Preliminary Report of Geotechnical Exploration For

Radar Road Improvements – Pond Expansion and Drawdown Analysis

MAE Project No. 0006-0041A July 26, 2024

Prepared for:

England, Thims & Miller, Inc.

14775 Old St. Augustine Road

Jacksonville, Florida 32258

Prepared by:

3728 Philips Highway, Suite 208 Jacksonville, Florida 32207

Phone (904) 519-6990 Fax (904) 519-6992

3728 Philips Highway, Suite 208, Jacksonville, Florida 32207

p. 904.519.6990 www.MeskelEngineering.com

July 26, 2024

England-Thims & Miller 14775 Old St. Augustine Road Jacksonville, Florida 32258

Attention: Mr. Brian Landeweer, P.E.

Subject: Preliminary Report of Geotechnical Exploration

Radar Road Improvements – Pond Expansion and Drawdown Analysis Fleming Island, Florida MAE Project No. 0006-0041A

Dear Mr. Landeweer:

Meskel & Associates Engineering, PLLC (MAE) has completed a geotechnical exploration for the subject project. Our work was authorized and performed in general accordance with our revised proposal dated May 8, 2024. The geotechnical exploration was performed to evaluate the general subsurface conditions within the pond, existing building, and parking lot areas, and to provide recommendations for support and design, pond expansion, and site preparation.

As further discussed in this report, the pond and existing library borings encountered a 3 to 6-inch-thick surficial topsoil layer, underlain by loose to medium dense fine sands with silt (A-3, SP-SM) and loose to medium dense clayey fine sands (SC), silty fine sands (A-2-4, SM) and fine sands with silt (A-3, SP-SM) to the boring’s termination depth of approximately 30 to 40 feet below existing grade. Occasional samples containing varying amounts of organic material were observed. The borings at the wetland and parking area encountered a 5-inch-thick surficial topsoil layer or a pavement section consisting of a 1 ½ -inch-thick asphalt layer underlain by a 6-inch-thick limerock base. The pavement layer or topsoil were underlain by fine sands (A-3) and fine sands with silt (A-3) or silty fine sands (A-2-4) to the boring termination depth of approximately 2 to 6 feet below existing grade.

This report presents our understanding of the project, describes the field exploration and laboratory testing program, and presents the data obtained from the field. Our field exploration was performed in general accordance with Standard Practice procedures to describe the general subsurface conditions within the project area.

We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us.

Sincerely, MESKEL & ASSOCIATES ENGINEERING, PLLC

MAE FL Registry No. 28142

Marlon C. Verceles, E.I. P. Rodney Mank, P.E.

Staff Engineer Vice President & Principal Engineer

Licensed, Florida No. 41986

Distribution: Brian Landeweer, P.E.– England-Thims & Miller Inc. 1 pdf http://www.meskelengineering.com/

Radar Road Improvements – Preliminary Report Pond Expansion and Drawdown Analysis MAE Project No. 0006-0041A

Page | i

TABLE OF CONTENTS

Subject Page No.

1.0 PROJECT INFORMATION

1.1 General

1.2 Project Description

1.3 Purpose and Scope of Study

2.0 FIELD EXPLORATION

2.1 SPT Borings

2.2 Auger Borings

2.3 Pavement Core with Auger Borings

2.4 Field Permeability Tests

3.0 LABORATORY TESTING

3.1 Soil Classification

3.2 Index Testing

4.0 GENERAL SUBSURFACE CONDITIONS

4.1 General Soil Profile

4.2 Groundwater Level

4.3 Review of the USDA Web Soil Survey Map

4.4 Seasonal High Groundwater Level

4.5 Pavement Core Sample

5.0 REPORT LIMITATIONS

FIGURES

Figure 1. Site Location Map Figure 2. Boring Location Plan

Figures 3-5. Generalized Soil Profiles

APPENDICES

Appendix A. Soil Boring Logs Field Exploration Procedures Key to Boring Logs Key to Soil Classification Pavement Core Photographs Appendix B. Summary of Laboratory Index Test Results

Summary of Field Permeability Test Results Laboratory Test Procedures

MAE Project No. 0006-0041A

Page | 1

1.0 PROJECT INFORMATION

1.1 General

Project information was provided to us by Mr. Brian Landeweer, P.E., with England Thims & Miller, Inc (ETM). We were provided with a KMZ and an aerial PDF showing the locations of the requested borings.

1.2 Project Description

The site for the subject project is located along Radar Road between Town Center Boulevard and State Road 15 in Fleming Island, Clay County, Florida. The general site location is shown on Figure 1.

Based on the provided information and our discussions with Mr. Landeweer, it is our understanding that the project includes the expansion of the existing pond located east of the existing Fleming Island Public Library. The plan is to harvest stormwater from the pond for irrigation and to determine if the adjacent wetland to the east of the pond is affected by the artificial lowering of the pond water level due to harvesting, and if the structure is adversely affected due to the pond widening.

If project design details vary from those described above, then the recommendations in this report may need to be re-evaluated. Any changes in these details should be provided so the need for re-evaluation of our recommendations can be assessed prior to final design.

1.3 Purpose and Scope of Study

The purpose of this exploration was to provide field data to guide design and construction of the new roadway alignment. We accomplished this purpose by:

1. Reviewing aerial photographs and published data such as USGS Quadrangle Maps and USDA Soil Survey Maps.

2. Performing auger borings and pavement cores to obtain soil and pavement structure samples and record the measured groundwater levels.

3. Performing Standard Penetration Test borings adjacent to the existing library structure to estimate the foundation subgrade soils below the building adjacent to the pond expansion.

4. Performing Standard Penetration Test borings for the planned pond construction to determine the suitability of the soils as fill material.

5. Classifying the recovered soil samples using the USCS and AASHTO soil classification systems and performing tests in the laboratory on selected samples to aid in classification.

