26-8683_Exhibit_Q_-_Geotechnical_Report.pdf

SUBSURFACE SOIL EXPLORATION

ANALYSIS AND RECOMMENDATIONS

PROPOSED REACTOR TANK 4

SOUTH COUNTY REGIONAL

WATER TREATMENT PLANT

NAPLES, COLLIER COUNTY, FLORIDA

Ardaman & Associates, Inc.

CORPORATE HEADQUARTERS

8008 S. Orange Avenue, Orlando, FL 32809 - Phone: (407) 855-3860 Fax: (407) 859-8121

Branch Office Locations

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach

Louisiana: Baton Rouge, Monroe, New Orleans, Shreveport

MEMBERS:

ASTM International American Concrete Institute

Geoprofessional Business Association Society of American Military Engineers

American Council of Engineering Companies

9970 Bavaria Road, Fort Myers, Florida 33913 Phone: (239) 768-6600 Fax: (239) 768-0409

Louisiana: Baton Rouge, Monroe, New Orleans, Shreveport

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach

Geotechnical, Environmental and Materials Consultants

Ardaman Project No. 19-33-4539

June 12, 2019

Carollo Engineers, Inc.

2056 Vista Parkway, Suite 400

West Palm Beach, FL 33411

Attention: Mr. Chris Reinbold, P.E.

SUBJECT: Subsurface Soil Exploration

Analysis and Recommendations

Proposed Reactor Tank 4

South County Regional Water Treatment Plant

Naples, Collier County, Florida

Gentlemen:

As requested and authorized by Carollo Engineers, Inc., Ardaman & Associates, Inc. (Ardaman) has completed the subsurface soil exploration program for the subject project. The purposes of this program were to evaluate the general subsurface conditions at the site and provide recommendations for site preparation and foundation design.

This report documents our findings and conclusions. It has been prepared for the exclusive use of Carollo Engineers, Inc. for specific application to the subject project in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made.

SCOPE

The scope of our services was limited to the following items:

1. Conducting three Standard Penetration Test (SPT) borings to determine the nature and condition of the subsurface soils.

2. Reviewing each soil sample obtained in our field exploration program by a geotechnical engineer in our laboratory for further identification and assignment of laboratory tests, if required.

3. Analyzing the existing soil conditions with respect to the proposed construction as it relates to foundation design.

Proposed SCRWTP Reactor Tank 4 File Number 19-33-4539 -2-

4. Preparing this report to document the results of our field exploration, engineering analysis and foundation design recommendations.

SITE LOCATION

The site for the proposed Reactor Tank 4 is located within the South County Regional Water

Treatment Plant (SCRWTP) at 3851 City Gate Drive in Naples, Collier County, Florida. A Site

Location Map is presented as Figure 1. The site currently consists of a relatively open, grass covered area with existing tanks and buildings surrounding.

FIELD EXPLORATION PROGRAM

Our field exploration consisted of performing three Standard Penetration Test (SPT) borings. The

SPT borings were drilled to depths of 20 and 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 shown on the attached Figure 2–Boring Location Plan. The locations were staked in the field by the project surveyor. The boring locations should be considered accurate only to the degree implied by the method of locating used. GPS coordinates of each boring location provided by the project surveyor are presented on the boring logs.

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. 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.

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.

File Number 19-33-4539 -3-

A generalization of subsurface soil conditions encountered in the borings is described below.

Depth

From To Soil Description

Ground Surface 3’ Medium dense fine sand (SP) with trace gravel (limerock).

3’ 4’ – 4½’ Loose fine sand (SP) and clayey fine sand (SC).

4’ – 4½’ 9’ – 10½’ Hard Limestone.

9’ – 10½’ 17½’ Soft Weathered Limestone.

17½’ 37½’ Very loose to loose calcareous silty fine sand (SM) or very soft to soft sandy calcareous silt (ML) with trace to some gravel

(cemented sands and limestone).

37½’ 50’ Soft Weathered Limestone.

Groundwater was encountered in the boreholes at a depth of 6 feet below the existing ground surface at the time of our field exploration (June 6 and 7, 2019). 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.

