ardaman & associates, inc. geotechnical, environmental and ... · geotechnical, environmental and...
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MEMBERS:A.S.F.E.
American Concrete InstituteAmerican Society for Testing and Materials
Florida Institute of Consulting Engineers
SUBSURFACE SOIL EXPLORATIONANALYSIS AND RECOMMENDATIONS
PROPOSED WEIRS AT STATIONS 130+00 AND 165+00DRAINAGE IMPROVEMENTS TO THE FOUR CORNERS MSBU
HENDRY COUNTY, FLORIDA
Ardaman & Associates, Inc.Geotechnical, Environmental andMaterials Consultants
OFFICES
Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) 533-0858
Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (321) 632-2503Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (239) 768-6600
Miami, 2608 W. 84th Street, Hialeah, Florida 33016, Phone (305) 825-2683Port St. Lucie, 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986, Phone (772) 878-0072
Sarasota, 78 Sarasota Center Blvd., Sarasota, Florida, Phone (941) 922-3526Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (850) 576-6131Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (813) 620-3389
West Palm Beach, 2200 N. FL Mango Rd., Ste. 101, West Palm Bch., FL 33409, Phone (561)687-8200
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Ardaman & Associates, Inc.
Geotechnical, Environmental andMaterials Consultants
9970 Bavaria Road, Fort Myers, Florida 33913 Phone (239) 768-6600 FAX (239) 768-0409Florida: Bartow, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach
Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport
Ardaman Project No. 12-33-455623-APR-2014
AIM ENGINEERING & SURVEYING, INC.5300 Lee BoulevardLehigh Acres, FL 33971
Attention: Mr. Lee Flynn, P.E.
SUBJECT: Subsurface Soil ExplorationAnalysis and RecommendationsProposed Weirs at Stations 130+00 and 165+00Drainage Improvements to the Four Corners MSBUHendry County, Florida
Gentlemen:
As requested and authorized by Aim Engineering and Surveying, Inc. (AIM), Ardaman & Associates, Inc.
(Ardaman) has completed the subsurface soil exploration program for the proposed weirs at Stations
130+00 and 165+00 as part of the project known as Drainage Improvements to the Four Corners MSBU in
Hendry County, Florida. The purposes of this program were to evaluate the general subsurface conditions
at each proposed weir site and provide recommendations for sheet piling design and installation.
This report documents our findings and conclusions. It has been prepared for the exclusive use of AIM and
their consultants for specific application to the subject project in accordance with generally accepted
geotechnical engineering practices. No other warranty, expressed or implied, is made.
PROJECT DESCRIPTION AND SITE LOCATION
The project will include improvements to the existing conveyance ditch from the Four Corners south
along the county line between Hendry and Lee to S.R. 78 – a distance of approximately 16,000 feet.
The ditch exists within a 330-foot swath of land abutting the Hendry/Lee County line. Improvements to
the ditch will include widening and deepening as well as installing two new weir structures at Stations
130+00 and 165+00. Each weir structure will consist of approximately 280 L.F. of sheet pile with a
concrete cap. The approximate location of each weir structure is shown on the attached aerial
photograph presented as Figure 1.
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 2Hendry County, Florida
Ardaman & Associates, Inc.
A Subsurface Soil Exploration for the proposed ditch improvements was submitted on June 14, 2013.
This report included 32 Standard Penetration Test (SPT) borings on approximately 500-foot centers
adjacent to the existing drainage ditch from S.R. 78 to the north county line. Each boring was
advanced to a depth of 15 feet.
SCOPE OF GEOTECHNICAL SERVICES
The scope of our geotechnical services for the Drainage Improvements to the Four Corners MSBU Project
was outlined in a proposal to AIM dated July 21, 2012. The key tasks performed for this part of the project
are itemized below:
1. Conducting two Standard Penetration Test (SPT) borings to determine the nature and conditionof the subsurface soils at each of the two proposed weir locations.
2. Reviewing each soil sample obtained in our field testing program by a geotechnical engineer in ourlaboratory for further identification and assignment of laboratory tests, if required
3. Performing the appropriate laboratory tests on selected samples.
4. Analyzing the existing soil conditions with respect to the proposed construction as it relates tofoundation design.
5. Preparing this report to document the results of our field exploration, engineering analysis andfoundation design recommendations.
FIELD EXPLORATION PROGRAM
Our field exploration consisted of performing two Standard Penetration Test (SPT) borings at each of the
two proposed weir structures. The SPT borings were drilled to a depth of 50 feet below the existing ground
surface. The SPT borings were conducted using methods consistent with ASTM D-1586. The equipment
and procedures used in the SPT borings are described in detail in the Appendix.
