HomeMy WebLinkAboutGFA PAPPERSSince 1988 Florida's Leading Engineering Source
Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
SCANNED JUL 9.6 2616 July 22, 2016
BY
Palm Park Center, LLC. St. Lucie Count PEP,rdiITTING
8569 S Federal Hwy St. Lucie county, FL
Port St. Lucie, Florida 34952
RE: Soil Exploration -proposed One -Story Commercial Flooring Building
8532 S US Hwy 1, Port St. Lucie, FL
GFA Project # 16-1667.00
GFA International performed soil testing with four auger borings with hand cone penetrometers at the above
referenced project. Based on the test results, the soil on which the referenced structure is to rest is capable of
sustaining a safe bearing capacity of 2,500 psf. The subsurface exploration activities were performed in
accordance with Chapter 18 of the Florida Building Code (latest addition) and applicable ASTM standards. For
detailed information on subsurface conditions encountered, please refer to the logs attached to this letter.
We recommend that the bottom of the footings be founded at a depth of at least 12 inches below finish grade.
The depth shall be measured from the lowest adjacent grade. We also recommend a minimum footing width of
18 inches for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the
width of the imposed wall.
This report does not state or imply that the foundation soils at the bearing level will remain in the original
condition in which they were found during the subsurface exploration activities. Exposure to the environment
may weaken the foundation soils at the bearing level if the foundation excavations remain open for a long period
of time, or if the foundation soils are exposed to rainfall. Consequently, it is recommended that the excavations
for the wall and column footings be performed to final grade and footings constructed as soon as possible to
minimize potential damage of the bearing soils. GFA estimates that 2 feet of fill will be required to bring the
foundation pad to design grade. It is also recommended that the 2 feet below existing grade, the bottom of all
new footing excavations and slabs, and all fill material, be compacted to a minimum density of 95% of the
Modified Proctor (ASTM D-1557), prior to the placement of the concrete for the footings.
If compaction cannot be attained due to persistent wetness or the water table near the bottom of the footing
excavation, or due to silty/clayey soil 'pumping' during compaction, GFA recommends undercutting below
bottom of footing and replacement with No. 57 stone for subgrade that cannot be compacted. The rock fill
should be compacted and tamped into the excavation and inspected and verified by a representative from GFA,
and tested with hand cone penetrometers, probe rods, or density tests.
09
nald W. oler, P.E. ; m r I an Collie, E.I.
�nio j�i`tEch�on Fp�7 r j t Manager
tirjd� egisiira ion N' ®675
T P:
AttaA�tt Location Plan, Auger Boring (AB) Logs (4), Notes Related to Test Borings
Copies: Client (2)
521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924-3575 • (772) 924-3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Test Location Plan: 8532 S US Hwy 1, Port St. Lucie, FL
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Approximate Auger Boring (AB) Locations
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Since1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project: 8532 S US Hwy 1
Port St. Lucie, FL
Elevation: Existing Grade
Project No: 16-1667.00
Lab No:
Test Date: 7/15/16 and 7/18/16
Technician: JJ/ES
TEST LOCATION: AB —1 N27.3141090 W80.3128230
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
25
2-10
Light gray fine sand SP
2
30
3
55
4
80+
5
70
6
60
7
55
8
65
9
80+
10
80+
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 2 N27.3141320 W80.3122680
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0 —1.5
Gray fine sand, trace silt SP
1
70
1.5 — 4
Light gray fine sand SP
2
80+
4-7
Dark brown fine sand, some silt SM
3
80+
7-10
Light brown fine sand, trace clay SP
4
80+
5
80+
6
70
7
80+
8
80+
9
80+
10
80+
Water table at 4 feet below ground surface on 7/18/16
Since1988
Florida's Leading Engineering Source
I AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project No: 16-1667.00
Project: 8532 S US Hwy 1
Lab No:
Port St. Lucie, FL
Test Date: 7/15/16 and 7/18/16
Elevation: Existing Grade
Technician: JJ/ES
TEST LOCATION: AB — 3 N27.3141750 W80.3127670
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
45
2-5
Light gray fine sand SP
2
60
5-6
Dark brown fine sand, some silt SM
3
75
6-10
Light brown fine sand SP
4
50
5
45
6
40
7
40
8
35
9
45
10
65
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 4 N26.3143040 W80.3124390
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Light gray fine sand SP
1
65
2-4
Dark brown fine sand, some silt SM
2
75
4-10
Light brown fine sand, trace clay SP
3
80+
4
80+
5
75
6
80+
7
65
8
65
9
75
10
65
Water table at 3.5 feet below ground surface on 7/18/16
NOTES RELATED TO
RECORDS OF TEST BORING AND
GENERALIZED SUBSURFACE PROFILE
I. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on
the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.
2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape
and survey wheel.
3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix
when pavement was encountered.
4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of
the soil samples.
5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report
text.
6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test
(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
9. Relative density for sands/gravels and consistency for silts/clays are described as follows:
SPT
CPT
SANDS/GRAVELS
SPT
CPT
SILTS/CLAYS
BLOWS/FOOT
KG/CM
RELATIVE DENSITY
BLOWS/FOOT
KG/CM
CONSISTENCY
0-4
0-16
Very loose
0-1
0-3
Very soft
5-10
17-40
Loose
2-4
4-6
Soft
11-30
41-120
Medium Dense
5-8
7-12
Finn
31-50
121-200
Dense
9-15
13-25
Stiff
50+
over 200
Very Dense
16-30
25-50
Very stiff
>30
>50
Hard
10. Grain size descriptions are as follows:
NAME
SIZE LIMITS
Boulder
12 Inches or more
Cobbles
3 to 12 Inches
Coarse Gravel
'% to 3 Inches
Fine Gravel
No. 4 sieve to''% inch
Coarse Sand
No. 10 to No. 4 sieve
Medium Sand
No. 40 to No. 10 sieve
Fine Sand -
No. 200 to No. 40 sieve
Fines
I Smaller than No. 200 sieve
11. Definitions related to adjectives used in soil/rock descriptions:
PROPORTION
ADJECTIVE
APPROXIMATE ROOT DIAMETER
ADJECTIVE
<5%
Trace
Less than 1/32"
Fine roots
5%to 12%
Little
1/32"to'/V
Small roots
12%to 30%
Some
%d'to I"
Medium roots
30% to 50%
And
Greater than 1"
Lara roots
Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
usually a dark brown to black color, and an organic odor.
Organic Content <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
GfH
Since 1988 Florida's Leading Engineering Source
Environmental •Geotechnical • Construction Materials Testing • Threshold and S eclat Inspectionry��l1Plan Review &Code Compliance
le
Palm Park Center, LLC.
8569 S Federal Hwy
Port St. Lucie, Florida 34952
JUL 2 6 201E July 22, 2016
PERMITTING
St. Lucie County, FL
RE: Soil Exploration - Proposed One -Story Commercial Flooring Building
8532 S US Hwy 1, Port St. Lucie, FL
GFA Project # 16-1667.00
GFA International performed soil testing with four auger borings with hand cone penetrometers at the above
referenced project. Based on the test results, the soil on which the referenced structure is to rest is capable of
sustaining a safe bearing capacity of 2,500 psf. The subsurface exploration activities were performed in
accordance with Chapter 18 of the Florida Building Code (latest addition) and applicable ASTM standards. For
detailed information on subsurface conditions encountered, please refer to the logs attached to this letter.
We recommend that the bottom of the footings be founded at a depth of at least 12 inches below finish grade.
The depth shall be measured from the lowest adjacent grade. We also recommend a minimum footing width of
18 inches for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the
width of the imposed wall.
