10116-2023232_Oakfield-Palafox_Roadway_and_Drainage_Improvements_Project_-_NOVA_GEOTECHNICAL_ENGINEERING_REPORT_S&S.pdf

PAVEMENT

EVALUATION

REPORT

OAKFIELD-PALAFOX – ROADWAY AND DRAINAGE

IMPROVEMENT

Pensacola, Escambia County, Florida

PREPARED FOR:

SIGMA CONSULTING GROUP

3298 Summit Boulevard, Suite 32

Pensacola, Florida 32503

NOVA Project Number: 10116-2023232

September 3, 2025

P R O F E S S I O N A L | P R A C T I C A L | P R O V E N

1 4 0 - A L u r t o n S t r e e t , P e n s a c o l a , F l o r i d a 3 2 5 0 5 t . 8 5 0 . 6 0 7 . 7 7 8 2 / f . 8 5 0 . 2 4 9 . 6 6 8 3 / u s a n o v a . c o m

September 3, 2025

SIGMA CONSULTING GROUP

3298 Summit Boulevard, Suite 26

Pensacola, Florida 32503

Attention: Mr. Jason L. Lashley, P.E.

Subject: Pavement Evaluation Report

OAKFIELD-PALAFOX – ROADWAY AND DRAINAGE IMPROVEMENT

Pensacola, Escambia Country, Florida

NOVA Project Number 10116-2023232

Dear Mr. Lashley:

NOVA ENGINEERING AND ENVIRONMENTAL LLC (NOVA) has completed the authorized subsurface exploration and geotechnical engineering evaluation for the subject roadway alignments located in Pensacola, Escambia Country, Florida. This report briefly discusses our understanding of the project at the time of the subsurface exploration, describes the consulting services provided by NOVA, and presents our findings, design recommendations and construction considerations.

We appreciate your selection of NOVA and the opportunity to be of service on this project. If you have any questions, or if we may be of further assistance, please do not hesitate to contact us.

Sincerely, NOVA Engineering and Environmental LLC

Eric L. H. Sharpe

Staff Engineer

Daniel C. Brahana, P.E.

Geotechnical Service Line Leader

Jesse T. Strickland, P.E.

Senior Geotechnical Engineer

Florida Registration No. 74564

Copies Submitted: Addressee (electronic)

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 NAME AND LOCATION OF PROJECT

2.2 PROJECT SITE

2.3 PROPOSED DEVELOPMENT

3.0 SUBSURFACE EXPLORATION

3.1 AREA GEOLOGY

3.2 USDA SOIL SURVEY

3.3 FIELD EXPLORATION

3.4 LABORATORY TESTING

3.5 SUBSURFACE CONDITIONS

4.0 GEOTECHNICAL ASSESSMENT

5.0 RECOMMENDATIONS

5.1 PAVEMENT CONDITION SURVEY

5.2 ASPHALT, BASE, AND SUBGRADE CONDITIONS

5.3 PAVEMENTS

5.4 STORMWATER MANAGEMENT SYSTEM

6.0 LIMITATIONS

APPENDICES

Appendix A – Figures and Maps

Appendix B – Subsurface Data

Appendix C – Laboratory Data

Appendix D – Pavement Condition Survey

Appendix E – Qualifications of Recommendations

Pavement Evaluation Report September 3, 2025

OAKFIELD-PALAFOX – ROADWAY AND DRAINAGE IMPROVEMENT NOVA Project Number 10116-2023232

1.0 INTRODUCTION

Our services on this project were as described in our Proposal Number 016-20224824 dated

September 15, 2022, and executed by the Client on August 9, 2023. The primary objectives were to perform a subsurface exploration and geotechnical engineering evaluation along the limits of the subject roadway alignments and to assess these findings as they relate to geotechnical aspects of the planned improvements. The authorized geotechnical engineering services included site reconnaissance, soil test borings/asphalt coring and sampling, laboratory testing, engineering evaluation of the field and laboratory data, and the preparation of this report. As authorized in accordance with the above-referenced proposal, this geotechnical report includes:

• A description of the site, field and laboratory testing, and general pavement and soil conditions encountered, with a Coring Location Plan and individual Coring and DCP

Records.