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 3Hendry County, Florida
Ardaman & Associates, Inc.
The locations of the borings are described on each of the attached boring logs. They were located by
converting State Plane Coordinates of each boring location provided by AIM to latitude and longitude and
then using a hand held GPS Unit to locate each borings. The GPS coordinates are recorded on each
boring log. The borings were not located horizontally or vertically by survey.
GENERAL SUBSURFACE CONDITIONS
The general subsurface conditions encountered during the field exploration are shown on the attached soil
boring logs. Soil stratification is based on examination of recovered soil samples and interpretation of the
field boring logs. The stratification lines represent the approximate boundaries between the soil types, the
actual transitions may be gradual.
A generalization of subsurface soil conditions encountered in the borings is described below.
Weir at Station 165+00 (Borings SPT-1 and 2)
DepthFrom To Soil Description
Ground Surface 3.5' - 6' Loose fine sands (SP).
3.5' - 6' 5.5' – 7.5' Loose clayey fine sands (SC).
5.5' – 7.5' 12' – 12.5' Soft Weathered Limestone.
12' – 12.5' 22' Very loose sandy calcareous silts (ML).
22' 50' (TERM) Medium stiff to stiff sandy fat clays (CH) and fat clays with some finesands (CH).
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 4Hendry County, Florida
Ardaman & Associates, Inc.
Weir at Station 130+00 (Borings SPT-3 and 4)
DepthFrom To Soil Description
Ground Surface 3.5' - 4' Loose fine sands (SP).
3.5' - 4' 6.5' – 9' Medium stiff sandy lean clays (CL).
6.5' – 9' 17' Very loose sandy calcareous silts (ML). Boring SPT-4 encounteredsoft weathered limestone from 6.5 to 12 feet.
17' 22' Soft to medium stiff sandy lean clays (CL).
22' 50' (TERM) Medium stiff to stiff sandy fat clays (CH) and fat clays with some finesands (CH).
Groundwater was encountered in the boreholes at 4 feet below the existing ground surface at the time of
our field exploration (9 & 10-APR-2014). The groundwater depths shown on the boring logs represent the
groundwater surface encountered on the dates shown. Fluctuations in groundwater level should be
anticipated throughout the year due to seasonal variations in rainfall, and other factors.
LABORATORY TESTING PROGRAM
Representative soil samples obtained during our field sampling operation were packaged and transferred to
our office and, thereafter, examined by a geotechnical engineer to obtain more accurate descriptions of the
existing soil strata. Laboratory testing was performed on selected samples as deemed necessary to aid in
soil classification and to further define the engineering properties of the soils. The laboratory tests included
Natural Moisture Content, Percent Finer than the U.S. No. 200 Sieve (percent silt and clay) and Atterberg
limits.
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 5Hendry County, Florida
Ardaman & Associates, Inc.
The test results are presented on the attached soil boring logs at the depths from which the samples were
recovered. The soil descriptions shown on the logs are based upon visual-manual procedures in
accordance with local practice. Soil classification is in general accordance with the Unified Soil
Classification System (ASTM D-2487) and is also based on visual-manual procedures.
ANALYSIS AND RECOMMENDATIONS
Weir at Station 165+00
The weir structure will consist of steel sheet piling with a reinforced concrete cap. High crest elevation will
be 20.5 feet NAVD. Existing ditch bottom is approximately +15 feet NAVD.
Test borings SPT-1 and 2 were located at the proposed weir at Station 165+00 and both borings disclosed
a similar soil profile consisting of 4 to 6 feet of fine sands (SP) underlain by a thin clayey sand (SC) stratum
then soft limestone extending to 12.5 feet. The limestone appears to be weathered with soft and possibly
hard layers. Hard driving resistance of the sheet piling should be expected along some segments of the
weir. You may consider removal of the rock by trench excavation to expedite installation. Below the
weathered limestone, very little resistance to penetration will be offered by the underlying sandy silts (ML)
and fat clays (CH). The permeability of the sandy silt (ML) is very low, and the permeability of the
underlying clays is slower. Sheet piles penetrating the clays (CH) below a depth of 22 feet will have
virtually no seepage under the wall. The sheet pile wall should extend at least 10 feet into each bank to
reduce seepage around the end sheet wall section.
Weir at Station 130+00
The weir structure will consist of steel sheet piling with a reinforced concrete cap. High crest elevation will
be 18.5 feet NAVD. Existing ditch bottom is approximately +13 feet NAVD.