6. Analyzing and interpreting the field and laboratory test data.

7. Evaluating the subsurface conditions to develop recommendations for site preparation, pond borrow suitability, existing library building stability and pavement support.

2.0 FIELD EXPLORATION

A field exploration was performed during the period of May 16, 2024, to June 3, 2024. Boring locations were selected by MAE and sent to Mr. Landeweer for approval. Prior to starting our field exploration, a utility locate request was submitted to the Sunshine 811 Call Center. A private utility locator was contracted to locate any utilities not identified through Sunshine 811. Once the site utilities were marked and cleared, our field crew mobilized to the site. GPS coordinates for the final boring locations were obtained in the field at the time of drilling using a Garmin GPSMAP78 hand-held receiver. The boring

MAE Project No. 0006-0041A

Page | 2 locations as shown on the Boring Location Plan sheet, Figure 2, should be considered approximate based on the method of layout and the equipment used.

2.1 SPT Borings

To explore the subsurface conditions within the area of the pond and the existing library, we performed 4 Standard Penetration Test (SPT) borings, advanced to a depth of approximately 30 to 40 feet below the existing ground surface. The borings were performed in general accordance with the methodology outlined in ASTM D 1586, except that continuous samples were obtained the entire depth of each pond boring. Split-spoon soil samples recovered during performance of the borings were visually described in the field and representative portions of the samples were transported to our laboratory for further testing and classification. A summary of the field procedures is included in Appendix A.

2.2 Auger Borings

To determine the subsurface conditions within the wetland area, we performed 3 auger borings, advanced to depths of approximately 4 and 6 feet below the existing ground surface in general accordance with the methodology outlined in ASTM D 1452. Representative soil samples were recovered from the auger borings and returned to our laboratory for testing and classification. A summary of the field procedures is included in Appendix A.

2.3 Pavement Core with Auger Borings

The existing pavement layer (asphalt surface and underlying base course) within the parking area was cored at one location using a 4-inch diameter diamond coated core barrel connected to free standing mechanical drill equipment. Water was used during core sampling to cool the core barrel and to limit dust and debris generated from the coring process. The asphalt surface and base course thickness was measured at the location, and the asphalt core sample was returned to our laboratory. A table showing the pavement core results is included in section 4.5. Example photo of pavement core collected can be shown in Appendix A.

Once the pavement core was complete, the test hole was advanced using a hand-held bucket auger to explore the shallow subsurface conditions below the pavement section. The boring was advanced to a depth of approximately 2 feet below the existing pavement surface in general accordance with the methodology outlined in ASTM D 1452. Representative soil samples were recovered and returned to our laboratory for testing and classification.

2.4 Field Permeability Tests

Field permeability tests measuring vertical and horizontal saturated soil permeability rates were conducted within the proposed pond expansion. These tests were performed at borings B-1, and B-2. The field permeability tests were performed by installing a solid-walled, open-bottom PVC casing snugly fit into a 4-inch diameter borehole, to their individually prescribed depths. To estimate the vertical permeability rate of the soil, the pipe was left flush with the borehole bottom and to estimate the horizontal permeability rate of the soil, the bottom 1-foot of the pipe was then filled with silica sand or gravel, and the pipe was raised one foot above the bottom of the borehole. For both tests, the pipe was filled to the top with water, and since relatively permeable sandy soils were encountered in the borings, the tests were conducted as "falling head" tests in which the rate of water (head) drop within the pipe was measured over a period of up to 30 minutes. Each test was conducted three times and then averaged to estimate the in-situ permeability rate for the soil conditions at their respective locations. A summary of the field permeability testing procedure is included in Appendix A. The horizontal and vertical soil permeability results are shown in the Summary of Field Permeability Test Results included in Appendix B.

MAE Project No. 0006-0041A

Page | 3

3.0 LABORATORY TESTING

3.1 Soil Classification

Representative soil samples obtained during our field exploration were visually classified by a geotechnical engineer using the AASHTO Soil Classification System in general accordance with ASTM D 3282. A key to the soil classification system is included in Appendix A.

3.2 Index Testing

Quantitative laboratory testing was performed on selected soil samples encountered during the field exploration to better define their composition and to provide data for correlation to their anticipated strength and compressibility characteristics. The laboratory testing determined the percent passing a U.S.

No. 200 sieve (percent fines), the natural moisture content of selected soil samples, organic content, and Atterberg limits. The results of the laboratory testing are shown in the Summary of Laboratory Index Test Results included in Appendix B. Also, these results are shown on the Generalized Soil Profiles on Figures 3 through 5, and on the Boring Logs records at the respective depths from which the tested samples were recovered. A summary of the laboratory test procedures is also included in Appendix B.

4.0 GENERAL SUBSURFACE CONDITIONS

4.1 General Soil Profile

Graphical presentation of the generalized subsurface conditions is presented on the Generalized Soil Profiles, Figures 3 through 5. Detailed soil boring logs are included in Appendix A. When reviewing the soil profiles and boring logs, it should be understood that the soil conditions will vary between the boring locations.

The pond and existing library borings encountered a 3 to 6-inch-thick surficial topsoil layers, underlain by loose to medium dense fine sands with silt (A-3, SP-SM), followed by loose to medium dense clayey fine sands (SC), silty fine sands (A-2-4, SM), and fine sands with silt (A-3, SP-SM) to the boring’s termination depth of approximately 30 to 40 feet below existing grade. Occasional samples containing varying amounts of organic were encountered.

The borings at the wetland and parking area encountered a 5-inch-thick surficial topsoil layer or a pavement section consisting of a 1 ½ -inch-thick asphalt layer underlain by a 6-inch-thick limerock base.