PROPOSED CONSTRUCTION

We understand that the proposed construction includes a new reactor tank that will be 60 feet in diameter and 20 feet in height with an approximate 17-foot water height. The tank will be constructed on a thickened-edge mat foundation. Soil bearing pressure is estimated to be less than 1,500 pounds per square foot (psf).

ANALYSIS AND RECOMMENDATIONS

In view of our findings, subsurface soil conditions appear to be adequate to allow use of a shallow mat foundation system. Compaction of the surface soils is recommended to increase the soil bearing capacity and minimize foundation settlement.

The following are our recommendations for overall site preparation and foundation design that we feel are best suited for the proposed tank and existing soil conditions. These recommendations

File Number 19-33-4539 -4-are made as a guide for the design engineer and/or architect, parts of which should be incorporated into the project's general specifications.

SITE PREPARATION

1. The tank area "footprint", plus a minimum margin of 5 feet, should be stripped and grubbed of all surface vegetation, debris or other deleterious material, as encountered.

During the clearing and grubbing operation, roots with a diameter greater than 1-inch or small roots in high density should be completely removed. These materials should be disposed of in areas designated by the Owner.

2. The cleared surfaces in construction areas should be proof-rolled using the appropriate compaction equipment for site and soil conditions. Adjust the moisture content of the soil, as necessary, to aid compaction. Sufficient passes should be made to develop a minimum dry density of 95 percent of the Modified Proctor Maximum Dry Density (ASTM

D-1557) to a depth of 12 inches below the compacted surface. Replace all material, if determined to be deleterious, in areas that "yield" during the proof-rolling operation and replace with suitable fill material conforming to that stated in Item 4.

Care should be exercised to avoid damaging any neighboring structures during the compaction operation.

3. After satisfactory proof-rolling of the cleared surface in accordance with the above, filling with suitable material may proceed as needed. Fill material should conform to that stated in Item 4 below. The fill should be placed in level lifts not exceeding 12 inches in uncompacted thickness. Each lift should be compacted by repeated passes with appropriate compaction equipment to achieve at least 95 percent of the Modified

Proctor Maximum Dry Density (ASTM D-1557). The filling and compaction operations should continue until the desired elevation(s) is achieved.

4. Fill material should preferably consist of clean to slightly silty fine sands (SP or SP-SM), free of organic or other deleterious materials, with less than 12 percent passing the U.S.

Sieve No. 200.

5. Ardaman should be employed by the Owner to observe and test all prepared and compacted areas to document that all unsuitable soils are removed and that the foundation and fill soils are prepared and compacted in accordance with the above recommendations.

File Number 19-33-4539 -5-

FOUNDATION DESIGN

Foundation soils prepared in accordance with the above recommendations should be suitable for supporting the proposed structure on a mat foundation system. The foundation may be designed for an allowable net soil contact pressure of 1,500 pounds per square foot (psf) or less. A modulus of subgrade reaction of 150 kips per cubic foot (kcf) and a coefficient of friction against sliding equal to 0.45 may be used in design of the mat foundation.

A minimum soil coverage of 24 inches should be maintained from the bottom of the exterior thickened edge foundation to the adjacent outside finished grades.

Based on the boring information and the assumed loading conditions, the recommended allowable net soil contact pressure will yield a minimum factor of safety in excess of two against bearing capacity failure. The total settlement is estimated to be 1-inch or less, and differential settlement is estimated to be ½-inch or less. Because foundation soils are mostly coarse-grained, the majority of settlement will occur during construction as the load is being applied.

DEWATERING

If the control of groundwater is required to achieve the necessary stripping, excavation, proof-rolling, filling, compaction, and any other earthwork, sitework, and/or foundation subgrade preparation operations required for the project, the actual method(s) of dewatering should be determined by the contractor. Dewatering should be performed to lower the groundwater level to depths that are adequately below excavations and compaction surfaces. Adequate groundwater level depths below excavations and compaction surfaces vary depending on soil type and construction method, and are usually 2 feet or more. Dewatering solely with sump pumps may not achieve the desired results.