This report does not state or imply that the foundation soils at the bearing level will remain in the original
condition in which they were found during the subsurface exploration activities. Exposure to the environment
may weaken the foundation soils at the bearing level if the foundation excavations remain open for a long period
of time, or if the foundation soils are exposed to rainfall. Consequently, it is recommended that the excavations
for the wall and column footings be performed to final grade and footings constructed as soon as possible to
minimize potential damage of the bearing soils. GFA estimates that 2 feet of fill will be required to bring the
foundation pad to design grade. It is also recommended that the 2 feet below existing grade, the bottom of all
new footing excavations and slabs, and all fill material, be compacted to a minimum density of 95% of the
Modified Proctor (ASTM D-1557), prior to the placement of the concrete for the footings.
If compaction cannot be attained due to persistent wetness or the water table near the bottom of the footing
excavation, or due to silty/clayey soil 'pumping' during compaction, GFA recommends undercutting below
bottom of footing and replacement with No. 57 stone for subgrade that cannot be compacted. The rock fill
should be compacted and tamped into the excavation and inspected and verged by a representative from GFA,
and tested with hand cone penetrometers, probe rods, or density tests.
Sily���( 2 W.
Er# 9i3,
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Attachments:
Copies:
(, I/ ,
ccwr
k an Collie, E.I.
t Manager
Test Location Plan, Auger Boring (AB) Logs (4), Notes Related to Test Borings
Client (2)
521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924-3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Test Location Plan: 8532 S US Hwy 1, Port St. Lucie, FL
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Approximate Auger Boring (AB) Locations
Since1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project: 8532 S US Hwy 1
Port St. Lucie, FL
Elevation: Existing Grade
Project No:
Lab No:
Test Date:
Technician:
16-1667.00
7/15/16 and 7/18/16
JJ/ES
TEST LOCATION: AB —1 N27.314109° W80.312823°
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
25
2 —10
Light gray fine sand SP
2
30
3
55
4
80+
5
70
6
60
7
55
8
65
9
80+
10
80+
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 2 N27.3141320 W80.3122680
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0 —1.5
Gray fine sand, trace silt SP
1
70
1.5-4
Light gray fine sand SP
2
80+
4-7
Dark brown fine sand, some silt SM
3
80+
7-10
Light brown fine sand, trace clay SP
4
80+
5
80+
6
70
7
80+
8
80+
9
80+
10
80+
Water table at 4 feet below ground surface on 7/18/16
00-
Since 1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project No: 16-1667.00
Project: 8532 S US Hwy 1
Lab No:
Port St. Lucie, FL
Test Date: 7/15/16 and 7/18/16
Elevation: Existing Grade
Technician: JJ/ES
TEST LOCATION: AB — 3 N27.3141750 W80.3127670
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
45
2-5
Light gray fine sand SP
2
60
5-6
Dark brown fine sand, some silt SM
3
75
6-10
Light brown fine sand SP
4
50
5
45
6
40
7
40
8
35
9
45
10
65
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 4 N26.3143040 W80.3124390
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Light gray fine sand SP
1
65
2-4
Dark brown fine sand, some silt SM
2
75
4-10
Light brown fine sand, trace clay SP
3
80+
4
80+
5
75
6
80+
7
65
8
65
9
75
10
65
Water table at 3.5 feet below ground surface on 7/18/16
NOTES RELATED TO
RECORDS OF TEST BORING AND
GENERALIZED SUBSURFACE PROFILE
1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on
the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.
2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape
and survey wheel.
3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix
when pavement was encountered.
4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of
the soil samples.
5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report
text.
6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test
(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
9. Relative density for sands/gravels and consistency for silts/clays are described as follows:
SPT
CPT
SANDS/GRAVELS
SPT
CPT
SILTS/CLAYS
BLOWS/FOOT
KG/CM1
RELATIVE DENSITY
BLOWS/FOOT
KG/CM
CONSISTENCY
0-4
0-16
Very loose
0-1
0-3
Very soft
5-10
1740
Loose
2-4
4-6
Soft
11-30
41-120
Medium Dense
5-8
7-12
Firm
31-50
121-200
Dense
9-15
13-25
Stiff
50+
over 200
Very Dense
16-30
25-50
Very stiff
>30
>50
Hard
10. Grain size descriptions are as follows:
NAME
SIZE LIMITS
Boulder
12 Inches or more
Cobbles
3 to 12Inches
Coarse Gravel
'% to 3 Inches
Fine Gravel
No. 4 sieve to Y inch
Coarse Sand
No. 10 to No. 4 sieve
Medium Sand
No. 40 to No. 10 sieve
Fine Sand
No. 200 to No. 40 sieve
Fines
I Smaller than No. 200 sieve
11. Definitions related to adjectives used in soil/rock descriptions:
PROPORTION
ADJECTIVE
APPROXIMATE ROOT DIAMETER
ADJECTIVE
<5%
Trace
Less than 1/32"
Fine roots
5%to 12%
Little
1/32" to %T
Small roots
12%to 30%
Some
W, to 1"
Medium roots
30%to 50%
And
Greater than l"
Largemots
Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
usually a dark brown to black color, and an organic odor.
Organic Content<25%: Slightly to Highly Organic; 25%to 75%: Muck;>75%: Peat
GfP
Florida's Leading Engineering Source
Environmental • Geotechnical • Construction Materials Testing • Threshold & Special Inspections • Private Provider Services 8 Code Compliance
September 29, 2017
Palm Park Center, LLC
Attn: Nick Elliott
8569 S. Federal Highway
Port St. Lucie, Florida 34952
Re: Soil Certification Letter
8532 S Us Hwy 1
Port St. Lucie, Florida
GFA Project No. 16-1667.01
Dear Mr. Elliott:
GFA International, Inc. has completed field observations and testing services during the site
preparation on the above mentioned project. A review of GFA's field density report indicates
that the soils placed as fill within the building pad achieved a minimum of 95% of the
maximum dry density as obtained by ASTM-1557.
Upon review of the field and laboratory tests performed on the building pad soils for the
above mentioned project, it is GFA's opinion that the soil on which the referenced structure is
to rest will readily sustain a safe bearing capacity of 2,500 psf. The subsurface exploration
activities were performed in accordance with the Florida Building Code, latest edition and
applicable ASTM standards.
GFA appreciates the opportunity to be of service to you and if you have any questions, feel
free to contact GFA's office at (772) 924-3575.
O,os�cu oersa.F
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CA No. 4�3tTa6fj=YS640a11r"'NALG. Rn'
OCT - 2 RECD
OFFICES THROUGHOUT FLORIDA
521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 9243575 • (772) 924.3580 (fax) • www.teamgfa.com
w.
Florida's Leading Engineering Source
Environmental • Geotechnlcal • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
Palm Park Center, LLC.
8569 S Federal Hwy
Port St. Lucie, Florida 34952
F00
L
E
AG UP`
Y
RE: Soil Exploration - Proposed One -Story Commercial Flooring Building
8532 S US Hwy 1, Port St. Lucie, FL
GFA Project # 16-1667.00
GFA International performed soil testing with four auger borings with hand cone penetrometers at the above
referenced project. Based on the test results, the soil on which the referenced structure is to rest is capable of
sustaining a safe bearing capacity of 2,500 psf. The subsurface exploration activities were performed in
accordance with Chapter 18 of the Florida Building Code (latest addition) and applicable ASTM standards. For
detailed information on subsurface conditions encountered, please refer to the logs attached to this letter.
We recommend that the bottom of the footings be founded at a depth of at least 12 inches below finish grade.