The pavement layer or topsoil were underlain by fine sands (A-3) and fine sands with silt (A-3) or silty fine sands (A-2-4) to the boring termination depth of approximately 2 to 6 feet below existing grade.

Occasional samples containing trace to few organic fines were observed.

4.2 Groundwater Level

The groundwater level was encountered at most of the boring locations and recorded at the time of drilling at depths varying from 2 inches to 3 feet 9 inches below the existing ground surface. Groundwater was not encountered at boring location PC-1. That does not mean that groundwater does not exist at this location or that groundwater would not be encountered within the vertical reach of this core/boring at another date. It should be anticipated that the groundwater levels will fluctuate seasonally and with changes in climate. As such, we recommend that the water table be measured prior to construction.

Measured groundwater levels are shown on the Generalized Soil Profiles sheets, Figures 3 through 5.

MAE Project No. 0006-0041A

Page | 4

4.3 Review of the USDA Web Soil Survey Map

A review of the USDA Soil Survey Conservation Service (SSCS) Web Soil Survey of Clay County shows that there is one predominant soil map unit at the project site as tabulated below. The soil drainage class, hydrological group, and estimated seasonal high groundwater levels reported in the Soil Survey are as follows:

Map Unit

Symbol Map Unit Name Drainage Class Hydrologic

Group

Depth to the Water Table1

(inches)

8 Sapelo fine sand Poorly Drained B/D 6 to 18

1. The “Water table” above refers to a saturated zone in the soil which occurs during specified months, typically the summer wet season. Estimates of the upper limit shown in the Web Soil Survey are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table.

4.4 Seasonal High Groundwater Level

In estimating seasonal high groundwater level, a number of factors are taken into consideration including antecedent rainfall, soil redoximorphic features (i.e., soil mottling), stratigraphy (including presence of hydraulically restrictive layers), vegetative indicators, effects of development, and relief points such as drainage ditches, low-lying areas, etc.

Based on our interpretation of the current site conditions, including the boring logs and review of published data, we estimate the seasonal high groundwater levels at the site to be as shown on the Generalized Soil Profiles sheets, Figures 3 through 5.

It is possible that higher groundwater levels may exceed the estimated seasonal high groundwater level as a result of significant or prolonged rains. Therefore, we recommend that design drawings and specifications account for the possibility of groundwater level variations, and construction planning should be based on the assumption that such variations will occur.

4.5 Pavement Core Sample

The pavement layer (asphalt surface and base course) was cored at the soil boring location to sample the pavement materials and measure the layer thickness. The encountered base course was described in the field by the field crew. The asphalt sample was returned to our laboratory to verify the thickness of the asphalt layer as measured in the field. The measured asphalt thickness, the observed base course material and measured thickness, the observed subgrade soil classification, and the measured groundwater level where encountered at the pavement core location are shown in the following table:

Pavement Core No.

Asphalt Thickness

(in.)

Base Subgrade

Soil Classification 1

Groundwater Level Material

Type Thickness

(in.) Depth (feet)

PC-1 1 ½ Limerock 6 A-3 N/E 2

1. Subgrade soil from bottom of base course to 12 inches below base course.

2. Groundwater was not encountered

MAE Project No. 0006-0041A

Page | 5

5.0 REPORT LIMITATIONS

This report has been prepared for the exclusive use of England Thims & Miller, Inc. and Clay County for specific application to the design and construction of the Radar Road Improvements – Pond Expansion and Drawdown Analysis project. Our work for this project was performed in accordance with generally accepted geotechnical engineering practice. No warranty, express or implied, is made.

The findings presented in this report are based on the data obtained from this project. This testing indicates subsurface conditions only at the specific locations and times, and only to the depths explored.

These results do not reflect subsurface variations that may exist away from the boring locations and/or at depths below the boring termination depths. Subsurface conditions and water levels at other locations may differ from conditions occurring at the tested locations. In addition, it should be understood that the passage of time may result in a change in the conditions at the tested locations.

The scope of our services did not include any environmental assessment or testing for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the subject site. Any statements made in this report, and/or notations made on the generalized soil profiles, regarding odors or other potential environmental concerns are based on observations made during execution of our scope of services and as such are strictly for the information of our client. No opinion of any environmental concern of such observations is made or implied. Unless complete environmental information regarding the site is already available, an environmental assessment is recommended.

Figures

Site Location Map

PREPARED BY PROJECT NAME

Radar Road Improvements – Pond Expansion & Drawdown Analysis Jacksonville, Florida

REFERERENCE SCALE

Delorme XMap 7.0 NTS

PREPARED FOR MAE PROJECT NO. FIGURE NO.

England, Thims & Miller, Inc. 0006-0041A 1

Approximate Site Location

N

FIG NO.PROPOSED BORING LOCATION PLAN

3728 PHILIPS HIGHWAY, SUITE 208, JACKSONVILLE, FL 32207

PH. (904) 519-6990 • FAX (904) 519-6992 • www.MeskelEngineering.com

Project Manager:

Drawn by:

Checked by:

Approved by:

MCV

BC

MCV

PRM

Project No.

Scale:

File Name:

Date:

006-0041A

0006-0041A.BLP

7/24/2024

AS SHOWN

RADAR ROAD IMPROVEMENTS – POND EXPANSION & DRAWDOWN ANALYSIS

CLAY COUNTY, FLORIDA

LEGEND

SPT Boring

B-1

B-2

B-3

B-4

PC-1

Pavement Core

0’ 80’ 160’

GRAPHIC SCALE

A-1

A-2

A-3

Hand Auger

Legend

MAE PROJECT NO.

BY DESCRIPTION DATE BY DESCRIPTION

SHEET TITLE:

PROJECT NAME:

Natural Moisture Content (%)

DATE

0006-0041A

% Passing No. 200 U.S. Standard SieveDepth to Groundwater at Time of Drilling

N

FIGURE NO.

