HomeMy WebLinkAboutKSM PAPERSTAP CA1t 70 Dabs
iM L-3.LVi
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 (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
August 10, 2017
Dave Golden Homes
4900 Indrio Road
Fort Pierce, FL 34951
Re: Moose Canopy Addition
325 Pandora Avenue
Fort Pierce, Florida
KSM Project #: 172479-b
Dear Mr. Golden:
SCANNED
BY
St. Lucia Conntt
r
AUG a 3 20117
P _R":11171,%1G
St. Lucie County, FL
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 with an existing one story structure.
B. Project Description:
A canopy is planned to be constructed in the rear of the existing building. Loads from
the canopy will be transferred to the ground by wooden posts that are embedded below
grade with a concrete collar. The concrete floor will be soil supported on grade. We
estimate the maximum loads will be less than 8,000 pounds per wooden post.
Some site fill may be required to reach the desired grades.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
Tie C 1 t
A%IJAVi
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 (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
325 Pandora Avenue -2- August 10, 2017
Fort Pierce, Florida
C. The scope of our study consisted of the following:
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 three (3) Standard Penetration
Test borings (SPT), in the proposed construction area. The SPT borings were
terminated at depths of 10 to 14 feet below grade. The locations of the borings are
indicated on the attached boring Location Plan.
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
TAP 01 t
R1.71Yi
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN Q72) 337-7755 R O. 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: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
325 Pandora Avenue -3- August 10, 2017
Fort Pierce, 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 sand that is slightly clayed. No "muck" or other unsuitable material was
found in the test boring except for the typical surface vegetation. "N" values recorded
during the boring operation indicate the soil density is generally loose to medium dense
except for some very loose soils found within a depth of 4 feet below existing grade.
Please refer to the soil boring logs for specific information relative to the soil
description.
The following sections provide recommendations for the site preparation and foundation
design.
F. Site Preparation:
The proposed building area 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. 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. Large vibratory
equipment is not recommended, since vibrations . produced during compaction
operations may cause settlement distress to the existing adjacent structure.
After the exposed surface has been proofrolled, the building and pavement areas may
be filled to the desired grades. Any additional 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 6 inches in thickness and compact each lift to at
least 95 percent of its modified dry Proctor value.
G. Foundation:
Provided that our recommendations for site preparation are followed, the proposed
canopy wooden post should be designed by the structural engineer to be embedded at
least 4 feet below existing grade.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
Tl C 1 t
R171Yi
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 (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
325 Pandora Avenue -4- August 10, 2017
Fort Pierce, Florida
H. Floor Slabs:
A conventional slab -on -grade can be used in the "at grade" portion of the canopy. 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.
I. 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 of further service to you or should you have any questions, please feel free to
contact u,,.+aspKE••,,''•
Ju%{<eFPF ;•ci
Prey •t••!ct0R1pP'0?
JEKfjt •..YON
....----...•
E-mail to: dave@davegoldenhomes.com
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
KSM Engineering t' .^.ing
BORING NUMBER B-1
8-1377
KSMbasBfi
PAGE 1 OF 1
S FL 32978
n7
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Golden Homes
PROJECT NAME 325 Pandora Avenue
PROJECT NUMBER 172479-b
PROJECT LOCATION
Fort Pierce
Florida
DATE STARTED 819/17 COMPLETED 8/9/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
-VAT TIME OF DRILLING 3.25 ft
LOGGED BY JR/JV CHECKED BY JEK
AT END OF DRILLING --
NOTES See Attached Location Plan
AFTER DRILLING
-
Lu
e
tt
♦ SPT N VALUE
U
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w
5
20 40 60 80
PL MC LL
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MATERIAL DESCRIPTION
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20 40 60 80
Dark Gray Sand with Roots
:.
Dark Gray Sand
1-1-1
....................... :....... :...... .
'
SS
......
SS
Light Gray Sand, Slightly Clayed
5
.. .. .. ..
SS
4-5-4
r .
SS
5-5-6
.. .... ..
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668
.
10 :.
(14)
m Bottom of borehole at 10.0 feet.
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KSM Engineeringa�_ .ping
`
BORING
NUMBER B-2
('�
KSM
PAGE 1 OF 1
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Dave Golden Homes
PROJECT NAME 325 Pandora Avenue
PROJECT NUMBER 172479-b
PROJECT LOCATION
Fort Pierce
Florida
DATE STARTED 8/9/17 COMPLETED 819/17
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 JR/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES See Attached Location Plan
AFTER DRILLING
--
W
o
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♦ SPT N VALUE A
U
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N w
W
5
20 40 60 80
0.0
MATERIAL DESCRIPTION
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20 40 60 80
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❑ FINES CONTENT (%) ❑
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Dark Gray Sand
2-2-2
SS
(4)
.. ..
Dark Brown Sand
4-4-6
.. .. ..
(9)
..
:.:..:..
SS
4-5-6
Light Gray Sand, Slightly Clayed
.. .. ..
SS
6-8-10
.. .. .. ..
(18)
10
SS
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m
.:...