The depth shall be measured from the lowest adjacent grade. We also recommend a minimum footing width of
18 inches for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the
width of the imposed wall.
This report does not state or imply that the foundation soils at the bearing level will remain in the original
condition in which they were found during the subsurface exploration activities. Exposure to the environment
may weaken the foundation soils at the bearing level if the foundation excavations remain open for a long period
of time, or if the foundation soils are exposed to rainfall. Consequently, it is recommended that the excavations
for the wall and column footings be performed to final grade and footings constructed as soon as possible to
minimize potential damage of the bearing soils. GFA estimates that 2 feet of fill will be required to bring the
foundation pad to design grade. It is also recommended that the 2 feet below existing grade, the bottom of all
new footing excavations and slabs, and all fill material, be compacted to a minimum density of 95% of the
Modified Proctor (ASTM D-1557), prior to the placement of the concrete for the footings.
If compaction cannot be attained due to persistent wetness or the water table near the bottom of the footing
excavation, or due to silty/clayey soil 'pumping' during compaction, GFA recommends undercutting below
bottom of footing and replacement with No. 57 stone for subgrade that cannot be compacted. The rock fill
should be compacted and tamped into the excavation and inspected and verified by a representative from GFA,
and tested with hand cone penetrometers, probe rods, or density tests.
Sincerely,
FGFAJ Vtpr,0Xtljjg},}gr,�� I Inc.
-0 on Id �t P.��
33 :Senior Gebtechnical fag)
'0 Floddp Registration No. �
:tn.T F OF .°Qe
O N I P •:: lv,��
/� tnen�s ���,`Loc<
C6pl s ENleeQ)3nt (2)
i—collie, E.I^
e Manager
Plan, Auger Boring (AB) Logs (4), Notes Related to Test Borings
521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Ga
Test Location Plan: 8532 S US Hwy 1, Port St. Lucie, FL
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-Approximate Auger Boring (AB) Locations
a
since1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project: 8532 S US Hwy 1
Port St. Lucie, FL
Elevation: Existing Grade
Project No: 16-1667.00
Lab No:
Test Date: 7/15/16 and 7118/16
Technician: JJ/ES
TEST LOCATION: AB —1 N27.3141090 W80.3128230
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
25
2-10
Light gray fine sand SP
2
30
3
55
4
80+
5
70
6
60
7
55
8
65
9
80+
10
80+
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 2 N27.3141320 W80.3122680
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0 —1.5
Gray fine sand, trace silt SP
1
70
1.5 — 4
Light gray fine sand SP
2
80+
4-7
Dark brown fine sand, some silt SM
3
80+
7-10
Light brown fine sand, trace clay SP
4
80+
5
80+
6
70
7
80+
8
80+
9
80+
10
80+
Water table at 4 feet below ground surface on 7/18/16
. V l
Since 1968,�
Florida's Leading Engineering Source
I AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project: 8532 S US Hwy 1
Port St. Lucie, FL
Elevation: Existing Grade
Project No:
Lab No:
Test Date:
Technician:
16-1667.00
7/15/16 and 7/18/16
JJ/ES
TEST LOCATION: AB — 3 N27.3141750 W80.3127670
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
45
2-5
Light gray fine sand SP
2
60
5-6
Dark brown fine sand, some silt SM
3
75
6-10
Light brown fine sand SP
4
50
5
45
6
40
7
40
8
35
9
45
10
65
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 4 N26.3143040 W80.3124390
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Light gray fine sand SP
1
65
2-4
Dark brown fine sand, some silt SM
2
75
4-10
Light brown fine sand, trace clay SP
3
80+
4
80+
5
75
6
80+
7
65
8
65
9
75
10
65
Water table at 3.5 feet below ground surface on 7/18/16
NOTES RELATED TO
RECORDS OF TEST BORING AND
GENERALIZED SUBSURFACE PROFILE
1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on
the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.
2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape
and survey wheel.
3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix
when pavement was encountered.
4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of
the soil samples.
5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report
text
6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test
(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. The soi/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
9. Relative density for sands/gravels and consistency for silts/clays are described as follows:
SPT
CPT
SANDS/GRAVELS
SPT
CPT
SILTS/CLAYS
BLOWS/FOOT
GK /CM
RELATIVEDENSITY
BLOWS/FOOT
KG/CM
ENCY
OA
0-16
V loose
0-1
0-3
5-10
17-40
Loose
24
4-6
11-30
41-120
Medium Dense
5-8
7-12
rHard
31-50
121-200
Dense
9-15
13-25
50+
over 200
V Dense
16-30
25-50
>30
>50
10. Grain size descriptionsareas follows:
NAME
SIZE LIMITS
Boulder
12 Inches or more
Cobbles
3 to 12Inches
Coarse Gravel
% to 3 Inches
Fine Gravel
No. 4 sieve to % inch
Coarse Sand
No. 10 to No. 4 sieve
Medium Sand
No. 40 to No. 10 sieve
Fine Sand
No. 200 to No. 40 sieve
Fines
Smaller than No. 200 sieve
11. Definitions related to adjectives used in soil/rock descriptions:
PROPORTION
ADJECTIVE
APPRO7UMATEROOTDIAMETER
ADJECTIVE
<5%
Trace
Less than 1/32"
Fine roots
5%to 12%
Little
1/32" to''/."
Small roots
12%to 30%
Some
VA" to 1"
Medium roots
30% to 50%
And
Greater than 1"
Large roots
Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
usually a dark brown to black color, and an organic odor.
Organic Content <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
GfP
Coastal Flooring LLC.
8569 S. Federal Hwy
Port St. Lucie, FL 34952
772-871-7900 / fax 772-871-7950
October 2, 2017
RE: Palm Park Project - GFA Original Reports
Dear Mr. Cicio,
Enclosed are the original reports from GFA:
Soil Certification Letter dated 1/31/17 (1 pg)
Soil Exploration dated 7/22/16 (5 pgs)
Soil Certification Letter dated 9/29/17 (1 pg)
Soil Nuclear Gauge dated 9/29/17 (1 pg)
Soil Nuclear Gauge dated 9/29/17 (3 pgs)
Soil Nuclear Gauge dated 9/29/17 (2 pgs)
If you have any questions, please contact Mr. Elliott at 772-530-5000.
T
klitt,
Mb
Coastal Flooring I.I.C.