• Commentary regarding the condition of the existing roadway pavement sections, and recommendations pertaining to pavement rehabilitation and preparation recommendations based on provided or assumed information.

• Site preparation considerations that include geotechnical discussions regarding site stripping and subgrade preparation and engineered fill/backfill placement.

• Flexible (asphalt) pavement section design recommendations based on assumed or provided traffic.

• Recommendations for controlling groundwater and/or run-off during construction, and the need for permanent dewatering systems based on the anticipated post construction groundwater levels.

• Estimated seasonal high and seasonal low groundwater tables for the SMS areas.

• Suitability of on-site soils for re-use as structural fill and backfill and the criteria for suitable fill materials.

• Recommended quality control measures (i.e. sampling, testing, and inspection requirements) for site grading and pavement section construction.

The assessment of the presence of wetlands, floodplains, or water classified as state waters was beyond the scope of this exploration. Additionally, the assessment of site environmental conditions, including the detection of pollutants in the soil, rock, or groundwater or a site-specific seismic and/or karst-related study are also beyond the scope of this geotechnical exploration and evaluation. If requested, NOVA can provide these services under a supplemental study at a later date.

2.0 PROJECT INFORMATION

Our understanding of this project is based on discussions with the Client, review of the provided site plan, site reconnaissance during test coring/boring layout, and our experience with similar projects.

2.1 NAME AND LOCATION OF PROJECT

The Subject Property (project site) is located along multiple existing roadway alignments in Pensacola, Escambia County, Florida. The subject roadway alignments within the area of study consist of: Majors Road, Hancock Lane West, Palafox Street, Pacific Street, West

Oakfield Road, East Oakfield Road, Kenmore Road, and West Pinestead Road. The location of the project is indicated on the Site Location Map included in Appendix A.

2.2 PROJECT SITE

The subject roadway alignment are surrounded by residential homes and commercial properties. Based on Google Maps, the reported site grade elevations along the subject roadway alignments range from EL +108 elevation to +132 feet.

2.3 PROPOSED DEVELOPMENT

NOVA understands the proposed improvements will include rehabilitating the existing 2-lane at-grade asphalt paved roadway sections in the area of study (by either milling-and-overlaying or removing-and-replacing or a combination of the two). In addition, NOVA understands the project includes upgrading a regional stormwater management system

(SMS) that will reportedly include the additions of shallow swales, and drainage conduits along the limits of the subject roadway alignments.

3.0 SUBSURFACE EXPLORATION

3.1 AREA GEOLOGY

The site is located in Escambia County, Florida, within the Gulf Coastal Plain physiographic province. This region is underlain by a thick sequence of unconsolidated to semi-consolidated sediments of Cenozoic age, primarily consisting of siliciclastic materials derived from the erosion of the Appalachian Highlands to the north.

At the site, the surficial soils generally consist of Holocene to Pleistocene alluvial and coastal deposits, which include fine to coarse-grained quartz sands, interbedded with clay lenses and occasional gravel. These sediments are typically poorly to moderately sorted, with sand grains ranging from very fine to very coarse. The gravel fraction is composed primarily of quartz, quartzite, and chert pebbles.

These surficial deposits are underlain by the Citronelle Formation, which is of Pliocene age. The Citronelle Formation typically consists of mottled and variegated beds of poorly sorted sand, clayey sand, sandy clay, and gravel. Iron-cemented zones, such as limonite-cemented sand or ferruginous nodules, are occasionally encountered and may indicate weathering of iron-bearing sediments. The formation represents ancient fluvial and deltaic systems and often forms elevated terrace surfaces throughout northwest

Florida.