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 6Hendry County, Florida
Ardaman & Associates, Inc.
Test borings SPT-3 and 4 were located at the proposed weir at Station 130+00 and both borings also
disclosed a similar soil profiled consisting of 4 feet of fine sands (SP) underlain by 3 to 5 feet of sandy clays
(CL) then soft weathered limestone extending to 12 feet. Hard driving resistance of the sheet piling may
also occur along some segments. You may consider removal of the rock by trench excavation to expedite
installation. Similar to the weir at STA 165+00, very little resistance to penetration will be offered by the
underling sandy silts (ML) and fat clays (CH). Sheet piles penetrating the clays (CH) below a depth of 17
feet will have virtually no seepage under the wall. The sheet pile wall should extend at least 10 feet into
each bank to reduce seepage around the end sheet wall section.
Weir Soil Design Parameters
Following are recommended soil design parameters for the weirs. The soil properties, based on the
samples obtained and the recorded N-Values from the SPT borings, were averaged and are presented in
the following table. The soil properties presented include total unit weight, γt, in pounds per cubic feet (pcf),
angle of internal friction, ø, in degrees, and cohesion strength, c, in pounds per square foot. The soil
buoyant unit weight, γb, can be obtained by subtracting 62.4 pcf from the total unit weight, γt.
SOIL DESIGN PARAMETERS FOR THE WEIR AT STA 165+00 (SPT-1 AND SPT-2)
Depth BelowGround Surface
SPTRange
(N-Value)
Soil Type(Unified)
Soil UnitWeightγt
Angle ofInternalFriction
ø
CohesionC
WallFriction
δ0 to 6' 4 to 9 SP 110 pcf 30° 0 psf 17°
6' to 12' 2 to 21 SoftLimestone
115 pcf 32° 0 psf 14°
12' to 22' 1 to 2 ML 105 pcf 28° 0 11°22' to 50' 2 to 6 CH 100 pcf 0 750 psf ---
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 7Hendry County, Florida
Ardaman & Associates, Inc.
SOIL DESIGN PARAMETERS FOR THE WEIR AT STA 130+00 (SPT-3 AND SPT-4)
Depth BelowGround Surface
SPTRange
(N-Value)
Soil Type(Unified)
Soil UnitWeightγt
Angle ofInternalFriction
ø
CohesionC
WallFriction
δ0 to 4' 5 to 7 SP 110 pcf 30° 0 psf 17°
4' to 8' 1 to 9 ML/CL 110 pcf 30° 0 psf 11°8' to 12' 1 to 26 Soft
Limestone115 pcf 32° 0 14°
12' to 17' 1 to 2 ML 105 pcf 28° 0 11°17' to 50' 2 to 5 CH 100 pcf 0° 750 psf ---
GENERAL COMMENTS
The analysis and recommendations in this report are based on the data obtained from the four soil borings
performed at the approximate locations indicated on the attached boring logs.
This report does not reflect any variations that may occur between the borings. The nature and extent of
variations may not become evident until during the course of construction. If variations then appear
evident, it will be necessary for a reevaluation of the recommendations of this report to be made after
performing on-site observations during the construction period and noting the characteristics of any
variations.
When the final design and specifications are completed, we would like the opportunity to review them to
determine whether changes in the original concept may have affected the validity of our recommendations
and whether these recommendations have been implemented in the design and specifications.
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Report of Subsurface Soil Exploration Analysis and Recommendations for 23-APR-2014Proposed Weirs at Stations 130+00 and 165+00 Project No. 12-33-4556Drainage Improvements to the Four Corners MSBU Page No. 8Hendry County, Florida
Ardaman & Associates, Inc.
While the borings are representative of subsurface conditions at their respective locations and for their
respective vertical reaches, local variations characteristic of the subsurface materials of the region are
anticipated and may be encountered. The boring logs and related information are based on the driller's
logs and visual examination of selected sample in the laboratory. The delineation between soil types
shown on the logs is approximate and the description represents our interpretation of subsurface conditions
at the designated boring locations and on the particular date drilled.
If you have any questions about this report, please contact this office.
Very truly yours,
Ardaman & Associates, Inc.Florida Certificate of Authorization No. 00005950
Gary A. Drew, P.E.Vice President/Branch ManagerFL License No. 35504GAD/egs
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Ardaman & Associates, Inc.