COMPACTION RECOMMENDATIONS SUMMARY

Below is a summary of compaction recommendations for various project elements. We recommend a moisture content range of -4 to +2 percent of the optimum moisture content at the time of compaction as determined by Modified Proctor (ASTM D-1557) procedure.

Location Percent

Compaction

ASTM D-1557

Depth Recommended Test Frequency

Mat/Slab Subgrade

Structural Fill

12 inches full depth

1,000 s.f.

per 1,000 s.f. per lift

File Number 19-33-4539 -6-

GENERAL COMMENTS

The analysis and recommendations in this report are based on the data obtained from the three soil borings performed at the approximate locations indicated on the attached Figure 2–Boring

Location Plan.

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.

File Number 19-33-4539 -7-

If you have any questions about this report, please contact this office.

Very truly yours, Florida Certificate of Authorization No. 00005950

Ethan H. Drew, E.I.

Project Engineer

Gary A. Drew, P.E. No. 35504 Vice President/Branch Manager

EHD/GAD

This document has been digitally signed and sealed by on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

ATTACHMENTS

• SITE LOCATION MAP (FIGURE 1)

• BORING LOCATION PLAN (FIGURE 2)

• BORING LOGS – B-1 THROUGH B-3

PROPOSED COLLIER COUNTY

SCRWTP REACTOR TANK 4

NAPLES, COLLIER COUNTY, FL

Drawn By:

ED

Checked By: Date:

GD 6/10/19

File No.: Approved By: Figure No:

19-33-4539 Gary Drew, P.E. 1

FIGURE 1

SITE LOCATION MAP

SOURCE: GOOGLE EARTH PRO©

Ardaman & Associates, Inc.

Geotechnical, Environmental and Materials Consultants

Approximate

Site Location

PROPOSED COLLIER COUNTY

SCRWTP REACTOR TANK 4

NAPLES, COLLIER COUNTY, FL

Drawn By:

ED

Checked By: Date:

GD 6/10/19

File No.: Approved By: Figure No:

19-33-4539 Gary Drew, P.E. 2

FIGURE 2

BORING LOCATION PLAN

SOURCE: GOOGLE EARTH PRO©

Ardaman & Associates, Inc.

Geotechnical, Environmental and Materials Consultants

= SPT Boring

B-1 B-2 B-3

5- 10- 8

8- 10- 10

4- 3- 50/1"

C- U- T

50/1"- C- C

C- U- T

40- 10- 7

5- 5- 7

2- 1- 2

50/1"

CUT

50/1"

CUT

SP

SP

SC

SM

Poorly Graded Sand - Brown fine sand, trace gravel (limerock).

Poorly Graded Sand - Light brown fine sand.

Clayey sand - Brown clayey fine sand.

Hard Limestone.

Soft Weathered Limestone.

Silty Sand with Gravel - Pale gray calcareous silty fine sand, some gravel (cemented sands and limestone).

TERMINATED AT 20.5'

BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: CAROLLO ENGINEERS, INC.

LATITUDE: N 26°10'0.81" LONGITUDE: W 81°41'1.50" PROJECT: COLLIER COUNTY SCRWTP REACTOR TANK 4

DATE DRILLED: 6-JUN-19 START: FINISH:

GROUND SURFACE ELEVATION: TIME: LOCATION: NAPLES, COLLIER COUNTY, FL

WATER TABLE DEPTH (ft): 6.0 DATE: 6-JUN-19 DRILL CREW: LOCKLEY / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: CME-55 W/AUTO BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: N/W

DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUNNY

PAGE 1 OF

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 19-33-4539 BORING NO.: B-1

D E

P T

H ,F

T

BLOWS

S P

T N

-V A

L U

E

S A

M P

LE

N

O

G R

A P

H

IC

L O

G

U S

C S

SOIL DESCRIPTION REMARKS

W

A T

E R

C O

N

TE

N T

P E

R C

E N

T F

IN

E

S

O R

G A

N

IC

C O

N

TE

N T

L

IQ

U

ID

LI

M

IT

P L

A S

T.