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(11)
N Bottom of borehole at 14.0 feet.
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KSM Engineering 8, tng
`-
BORING NUMBER B-3
x 78-1377
KSM
PAGE 1 OF 1
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Dave Golden Homes
PROJECT NAME 325 Pandora Avenue
PROJECT NUMBER 172479-b
PROJECT LOCATION Fort Pierce,
Florida
DATE STARTED 819/17 COMPLETED 819/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
-VAT TIME OF DRILLING 3.17
ft
LOGGED BY JR/JV CHECKED BY JEK
AT END OF DRILLING --
NOTES See Attached Location Plan
AFTER DRILLING —
W
e
tt
♦ SPT N VALUE
U
of
r
rn w
a
5
20 40 60 80
P� MC
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MATERIAL DESCRIPTION
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❑ "
20 40 60 80
❑
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N
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❑ FINES CONTENT (%) ❑
0
20 40 60 80
......Dark Gray Sand with Roots
:>:: Dark Gray Sand
W.:::
SS 3-3-2
......:...............:.......:.......
Q
.. .. .. ..
. :.....
':'...
2_1_2
SS
:....... :....... :......
(3)
.............. .
5
.. .. ..
SS 5-5-6
'� Light Gray Sand, Slightly Clayed
(11)
SS 6-5-6
.. .. ..
..
Ss
10
(16)
m Bottom of borehole at 10.0 feet.
P
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W
SHEET 1 OF 1
JULIE E. KELLER, P.E.
FL PE # 68366
. i \
LEGEND
APPROXIMATE LOCATION OF STANDARD
PENETRATION TEST BORING
Fort Pierce. Florida
BRINHI RIVER 11L5O.= •PAIR BEACH SBL1457445 • MARTIN.7IL337JI55
BREVARB 32LIBB-903 • SLEBCIE 1YR UO93
DRAWN BY: J.L.
DESIGNED BY: J.K.
DATE: 20170811
SCALE: NONE
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 (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
August 10, 2017
Dave Golden Homes
4900 Indrio Road
Fort Pierce, FL 34951
Re: Moose Canopy Addition
325 Pandora Avenue
Fort.Pierce, Florida
KSM Project #: 172479-b
Dear Mr. Golden:
SCANNED
BY
St. Lucie I^nnnfl
AUG 2 ? 29117
PERN71171NG
St. Lucie County, FL
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 with an existing one story structure.
B. Project Description:
A canopy is planned to be constructed in the rear of the existing building. Loads from
the canopy will be transferred to the ground by wooden posts that are embedded below
grade with a concrete collar. The concrete floor will be soil supported on grade. We
estimate the maximum loads will be less than 8,000 pounds per wooden post.
Some site fill may be required to reach the desired grades.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
TWIP C0lk 9
Z%FOWL
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7756 P.O. 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
325 Pandora Avenue
Fort Pierce. Florida
-2-
C. The scope of our study consisted of the following:
August 10, 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 three (3) Standard Penetration
Test borings (SPT), in the proposed construction area. The SPT borings were
terminated at depths of 10 to 14 feet below grade. The locations of the borings are
indicated on the attached boring Location Plan.
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
, .,
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 (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
325 Pandora Avenue
Fort Pierce, Florida
-3-
E. Engineering Evaluation and Conclusions:
August 10, 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 clayed. No "muck" or other unsuitable material was
found in the test boring except for the typical surface vegetation. "N" values recorded
during the boring operation indicate the soil density is generally loose to medium dense
except for some very loose soils found within a depth of 4 feet below existing grade.
Please refer to the soil boring logs for specific information relative to the soil
description.
The following sections provide recommendations for the site preparation and foundation
design.
F. Site Preparation:
The proposed building area 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. 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. Large vibratory
equipment is not recommended, since vibrations produced during compaction
operations may cause settlement distress to the existing adjacent structure.
After the exposed surface has been proofrolled, the building and pavement areas may
be filled to the desired grades. Any additional 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 6 inches in thickness and compact each lift to at
least 95 percent of its modified dry Proctor value.
G. Foundation:
Provided that our recommendations for site preparation are followed, the proposed
canopy wooden post should be designed by the structural engineer to be embedded at
least 4 feet below existing grade.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
Tdr CP'► 9
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-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
325 Pandora Avenue -4- August 10, 2017
Fort Pierce, Florida
H. Floor Slabs:
A conventional slab -on -grade can be used in the "at grade" portion of the canopy. 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.
I. 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 of further service to you or should you have any questions, please feel free to
contact us.
Jude Eelier P Q Cc e
`71F • �u
is ��,TE
-•• a 7711111"
E-mail to: dave@davegoldenhomes.com
Ronald G. Keller, P.E.: 37293 1 SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
'
KSM Engineering,, _ ::wing
BORING NUMBER B-1
KSM
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax:(772)-589-6469
XIENT Dave Golden Homes
PROJECT NAME 325 Pandora Avenue
PROJECT NUMBER
172479-b
PROJECT LOCATION Fort Pierce.