ATTACHMENTS
SITE LOCATION MAP (FIGURE 1)
BORING LOGS – SPT-1 THROUGH SPT-4
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0
5
10
15
20
25
30
35
3- 2- 2
2- 3- 2
4- 4- 4
2- 1- 2
1- 1- 1
1- 0- 1
2- 2- 2
1- 1- 1
0- 0- 0
1- 1- 1
1- 2- 1
2- 2- 2
4
5
8
3
2
1
4
2
0
2
3
4
1
2
3
4
5
6
7
8
9
SP
SC
ML
CH
CH
Poorly Graded Sand - Light brown fine sand.
Clayey Sand - Brown clayey fine sand.
Soft Weathered Limestone.
Sandy Silt - Very light gray sandy calcareous silt.
Sandy Fat Clay - Green sandy clay, highplasticity.
PP = 1.0 tsf
Fat Clay with Sand - Green clay, trace to somefine sand, high plasticity.PP = 1.0 tsf
PP = 0.5 tsf
15' of casing installed.
Safety hammer used 0 to15'
Auto hammer used from15' to TERM
39
84
61
90
BORING LOCATION: NEAR WEST END OF WEIR AT STA 165+00 CLIENT: AIM ENGINEERINGSTATION: N26 45.499' OFFSET: W081 33.956' PROJECT: WEIRS@STAs 130+00 & 165+00 DRAINAGE IMP.TO THE FOUR
CORNERS MSBUDATE DRILLED: 9-APR-14 START: FINISH:GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDAWATER TABLE DEPTH (ft): 4.0' DATE: 9-APR-14 DRILL CREW: WOOTEN/SLEE LOGGED BY: G. DREW
DRILL MAKE & MODEL: CME-55 BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NWDRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/BREEZY
PAGE 1 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-1
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
40
45
50
55
60
65
70
75
80
3- 3- 3
2- 2- 2
1- 2- 2
6
4
4
10
11
12
PP = 1.0 tsf
PP = 1.0 tsf
PP = 1.0 tsf
BORING TERMINATED AT 50.5'
PP=Pocket Penetrometer
96
121
135 84
PAGE 2 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-1
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
0
5
10
15
20
25
30
35
3- 4- 5
2- 2- 3
2- 2- 2
1- 1- 16
15- 7- 9
10- 8- 13
15- 12- 9
2- 1- 1
1- 1- 1
2- 1- 1
2- 1- 1
2- 2- 2
9
5
4
17
16
21
21
2
2
2
2
4
1
2
3
4
5
6
7
8
9
SP
SC
ML
CH
CH
Poorly Graded Sand - Brown fine sand.
Clayey Sand - Brown clayey fine sand.
Soft Weathered Limestone.
Sandy Silt - Light gray sandy calcareous silt.
Sandy Fat Clay - Green sandy clay, highplasticity.
PP = 0.75 tsf
PP = 1.0 tsf
Fat Clay with Sand - Green clay, trace to somefine sand, high plasticity.PP = 1.0 tsf
15' of casing installed.
Safety hammer used 0 to15'
Auto hammer used from15' to TERM
78 53
BORING LOCATION: NEAR MIDDLE OF WEIR AT STA 165+00 CLIENT: AIM ENGINEERINGSTATION: N26 45.498' OFFSET: W081 33.935' PROJECT: WEIRS@STAs 130+00 & 165+00 DRAINAGE IMP.TO THE FOUR
CORNERS MSBUDATE DRILLED: 9-APR-14 START: FINISH:GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDAWATER TABLE DEPTH (ft): 4.0' DATE: 9-APR-14 DRILL CREW: WOOTEN/SLEE LOGGED BY: G. DREW
DRILL MAKE & MODEL: CME-55 BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NWDRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/BREEZY
PAGE 1 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-2
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
40
45
50
55
60
65
70
75
80
2- 3- 2
1- 1- 2
2- 2- 2
5
3
4
10
11
12
PP = 1.0 tsf
PP = 0.5 tsf
PP = 1.0 tsf
BORING TERMINATED AT 50.5'
PP=Pocket Penetrometer
142
PAGE 2 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-2
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
0
5
10
15
20
25
30
35
3- 2- 3
2- 3- 2
1- 1- 1
1- 0- 1
3- 2- 5
3- 2- 2
1- 1- 1
1- 0- 1
2- 1- 1
1- 1- 2
2- 2- 2
1- 2- 2
5
5
2
1
7
4
2
1
2
3
4
4
1
2
3
4
5
6
7
8
9
SP
ML
CL
ML
CL
CH
Poorly Graded Sand - Brown fine sand.
Sandy Silt - Gray sandy calcareous silt.