P
Pub
Pont
St Lucie
FBPE CA# 4930
607 NW Commodity Cove
Port St L do, FL 34986
Phone: 772-924-35751 Fax: T 2-9244l560
Soil Nuclear Gauge
Report Date: 9/29/2017
Test Method: ASTM D 6938
Client:
Palm Park Center, LLC
8569 S Federal Hwy
Port St. Lucie, FL 34952
16-1667.01
8532 S US Hwy 1
Port St Lucie, Florida
Test Results
Test#
Retest
Of
Test
Date
Proctor ID
Method
Soil
Classification
Optimum
Moisture
N
Maximum
Dry Density
(pcf)
In Place
Moisture
N
In Place
Dry Density
(pco
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
N
Remark
44
7/17/17
P-1
N/A
10.3
113.7
8.9
116.4
12
102
981105
Pass
45
7117/17
P-1
N/A
10.3
113.7
9.9
114.1
12
100
98/ 105
Pass
46
7/17/17 -
P-1
N/A
10.3
113.7
10.4
113.0
12
99
98 / 105
Pass
47
7/17117
P-1
N/A
10.3
113.7
8.9
113.7
12
100
981 105
Pass
48
7/17/17
P-1
N!A
10.3
113.7
9.1
112.7
12
99
981 105
Pass
49
7117/17
P-1
N/A
10.3
113.7
8.9
113.5
1 12
100 1
98 / 105
Pass
50
7/17/17
P-1
N/A
10.3
113.7
9.5
111.8
12
98
98/ 105
Pass
51
7/17/17
P-1
N/A
10.3
113.7
8.8
113.9
12
100
98 / 105
Pass
Test Information
Test #
Test Location
Elevation
Reference
Gauge
Make / Model I SN
Field Technician
44
Below Bottom of Pipe: Sewer- Between SMH #2 and SMH #1, 1 00'from SMH #2
0-1
Troxler 3430 24566
Baker, Jeff
45
Below Bottom of Pipe: Sewer- Between SMH #2 and SMH #1, 220' from SMH #2
0-1
Troxler 3430 24566
Baker, Jeff
46
Above Bottom of Pipe: Sewer- Between SMH 92 and SMH #1, 50' from SMH #2, East Side
of Pipe
0-1
Troxler 3430 24566
Baker, Jeff
47
Above Bottom of Pipe: Sewer- Between SMH #2 and SMH #1, 50' from SMH #2, West Side
of Pipe
0-1
Troxler 3430 24566
Baker, Jeff
48
Above Bottom of Pipe: Sewer- Between SMH #2 and SMH #1, 235' from SMH #2, West Side
of Pipe
0-1
Troxler 3430 24566
Baker, Jeff
49
Above Bottom of Pipe: Sewer- Between SMH #2 and SMH #1, 235' from SMH #2, East Side
of Pipe
0-1
Troxler 3430 24566
Baker, Jeff
50
1 Above Tap of Pipe: Sewer- Between SMH #2and SMH #1, 75' from SMH #2
1-2
Troxler 3430 24566
Baker, Jeff
51
jAbove Top of Pipe: Sewer- Between SMH 92 and SMH #1, 215' from SMH #2
1-2
Troxler 3430 24566
Baker, Jeff
Remarks Comments
Pass: Tests results comply with specifications Tests am "Direct Transmission" (Method A) unless probe depth Is noted as
'Backscatter'. Gauge calibration data on file with the testing agency.
pvD
VEOCT
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Page 1 of 3
+xnnoaie
Port St. Lucie
FBPE CA # 4930
607 NW Commodity Cave
Port St. Luce, FL 34986
Phone: 772-9243575I Fax: 772-9243580
Soil Nuclear Gauge
Report Date: 9/2912017
Test Method: ASTM D 6938
Client:
Project:
Palm Park Center, LLC
16-1667.01
8569 S Federal Hwy
8532 S US Hwy 1
Port St. Lucie, FL 34952
Port St Lucie, Florida
Test Results
Test#
Retest
Of
Test
Date
ProctorlD
Method
Soil
Classification
Optimum
Moisture
N
Maximum
Dry Density
(pcf)
In Place
Moisture
(070)
In Place
Dry Density
(pcf)
Probe
Depth
(in)
Percent
Compaction
MinlMax
Comp.
N
Remark
52
7/17/17
P-1
N/A
10.3
113.7
10.2
112.3
12
99
98 / 105
Pass
53
7/17/17
P-1
N/A
10.3
113.7
11.0
112.3
12
99
98 / 105
Pass
54
7/17/17
P-1
N/A
10.3
113.7
9.5
111.0
12
98
98 / 105
Pass
55
7/17/17
P-1
N/A
10.3
113.7
10.5
111.8
12
98
98 / 105
Pass
56
7/17/17
P-1
N/A
10.3
113.7
11.2
113.9
12
100
98 / 105
Pass
57
7/17/17
P-1
N/A
10.3
113.7
10.2
113.8
12
100
98 / 105
Pass
58
7/17/17
P-1
N/A
10.3
113.7
10.8
112.0
12
99
98 / 105
Pass
59
7/17/17
P-1
N/A
10.3
113.7
10.6
111.8
12
98
98 / 105
Pass
Test Information"
Test#
Test Location
Elevation
Reference
Gauge
Make I Model / SN
Field Technician
52
Above Top of Pipe: Sewer- Between SMH #2 and SMH #1, 15' from SMH #2
2-3
Troxler 3430 24566
Baker, Jeff
53
Above Top of Pipe: Sewer- Between SMH #2 and SMH #1, 215' from SMH #2
2-3
Troxler 3430 24566
Baker, Jeff
54
Above Top of Pipe: Sewer- Between SMH #2 and SMH #1, 55' from SMH #2
3-4
Troxler 3430 24566
Baker, Jeff
55
Above Top of Pipe: Sewer- Between SMH #2 and SMH #1, 205' from SMH #2
3-4
Troxler 3430 24566
Baker, Jeff
56
Below Bottom of Structure: Sewer- Structure SMH #1
0-1
Troxler 3430 24566
Baker, Jeff
57
Above Bottom of Structure: Sewer- Structure SMH #1, South Side of Structure
0-1
Troxler 3430 24566
Baker, Jeff
58
lAbove Bottom of Structure: Sewer- Structure SMH #1, East Side of Structure
0-1
Troxler 3430 24566
Baker, Jeff
59
Above Bottom of Structure: Sewer- Structure SMH #1, West Side of Structure
1-2
Troxler 3430 24566
Baker, Jeff
' Remarks
I Comments
Pass: Tests results comply with specifications
Tests are "Direct Transmission" (Method A) unless probe depth Is noted as
"Backscatter". Gauge calibration data on file with the testing agency.
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Page 2 of 3
"'Fxxm�"P
Port St. Lucie
FSPE CA # 4930
60714W Commodity Cove
Port St. Lucie, FL 34986
Phone: 772-92435751 Fax: 772-9243580
Soil Nuclear Gauge
Report Date: 9/29/2017
Test Method: ASTM D 6938
Client:
Palm Park Center, LLC
8569 S Federal Hwy
Port St. Lucie, FL 34952
Project:
16-1667.01
8532 S US Hwy 1
Port St Lucie, Florida
:- - Test Results, -
Test#
Retest
Of
Test
Date
ProctorlD
Method
Soil
Classification
Optimum
Moisture
N
Maximum
Dry Density
(pcf)
In Place
Moisture
N
In Place
Dry Density
(pcf)
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
(e/)
Remark
60
7/17/17
P-1
N/A
10.3
113.7
9.9
111.6
12
98
98 / 105
Pass
61
7/17/17
P-1
N/A
10.3
113.7
8.0
112.9
12
99
98 / 105
Pass
62
7/17/17
P-1
N/A
10.3
113.7
10.2
112.2
12
99
98/105
Pass
63
7/17/17
P-1
N/A
10.3
113.7
9.2
111.3
12
98
98 / 105
Pass
64
7/17/17
P-1
N/A
10.3
113.7
9.0
113.9
12
100
98 / 105
Pass
- Test Information
Test #
Test Location
Elevation
Reference
Gauge
Make I Model / SN
Field Technician
60
Above Bottom of Structure: Sewer- Structure SMH #1, East Side of Structure
1-2
Troxler 3430 24566
Baker, Jeff
61
Above Bottom of Structure: Sewer- Structure SMH #1, South Side of Structure
2-3
Troxler 3430 24566
Baker, Jeff
62
Above Bottom of Structure: Sewer- Structure SMH #1, North Side of Structure
2-3
Troxler 3430 24566
Baker, Jeff
63
Above Bottom of Structure: Sewer- Structure SMH #1, North Side of Structure
3-4
Troxler 3430 24566
Baker, Jeff
64
Above Bottom of Structure: Sewer- Structure SMH #1, East Side of Structure
3-4
Troxler 3430 24566
Baker, Jeff
Remarks
1, Comments
Pass: Tests results comply with specifications
Tests are "Direct Transmission" (Method A) unless probe depth is noted as
"Backscatter". Gauge calibration data on file with the testing agency.