Florida
)ATE STARTED 819/17 COMPLETED 8/9/17
GROUND ELEVATION
HOLE
SIZE inches
)RILLING CONTRACTOR
GROUND WATER LEVELS:
)RILLING METHOD
Split Spoon Sample
VATTIME OF DRILLING 3.25 ft
_OGGED BY JR/JV
CHECKED BY JEK
AT END OF DRILLING —
VOTES See Attached Location Plan
AFTER DRILLING —
w
o
Z
rr
♦ SPT N VALUE A
U
i>
rn w
w
5
20 40 60 80
PL MC LL
a$
x
~M
wo
3z�
Fc
I-�
w ,-,
Q O
MATERIAL DESCRIPTION
) O❑
Q
w g
"
z a
;
❑
a0
� z
O �
m 0 z
v
>-
20 40 60 80
❑ FINES CONTENT (%) ❑
N
d
0
Dark Gray Sand with Roots
Dark Gray Sand SS 1-1-1
(2)
SS 2-1-2
Light Gray Sand, Slightly Clayed (3)
SS 4-5-4
(9)
SS 5.5 6
(11)
SS (14)
(14)
i'
ing
KSMEngineeringf . \iox
BORING NUMBER B-2
78-1377
KLJ1V1
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Golden Homes
PROJECT NAME 325 Pandora Avenue
PROJECT NUMBER
172479-b
PROJECT LOCATION Fort Pierce, Florida
DATE STARTED 819/17 COMPLETED 8/9/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD
Split Spoon Sample
2 AT TIME OF DRILLING 3.50 ft
LOGGED BY JR/JV
CHECKED BY JEK
AT END OF DRILLING —
NOTES See Attached Location Plan
AFTER DRILLING —
W
e
z
A SPT N VALUE AL
c1
a of
r
m w
W
20 40 60 80
EL
0
Co
0
PL .0 LL
Z'
wv
MATERIAL DESCRIPTION
>
O j Q
m0>
w Y
Y"
z a
O"
20 40 60 80
a
O
a0
Z
O�
...
O z
N
WW
Oa
❑ FINES CONTENT (%) ❑
n
of
7n an An an
Dark Gray Sand with Roots
Dark Gray Sand
2-2-2
...............:.......:.......:.....
SS
(4)
..... . ...... :...... .:....... :.....
Dark Brown Sand
SS
4-4-5
......:.......:.......:.......:.....
:.......:....... :.....
(9)
....... .......
SS
4-5-6
...... ...
Light Gray Sand, Slightly Clayed
SS
6-8-10
......:.......:.......:.......:.....
(18)
.....:.......:.......:.......:.....
SS
5-4-4
.............................:.....
(8)
...:.......:.....::.......:.....
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544
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0
m
KSM Engineering!` .,..ing
-
BORING NUMBER B-3
KSM S bassti an,an, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Dave Golden Homes
PROJECT NAME 325 Pandora Avenue
PROJECT NUMBER 172479-b
PROJECT LOCATION
Fort Pierce
Florida
DATE STARTED 8/9/17 COMPLETED 8/9117
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
Q AT TIME OF DRILLING 3.17
ft
LOGGED BY JR/JV CHECKED BY JEK
AT END OF DRILLING —
NOTES See Attached Location Plan
AFTER DRILLING
—
w
e
W
A SPT N VALUE A
c�
Ir
r
rn w
20 40 60 80
PL MC LL
ac
Q. O
MATERIAL DESCRIPTION
wm
wo
> O
3z�
O ¢
Fc
pr
z
a.
p
.�
O�
m0Z
v"
�"
20 40 60 80
(Lz
❑ FINES CONTENT (%) ❑
N
W
—
a
0
0
20 40 60 80
Dark Gray Sand with Roots
Dark Gray Sand
SS
(5)
4
.:..
SS
5
.......
...
5-5-6
Light Gray Sand, Slightly Clayed
(11)
...:....... :....... :....... :...... .
..
Ss
6-5-6
..:
8_7_9
10 '.
(16)
m Bottom of borehole at 10.0 feet.
0
n
A_
W
K
W
f
N
Y_
N
U
O
O
N
W
N
Y
K
W
W
y
f
N
Y
u)
N
O_
CZ
F
O
O
m
m
m
m
0
a
x
m
s
U
W
r
O
W
....
B-3
B-2
T�pcal Eat
-----------------TlSaPBC
-
LEGEND
APPROXIMATE -LOCATION OF STANDARD
PENETRATION TEST BORING
LKSMPROJECT #: 172479-b ADDRESS: 325 Pandora Avenue, Fort Pierce, Florida
0' C
WKIMINEERING DRAWN BY: J.L.
9H I
SHEET I OF 1
T 0 J JUL DESIGNED BY: J.K.
ULIE E. KELLER, P.E. ZU QMA AND TESTING
F FL PE
DATE: 20170811
_ 0 68�
L PE # 68366 INURN RMI M5119M - PALM REACH 500445 - UM TM.7755
SCALE: NONE
11RAM MUM - ST. IMM I MM"