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KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 P.O. 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-ffiI `""®" ?A ilin�ffi ST. LUCIE (772) 229-9093
C.A.: 5693 �j ��(Qj��j�Yj(�� ( j� FAX (772) 589-6469
ASTM D 1667 and ASTM D 2922
DATE TESTED May 31, 2019 KSM JOB # : 192148-1pd/SS/ct
PERMIT # SLC- 1g1oq-O2-Oy SCANNED
CONTRACTOR Pipeline Pools BY ntunDC GiOn"j '3S
St. Lucie County AS
JOB LOCATION 25 Majestic Way n*;INNVCS
Queen's Cove
Ft. Pierce, Florida
ITEM TESTED
Pool Backfill
TEST LOCATION
DEPTH
PEN
DRY
MAX. DRY_
PERCENT
OF SAMPLE
READ
DENSITY
PROCTOR VALUE
COMPACTION -
ast
-
2
1' - 2'
50+
95.0+
3
2' - 3'
50+
95.0+
4
T - 4'
42
95.0+
5 North
0' - 1'
44
107.2
108.9
98.4
6
1' - 2'
47
95.0+
7
2' - 3'
50
95.0+
7
3' - 4'
43
1.95.0+
9 . West
0' - 1'
42
165.0
108.9
96.4
10
1' - 2'
46
95.0+
11
2' - 3'
46
95.0+
12
3' - 4'
41
95.0+
Soil Description:
Tan Sand with
Shell & Rock Fragments
In Place Moisture:
5.8 Percent
Optimum Moisture:
12.0 Percent
Max. Dry Density:
108.9 P.C.F.
@ Test Locations the Density &
Penetrometer Readings Indicate
W 110.0
E 1 I I I I 1
I
G 109.0 ••—•1_.._.l_.._ ._..J.._..�.._.._
H I I 1 I I
T D I I I I I
R108.0 {—••_.i_.._. _.._i._.._I ._.. i.._.._
P Y
I I I I I
C 107.0 ••_.j_ ._.j_.._j._..l.._. �.._.._
I I I I
106.0
I I I 1 I I
105.0 .._.1_.._.j _.._j._.._j.._...._..�
9 10 11 12 13 14 15
Moisture - % of Dry Weight
3 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
KEL.LER, SCHLEICHER & MacWiLLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
- ?ALM BEACH (561) 845-7445 vdww.lcsmsngineeiirg.naf MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: I(SWKSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
December 20, 2017
Paul Sasseville
129 Queen Christina Court
Fort Pierce, Florida 34949
Re: 25 Majestic Court
Fort Pierce, Florida
KSM Project #: 173834-b
Dear Mr. Sasseville:
SCANNED
BY
St. Lucie County
RECEIVED
APR 2 5 2019
Sr. Lucie County, Permitting
As requested, KSM Engineering & Testing has performed a subsurface investigation at
the referenced site. Presentation of the data gathered during the investigation, together
with ourgeotechnical related opinions, are included in this report.
A. Site Description:
At the time of drilling, the canal front site was fairly flat with light surface vegetation.
B. Project Description:
A one story house and swimming pool is planned to be constructed on the site. Loads
from the structure will be transferred to the ground by conventional shallow footings.
We anticipate maximum wall loads for the structure will be less than 2,000 pounds per
linear foot along the wall foundation.
We estimate�some site fill will be required to reach the desired grades.
n FILE Ct1PY
Ronald G. Keller, P.E.: 37293 / SI Lie. No.: 860 / Julie E. Keller. RE.: 68366
is
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KELLER. SCHLEICHER & MacVVILL IANI ENIGINEERINIG AND TESTING, INC.
MARTIN (772) 337-7755 P.O SONX 78-1',7 7, SEBAS I IAN FL 32978-1377 SEBASTIAN (772) 589.0712
PALM BEACH (561) 845-7445 ww+,v.ks.-nengineering.net MELBOURNE (321) 768-3488
FAX (561) 845-8876 E-Wail: KSM@KSMENGiNEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
25 Majestic Way
Fort Pierce, FL
-2-
C. The scope of our study consisted of the following:
December 20, 2017
1. Performed Standard Penetration Test 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 five (5) Standard penetration
test borings in the proposed construction area. The borings were terminated at depths
of 10 to 14 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.