IN

D E

X

5- 8- 8

7- 8- 7

5- 4- 3

50/1"- C- C

C- U- T

C- U- T

4- 5- 4

4- 3- 2

1- 2- 1

1- 0- 1

1- 0- 0

1- 0- 1

50/1"

CUT

CUT

SP

SP

SC

ML

ML

Poorly Graded Sand - Brown fine sand, trace gravel (limerock).

Poorly Graded Sand - Light brown fine sand.

Clayey sand - Brown clayey fine sand.

Hard Limestone.

Soft Weathered Limestone.

Sandy Silt - Pale gray sandy calcareous silt, trace gravel (cemented sands and limestone).

Sandy Silt with Gravel - Pale gray sandy calcareous silt, some gravel (cemented sands and limestone).

BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: CAROLLO ENGINEERS, INC.

LATITUDE: N 26°10'0.81" LONGITUDE: W 81°41'1.20" PROJECT: COLLIER COUNTY SCRWTP REACTOR TANK 4

DATE DRILLED: 7-JUN-19 START: FINISH:

GROUND SURFACE ELEVATION: TIME: LOCATION: NAPLES, COLLIER COUNTY, FL

WATER TABLE DEPTH (ft): 6.0 DATE: 7-JUN-19 DRILL CREW: LOCKLEY / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: CME-55 W/AUTO BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: N/W

DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUNNY

PAGE 1 OF

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 19-33-4539 BORING NO.: B-2

D E

P T

H ,F

T

BLOWS

S P

T N

-V A

L U

E

S A

M P

LE

N

O

G R

A P

H

IC

L O

G

U S

C S

SOIL DESCRIPTION REMARKS

W

A T

E R

C O

N

TE

N T

P E

R C

E N

T F

IN

E

S

O R

G A

N

IC

C O

N

TE

N T

L

IQ

U

ID

LI

M

IT

P L

A S

T.

IN

D E

7- 10- 6

11- 11- 10

18- 14- 15

Soft Weathered Limestone.

TERMINATED AT 50.5'

PAGE 2 OF

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 19-33-4539 BORING NO.: B-2

D E

P T

H ,F

T.

BLOWS

S P

T N

-V A

LU

E

S A

M P

L E

N O

G R

A P

H

IC

L O

G

U S

C S

SOIL DESCRIPTION REMARKS

W

A

TE

R C

O N

T E

N T

P E

R C

E N

T F

IN

E

S

O R

G A

N

IC

C O

N T

E N

T

L

IQ

U

ID

LI

M

IT

P L

A S

T .I

N D

E

5- 9- 10

6- 7- 8

5- 4- 3

50/1"- C- C

C- U- T

C- U- T

50/3"- -

4- 7- 5

W- O- H

50/1"

CUT

CUT

50/3"

WOH

SP

SP

SC

SM

Poorly Graded Sand - Brown fine sand, trace gravel (limerock).

Poorly Graded Sand - Light brown fine sand.

Clayey sand - Brown clayey fine sand.

Hard Limestone.

Soft Weathered Limestone.

Silty Sand - Pale gray calcareous silty fine sand, trace gravel (cemented sands and limestone).

TERMINATED AT 20.5'

BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: CAROLLO ENGINEERS, INC.

LATITUDE: N 26°10'0.81" LONGITUDE: W 81°41'0.85" PROJECT: COLLIER COUNTY SCRWTP REACTOR TANK 4

DATE DRILLED: 6-JUN-19 START: FINISH:

GROUND SURFACE ELEVATION: TIME: LOCATION: NAPLES, COLLIER COUNTY, FL

WATER TABLE DEPTH (ft): 6.0 DATE: 6-JUN-19 DRILL CREW: LOCKLEY / CENTENO LOGGED BY: E. DREW, E.I.

DRILL MAKE & MODEL: CME-55 W/AUTO BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: N/W

DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: SUNNY

PAGE 1 OF

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 19-33-4539 BORING NO.: B-3

D E

P T

H ,F

T

BLOWS

S P

T N

-V A

L U

E

S A

M P

LE

N

O

G R

A P

H

IC

L O

G

U S

C S

SOIL DESCRIPTION REMARKS

W

A T

E R

C O

N

TE

N T

P E

R C

E N

T F

IN

E

S

O R

G A

N

IC

C O

N

TE

N T

L

IQ

U

ID

LI

M

IT

P L

A S

T.