\\�tlllllll//////
N 653
nfortrtkhh09pp 9/20.17 =
H: DaSTATE bF E :: 46:-
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Page 3 of 3
. x YAii
5'Qe,e r
Soil Nuclear Gauge
Report Date: 9/29/2017
Test Method: ASTM D 6938
Port St. Lucie
FBPE CA # 4930
607 NW Commodity Cove
Port St. Lude, FL 34986
Phone: 772-92435751 Fax: 772-9243580
Client:
Palm Park Center, LLC
8569 S Federal Hwy
Port St. Lucie, FL 34952
Project:
16-1667.01
8532 S US Hwy 1
Port St Lucie, Florida
Test:Results
Test#
Retest
Of
Test
Date
Proctor ID
Method
Soil
Classification
Optimum
Moisture
N
Maximum
Dry Density
(Pcf)
In Place
Moisture
(%)
In Place
Dry Density
(pcf)
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
M
Remark
89
7/13/17
P-1
N/A
10.3
113.7
9.2
114.8
12
101
98/105
Pass
90
7/13/17
P-1
N/A
10.3
113.7
9.4
113.3
12
100
981105
Pass
91
7113117
P-1
N/A
10.3
113.7
9.3
115.2
12
101
98/105
Pass
92
7/13117
P-1
N/A
10.3
113.7
10.3
112.3
12
99
981 105
Pass
93
7113117
P-1
N/A
10.3
113.7
9.1
113.8
12
100
98/105
Pass
94
7113/17
P-1
N/A
10.3
113.7
9.8
111.7
12
98
1 98/105 1
Pass
95
7113117
1 P-1
N/A
10.3
113.7
1 9.9
1 113.6
1 12
100
1 98/105 1
Pass
96
7/13/17
P-1
N/A
10.3
113.7
1 9.0
113.9
12
100
1 981105 1
Pass
Test Information
Test #
Test Location
Elevation
Reference
Gauge
Make / Model / SN
Field Technician
89
Below Bottom of Structure: Sewer- Structure SMH# 2 -
0-1
Troxler 3430 24566
Baker, Jeff
90
Above Bottom of Structure: Sewer- Structure SMH# 2, West Side of Structure
0-1
Troxler 3430 24566
Baker, Jeff
91
Above Bottom of Structure: Sewer- Structure SMH# 2, East Side of Structure
0-1
Troxler 3430 24566
Baker, Jeff
92
Above Bottom of Structure: Sewer- Structure SMH# 2, North Side of Structure
1-2
Troxler 3430 24566
Baker, Jeff
93
Above Bottom of Structure: Sewer- Structure SMH# 2, South Side of Structure
1-2
Troxler 3430 24566
Baker, Jeff
94
Above Bottom of Structure: Sewer- Structure SMH# 2, East Side of Structure
2-3
Troxler 3430 24566
Baker, Jeff
95
Above Bottom of Structure: Sewer- Structure SMH# 2, West Side of Structure i
12-3 1
Troxler 3430 24566
Baker, Jeff
96
Above Bottom of Structure: Sewer- Structure SMH# 2, North Side of Structure
3-4
Troxler 3430 24566
Baker, Jeff
Remarks
Comments
Pass: Tests results comply with specifications
Tests are "Direct Transmission" (Method A) unless probe depth is noted as
"Backscafter". Gauge calibration data on file with the testing agency.
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Page 1 of 2
�RMAnec'
Port St. Lucie
FSPE CA # 4930
607 NW Commodity Cove
Port St. Lucie, FL 34986
Phone: 772-924.3575 1 Fax: 772-924-3580
Soil Nuclear Gauge
Report Date: 9/29/2017
Test Method: ASTM D 6938
Client:
Project:
Palm Park Center, LLC
16-1667.01
8569 S Federal Hwy
8532 S US Hwy 1
Port St. Lucie, FL 34952
Port St Lucie, Florida
Test Results '
Test#
Retest
Of
Test
Date
ProctorlD
Method
Soil
Classification
Optimum
Moisture
(%)
Maximum
Dry Density
(Pcf)
In Place
Moisture
(%)
In Place
Dry Density
(Pcf)
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
(%)
Remark
97
7/13/17
P-1
N/A
10.3
113.7
1 9.5
113.2
1 12
1 100
981 105
Pass
Test information
Test #
Test Location
Elevation
Reference
Gauge
Make / Model / SN
Field Technician
97
jAbove Bottom of Structure: Sewer- Structure SMH# 2, South Side of Structure
3-4
Troxler 3430 24566
1 Baker, Jeff
• Remarks
Comments,
Pass: Tests results Comply with specifications
Tests are "Direct Transmission" (Method A) unless probe depth is noted as
"Backscatter". Gauge calibration data on file with the test agency.
'P,5k1,k
i
.•' \A N •.R� i s
N .4 3 * =_
* 09 /2017 _
/`�f�i4L 1 \���•
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc. Page 2 of 2
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
7'ey -
Soil Nuclear Gauge
Client:
Project:
AReport
Date: 9/29/2017
Palm Park Center, LLC
16-1667.01
Test Method: ASTM D 6938
8569 S Federal Hwy
8532 S US Hwy 1
Pon St. Lucie
Port St. Lucie, FL 34952
Port St Lucie, Florida
FI3PE CA # 4930
607 NW Commodity Cove
Port St Wde, FL 34986
Phone: 772-924-35751 Fax: T72-9243580
• - Test Results
Test#
Retest
Of
Test
Date
ProctorlD
Method
Soil
Classification
Optimum
Moisture
(070)
Maximum
Dry Density
(pcf)
In Place
Moisture
(%)
In Place
Dry Density
(pcf)
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
(070)
Remark
98
7/13/17
P-1
N/A
10.3
113.7
9.6
111.0
12
98
98/ 105
Pass
99
7/13/17
P-1
N/A
10.3
113.7
10.2
111.9
12
98
98 / 105
Pass
100
7113/17
P-1
N/A
10.3
113.7
9.1
112.6
12
99
98 / 105
Pass
101
7/13/17
P-1
N/A
10.3
113.7
10.2
114.2
12
100
98/ 105
Pass
102
7/13/17
P-1
N/A
10.3
113.7
9.1
111.3
12
98
98/105
Pass
103
7/13/17
P-1
N/A
10.3
113.7
10.5
114.7
12
101
1 98 / 105 1
Pass
Test,lnformation
Test #
Test Location
Elevation
Reference
Gauge
Make I Model I SN
Field Technician
98
Below Bottom of Pipe: Sewer- Between Structure SMH# 2 and Existing Grinder Station, 6'
from Existing Grinder Station
0-1
Troxler 3430 24566
Baker, Jeff
99
Above Bottom of Pipe: Sewer- Between Structure SMH# 2 and Existing Grinder Station, 6'
from Existing Grinder Station, West Side of Pipe
0-1
Troxler 3430 24566
Baker, Jeff
100
Above Bottom of Pipe: Sewer- Between Structure SMH# 2 and Existing Grinder Station, 6'
from Existing Grinder Station, East Side of Pipe
0-1
Troxler 3430 24566
Baker, Jeff
101
Above Top of Pipe: Sewer- Between Structure SMH# 2 and Existing Grinder Station, Whom
Existing Grinder Station
1-2
Troxler 3430 24566
Baker, Jeff
102
Above Top of Pipe: Sewer- Between Structure SMH# 2 and Existing Grinder Station, 6' from
Existing Grinder Station
2-3
Troxler 3430 24566
Baker, Jeff
103
Above Top of Pipe: Sewer- Between Structure SMH# 2 and Existing Grinder Station, 6' from
Existing Grinder Station
3-4
Troxler 3430 24566
Baker, Jeff
Remarks
Comments
��`��� t t I DAN•ry�,/t/���/
�'•.�iQ�7�i.