Coastal and estuarine deposits, particularly near Pensacola Bay and adjacent waterways, may also be present in the region. These deposits include fine to medium quartz sand with shell fragments and accessory heavy minerals, along with silt, clay, organic peat, and estuarine muds in low-lying or poorly drained areas. However, such deposits are more likely in lower elevation areas closer to the shoreline and are not always present inland.

Regional stratigraphy reflects a long history of sediment transport from the Appalachian region and sea-level fluctuations, resulting in complex layering of fluvial, coastal, and marine sediments. These materials are often compressible and heterogeneous, which can significantly influence the geotechnical behavior of soils at shallow to intermediate depths.

3.2 USDA SOIL SURVEY

The Natural Resources Conservation Service (NRCS) “Web Soil” was reviewed to obtain shallow soil and seasonal high-water table SHWT) information. As shown in the table below, many soil-mapping units are located within the project site. Generally, the site lies mainly within the Troup sand (Map Unit 32) and Bonifay loamy sand (Map Unit 38) soil units. The NRCS Soil Survey map and data have been included in the Appendix.

Unit

No.

Soil Name Depth (In)

Permeability

(in/hr)

UCS Soil

Description

Depth to Seasonal

High Groundwater

(Ft)

Troup sand, 0 to 5 percent slopes

0-5

6.0-20 SM, SP-SM

>6.0

5-58

58-68

0.6-2.0

SM, SC,

SC-SM

68-80

SC, SC-SM,

CL-ML, CL

Bonifay loamy sand, 0 to 5 percent slopes

0-54 6.0-20 SM

3.5 – 5.0

(Perched) 54-80 0.2-0.6

SC-SM,

SC, SM

3.3 FIELD EXPLORATION

Our field exploration was conducted between the dates of June 11th, 2025, and June

28th, 2025, and included:

• Thirty-five (35) pavement cores with subsequent manual auger borings at each of the coring locations.

• Obtaining photographs to document the observed existing pavement conditions/distress along the limits of the subject roadway alignments.

The test coring/boring locations were established in the field by NOVA personnel using a handheld GPS device and estimating distances and angles from existing site landmarks. Prior to initiating field testing, underground utilities were marked by the operating entities. The approximate test locations are shown in Appendix B. If increased accuracy is desired by the Client, the boring locations and elevations may be surveyed.

The Test Boring Records provided in the Appendix present the soil conditions encountered at each core/boring location. These records represent our interpretation of the subsurface conditions based on the field exploration data, visual examination of the samples, and generally accepted geotechnical engineering practices. The stratification lines and depth designations represent approximate boundaries between various subsurface strata. Actual transitions between materials may be gradual. Also, subsurface conditions intermediate of each core/boring location may vary. Drilling, testing and sampling operations were performed in general accordance with ASTM designations and other industry standards.

The groundwater levels reported on the Test Boring Records represent measurements made at the completion of each boring. The borings were backfilled with soil cuttings, and the core locations were capped with cold-patch asphalt at completion of the field exploration due to safety concerns. Please refer to the Test Boring Records included in the Appendix for the subsurface conditions encountered at the specific test coring/boring locations.

Core/Auger Borings

The cores were performed using the guidelines of ASTM Designation D-

5361/D5361M, “Standard Practice for Sampling Asphalt Mixtures for Laboratory

Testing.” This standard outlines procedures for obtaining representative samples from in-place pavement by coring or sawing, with a minimum core diameter of 100 mm (4 in.) to ensure adequate material for testing.

The auger borings were performed using the guidelines of ASTM Designation D-1452, "Soil Exploration and Sampling by Auger Borings." A manually advanced 3¼-inch diameter orchard-type auger was utilized with disturbed samples acquired continuously for the full depth of the boring beneath the core. Representative portions of the soil samples, obtained from the sampler, were placed in sealed containers and transported to our laboratory for further evaluation and laboratory testing.

With the exception of test locations C-10, C-12, C-13, C-17, C-22, C-25, C-26 & C-34, the remaining auger borings were performed to a depth of 10 feet BEG. Test locations

C-10, C-12, C-13, C-17, C-22, C-25, C-26 & C-34 were terminated at depths ranging from approximately 5 ½ feet to 9 feet BEG due to groundwater intrusion causing cave-in of the borehole.