Generalized Soil Profiles

D epth (ft)D ep th ft) w

BT

DATE:

-200

AASHTO Soil Classification System(A-3)Standard Penetration Resistance, Blows/Foot

Boring Terminated at Depth Below Existing Grade

Clay County, Florida

Topsoil Silty Fine Sand Fine Sand with Silt

Fine Sand

Estimated Seasonal High Groundwater Level

3728 Philips Highway, Suite 208, Jacksonville, FL 32207 FL. Registry No. 28142

Pond Borings

England, Thims & Miller

Radar Road Improvements - Pond Expansion & Drawdown Analysis7/26/2024

Topsoil (6") Loose, Dark grayish brown silty fine SAND, trace organic fines, trace root fragments, poorly graded.

(A-2-4)

Medium dense, Dark brown fine SAND with silt, poorly graded. (A-3)

Medium dense, Light grayish brown silty fine SAND with clay, poorly graded. (A-2-4)

Medium dense, Light grayish brown silty fine SAND, poorly graded. (A-2-4)

Medium dense, Light grayish brown fine SAND with silt, poorly graded. (A-3)

Loose, Light gray silty fine SAND, poorly graded.

(A-2-4)

Loose to medium dense, Grayish brown fine SAND with silt, poorly graded. (A-3)

Medium dense, Dark brown fine SAND with silt, poorly graded. (A-3)

Medium dense, Light grayish brown fine SAND, poorly graded (A-3)

Medium dense, Grayish brown fine SAND with silt, poorly graded. (A-3)

Dense, Light grayish brown fine SAND, poorly graded. (A-3)

BT @ 40'.

Date Drilled: 5/16/2024

Boring backfilled with soil cuttings.

Topsoil (6") Medium dense, Light grayish brown fine SAND with silt, trace root fragments, poorly graded. (A-3) Medium dense, Light grayish brown fine SAND, poorly graded. (A-3)

Medium dense, Light grayish brown silty fine SAND with clay, poorly graded. (A-2-4)

Medium dense to loose, Light gray silty fine SAND, poorly graded. (A-2-4)

Medium dense, Light brown fine SAND with silt, poorly graded. (A-3)

Medium dense, Light gray silty fine SAND, poorly graded. (A-2-4)

Loose, Light grayish brown silty fine SAND, poorly graded. (A-2-4)

Loose, Light grayish brown silty fine SAND with clay, poorly graded. (A-2-4)

Loose, Grayish brown silty fine SAND, poorly graded. (A-2-4)

Medium dense, Grayish brown fine SAND with silt, poorly graded. (A-3)

Medium dense, Dark grayish brown fine SAND with silt, poorly graded. (A-3)

Dense, Grayish brown fine SAND with silt, poorly graded. (A-3)

Dense, Light gray fine SAND with silt, poorly graded. (A-3)

Very dense to dense, Light grayish brown fine SAND, poorly graded. (A-3)

Medium dense, Grayish brown fine SAND with silt, poorly graded. (A-3)

BT @ 40'.

Date Drilled: 5/16/2024

Boring backfilled with soil cuttings.

N

B-1 Latitude: 30° 5'36.03"N

Longitude: 81°42'36.02"W N

B-2 Latitude: 30° 5'34.95"N

Longitude: 81°42'35.53"W w = 21 -200 = 19 w = 28 -200 = 16 w = 23 -200 = 20 w = 25 -200 = 3

BRETT H. HARBISON, P.E. P.E. NO.: 74679

DATE

0006-0041A

% Passing No. 200 U.S. Standard SieveDepth to Groundwater at Time of Drilling

N

FIGURE NO.

Generalized Soil Profiles

D epth (ft)D ep th ft) w

BT

DATE:

-200

Standard Penetration Resistance, Blows/Foot

(SP)

Clay County, Florida

Boring Terminated at Depth Below Existing Grade

Unified Soil Classification System (USCS)

SHEET TITLE:

PROJECT NAME:

Natural Moisture Content (%)

England, Thims & Miller

Topsoil Fine Sand with Silt Clayey Fine Sand

Silty Fine Sand Fine Sand

Estimated Seasonal High Groundwater Level

3728 Philips Highway, Suite 208, Jacksonville, FL 32207 FL. Registry No. 28142

LL Liquid Limit PI Plasticity Index

Existing Library

Radar Road Improvements - Pond Expansion & Drawdown Analysis 47/26/2024

Topsoil (3") Loose, Dark grayish brown fine SAND, trace organic fines, poorly graded. (SP-SM)

Loose, Dark grayish brwon fine SAND with silt, poorly graded. (SP-SM)

Medium dense, Dark brown fine SAND with silt, poorly graded. (SP-SM)

Loose, Gray silty fine SAND with clay, poorly graded. (SM)

Loose, Grayish brown silty fine SAND, poorly graded. (SM)

Medium dense, Grayish brown fine SAND with silt, poorly graded. (SP-SM)

Dense, Grayish brown fine SAND, poorly graded.

(SP)

BT @ 30.'

Date Drilled: 5/17/2024

Boring backfilled with soil cuttings.

Medium dense, Gray to grayish brown clayey fine SAND, poorly graded. (SC)

Topsoil (3") Loose, Dark grayish brown fine SAND with silt, poorly graded. (SP-SM)

Medium dense, Light grayish brown fine SAND with silt, poorly graded. (SP-SM)

Medium dense, Brown fine SAND with silt, poorly graded. (SP-SM)

Medium dense, Light brown fine SAND with silt, poorly graded. (SP-SM)

Medium dense, Gray to grayish brown clayey fine SAND, poorly graded. (SC)

Loose, Light gray silty fine SAND, poorly graded.