Pass: Tests results comply specifications
Tests are "Direct Transmission" (Method A) unless probe depth Is noted as
"Backscalter". Gauge calibration data on file with the testing agency.
* 0 /29/20 Z_
ro.AL
/,111111 t`1
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Page 1 of 1
interception or interference The liability of our company is limited by our General Conditions of Services.
tiYA47 �Gic+'� ` rA
January 31. 2017
Palm Park Center, LLC
Attn: Nick Elliott
8569 S. Federal Highway
Port St. Lucie, Florida 34952
Re: Soil Certification Letter
8532 S Us Hwy 1
Port St. Lucie, Florida
GFA Project No. 16-1667.01
Dear Mr, Elliott:
GFA tntemational, Inc. has completed field obselvations and testing services during the site
preparation on the above mentioned project. A review of GFA's field density report indicates
that the soils placed as fill vr€thin the building pad achieved a minimum of 95% of the
maximum dry density as obtained by ASTM-1557.
Upon revievr of the field and laboratory tests performed on the building pad soils for-,
the
above mentioned project, it is GFA's opinion that the soil on which the referenced structure is
to rest will readily sustain a safe bearing capacity of 2,500 psf. The subsurface exploration
activities were performed in accordance with the Florida Building Code, latest edition and
applicable ASTM standards.
GFA appreciates the opportunity to be of service to you and I you have any questions, feet
free to contact GFA's office at (772) 924-3575,
D91 E k0--z' E -� V/ p-,
FEB Lj 1 REC'D
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Florida's Leading Engineering Source
January31, 2017
Palm Park Center, LLC
Attn: Nick Elliott
8569 S. Federal Highway
Port St. Lucie, Florida 34952
Re: Soil Certification Letter
8532 S Us Hwy 1
Port St. Lucie, Florida
GFA Project No. 16-1667.01
Clear Mr. Elliott:
GFA International, Inc. has completed field observations and testing services during the site
preparation on the above mentioned project. A review of GFA's field density report indicates
that the soils placed as fill within the building pad achieved a minimum of 95% of the
maximum dry density as obtained by ASTM-1557.
Upon review of the field and laboratory tests performed on the building pad soils for the
above mentioned project, it is GFA's opinion that the soil on which the referenced structure is
to rest will readily sustain a safe bearing capacity of 2,500 psi. The subsurface exploration
activities were performed in accordance with the Florida Building Code, latest edition and
applicable ASTM standards.
GFA appreciates the opportunity to be of service to you and if you have any questioffs. feel
free to contact GFA's office at (772) 924-3575.
r. y
FEB �j 1 RO
Part sC tLucie
49 FBPE CA 4930
621 rrw Enterprise Wm
Pod St Wda, FL 34966
Prime: 772-924-35751 Fas. 7724243580
Soil Nuclear Gauge
Report Date: 1/24/2017
Test Method: ASTM D 6938
Client:
Project:
Palm Park Center, LLC
16-1667.00
8569 S Federal Hwy
8532 S US Hwy 1
Port St. Lucie, FL 34952
Port St Lucie, Florida
Test Results
Optimum
Maximum
In Place
in Place
Probe
Minimax
Retest
Test
Soil
Moisture
Dry Density
Moisture
Dry Density
Depth
Percent
Comp.
Test #
Of
Date
Proctor ID
Method
Classification
(%)
(pef)
(%)
(pcf)
(in)
Compaction
M
Remark
1
1119/17
P-1
NIA
10.3
113.7
7.5
111.8
12
98
95/ 105
Pass
2
1119117
P-1
NIA
10.3
113.7
9.4
112.9
12
99
951105
Pass
3
1/19/17
P-1
NIA
10.3
113.7
7.4
114.0
12
100
951105
Pass
4
1/19117
P-1
NIA
10.3
113.7
7.8
113.9
12
100
98/ 105
Pass
Test Information
Gauge,
Test #
Test Location
Elevation
Reference
Make I Model I SN
Field Technician
1
Below Slab Grade: Foundation pad, Northwest Corner of Pad
0-1
Troxler 343025093
Marquart, Matthew
2
Below Slab Grade: Foundation pad, Southeast Comer of Pad
0-1
Troxler 3430 25093
Marquart, Matthew
3
Below Slab Grade: Center of Pad
0-1
Troxler 343025093
Marquart, Matthew
4
Below Slab Grade:.South Footing Line, Center of building
0.1
Troxler 3430 25093
Marquart, Matthew
Remarks
Comments
Pass: Tests results Comply with specifications
Tests are'Direcl Transmission' (Method A) unless probe depth is noted as
-Backwater'. Gauge calibration data on file with the testing agency.
1, 2, 3, 4: 1-2, 2-3, 3-4 HCP=70+, > 95 % Compaction, PASS. HCP
F i
est are empirically correlated to the relative density of the soil.
'TI�7
r1
`%01,11111111111 �
ON 01},2fj/3t117
_ Donald W. oler, P.E. ¢
<0.rofeQslprrd E6lfnegW.0675 5(V
Qktate4pt Florin t P,�
FILEOE'COPY�i7SS/on
ON A4��t
77711d 110111
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document. are not considered signed and sealed and the signature must be verged on any electronic copies.
Page 1 of 1
1
Florida's Leading Engineering Source
Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
Palm Park Center, LLC.
8569 S Federal Hwy
Port St. Lucie, Florida 34952
W`ysi/- oa F2
E VE® July 22, 2016
JAN 14 2017
PER [TTIy
Sf. Lucie cot)nry pl
RE: Soil Exploration - Proposed One -Story Commercial Flooring Building
8532 S US Hwy 1, Port St. Lucie, FL
GFA Project # 16-1667.00
GFA International performed soil testing with four auger borings with hand cone penetrometers at the above
referenced project. based on the test results, the soil on which the referenced structure is to rest is capable of
sustaining a safe bearing capacity 50 The subsurface exploration activities were performed in
accordance with Chapter 18 of the FI ode (latest addition) and applicable ASTM standards. For
detailed information on subsurface conditions encountered, please refer to the logs attached to this letter.
We recommend that the bottom of the footings be founded at a depth of at least 12 inches below finish grade.
The depth shall be measured from the lowest adjacent grade. We also recommend a minimum footing width of
18 inches for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the
Width of the imposed wall.
This report does not state or imply that the foundation soils at the bearing level will remain in the original
condition in which they were found during the subsurface exploration activities. Exposure to the environment
/ may weaken the foundation soils at the bearing level if the foundation excavations remain open for a long period
L _ of time, or if the foundation soils are exposed to rainfall. Consequently, it is recommended that the excavations
for the wall and column footings be performed to final grade and footings constructed as soon as possible to
minimize potential damage of the bearing soils. GFA estimates that 2 feet of fill will be required to bring the
foundation pad to design grade. It is also recommended that the 2 feet below existing grade, the bottom of all
new footing excavations and slabs, and all fill material, be compacted to a minimum density of 95% of the
Modified Proctor (ASTM D-1557), prior to the placement of the concrete for the footings.