3.4 LABORATORY TESTING

Following completion of the field work, soil obtained in the field were returned to our office for classification and laboratory testing assignment. These tests included the following:

• Manual/Visual Soil Classification

• Moisture Content

• Percent Fines Content

The purpose of the testing program was to classify the subsurface materials relative to the Unified Soil Classification System (USCS) and to determine various physical characteristics of the soils tested. Detailed descriptions of the tests conducted are presented in Appendix C. The soil samples will be discarded following the submittal of this report, unless requested otherwise in writing.

3.5 SUBSURFACE CONDITIONS

The following paragraphs provide generalized descriptions of the subsurface profiles and soil conditions encountered by the test borings conducted during this exploration.

TABLE 1 – Encountered Soil Strata

Strata Description USCS Group

Symbol

Depth

Range

Asphalt/Concrete P 0 – 11½ in.

Silty fine SAND SM 3 in. – 10 ft.

Slightly silty fine SAND SP-SM ¾ in. – 10 ft.

Fine SAND SP 2½ ft. – 10 ft.

Clayey fine SAND SC 8½ in. – 2 ft.

Groundwater Conditions

Groundwater in the Gulf Coastal Plain typically occurs as an unconfined aquifer condition. Recharge is provided by the infiltration of rainfall and surface water through the soil overburden. More permeable zones in the soil matrix can affect groundwater conditions. The groundwater table is expected to be a subdued replica of the original surface topography.

A stabilized groundwater table was encountered in the multiple test borings at the time of our field exploration, which shortly followed an extended period of above normal seasonal rainfall. Groundwater was encountered on Pacific Street, West and East

Oakfield Road, Kenmore Road and parts of Palafox Street between ranging from depths of about 3½ feet to about 9½ feet BEG.

Based on comparisons of current annual monthly rainfall data to historical rainfall data extending back 50+ years in time, we estimate that the normal permanent seasonal high groundwater (SHGW) table for this site will be at a depth above 1 foot BEG of the measured depths to groundwater in the boring locations, during the wet season.

4.0 GEOTECHNICAL ASSESSMENT

The following assessment is based on our understanding of the proposed construction, our site observations, our evaluation and interpretation of the field data obtained during this exploration, our experience with similar subsurface conditions, and generally accepted geotechnical engineering principles and local practices.

The results of the pavement coring performed for this study, and our site observations indicate that there is significant variation in pavement composition, layer thicknesses and condition throughout the area of study. We anticipate that both milling and overlaying (M&O) and full depth removal and replacement of the asphalt and base will be required to adequately repair the pavement. While the existing asphalt along some of the alignments of study is generally of sufficient thickness for M&O, full-depth cracking coupled with minimal asphalt thicknesses were observed along other alignments that will require full depth replacement and possibly remedial subgrade work.

The replacement section should be of suitable construction to provide adequate support for the applicable traffic loads of roadway alignments of this size and employing applicable Florida

Department of Transportation (FDOT) pavement section design criteria. We recommend that alternative base courses be evaluated along the limits of the subject roadway alignments due to the variable groundwater levels encountered during this study, along with the anticipated stormwater management improvements proposed as part of the site improvements.

All asphalt material and paving operations should meet applicable specifications of the FDOT

Flexible Pavement Manual guidelines. A NOVA technician should observe placement and perform density testing of the base course material and asphalt.

We note that subsurface conditions in unexplored locations can and will vary from those encountered at the boring locations considered and discussed herein. If such variations are noted during construction, or if project development plans are changed, we request the opportunity to review the changes and amend our recommendations, if necessary.

The following sections present our recommendations for site preparation and grading and for the design of the proposed shallow foundation system.

