Ardaman & Associates, Inc. Geotechnical, Environmental and ... · Geotechnical, Environmental and...

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

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.

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


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.



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).



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.



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.



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 ---



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.



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


ATTACHMENTS

SITE LOCATION MAP (FIGURE 1)

BORING LOGS – SPT-1 THROUGH SPT-4

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


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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.


Sandy Silt - Light gray sandy calcareous silt.

Sandy Fat Clay - Green sandy clay, highplasticity.

PP = 0.75 tsf

PP = 1.0 tsf





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



PAGE 1 OF


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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



142

PAGE 2 OF


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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


PP = 0.75 tsf

PP = 0.75 tsf




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



PAGE 1 OF


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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



121

PAGE 2 OF


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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


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



Lost drilling fluidcirculation at 10 ft.


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



PAGE 1 OF


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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



90

PAGE 2 OF


DEP

TH

, FT

.

BLOWS

SPT

N-V

ALU

E

SA

MPL

E N

O.

GRA

PHIC

LO

G

USC

S


% 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


APPENDIX

SOIL BORING, SAMPLING AND TESTING METHODSPROJECT SOIL DESCRIPTION PROCEDURE – UNIFIED

Ardaman & Associates, Inc. Geotechnical, Environmental and ... · Geotechnical, Environmental and...

Documents

Transcript of Ardaman & Associates, Inc. Geotechnical, Environmental and ... · Geotechnical, Environmental and...