If compaction cannot be attained due. to persistent wetness or the water table near the bottom of the footing
excavation, or due to silty/clayey soil 'pumping' during compaction, GFA recommends undercutting below
bottom of footing and replacement with .No. 57 stone for subgrade that cannot be compacted. The rock fill
should be compacted and tamped into the excavation and inspected and verged by a representative from GFA,
and tested with hand cone penetrometers, probe rods, or density tests.
S) ett��t�j MOn��i°d
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knior�bt€chnic @L�i•
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4iaolieCManager
AttachmisrtitS" Test Location Plan, Auger Boring (AB) Logs (4), Notes Related to Test Borings
Copies- Client (2)
521 NW Enterprise Drive • Port St: Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Test Location Plan: 8532 S US Hwy 1, Port St. Lucie, FL
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Y .Y'
Approximate Auger Boring (AB) Locations
C_
Since 1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS I
Client: Palm Park Center. LLC
Project No: 16-1667.00
Project: 8532 S US Hwy 1
Lab No:
Port St. Lucie, FL
Test Date: 7/15/16 and 7/18/16
Elevation: Existing Grade
Technician: JJ/ES
TEST LOCATION: AB —1 N27.3141090 W80.3128230
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
25
2 —10
Light gray fine sand SP
2
30
3
55
4
80+
5
70
6
60
7
55
8
65
9
80+
10
80+
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 2 N27.314132° W80.3122680
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0 —1.5
Gray fine sand, trace silt SP
1
70
1.5 — 4
Light gray fine sand SP
2
80+
4-7
Dark brown fine sand, some silt SM
3
80+
7-10
Light brown fine sand, trace clay SP
4
80+
5
80+
6
70
7
80+
8
80+
9
80+
10
80+
Water table at 4 feet below ground surface on 7/18/16
"evation: . -" OIL Lucie, FL
Existing Grade
TEST LOCgT1ON; qB - 3 Depth (feet) N27.31 1175° W80.
0-2 Brow Description (color, texture,
2-5 n fine sand Sp xture, consistent
6-6 Li ht ra fine sand Y ren
6_,n
Dark brown f,. - _ Sp
'°D1e at 6 feet ASbelow round surta
TEST LOCATION; ce on 7,
Depth (feet) - 4 N26.
0 _ 2 Description 314304° W80.312439°
2 _ 4 Li ht ra fine 8F or, texture consistency, ren
Dark b sand
_ 4 _ ,n rown F..,.
Project No: 16-1667.00
Lab No:
Test Date: 7115116 and 7/18/16
Technician: JJ/ES
HCP
HCP
Depth Reac
WINKM
NOTES RELATED TO
J RECORDS OF TEST BORING AND
GENERALIZED SUBSURFACE PROFILE
I. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on
the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.
2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape
and survey wheel.
3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix
when pavement was encountered.
4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of
the soil samples.
5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report
text.
t Boring
ed as 11/6
efers to the Standard
enetration Test
6 "Field Test Data7 shown on the Record of (SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses ar14 pound hammer falling 0 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
g. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
. .. I_ --- ,....,<icrencvfor silts/clays are described as follows:
11. Definitions related to adjectives used in soil/rock descriptions:
50% ^
Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
a dark brown to black color, and an organic odor.
_ . . — ._,_ ocoi .- 7Go/- Mnck. >75%: Peat
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FBPECAN4930
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yk Phore. 7M-924. 751 Fax: P2-924-3580
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LL
Soil Nuclear Gauge
Report. Date: 1 /24 /2017
Test Method: ASTM D 6938
Client:
Project:
Palm Park Center, LLC
16-1667.00
8569 S Federal Hwy
8532 S US Hwy 1
Port St. Lucie, FL 34952
Part St Lucie, Florida
. •.t .. ..,... ... .. ... .,
• .:.::Test Results , ..... ... ...... , ,
Test
Retest
Of
Test
Date
Proctor 10
Method
Soil
Classification
Optimum
Moisture
%)
Maximum
Dry Density
(pc
In Place
Moisture
%)
In Place
Dry Density
(pc
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
(%)
Remark
1
1/19f17
P-1
N/A
10.3
113.7
7.5
111.8
12
98
95/105
Pass
2
1/19117
P-1
N/A
10.3
113.7
9.4
112.9
12
99
95/105
Pass
3
1119117
P-1
NIA
10.3
1131
7.4
114.0
12
100
95/105
Pass
4
1/19117
P-1
N/A
10.3
113.7
7.8
113.9
12
100
981 105
Pass
, .,., :..�.....•Test lnformation
Test
Test Location
Elevation
Reference
Gauge
Make / Model /SN
Field Technician
1
Below Slab Grade: Foundation pad, Northwest Comer of Pad
0-1
Troxler 3430 25093
Marquart, Matthew
2
Below Slab Grade: Foundation pad, Southeast Corner of Pad
0-1
Troxler 3430 25093
Marquart, Matthew
3
Below Slab Grade: Center of Pad
0-1
Troxler 3430 25093
1 Marquart, Matthew
4
Below Slab Grade: South Footing Line, Center of building
0.1
Troxler 3430 25093
IMarquart, Matthew
Remarks 1 .:.... . .
:.... '. ' 777777777777..,
.. "Comments . ....,,..
Pass: Tests results comply with specifications
Tests are'Direct Transmission' (Method A) unless probe depth is noted as
•Baekscaher'. Gauge calibration data an file With the lesflng agency.
1, 2, 3, 4: 1-2, 2-3, 3-4 HCP=70i, > 95 % Compaction, PASS. HCP
Itests are empirically correlated to the relative ensityofthosoil.
ttj%olll1111111
W 1104
Np 0675 01F
G�/ I
Donald W. oler, P.E:
pProfeSo rrit EWneer
?rSS/O N N-�?�%,
'rn n n utlt
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Page 1 of 1
0
0
0
O
d
0
O
O
Soil Nuclear Gauge
Client:
Project -
Report Date: 112412017
Palm Park Center, LLC
16-1667.00
�`'"x"e+•
Test Method: ASTM D 6938
8569 S Federal Hwy
8532 S US Hwy 1
ucia
Port St. Lucie, FL 34952
Port St Lucie, Florida
M PECAAC449
FB
521 NW Ent.,exid mire
Pon Bt. 77oe, M 3
pnono:nz-92635)s liar: 7)2-92e•]5e0
515I
- Test Results
Test#
Retest
Of
Test
Date
ProctorlD
Method
Sok
Classification
optimum
Moisture
('h)
Maximum
DryDensity
(Poll
In Place
Moisture
(%)
In Place
Dry Density
. (Pc0
Probe
Depth
(in)
Percent
Compaction
MlnfMax
Comm.
(%)
Remark
1
1/19117
P-1
N/A
10.3
113.7
7.5
111.8
12
98
951 105
Pass
2
1N9/17
P-1
NIA
10.3
113.7
9.4
112.9
12
99
951105
Pass
3
T/19117
P•1
N/A
10.3
113.7
7.4
114.0
12
100
951 105
Pass
4
1119117
P-1
NIA
10.3
113.7
7.8
113.9
12
100
981 105
Pass
Test Information
Test If
Test Location
Elevation
Referenco
Gauge
Make / Model /SN
Field Technician
1
Below Slab Grade: Foundason pad. Northwest Corner of Pad
0-1
Troxler 3430 25093
Marquart, Matthew
2
Below Slab Grade: Foundatign pad, Southeast Comer of Pad
0-1
Troxler 3430 25093
Marquart, Matthew
3
Below Slab Grade: Center of Pad
10.1
Trotter 343025093
Marquart, Matthew
4
Below Slab Grade: South Footing line. Center of building
0-1
Treater 3430 25093
Marquart. Matthew
Remarks
I Comments
Pass: Tests results comply with specifications
Tests are'DIrW Transmission- (Method A) unless probe depth is noted as
Gauge ca axaeon data on filewith ex!lasting agency.1, 2, 3, 4: 1.2, 2.3. 3.4 HCP=70-. - 95 % Compaction, PASS. HCP
[estsre empirically correlated to the relative densii of the s it
PERMIT NO. 15110282
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
0
`t1811tWrrf yr7j/
•G, 0675
G114 013Zt1/Z�17
17Dnald W. oler, P.E: ¢Z
9Rrofegyiplrg Wf neslW675
%fatem Florid
ir7jSS i0 N A; 0?.