5.0 RECOMMENDATIONS

5.1 PAVEMENT CONDITION SURVEY

Based on the results of the asphalt cores and our observations of the existing pavement sections made at the time of our field exploration as memorialized by the photographs presented in Appendix D, we present these types of pavement distresses that were observed to be present within the roadway alignments:

Cracking – Horizontal and/or vertical displacement of a pavement surface which is categorized in terms of both severity (Class 1B, Class II, or Class III) and type (single, branch, alligator, block, or combination cracks). Class 1B cracks are “hairline” cracks less than 1/8-inch-wide, Class II cracks are 1/8 to ¼ inch wide, and Class III cracks are

¼ inch or wider. Single and branch cracks can be longitudinal and/or transverse to the pavement alignment and can be caused by hardening of the asphalt or fatigue failure of either the asphalt concrete or the supporting soils.

Patching – Patches, indicative of previous repairs, are considered a defect in the pavement that has been repaired and is considered a pavement distress.

Rutting - Rutting is displacement of material, creating channels in wheel paths. It is caused by traffic compaction or displacement of unstable material.

Raveling - Raveling is progressive loss of pavement material from the surface downward, caused by stripping of the bituminous film from the aggregate, asphalt hardening due to aging, poor compaction especially in cold weather construction, or insufficient asphalt content. Slight to moderate raveling has loss of fines. Severe raveling has loss of coarse aggregate. Raveling in the wheel paths can be accelerated by traffic.

The photographs presented in Appendix D of this report were obtained between June

11th and June 28th, 2025. In general, the visual pavement survey identified pavement distresses common to localized areas in the form of cracking, isolated patches, minor rutting, and surface raveling throughout the entire pavement alignment.

5.2 ASPHALT, BASE, AND SUBGRADE CONDITIONS

The following table presents the results of the asphalt cores performed along the roadway alignment of study. The table includes the asphalt and base course thicknesses and the base course type at each core location.

Table 1 – Asphalt and Base Evaluation

Core Location

Asphalt

Thickness

(inches)

Base

Thickness

(inches)

Base Type

Pavement

Condition

Majors Road

C-1 1 10 ½

Composite-Base Poor C-2 1 8

C-3 1 9 ¾

C-4 ½ 10 ¾

Hancock Lane

C-5 7 6

Stabilized Subgrade Fair C-6 5 ½ 9

C-7 8 6

Pacific Street

C-8 3 ½ 6

Stabilized Subgrade Fair C-9 3 ½ 6

C-10 3 12

East Oakfield Road

C-11 6 ¾ N/A N/A

Good C-12 4 ½ N/A N/A

C-13 8 ¼ 6 ¾ Composite-Base

West Pinestead Road

C-14 5 ¾ 6

Stabilized Subgrade Poor C-15 7 ¼ 6

C-16 5 ¾ 6

C-17 5 6

Kenmore Road

C-18 1 ¾ 3 ¼

Composite-Base Poor C-19 1 ½ 4

C-20 1 ½ 5 ½

C-21 1 ½ 4 ¼

West Oakfield Road

C-22 1 ½ 7

Composite-Base Poor C-23 2 ¼ 5 ½

C-24 2 ¼ 3 ¾

C-25 1 4 ¾

North Palafox Street

C-26 3 5 ½ Composite-Base

Fair

C-27 4 ¼ 3 ¾

C-28** 3 ½ 1 ½ to 4* Concrete**

(6 ½ inches) C-29** 3 ¼ 6 ¾

C-30** 4 ½ 4 ½

C-31 3 ¼ 5 ¾

Composite-Base C-32 4 6

C-33 3 ¾ 6 ¾

C-34 7 ¼ N/A N/A

C-35 9 ½ N/A N/A

*See Photo Log, core was performed at transitional base (Composite to Concrete)

**See Photo Log Essay for presence of underlying concrete pavements

5.3 PAVEMENTS

The recommended pavement sections should utilize materials and be constructed in accordance with applicable FDOT specifications. Also, NOVA should be retained during construction to confirm subgrade conditions are as anticipated and that the construction process is as required by the contract documents.