IN

D E

APPENDIX

• SOIL BORING, SAMPLING AND TESTING METHODS

PROJECT SOIL DESCRIPTION PROCEDURE – UNIFIED

SOIL BORING, SAMPLING AND TESTING METHODS

STANDARD PENETRATION TEST

The Standard Penetration Test (SPT) is a widely accepted method of in-situ testing of foundation soils (ASTM D-1586). A 2-foot (0.6 m) long, 2-inch (50 mm) O.D. split-barrel sampler attached to the end of a string of drilling rods is driven 18 inches (0.45 m) into the ground by successive blows of a 140-pound (63.5 Kg) hammer freely dropping 30 inches (0.76 m). The number of blows needed for each 6 inches (0.15 m) of penetration is recorded. The sum of the blows required for penetration of the second and third 6-inch (0.15 m) increments penetration constitutes the test result or N-value. After the test, the sampler is extracted from the ground and opened to allow visual description of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The following tables relate N-values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu):

Cohesionless Soils: N-Value N-Value

Safety Hammer Auto Hammer Description Relative Density_______

< 4 < 3 Very loose 0 - 15%

4 - 10 3 - 8 Loose 15 - 35%

10 - 30 8 - 24 Medium dense 35 - 65%

30 - 50 24 - 40 Dense 65 - 85%

> 50 > 40 Very dense 85 - 100%

Cohesive Soils: N-Value N-Value Unconfined Compressive

Safety Hammer Auto Hammer Description Strength, Qu ______

< 2 < 1 Very soft < 0.25 tsf (25 kPa)

2 - 4 1 - 3 Soft 0.25 - 0.50 tsf (25 - 50 kPa)

4 - 8 3 - 6 Firm 0.50 - 1.0 tsf (50 - 100 kPa)

8 - 15 6 - 12 Stiff 1.0 - 2.0 tsf (100 - 200 kPa)

15 - 30 12 - 24 Very stiff 2.0 - 4.0 tsf (200 - 400 kPa)

> 30 > 24 Hard > 4.0 tsf (400 kPa)

The tests are usually performed at 5-foot (1.5 m) intervals. However, more frequent or continuous testing is done by our firm through depths where a more accurate definition of the soils is required.

The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, flush-coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. After completion of a test boring, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed by backfilling with neat cement.

Representative split-spoon samples from each sampling interval and from different strata are brought to our laboratory in air-tight jars for classification and testing, if necessary. Afterwards, the samples are discarded unless prior arrangements have been made.

POWER AUGER BORINGS

Auger borings are used when a relatively large, continuous sampling of soil strata close to the ground surface is desired. A 4-inch (100 mm) diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5-foot (1.5 m) sections. It is powered by the rotary drill rig. The sample is recovered by withdrawing the auger out of the ground without rotating it. The soil sample so obtained, is described and representative samples put in bags or jars and returned to the laboratory for classification and testing, if necessary.

HAND AUGER BORINGS

Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5-foot [1.5 m]) depth or when access is not available to power drilling equipment. A 3-inch (75 mm) diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6-inch (0.15 m) intervals and its contents emptied for inspection. Sometimes post-hole diggers are used, especially in the upper 3 feet (1 m) or so. The soil sample obtained is described and representative samples put in bags or jars and transported to the laboratory for classification and testing, if necessary.

UNDISTURBED SAMPLING

Undisturbed sampling implies the recovery of soil samples in a state as close to their natural condition as possible. Complete preservation of in-situ conditions cannot be realized; however, with careful handling and proper sampling techniques, disturbance during sampling can be minimized for most geotechnical engineering purposes. Testing of undisturbed samples gives a more accurate estimate of in-situ behavior than is possible with disturbed samples.

Normally, we obtain undisturbed samples by pushing a 2.875-inch (73 mm) I.D., thin wall seamless steel tube 24 inches (0.6 m) into the soil with a single stroke of a hydraulic ram. The sampler, which is a Shelby tube, is 30 (0.8 m) inches long. After the sampler is retrieved, the ends are sealed in the field and it is transported to our laboratory for visual description and testing, as needed. Undisturbed sampling is noted on the boring logs as thus "U-".