Digitally signed printed copies of this document are not considered signed and seated and the signature must be verified on any electronic copies.
Page 1 of 1
Florida's Leading Engineering Source
Environmental •Geotechnlcal • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
SCANNED
By
St• Lucre County
Palm Park Center, LLC.
8569 S Federal Hwy
Port St. Lucie, Florida 34952
RE01-VE6�.fED
JUL 2 6 2016
PERMITTING
St. Lucie County, FL
RE: Soil Exploration -Proposed One -Story Commercial Flooring Building
8532 S US Hwy 1, Port St. Lucie, FL
GFA Project # 16-1667.00
July 22, 2016
GFA International performed soil testing with four auger borings with hand cone penetrometers at the above
referenced project. Based on the test results, the soil on which the referenced structure is to rest is capable of
sustaining a safe bearing capacity of 2,500 psf. The subsurface exploration activities were performed in
accordance with Chapter 18 of the Florida Building Code (latest addition) and applicable ASTM standards. For
detailed information on subsurface conditions encountered, please refer to the logs attached to this letter.
We recommend that the bottom of the footings be founded at a depth of at least 12 inches below finish grade.
The depth shall be measured from the lowest adjacent grade. We also recommend a minimum footing width of
18 inches for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the
width of the imposed wall.
This report does not state or imply that the foundation soils at the bearing level will remain in the original
condition in which they were found during the subsurface exploration activities. Exposure to the environment
may weaken the foundation soils at the bearing level if the foundation excavations remain open for a long period
of time, or if the foundation soils are exposed to rainfall. Consequently, it is recommended that the excavations
for the wall and column footings be performed to final grade and footings constructed as soon as possible to
minimize potential damage of the bearing soils. GFA estimates that 2 feet of fill will be required to bring the
foundation pad to design grade. It is also recommended that the 2 feet below existing grade, the bottom of all
new footing excavations and slabs, and all fill material, be compacted to a minimum density of 95% of the
Modified Proctor (ASTM D-1557), prior to the placement of the concrete for the footings.
If compaction cannot be attained due to persistent wetness or the water table near the bottom of the footing
excavation, or due to silty/clayey soil 'pumping' during compaction, GFA recommends undercutting below
bottom of footing and replacement with No. 57 stone for subgrade that cannot be compacted. The rock fill
should be compacted and tamped into the excavation and inspected and verified by a representative from GFA,
and tested with hand cone penetrometers, probe rods, or density tests.
W.
• typ 6Uoro ;ic
�'�onald.4Vo I fP ,
ig n
r j ct onager
i��9i iS /O N PX111(1111111 �
Attachments: Test Location Plan, Auger Boring (AB) Logs (4), Notes Related to Test Borings
Copies: Client (2)
521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924.3575 * (772) 924.3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Test Location Plan: 8532 S US Hwy 1, Port St. Lucie, FL
I
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— E.IQNEN\L'E ICETM
Approximate Auger Boring (AB) Locations
Since1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project: 8532 S US Hwy 1
Port St. Lucie, FL
Elevation: Existing Grade
Project No: 16-1667.00
Lab No:
Test Date: 7/15/16 and 7/18/16
Technician: JJ/ES
TEST LOCATION: AB — 1 N27.3141090 W80.3128230
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
25
2-10
Light gray fine sand SP
2
30
3
55
4
80+
5
70
6
60
7
55
8
65
9
80+
10
80+
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 2 N27.3141320 W80.3122680
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0 —1.5
Gray fine sand, trace silt SP
1
70
1.5 — 4
Light gray fine sand SP
2
80+
4-7
Dark brown fine sand, some silt SM
3
80+
7-10
Light brown fine sand, trace clay SP
4
80+
5
80+
6
70
7
80+
8
80+
9
80+
10
80+
Water table at 4 feet below ground surface on 7/18/16
Since 1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Palm Park Center. LLC
Project: 8532 S US Hwy 1
Port St. Lucie, FL
Elevation: Existing Grade
Project No:
Lab No:
Test Date:
Technician:
16-1667.00
7/15/16 and 7118/16
JJ/ES
TEST LOCATION: AB — 3 N27.3141750 W80.312767°
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand SP
1
45
2-5
Light gray fine sand SP
2
60
5-6
Dark brown fine sand, some silt SM
3
75
6-10
Light brown fine sand SP
4
50
5
45
6
40
7
40
8
35
9
45
10
65
Water table at 6 feet below ground surface on 7/15/16
TEST LOCATION: AB — 4 N26.3143040 W80.3124390
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Light gray fine sand SP
1
65
2-4
Dark brown fine sand, some silt SM
2
75
4-10
Light brown fine sand, trace clay SP
3
80+
4
80+
5
75
6
80+
7
65
8
65
9
75
10
65
Water table at 3.5 feet below ground surface on 7/18/16
NOTES RELATED TO
RECORDS OF TEST BORING AND
GENERALIZED SUBSURFACE PROFILE
1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on
the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.
2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape
and survey wheel.
3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix
when pavement was encountered.
4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of
the soil samples.
5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the Report
text.
6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test
(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
9. Relative density for sands/gravels and consistency for silts/clays are described as follows:
SPT
CPT
SANDS/GRAVELS
SPT
CPT
SILTS/CLAYS
BLOWS/FOOT
KG/CM
RELATIVE DENSITY
BLOWS/FOOT
KG/CM
CONSISTENCY
0-4
0-16
Very loose
0-1
0-3
Very soft
5-10
1740
Loose
2-4
4-6
Soft
I1-30
41-120
Medium Dense
5-8
7-12
Finn
31-50
121-200
Dense
9-15
13-25
Stiff
50+
over 200
Very Dense
16-30
25-50
Very stiff
>30
>50
Hard
10. Gran size descriptions areas follows:
NAME
SIZE LIMITS
Boulder
12 Inches or more
Cobbles
3 to 12Inches
Coarse Gravel
'% to 3 Inches
Fine Gravel
No. 4 sieve to'/. inch
Coarse Sand
No. 10 to No.A sieve
Medium Sand
No. 40 to No. 10 sieve
Fine Sand
No. 200 to No. 40 sieve
Fines
I Smaller than No. 200 sieve
11. Definitions related to adjectives used in soil/rock descriptions:
PROPORTION
ADJECTIVE
APPROXIMATE ROOT DIAMETER
ADJECTIVE
<5%
Trace
Less than 1/32"
Fine roots
5%to 12%
Little
1/32" to %11
Small roots
12%to 30%
Some
%" to I"
Medium roots
30%to50%
And
Greater than "
Large roots
Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
usually a dark brown to black color, and an organic odor.
Organic Content <25%: Slightly to Highly Organic. 25% to 75%: Muck; >75%: Peat
GfP