As provided in the FDOT Flexible Pavement Design Manual, to minimize the potential for reflective cracking in overlays, areas of cracked pavement should be removed through milling. A minimum of ¾ inch of asphalt is typically maintained above the base to provide adequate protection from traffic loading and moisture infiltration. Full-depth milling of the asphalt layers may also be performed, provided that contract requirements address traffic management and base protection, such as placing the initial lift of structural asphalt within one day of milling operations. Prior to milling, consideration must be given to underlying pavement layers that may consist of weak or unstable materials, including older binder courses with insufficient asphalt content or mixes with low stability.

Based on the results of the pavement cores collected along the subject roadway alignments, Majors Road, Pacific Street, Kenmore Road, and West Oakfield Road existing pavement sections appear to have insufficient pavement thickness for standard M&O operations, and full depth rehabilitation should be evaluated. Hancock

Lane, East Oakfield Road, West Pinestead Road, and North Palafox Street pavement section thickness appear to be sufficient for standard M&O operations.

5.4 STORMWATER MANAGEMENT SYSTEM

We understand that the SMS concept desired for this project to treat and dispose of stormwater runoff associated with the planned roadway improvements is desired to consist of upgrading a regional SMS including additions of shallow swales reportedly on the order of 3 feet to 5 feet in depth BEG and drainage conduits.

Based on the results of our field exploration, the subsurface conditions encountered beneath the roadways appear to be adaptable for the desired SMS concept. SMS Soil

Design Parameters are presented in Table 2 below for the design of the SMS.

Table 2 –SMS Soil Design Parameters

Corresponding Soil Boring

Test Locations (C-x) 8, 9 10,12,13 17 21 22 24 25,26,34

All

Others

Estimated Depth of Normal

Permanent SHGW Table, BEG

7½ feet 2½ feet feet feet feet

8½ feet 4 feet

Below 10 feet

Estimated Depth of Normal

Permanent SLGW Table, BEG

10½ feet 5½ feet feet feet feet

10½ feet 7 feet

Below 10 feet

6.0 LIMITATIONS

The findings, conclusions and recommendations presented in this report represent our professional opinions concerning subsurface conditions at the site. The opinions presented are relative to the dates of our site work and should not be relied on to represent conditions at significantly later dates or at locations not explored. The opinions included herein are based on information provided to us, the data obtained at specific locations during the study and our experience. If additional information becomes available that might impact our geotechnical opinions, it will be necessary for NOVA to review the information, reassess the potential concerns, and re-evaluate our conclusions and recommendations.

Regardless of the thoroughness of a geotechnical exploration, there is the possibility that conditions between test locations will differ from those encountered at specific test locations, that conditions are not as anticipated by the designers and/or the contractors, or that either natural events or the construction process have altered the subsurface conditions. These variations are an inherent risk associated with subsurface conditions in this region and the approximate methods used to obtain the data. These variations may not be apparent until construction.

This report is intended for the sole use of SIGMA CONSULTING GROUP, INC. for the above noted project. The scope of work performed during this study may not satisfy other user’s requirements. Use of this report or the findings, conclusions or recommendations by others will be at the sole risk of the user. NOVA is not responsible or liable for the interpretation by others of the data in this report, nor their conclusions, recommendations or opinions.

Our professional services have been performed, our findings obtained, our conclusions derived and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices in the State of Florida. This warranty is in lieu of all other statements or warranties, either expressed or implied.

APPENDIX A

Figures and Maps

Scale: As Shown PROJECT LOCATION MAP

Date Drawn: July 17, 2025 Oakfield-Palafox – Roadway and Drainage Improvements

Drawn By: E. Sharpe Pensacola, Escambia County, Florida

Checked By: D. Brahana NOVA Project Number 10116-2023232

5001 Commerce Park Circle

Pensacola, Florida 32505

850.607.7782 ♦ 850.249.6683

APPROXIMATE SITE LOCATION

Soil Map—Escambia County, Florida (Oakfield-Palafox)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/4/2025