(SM)

Loose to medium dense, Light grayish brown fine SAND with silt, poorly graded. (SP-SM)

Dense, Light grayish brown fine SAND with silt, poorly graded. (SP-SM)

BT @ 30.'

Date Drilled: 5/17/2024

Boring backfilled with soil cuttings.

N

B-3 Latitude: 30° 5'35.42"N

Longitude: 81°42'37.95"W N

B-4 Latitude: 30° 5'34.10"N

Longitude: 81°42'36.61"W

BRETT H. HARBISON, P.E. P.E. NO.: 74679

w = 25 -200 = 6 w = 24 -200 = 22

LL = 54

PI = 38

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

SHEET TITLE:

PROJECT NAME:

Natural Moisture Content (%)

DATE

7/26/2024 0006-0041A

% Passing No. 200 U.S. Standard SieveDepth to Groundwater at Time of Drilling

N

FIGURE NO.

Generalized Soil Profiles

D epth (ft)D ep th ft) w

BT

DATE:

-200

AASHTO Soil Classification System(A-3)Standard Penetration Resistance, Blows/Foot

Boring Terminated at Depth Below Existing Grade

England, Thims & Miller

Clay County, Florida

Topsoil Fine Sand with Silt & Organic Fines Fine Sand with Silt

Silty Fine Sand Fine Sand Asphalt

Limerock Base Estimated Seasonal High Groundwater Level

3728 Philips Highway, Suite 208, Jacksonville, FL 32207 FL. Registry No. 28142

Wetland Area Parking Lot

Radar Road Improvements - Pond Expansion & Drawdown Analysis

OC Organic Content (%)

Topsoil (5") Very dark grayish brown fine SAND with silt, little organic fines, few root fragments, poorly graded.

(A-3)

Very dark grayish brown fine SAND with silt, few organic fines, trace roots, poorly graded. (A-3)

Dark brown fine SAND with silt, trace clay, poorly graded. (A-3)

Dark brown fine SAND with silt, trace roots, poorly graded. (A-3)

Grayish brown silty fine SAND, poorly graded.

(A-2-4)

BT @ 4'.

Date Drilled: 5/16/2024

Boring backfilled with soil cuttings.

Topsoil (5")

Brown fine SAND with silt, poorly graded. (A-3)

Dark grayish brown fine SAND with silt, trace roots, poorly graded. (A-3)

Very dark grayish brown fine SAND with silt, trace organic fines, trace roots, poorly graded. (A-3)

Dark grayish brown fine SAND, poorly graded.

(A-3)

Dark brown fine SAND with silt, trace clay, poorly graded. (A-3)

Dark brown silty fine SAND, poorly graded. (A-2-4)

Dark brown silty fine SAND with clay, poorly graded. (A-2-4)

BT @ 4'.

Date Drilled: 5/16/2024

Boring backfilled with soil cuttings.

Brown fine SAND, poorly graded. (A-3)

Topsoil (5")

Gray fine SAND with silt, little roots fragments, poorly graded. (A-3)

Light grayish brown fine SAND, few root fragments, poorly graded. (A-3)

Light grayish brown fine SAND, poorly graded.

(A-3)

Light grayish brown fine SAND, trace roots, poorly graded. (A-3)

Grayish brown fine SAND, poorly graded. (A-3)

Dark grayish brown fine SAND with silt, trace roots, poorly graded. (A-3)

Dark brown fine SAND with silt, poorly graded.

(A-3)

Dark brown fine SAND with silt, trace roots, poorly graded. (A-3)

Brown fine SAND, trace roots, poorly graded. (A-3)

BT @ 6'.

Date Drilled: 5/16/2024

Boring backfilled with soil cuttings.

Limerock Base (6")

Grayish brown fine SAND, poorly graded. (A-3)

BT @ 2'.

Date Drilled: 5/4/2024

Boring backfilled with soil cuttings.

Asphalt (1 1/2") N

A-1 Latitude: 30° 5'36.51"N

Longitude: 81°42'35.97"W N

A-2 Latitude: 30° 5'35.56"N

Longitude: 81°42'35.20"W N

A-3 Latitude: 30° 5'34.23"N

Longitude: 81°42'35.19"W N

PC-1

Latitude: 30° 5'33.14"N

Longitude: 81°42'36.08"W w = 36 -200 = 5

OC = 2.8

w = 27 -200 = 10 w = 30 -200 = 6

BRETT H. HARBISON, P.E. P.E. NO.: 74679

Appendix A

Topsoil (6")

Loose, Dark grayish brown silty fine SAND, trace organic fines, trace root fragments, poorly graded.

Medium dense, Dark brown fine SAND with silt, poorly graded.

Medium dense, Light grayish brown silty fine SAND with clay, poorly graded.

Medium dense, Light grayish brown silty fine SAND, poorly graded.

Medium dense, Light grayish brown fine SAND with silt, poorly graded.

Loose, Light gray silty fine SAND, poorly graded.

A-2-4

A-3

A-2-4

A-2-4

A-3

A-2-4

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Open Hole Bentonite Fluid Rotary Drilling

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION

LATITUDE 30° 5'36.03"N LONGITUDE 81°42'36.02"WCOMPLETED 5/16/2024DATE STARTED 5/16/2024

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BORING B-1

AT TIME OF DRILLING 2 ft 9 in

B

LO

W C

O U

N T

S

NOTES GROUND WATER LEVELS

ESHGWT 2.00 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

N E

W M

A E

L O

G A

A S

T H

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.G P

J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

Boring backfilled with soil cuttings.

HAMMER TYPE Automatic

CLIENT England, Thims & Miller

PROJECT NAME Radar Road Improvements - Pond Expansion & Drawdown Analysis

Loose to medium dense, Grayish brown fine SAND with silt, poorly graded.

Medium dense, Dark brown fine SAND with silt, poorly graded.