LABORATORY TEST METHODS

Soil samples returned to our laboratory are looked at again by a geotechnical engineer or geotechnician to obtain more accurate descriptions of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil classification and to help define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain-size distributions or selected other test results may be presented on separate tables, figures or plates as discussed in this report, the results of which will be located in an Appendix. 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. Following is a list of abbreviations that may appear in the

Remarks column on the boring logs indicating additional laboratory testing was performed, the results of which will usually be located in an Appendix.

DD: Unit Weight/Classification of Undisturbed "Shelby Tube" samples

PP: Pocket Penetrometer reading on cohesive samples in tons per sq. ft. (tsf) k: Hydraulic Conductivity

Qu: Unconfined Compression Strength; ASTM D-2166

UU: Unconsolidated-Undrained Triaxial Test; ASTM D 2850

Consol: One-Dimensional Consolidation test performed on subsample from undisturbed sample; ASTM D-2435

THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHWEST FLORIDA(1)

For use with the ASTM D 2487 Unified Soil Classification System

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

BOULDERS (>12" [300 mm]) and COBBLES (3" [75 mm] TO 12" [300 mm]):

GRAVEL: Coarse Gravel: 3/4" (19 mm) to 3" (75 mm)

Fine Gravel: No. 4 (4.75 mm) Sieve to 3/4" (19 mm)

Descriptive adjectives:

0 – 5% --- no mention of gravel in description

5 – 15% --- trace

15 – 29% --- some

30 – 49% --- gravelly (shell, limerock, cemented sands)

SANDS

COARSE SAND: No. 10 (2 mm) Sieve to No. 4 (4.75 mm) Sieve

MEDIUM SAND: No. 40 (425 µm) Sieve to No. 10 (2 mm) Sieve

FINE SAND: No. 200 (75 µm) Sieve to No. 40 (425 µm) Sieve

0 – 5% --- no mention of sand in description

5 – 15% --- trace

15 – 29% --- some

30 – 49% --- sandy

SILT/CLAY: < #200 (75 µm) sieve

SILTY OR SILT: PI < 4

SILTY CLAYEY OR SILTY CLAY: 4 ≤ PI ≤ 7

CLAYEY OR CLAY: PI > 7

0 – 5% --- clean (no mention of silt or clay in description)

5 – 12% to 15% --- slightly

16 – 35% --- clayey, silty, or silty clayey

36 – 49% --- very

ORGANIC SOILS

Organic Content Descriptive adjectives Classification

0 – 2.5% no mention of organics See above in description

2.6 – 5% slightly organic See above

5 – 20% organic Add "with organic fines" to group name

THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHWEST FLORIDA(1)

For use with the ASTM D 2487 Unified Soil Classification System

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

HIGHLY ORGANIC SOILS AND MATTER

Organic Content Description Classification

20-75% highly organic sand or muck Peat (PT) sandy peat Peat (PT)

>75% amorphous or fibrous peat Peat (PT)

STRATIFICATION AND STRUCTURE

Descriptive Term Thickness with interbedded seam: less than 1/2-inch (13 mm) thick layer: 1/2 to 12-inches (13 to 300 mm) thick stratum: more than 12-inches (300 mm) thick pocket: small, erratic deposit, usually less than 1-foot occasional: one or less per foot of thickness frequent: more than one per foot of thickness calcareous: containing calcium carbonate (reaction to diluted HCL) hardpan: spodic horizon usually medium dense marl: mixture of carbonate clays, silts, shells and sands.

ROCK CLASSIFICATION

Description

Hard Limestone or Caprock – N-values >50 bpf

Soft Weathered Limestone – N values <50 bpf

(1) This soil description procedure was developed specifically for projects in southwest Florida because it is believed that the terminology will be better understood as a result of local practice. It is not intended to supplant other visual-manual classification procedures for description and identification of soils such as ASTM D 2488. BY:

G.A. DREW, P.E. (1995) (Revised 2016).

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487)