)
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3-5-6
SS
(11)
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12-18-19
SS
(37)
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13-15-15
:
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11-15-17
......:......:......:..............
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(32)
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(86)
Bottom of borehole at 20.0 feet.
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KSM Engineering & Testing
BORING NUMBER SB-3
A ,�
1V1 Sebasti an, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Fieldstone Construction Inc.
PROJECT NAME 15371 Sky King
Drive
PROJECT NUMBER 190423-b
PROJECT LOCATION
Port St. Lucie Florida
DATE STARTED ' 1129/19 COMPLETED 1/29/19
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD _Split Spoon Sample
Q AT TIME OF DRILLING 2.6711
LOGGED BY SF/MH CHECKED BY JEK
AT ENO OF DRILLING --
NOTES South Section (Proposed Parking and Retaining Wall)
AFTER DRILLING
--
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a.
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A SPT N VALUE J
W
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20 40 60 80
n~
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=0
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MATERIAL DESCRIPTION
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20 40 60 80
Dark Gray Sand with Traces of Roots
1
Gray Sand
3-4-5
......:...............................
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Brown Clayed Sand
4-6-8
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(14)
:.......:.......:.......:.......
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9SS
9-11-16
Gray Clayed Sand
(27)
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14-15-14
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(29)
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11-18-15
(33)
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21-32-30
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(62)
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Gray Sand with Lots of Shell
:• : �'
SS
18-28-46
.
Bottom of borehole at
KSM Engineering & Testing
BORING NUMBER SB-4
P.O. Box 78-1377
KSM Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Fieldstone Construction Inc.
PROJECT NAME 15371 Sky King
Drive
PROJECT NUMBER 190423-b
PROJECT LOCATION Port St. Lucie, Florida
DATE STARTED 1/29/19 COMPLETED 1/29119
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
:Z AT TIME OF DRILLING 2.50 ft
LOGGED BY SF/MH CHECKED BY JEK
AT END OF DRILLING —
NOTES West Section (Proposed Hangar)
AFTER DRILLING --
w
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A SPT N VALUE
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20 40 60 80
PL MC LL
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MATERIAL DESCRIPTION
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20 40 60 80
W
d
o
Q FINES CONTENT (%) ❑
rd
Gray Sand with Traces of Roots
;'.•'IC7
Brown Clayed Sand
Gray Clayed Sand
with Traces of Shell Fragments
;a';.. • Gray Sand with Lots of Shell
Bottom of t
SS
4-5-5
.......................................
(10)
... ... :....... :....... .......:...... .
SS
4-7-6
.......................................
(13)
:.......:.......:......:.......
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7-9-11
.......................................
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(20)
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......................................
(17)
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......................................
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(31)
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......................................
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(65)
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.......:.......:........... ......
...
.......:.......:..............
29 41-39