Medium dense, Light grayish brown fine SAND, poorly graded

Medium dense, Grayish brown fine SAND with silt, poorly graded.

Dense, Light grayish brown fine SAND, poorly graded.

Bottom of borehole at 40 feet.

A-3

A-3

A-3

A-3

A-3

N -V

A

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D E

P T

H ft

BORING B-1

AT TIME OF DRILLING 2 ft 9 in

NOTES GROUND WATER LEVELS

ESHGWT 2.00 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

N E

W M

A E

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.G P

J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

Boring backfilled with soil cuttings.

Topsoil (6")

Medium dense, Light grayish brown fine SAND with silt, trace root fragments, poorly graded.

Medium dense, Light grayish brown fine SAND, poorly graded.

Medium dense, Light grayish brown silty fine SAND with clay, poorly graded.

Medium dense to loose, Light gray silty fine SAND, poorly graded.

Medium dense, Light brown fine SAND with silt, poorly graded.

Medium dense, Light gray silty fine SAND, poorly graded.

Loose, Light grayish brown silty fine SAND, poorly graded.

Loose, Light grayish brown silty fine SAND with clay, poorly graded.

A-3

A-3

A-2-4

A-2-4

A-3

A-2-4

A-2-4

A-2-4

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Open Hole Bentonite Fluid Rotary Drilling

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION

LATITUDE 30° 5'34.95"N LONGITUDE 81°42'35.53"WCOMPLETED 5/16/2024DATE STARTED 5/16/2024

N -V

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D E

P T

H ft

AT TIME OF DRILLING 2 ft 7 in

BORING B-2

NOTES GROUND WATER LEVELS

ESHGWT 2.00 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

N E

W M

A E

L O

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.G P

J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

Boring backfilled with soil cuttings.

HAMMER TYPE Automatic

Loose, Grayish brown silty fine SAND, poorly graded.

Medium dense, Grayish brown fine SAND with silt, poorly graded.

Medium dense, Dark grayish brown fine SAND with silt, poorly graded.

Dense, Grayish brown fine SAND with silt, poorly graded.

Dense, Light gray fine SAND with silt, poorly graded.

Very dense to dense, Light grayish brown fine SAND, poorly graded.

Medium dense, Grayish brown fine SAND with silt, poorly graded.

Bottom of borehole at 40 feet.

A-2-4

A-3

A-3

A-3

A-3

A-3

A-3

N -V

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LO

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D E

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H ft

BORING B-2

AT TIME OF DRILLING 2 ft 7 in

NOTES GROUND WATER LEVELS

ESHGWT 2.00 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

N E

W M

A E

L O

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.G P

J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

Boring backfilled with soil cuttings.

24 38

Topsoil (3")

Loose, Dark grayish brown fine SAND, trace organic fines, poorly graded.

Loose, Dark grayish brwon fine SAND with silt, poorly graded.

Medium dense, Dark brown fine SAND with silt, poorly graded.

Medium dense, Gray to grayish brown clayey fine SAND, poorly graded.

Loose, Gray silty fine SAND with clay, poorly graded.

Loose, Grayish brown silty fine SAND, poorly graded.

22 54

SP-SM

SP-SM

SP-SM

SC

SM

SM

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Open Hole Bentonite Fluid Rotary Drilling

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION HAMMER TYPE Automatic

LATITUDE 30° 5'35.42"N LONGITUDE 81°42'37.95"WCOMPLETED 5/17/2024DATE STARTED 5/17/2024

M O

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N -V

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(Continued Next Page)

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BORING B-3

NOTES GROUND WATER LEVELS

ESHGWT 1.00 ft

PROJECT NAME Radar Road Improvements - Pond Expansion & Drawdown Analysis

PROJECT LOCATION Clay County, Florida CLIENT England, Thims & Miller

PROJECT NO. 0006-0041A

N E

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P J

Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

AT TIME OF DRILLING 4 ft 4 in

Boring backfilled with soil cuttings.

SM

SP-SM

SP

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MATERIAL DESCRIPTION

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P T

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P O

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(t sf

R

E C

O V

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(R Q

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Loose, Grayish brown silty fine SAND, poorly graded. (continued)

Medium dense, Grayish brown fine SAND with silt, poorly graded.

Dense, Grayish brown fine SAND, poorly graded.

Bottom of borehole at 30 feet.

BORING B-3

NOTES GROUND WATER LEVELS

ESHGWT 1.00 ft

PROJECT NAME Radar Road Improvements - Pond Expansion & Drawdown Analysis

PROJECT LOCATION Clay County, Florida CLIENT England, Thims & Miller

PROJECT NO. 0006-0041A

N E

W M

A E

L O

G L

A T

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-E O

D _E

S H

G W

T

N E

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.G

P J

Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

AT TIME OF DRILLING 4 ft 4 in

Topsoil (3")

Loose, Dark grayish brown fine SAND with silt, poorly graded.

Medium dense, Light grayish brown fine SAND with silt, poorly graded.

Medium dense, Brown fine SAND with silt, poorly graded.

Medium dense, Light brown fine SAND with silt, poorly graded.

Medium dense, Gray to grayish brown clayey fine SAND, poorly graded.

Loose, Light gray silty fine SAND, poorly graded.

Loose to medium dense, Light grayish brown fine SAND with silt, poorly graded.

SP-SM

SP-SM

SP-SM

SP-SM

SC

SM

SP-SM

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Open Hole Bentonite Fluid Rotary Drilling

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION HAMMER TYPE Automatic

LATITUDE 30° 5'34.10"N LONGITUDE 81°42'36.61"WCOMPLETED 5/17/2024DATE STARTED 5/17/2024

M O

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(Continued Next Page)

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AT TIME OF DRILLING 3 ft 9 in

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BORING B-4

NOTES GROUND WATER LEVELS

ESHGWT 1.00 ft

PROJECT NAME Radar Road Improvements - Pond Expansion & Drawdown Analysis

PROJECT LOCATION Clay County, Florida CLIENT England, Thims & Miller

PROJECT NO. 0006-0041A

N E

W M

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P J

Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

Loose to medium dense, Light grayish brown fine SAND with silt, poorly graded. (continued)

Dense, Light grayish brown fine SAND with silt, poorly graded.