474500 474800 475100 475400 475700 476000 476300 476600 476900 477200

474500 474800 475100 475400 475700 476000 476300 476600 476900 477200

30° 29' 46'' N

5'

9' ' W

30° 29' 46'' N

4'

2' ' W

30° 28' 45'' N

5'

9' ' W

30° 28' 45'' N

4'

2' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 500 1000 2000 3000

Feet 0 150 300 600 900

Meters Map Scale: 1:13,100 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point Features Blowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Escambia County, Florida Survey Area Data: Version 24, Aug 21, 2024

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 25, 2022—Mar 26, 2022

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Soil Map—Escambia County, Florida (Oakfield-Palafox)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/4/2025

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

13 Lakeland sand, 0 to 5 percent slopes

21.5 8.7%

18 Pits 0.1 0.0%

24 Poarch sandy loam, 0 to 2 percent slopes

4.7 1.9%

27 Escambia fine sandy loam, 0 to 2 percent slopes

6.2 2.5%

28 Grady loam 0.0 0.0%

32 Troup sand, 0 to 5 percent slopes

52.5 21.2%

38 Bonifay loamy sand, 0 to 5 percent slopes

163.0 65.7%

Totals for Area of Interest 248.0 100.0%

Soil Map—Escambia County, Florida Oakfield-Palafox

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/4/2025

APPENDIX B

Subsurface Data

Scale: As Shown BORING LOCATION PLAN PAGE 1 of 3

850.607.7782 ♦ 850.249.6683

LEGEND

C-x = 10-ft Pavement/Core Auger Boring

Scale: As Shown BORING LOCATION PLAN PAGE 2 of 3

850.607.7782 ♦ 850.249.6683

Scale: As Shown BORING LOCATION PLAN PAGE 3 of 3

850.607.7782 ♦ 850.249.6683

KEY TO SYMBOLS AND CLASSIFICATIONS

DRILLING SYMBOLS

100/2”

NX, NQ

REC

RQD

MC

N/E

N/M

C

Standard Penetration Testing Sample

Undisturbed Sample (UD)

Auger without Sampling Rock Core Sample

Standard Penetration Resistance (ASTM D1586)

Dynamic Cone Penetrometer (DCP) Resistance Water Table at least 24 Hours after drilling

Water Table one (1) Hour or less after drilling

Number of Blows (100) to Drive the Spoon a Number of Inches (2)

Core Barrel Sizes: 2⅛- and 2-Inch Diameter Rock Core, Respectively

Percentage of Rock Core Recovered

Rock Quality Designation - Percentage of Recovered Core Segments 4 or more Inches Long

Loss of Drilling Water

Moisture Content Test Performed

Not Encountered

Not Measured

Caving

STRATA SYMBOLS

Silt - ML

Low Plasticity

Clay - CL

High Plasticity

Paving

Gravel / Graded

Aggregate Base

Fill

Topsoil

Alluvium

Poorly Graded

Sand - SP

Well Graded

Sand - SW

Clay - CH

Partially Weathered

Rock (PWR)

Rock

Elastic Silt - MHSilty Sand - SM

Clayey Sand - SC

Poorly graded silty, clayey sand - SM/SC

Clayey Sand and Gravel - SC/GC

Silty Sand and Gravel - SM/GM

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50/2" (50)

DRILLING PROCEDURES

Soil sampling and standard penetration testing performed in general accordance with ASTM D1586-18e1. The standard penetration resistance (N-value) is the number of blows of a 140 pound hammer falling 20 inches to drive a 2-inch O.D., 1.375-inch I.D. split-barrel sampler one foot. Core drilling performed in general accordance with ASTM D2113-14. The undisturbed sampling procedure is described by ASTM D1587-15. Unless other arrangements are made, NOVA will dispose of all soil and rock samples remaining at the time of report submission.