The records of the soils encountered, the penetration resistances and groundwater
level are shown on the attached logs.
P.onald G. Kerier, P.E.: 37293 I Sl 1-iv. Ne.: 860 / Julie E. Keller, RE.: 6836C
n
P011A-
IDOM
KEL.LER, SC;HLEICHER 8: Mac-WILLi'AM Ef,IGINE—EKING AND TESTING, INC.
MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBAS R iAN, FL 3'2978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www3lsmengineenng.net MELBOURNE (321) 768-8488
FAX (561) 845-8976 E-Mail: i<SNiLKS'MENGiiilEERING.f4L r ST. LUCIE (772) 229-9093
GA.; 5693 FAX (772) 589-6469
25 Majestic Way
Fort Pierce, FL
-3-
E. Engineering Evaluation and Conclusions:
December 20, 2017
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 sand that is slightly silty. However, a very loose soil layer consisting of
sandy clayed silt with organics was found in the test borings between a depth of about 4
to 6 feet below existing grade in the location of the proposed house and pool. 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 sandy clayed silt
layer with organics found on the site, 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 order to avoid any damaging structural distress due to differential settlements, a
more appropriate foundation system would be an engineered concrete steel reinforced
structural slab designed for a net soil contact pressure not exceeding 1,500 psf
designed for differential settlement. The structural slab foundation shall have a footing
below all load bearing walls, reinforced with both top and bottom steel and poured
monolithically with the concrete slab. The slab should be reinforced with rebars and
have interior deepened reinforced sections so that the maximum slab span does not
exceed 20 feet in any direction.
F. Site Preparation:
The proposed building area, 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. 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 the 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.
Ronald G. Koller, RE.: 37293131 Lic. i4o.: 860 / Julie E. Keller, RE.: 6826E
&F, A ar:
' go A'V%
KELLER, SCfiLEIC-HER t" UiaCIMI ..i_IAN! ENGiNEF_PING AND TESTING, ING.
MARTIN (772) 337=7765 P.O.BOX 78_13 f7 SEt3AS 1 IAN ci . 32978-1 377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 MELBOUR14E (321) 768-848e
�:vavmaksmengire�ring.net
FAX t561) 845-8876 E-;Wail: KSIVj@KSRrEiJGINEERING.hIET S T. LUCIE (772) 229-9093
C.A.: 5693 FAY (772) 589-646P
25 Majestic Way -4- December 20, 2017
Fort Pierce, FL
After the exposed surface has been proofrolled, the building and pavement areas 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.
G. Swimming Pool:
The pool shell can be supported on a conventional pool foundation provided that the
soft soil layer with organic material from 4 feet to 6 feet is completely removed from the
pool bottom. This can be done by over excavating; the pool and backfilling with 3/4
stone so the subrgade becomes firm below the pool bottom. The rock should be
compacted using a "jumping jack". The contractor should take measures to ensure that
the site preparation work for the pool does not undermine the foundation soils of the
residence.
A visual inspection; is also recommended to verify! all unsuitable soils have been
completely 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.
Backfill material behind the pool shell shall consist of clean granular sand with less than
10 percent "fines" passing the U.S. No. 200 sieve. Place backfill material in loose lifts
of 12 inches in thickness and compact each' lift to' no less than 95 percent of its
modified dry Proctor value (ASTM D 1557).
Temporary "dewatering" will be required during the site preparation work and
construction of the pool shell.
Ronald G. Keller, P.E.: 37293 / SI Lic. P1o._ 860 / ;Julie E. Keller, AE.: 68366
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VIL
KELLEP, SCHLEICHER & MacWILLIAM ; NIGINEERING AND TESTING. INC.