Bottom of borehole at 30 feet.

6SP-SM

SP-SM

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BORING B-4

AT TIME OF DRILLING 3 ft 9 in

NOTES GROUND WATER LEVELS

ESHGWT 1.00 ft

PROJECT NAME Radar Road Improvements - Pond Expansion & Drawdown Analysis

PROJECT LOCATION Clay County, Florida CLIENT England, Thims & Miller

PROJECT NO. 0006-0041A

N E

W M

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P J

Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207

A-3

A-3

A-2-4

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Hand Auger

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION HAMMER TYPE

LATITUDE 30° 5'36.51"N LONGITUDE 81°42'35.97"WCOMPLETED 5/16/2024DATE STARTED 5/16/2024

N -V

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Boring backfilled with soil cuttings.

BORING A-1

NOTES GROUND WATER LEVELS

ESHGWT 0.00 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

N E

W M

A E

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J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

AT TIME OF DRILLING 0 ft 2 in

CLIENT England, Thims & Miller

Topsoil (5")

Very dark grayish brown fine SAND with silt, little organic fines, few root fragments, poorly graded.

Very dark grayish brown fine SAND with silt, few organic fines, trace roots, poorly graded.

Dark brown fine SAND with silt, trace clay, poorly graded.

Dark brown fine SAND with silt, trace roots, poorly graded.

Grayish brown silty fine SAND, poorly graded.

Bottom of borehole at 4 feet.

2.8

A-3

A-3

Topsoil (5")

Brown fine SAND with silt, poorly graded.

Dark grayish brown fine SAND with silt, trace roots, poorly graded.

Very dark grayish brown fine SAND with silt, trace organic fines, trace roots, poorly graded.

Dark grayish brown fine SAND, poorly graded.

Dark brown fine SAND with silt, trace clay, poorly graded.

Dark brown silty fine SAND, poorly graded.

Dark brown silty fine SAND with clay, poorly graded.

Bottom of borehole at 4 feet.

A-3

A-3

A-3

A-3

A-3

A-2-4

A-2-4

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Hand Auger

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION HAMMER TYPE

LATITUDE 30° 5'35.56"N LONGITUDE 81°42'35.20"WCOMPLETED 5/16/2024DATE STARTED 5/16/2024

N -V

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Boring backfilled with soil cuttings.

BORING A-2

NOTES GROUND WATER LEVELS

ESHGWT 0.50 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

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J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

AT TIME OF DRILLING 0 ft 8 in

Topsoil (5")

Gray fine SAND with silt, little roots fragments, poorly graded.

Light grayish brown fine SAND, few root fragments, poorly graded.

Light grayish brown fine SAND, poorly graded.

Light grayish brown fine SAND, trace roots, poorly graded.

Grayish brown fine SAND, poorly graded.

Dark grayish brown fine SAND with silt, trace roots, poorly graded.

Dark brown fine SAND with silt, poorly graded.

Dark brown fine SAND with silt, trace roots, poorly graded.

Brown fine SAND, poorly graded.

Brown fine SAND, trace roots, poorly graded.

Bottom of borehole at 6 feet.

A-3

A-3

A-3

A-3

A-3

A-3

A-3

A-3

A-3

A-3

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Hand Auger

LOGGED BY L.Schott CHECKED BY M.Verceles GROUND ELEVATION HAMMER TYPE

LATITUDE 30° 5'34.23"N LONGITUDE 81°42'35.19"WCOMPLETED 5/16/2024DATE STARTED 5/16/2024

N -V

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Boring backfilled with soil cuttings.

BORING A-3

NOTES GROUND WATER LEVELS

ESHGWT 2.00 ft

PROJECT LOCATION Clay County, Florida

PROJECT NO. 0006-0041A

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J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207 P: (904)519-6990 F: (904)519-6992

AT TIME OF DRILLING 3 ft 4 in

Limerock Base (6")

Grayish brown fine SAND, poorly graded.

Bottom of borehole at 2 feet.

A-3

DRILLING CONTRACTOR MAE, PLLC DRILLING METHOD Auger

LOGGED BY D.Hayward CHECKED BY M.Verceles GROUND ELEVATION HAMMER TYPE

LATITUDE 30° 5'33.14"N LONGITUDE 81°42'36.08"WCOMPLETED 5/4/2024DATE STARTED 5/4/2024

N -V

A

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BORING PC-1

NOTES GROUND WATER LEVELS

AT TIME OF DRILLING --- ESHGWT ---

PROJECT NAME Radar Road Improvements - Pond Expansion & Drawdown Analysis

PROJECT LOCATION Clay County, Florida CLIENT England, Thims & Miller

PROJECT NO. 0006-0041A

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J Meskel & Associates Engineering, PLLC FL. Registry No. 28142 3728 Philips Highway, Suite 208 Jacksonville, FL 32207

Asphalt (1 1/2")

FIELD EXPLORATION PROCEDURES

Standard Penetration Test (SPT) Borings

The Standard Penetration Test (SPT) boring(s) were performed in general accordance with the latest revision of ASTM D 1586, “Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils.” The borings were advanced by rotary drilling techniques. A split-barrel sampler was inserted to the borehole bottom and driven 18 to 24 inches into the soil using a 140-pound hammer falling an average of 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration (18” sample) or for the sum of the middle 12 inches of penetration (24” sample) is termed the “penetration resistance, blow count, or N-value.” This value is an index to several in-situ geotechnical properties of the material tested, such as relative density and Young’s Modulus.