Sandy Lean Clay - Light gray sandy clay, mediumplasticity.
PP = 0.25 tsfSandy Silt - Light gray sandy calcareous silt.
PP = 0.75 tsf
Sandy Lean Clay - Gray sandy clay, mediumplasticity.PP = 1.75 tsf
Fat Clay with Sand - Green clay, trace to somefine sand, high plasticity.PP = 1.0 tsf
PP = 0.75 tsf
PP = 0.75 tsf
15' of casing installed.
Safety hammer used 0 to15'
Auto hammer used from15' to TERM
29
101
46
83
BORING LOCATION: NEAR MIDDLE OF WEIR AT STA 130+00 CLIENT: AIM ENGINEERINGSTATION: N26 44.919' OFFSET: W081 33.942' PROJECT: WEIRS@STAs 130+00 & 165+00 DRAINAGE IMP.TO THE FOUR
CORNERS MSBUDATE DRILLED: 10-APR-14 START: FINISH:GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDAWATER TABLE DEPTH (ft): 4.0' DATE: 10-APR-14 DRILL CREW: WOOTEN/SLEE LOGGED BY: G. DREW
DRILL MAKE & MODEL: CME-55 BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NWDRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/BREEZY
PAGE 1 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-3
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
40
45
50
55
60
65
70
75
80
2- 1- 2
1- 1- 1
1- 1- 1
3
2
2
10
11
12
PP = 0.4 tsf
PP = 0.4 tsf
BORING TERMINATED AT 50.5'
PP=Pocket Penetrometer
121
PAGE 2 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-3
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
0
5
10
15
20
25
30
35
3- 4- 3
4- 5- 4
3- 3- 4
4- 4- 5
6- 7- 15
6- 7- 3
5- 3- 3
1- 1- 1
1- 1- 1
1- 2- 1
2- 2- 2
2- 2- 3
7
9
7
9
22
10
6
2
2
3
4
5
1
2
3
4
5
6
7
8
9
SP
CL
ML
CL
CH
CH
Poorly Graded Sand - Gray fine sand.
Sandy Lean Clay - Brown sandy clay, mediumplasticity.PP = 1.25 tsf
Soft Weathered Limestone.
Sandy Silt - Light gray sandy calcareous silt.
Sandy Lean Clay - Gray sandy clay, mediumplasticity.PP = 0.25 tsf
Sandy Fat Clay - Green sandy clay, highplasticity.PP = 0.9 tsf
Fat Clay with Sand - Green clay, trace to somesand, high plasticity.
PP = 1.1 tsf
PP = 2.0 tsf
15' of casing installed.
Safety hammer used 0 to15'
Lost drilling fluidcirculation at 10 ft.
Auto hammer used from15' to TERM
56
94
23
78
BORING LOCATION: NEAR EAST END OF WEIR AT STA 130+00 CLIENT: AIM ENGINEERINGSTATION: N26 44.919' OFFSET: W081 33.919' PROJECT: WEIRS@STAs 130+00 & 165+00 DRAINAGE IMP.TO THE FOUR
CORNERS MSBUDATE DRILLED: 9-APR-14 START: FINISH:GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDAWATER TABLE DEPTH (ft): 4.0' DATE: 9-APR-14 DRILL CREW: WOOTEN/SLEE LOGGED BY: G. DREW
DRILL MAKE & MODEL: CME-55 BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NWDRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/BREEZY
PAGE 1 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-4
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
40
45
50
55
60
65
70
75
80
2- 1- 2
1- 1- 1
1- 1- 2
3
2
3
10
11
12
PP = 1.0 tsf
PP = 0.6 tsf
PP = 0.6 tsf
BORING TERMINATED AT 50.5'
PP=Pocket Penetrometer
90
PAGE 2 OF
REVIEWED BY: GARY A. DREW, P.E. FILE NO: 12-33-4556 BORING NO.: SPT-4
DEP
TH
, FT
.
BLOWS
SPT
N-V
ALU
E
SA
MPL
E N
O.
GRA
PHIC
LO
G
USC
S
SOIL DESCRIPTION REMARKS
% W
ATER
CO
NTEN
T
PERC
ENT
FIN
ES
% O
RG
AN
ICC
ON
TEN
T
LIQ
UID
LIM
IT
PLA
ST. IN
DEX
2
-
Ardaman & Associates, Inc.
APPENDIX
SOIL BORING, SAMPLING AND TESTING METHODSPROJECT SOIL DESCRIPTION PROCEDURE – UNIFIED