Fluid N/E Not Encountered N/M Not Measured

C Boring Cave-in Depth

WOH Weight of Hammer

Water Table 1 Hour or less after drilling

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ASPHALT (Approx. 11.5 inches)

Brown silty fine SAND (SM)

Light brown slightly silty fine SAND (SP-SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-1

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 9 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Dark orange silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-2

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 10.75 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-3

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 11.25 inches)

Brown silty fine SAND (SM)

Dark orange silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-4

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 7 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-5

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5.5 inches)

Orange silty fine SAND (SM)

Brown silty fine SAND (SM)

Dark orange silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-6

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 8 inches)

Orange silty fine SAND (SM)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-7

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 3.5 inches) Orange silty fine SAND (SM)

Light brown slightly silty fine SAND (SP-SM)

Off-white/light brown fine SAND (SP)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-8

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 11, 2025 DEPTH TO - WATER> INITIAL: 8.5 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 3.5 inches) Orange silty fine SAND (SM)

Light brown slightly silty fine SAND (SP-SM)

Off-white/light brown fine SAND (SP)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-9

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 13, 2025 DEPTH TO - WATER> INITIAL: 8.5 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 3 inches) Orange silty fine SAND (SM)

Light brown slightly silty fine SAND (SP-SM)

Off-white/light brown fine SAND (SP)

Boring Terminated at 5.5 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-10

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 13, 2025 DEPTH TO - WATER> INITIAL: 3.5 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 6.75 inches)

Brown silty fine SAND (SM)

Light brown slightly silty fine SAND (SP-SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-11

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 13, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 4.5 inches)

Light brown slightly silty fine SAND (SP-SM)

Off-white/light brown fine SAND (SP)

Boring Terminated at 5.5 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-12

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 13, 2025 DEPTH TO - WATER> INITIAL: 3.5 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 8.25 inches)

Light brown silty fine SAND (SP-SM)

Off-white/light brown fine SAND (SP)

Boring Terminated at 5.5 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-13

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 13, 2025 DEPTH TO - WATER> INITIAL: 3.5 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5.75 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-14

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 7.25 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-15

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5.75 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-16

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5 inches)

Light brown slightly silty fine SAND (SP-SM)

Gray/brown silty/clayey fine SAND (SM/SC)

Gray/light brown silty fine SAND (SM)

Boring Terminated at 8 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-17

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025 DEPTH TO - WATER> INITIAL: 6 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5 inches)

Light brown slightly silty fine SAND (SP-SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-18

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5.5 inches)

Brown silty fine SAND (SM)

Orange/brown silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-19

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 7 inches)

Light brown slightly silty fine SAND (SP-SM)

Dark orange silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-20

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025

DEPTH TO - WATER> INITIAL: GNE AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 5.75 inches)

Brown silty fine SAND (SM)

Light brown slightly silty fine SAND (SP-SM)

Gray/orange silty fine SAND (SM)

Boring Terminated at 10 ft.

PROJECT: Oakfield-Palafox PROJECT NO.: 10116-2023232

CLIENT: Sigma Conssulting Group

PROJECT LOCATION: Pensacola, Escambia County, Florida

TEST BORING

RECORD

C-21

LOCATION: Per Boring Location Plan ELEVATION: Existing Grade

DRILLER: C. Millerleile LOGGED BY: E. Sharpe

DRILLING METHOD: Core/Auger Boring DATE: June 19, 2025 DEPTH TO - WATER> INITIAL: 8 ft. AFTER 24 HOURS: CAVING>

D e p th

(f e e t)

E le va ti o n

(f t-

M S

L

Description

G ra p h ic

G ro u n d w a te r

S a m p le T yp e

N -V a lu e

10 20 30 40 50 70 90

PLASTIC LIMIT LIQUID LIMIT

NATURAL MOISTURE

BLOW COUNT

%<#200

T h is i n fo rm a ti o n p e rt a in s o n ly t o t h is b o ri n g a n d s h o u ld n o t b e i n te rp re te d a s b e in g i n d ic a ti v e o f th e s it e

ASPHALT (Approx. 8.5 inches)

Dark brown clayey fine SAND (SC)

Light brown slightly silty fine SAND (SP-SM)

Bori…