After driving the sampler, it was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations, the samples for each boring were transported to the laboratory where they were examined by a geotechnical engineer to verify the field descriptions and classify the soil, and to select samples for laboratory testing.

Hand Auger Boring

The auger boring(s) were performed manually by the use of a hand-held bucket auger in general accordance with the latest revision of ASTM D 1452, “Standard Practice for Soil Exploration and Sampling by Auger Borings.” Representative samples of the soils brought to the ground surface by the auger were placed in sealed containers and transported to our laboratory where they were examined by a geotechnical engineer to verify the field descriptions and classify the soil, and to select samples for laboratory testing.

FIELD EXPLORATION PROCEDURES

Field Permeability Testing The purpose of this testing is to measure the vertical and horizontal permeability of selected soil strata underlying the proposed ponds.

The field permeability tests are performed by installing a solid-walled, open-bottom PVC casing snugly fit into a 4-inch diameter augered borehole. To estimate the vertical permeability rate of the soil, the pipe is left flush with the borehole bottom and to estimate the horizontal permeability rate of the soil, the bottom 1-foot of the pipe is then filled with silica sand or gravel, and the pipe is raised one-foot above the bottom of the borehole. For both tests, the pipe is filled to the top with water, and the rate of water (head) drop within the pipe is measured over a period of up to 60 minutes. Each test is typically conducted three times and then averaged to estimate the in-situ permeability rate for the soil conditions at the respective test locations.

After collecting the field data, the permeability rates (K-values) are calculated using the Hvorslev methods (Hvorslev, U.S. Corps of Engineers, W.E.S).

KBL-USCS-Auto

K E Y T O B O R I N G L O G S – U S C S

S o i l C l a s s i f i c a t i o n

Soil classification of samples obtained at the boring locations is based on the Unified Soil Classification System (USCS). Coarse grained soils have more than 50% of their dry weight retained on a #200 sieve. Their principal descriptors are: sand, cobbles and boulders. Fine grained soils have less than 50% of their dry weight retained on a #200 sieve. They are principally described as clays if they are plastic and silts if they are slightly to non-plastic.

Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

BORING LOG LEGEND

Symbol Description

N Standard Penetration Resistance, the number of blows required to advance a standard spoon sampler 12" when driven by a 140-lb hammer dropping 30".

WOR Split Spoon sampler advanced under the weight of the drill rods WOH Split Spoon sampler advanced under the weight of the SPT hammer 50/2” Indicates 50 hammer blows drove the split spoon 2 inches; 50 Hammer blows for less than 6-inches of split spoon driving is considered “Refusal”.

(SP) Unified Soil Classification System -200 Fines content, % Passing No. 200 U.S. Standard Sieve w Natural Moisture Content (%) OC Organic Content (%) LL Liquid Limit PI Plasticity Index

NP

PP

Non-Plastic Pocket Penetrometer in tons per square foot (tsf)

MODIFIERS RELATIVE DENSITY (Coarse-Grained Soils) Relative Density N-Value *

SECONDARY CONSTITUENTS Very Loose Less than 3 (Sand, Silt or Clay) Loose 3 to 8

Trace Less than 5% Medium Dense 8 to 24 With 5% to 12% Dense 24 to 40

Sandy, Silty or Clayey 12% to 35% Very Dense Greater than 40 Very Sandy, Very Silty or Very Clayey 35% to 50%

CONSISTENCY (Fine-Grained Soils) ORGANIC CONTENT Consistency N-Value *

Trace 2% or less Very Soft Less than 1 Few 3% to 5% Soft 1 to 3

Little 5% to 10% Firm 3 to 6 With Greater than 10% Stiff 6 to 12

Very Stiff 12 to 24 Hard Greater than 24

MINOR COMPONENTS

(Shell, Rock, Debris, Roots, etc.) RELATIVE HARDNESS (Limestone) Trace Less than 5% Relative Hardness N-Value * Few 5% to 10% Soft Less than 50 Little 15% to 25% Hard Greater than 50

Some 30% to 45% * Using Automatic Hammer

KBL-AASHTO-Auto

K E Y T O B O R I N G L O G S – A A S H T O

S o i l C l a s s i f i c a t i o n

Soil classification of samples obtained at the boring locations is based on the American Association of State Highway and Transportation Officials (AASHTO) Classification System. Coarse grained soils have more than 50% of their dry weight retained on a #200 sieve. Their principal descriptors are: sand, cobbles and boulders. Fine grained soils have less than 50% of their dry weight retained on a #200 sieve. They are principally described as clays if they are plastic and silts if they are slightly to non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

BORING LOG LEGEND

Symbol Description

N Standard Penetration Resistance, the number of blows required to advance a standard spoon sampler 12" when driven by a 140-lb hammer dropping 30".

WOR Split Spoon sampler advanced under the weight of the drill rods WOH Split Spoon sampler advanced under the weight of the SPT hammer 50/2” Indicates 50 hammer blows drove the split spoon 2 inches; 50 Hammer blows for less than 6-inches of split spoon driving is considered “Refusal”.

(SP) Unified Soil Classification System -200 Fines content, % Passing No. 200 U.S. Standard Sieve w Natural Moisture Content (%) OC Organic Content (%) LL Liquid Limit PI Plasticity Index

NP

PP

Non-Plastic Pocket Penetrometer in tons per square foot (tsf)

MODIFIERS RELATIVE DENSITY (Coarse-Grained Soils) Relative Density N-Value *

SECONDARY CONSTITUENTS Very Loose Less than 3 (Sand, Silt or Clay) Loose 3 to 8

Trace Less than 5% Medium Dense 8 to 24 With 5% to 10% Dense 24 to 40

Sandy, Silty or…