MARTIN (772) 337-7755 P.O. BOX 78-1377. EBAS T i N FL 32g78--i 377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445wwwAsmengineerinq_.nei MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NE ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
25 Majestic Way -5- December 20, 2017
Fort Pierce, FL
H. Closure:
This report has been prepared in accordance with generally accepted soil and
foundation engineering .practices based on the results of the 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 of further service to you or should you have any questions, please feel free to
N\-
JEK.jt
E-mail to: sasseville.paul@gmail.com
Ronaid G. KeOe � t?E.: 3f293 / SI L•C, I`JA.: 860 i 1•u!ie E. I<eHe;. P.'r`_.: 68366
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KbM tnglneenng s-- . log
BORING NUMBER B-1
Box 78-1377
KSMP.O.
Sebas an, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Sasseville
PROJECT NAME 25 Maieslic Way
PROJECT NUMBER 173834-b
PROJECT LOCATION Fort Pierce. Florida
DATE STARTED 12/14/17 COMPLETED 12/14/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
VAT TIME OF DRILLING 3.58 ft
LOGGED BY DP/SF/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES East Section of Building
AFTER DRILLING —
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MATERIAL DESCRIPTION
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❑ FINES CONTENT (%) ❑
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Dark Brown Sand with Traces of Shell Fragments
2
3-3-4
SS
5-4-2
(6)
Dark Brownish Gray Sandy Clayed Silt With traces of Organics
SS
1-1-3
(4)
Gray Sand, Slightly Silty with Traces of Shell Fragments
SS
4-5-6
SS
2-1-2
(3)
SS
7-8-11
(19)
SS9-12-14
(26)
Bottom of borehole at 14.0 feet
n
KSM Engineering & c__,Ng
BORING NUMBER BIZ
�j
KS1Y1
PAGE 1 OF 1
S basban, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Sasseville
PROJECT NAME 25 Maieslic Way
PROJECT NUMBER 173834-b
PROJECT LOCATION
Fart Pierce
Florida
DATE STARTED 12/14/17 COMPLETED 12/14/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
�ZATTIME OF DRILLING 3.67 ft
LOGGED BY DP/SF/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES Center Section of Building
AFTER DRILLING
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BORING NUMBER B-3
i/C� A Box 78-1377
I1LJ1Vl Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772�589-6469
CLIENT Paul Sasseville
PROJECT NAME 25 Maiestic Way
PROJECT NUMBER 173834-b
PROJECT LOCATION Fart Pierce. Florida
DATE STARTED 12/14/17 COMPLETED 12/14/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
-VAT TIME OF DRILLING 3.75 ft
LOGGED BY DP/SF/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES SW Section of Building
AFTER DRILLING —
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BORING NUMBER Ba4
KS1vd
S bastian, FL 3 978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Sasseville
PROJECT NAME _25 Majestic Way
PROJECT NUMBER 173834-b
PROJECT LOCATION
Fan Pierce. Florida
DATE STARTED 12/14/17 COMPLETED 12/14/17
GROUND ELEVATION
HOLE SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
VAT TIME OF DRILLING 3.50 ft
LOGGED BY DP/SF/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES NW Section of Building -
AFTER DRILLING
—
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....:. Brown Sand
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4-5-7
SS
5-4-3
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5
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2-1-1
Gray Sand, Slightly Silty with Traces of Shell Fragments
(21
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3-6-9
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Tl C'r R P.O. Box 78-1377
BORING NUMBER B-5
111�1Vi Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Paul Sassevilie
PROJECT NAME 25 Majestic Way
PROJECT NUMBER 173834-b
PROJECT LOCATION Fort Pierce, Florida
DATE STARTED 12/14/17 COMPLETED 12/14/17
GROUND ELEVATION
HOLE SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD flit Snoon Sample
AT TIME OF DRILLING —
LOGGED BY DP/SF/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES Center Section of Pool
AFTER DRILLING —
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SS I 3-4-4
(8)
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(3)
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(9)
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