Exhibit_E-_P-5852_Beresford_Avenue_Extension_Phase_2B_Final_RSS_Report_08-20-26_S+S.pdf

FINAL REPORT OF ROADWAY SOIL SURVEY

BERESFORD AVENUE EXTENSION PHASE 2B

Volusia County, Florida

County Project No. 22-SQ-172SR

Newkirk Project No. P-5852

GEC Project No. 5471G

Prepared for:

Newkirk Engineering, Inc.

125 East Indiana Avenue, Suite A

Deland, Florida 32724

Prepared by:

Geotechnical and Environmental Consultants, Inc.

919 Lake Baldwin Lane, Suite 100

Orlando, Florida 32814

August 12, 2026

Revised August 21, 2026

Newkirk Engineering, Inc.

125 East Indiana Avenue, Suite A

Deland, Florida 32724

Attention: Mr. Tyler Malmborg, P.E., Vice President

Subject: Final Report of Roadway Soil Survey

Volusia County, Florida

County Project No. 22-SQ-172SR

Newkirk Project No. P-5852

GEC Project No. 5471G

Dear Mr. Malmborg:

Geotechnical and Environmental Consultants, Inc. (GEC) has completed our Final Report of Roadway

Soil Survey for the above-referenced project and prepared this report in accordance with our

Proposal No. 11624G dated November 8, 2023. The purpose of this study was to explore soil and groundwater conditions on site and use the information obtained to provide geotechnical engineering recommendations for site preparation and design of the proposed roadway, stormwater swales, and stormwater pond improvements. This report describes our methodology, documents our field and laboratory test results and presents our recommendations regarding the geotechnical engineering aspects of the project.

GEC appreciates the opportunity to be of service to you on this project. If you have any questions concerning the contents of this report, or if we may be of further assistance, please contact us.

Sincerely, GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS, INC.

Chad A. Young, E.I. Christopher P. Meyer, P.E.

Engineering Intern Senior Geotechnical Engineer

Florida License No. 49328

This Report has been digitally signed and sealed by Christopher P. Meyer, P.E. on the date adjacent to the seal. Signature must be verified on any electronic copies.

GEC Project No. 5471G ii Final Report of Roadway Soil Survey

Newkirk Project No. P-5852 Beresford Avenue Extension Phase 2B

TABLE OF CONTENTS

1.0 SITE LOCATION AND PROJECT DESCRIPTION

2.0 REVIEW OF AVAILABLE DATA

2.1 USGS Quadrangle Maps

2.2 NRCS Soil Survey

2.3 FDEP Potentiometric Map Data

3.0 SUBSURFACE EXPLORATION

3.1 Soil Boring Locations

3.2 Swales and Stormwater Ponds

3.3 Manual Auger Borings

3.4 Standard Penetration Test (SPT) Borings

3.5 Groundwater Measurement

3.6 Field Permeability Tests

3.7 Limerock Bearing Ratio (LBR) Sampling

4.0 LABORATORY TESTING

5.0 SUBSURFACE CONDITIONS

5.1 Soil Stratigraphy

5.2 Roadway Boring Results

5.3 Swale and Pond Boring Results

5.4 Permeability Test Results

5.5 Groundwater Levels

6.0 ANALYSES AND DESIGN RECOMMENDATIONS

6.1 Standard Embankment Construction

6.2 Pavement Design

6.3 Stormwater Swale and Pond Design

6.4 Suitability of Soil Excavated From Ponds for Use as Fill

7.0 REPORT USE AND LIMITATIONS

TABLES

Table 1: Summary of NRCS Soil Survey Soil Units

Table 2: Summary of Laboratory Testing Program

Table 3: Soil Stratigraphy

Table 4: Embankment Soil Utilization

GEC Project No. 5471G iii Final Report of Roadway Soil Survey

APPENDIX

FIGURES

Figure 1: USGS Quadrangle and NRCS Soil Survey Maps

Figure 2: Boring Location Plan

Figure 3: Roadway Soil Survey

Figure 4: Roadway Boring Results

Figure 5: Pond and Swale Boring Results

Table 5: Laboratory Test Results

Table 6: Corrosion Test Results

Table 7: Pond and Swale Groundwater and Permeability Results

Table 8: Unconfined Aquifer Parameters

FDOT 90 Percent and Mean Method Design LBR Calculations

Limerock Bearing Ratio (LBR) Test Results

GEC Project No. 5471G 1 Final Report of Roadway Soil Survey

1.0 SITE LOCATION AND PROJECT DESCRIPTION

The site is located at North Summit Avenue in Volusia County, Florida as shown on Figure 1. The project alignment consists of an approximately 6,000-linear-foot extension of Beresford Avenue from the existing intersection of Balsam Falls Road (Sta. 231) to the existing intersection of SR 44

(Sta. 265) and roadway extension from North Summit Ave (Sta. 5) to Beresford Avenue (Sta. 19).

Beresford Avenue is currently an unpaved dirt road. Based on review of available data, soils along this section of road range from poorly drained sandy soils with near surface groundwater levels along the western end of the alignment to excessively drained sandy soils with groundwater levels deeper than 6 feet near the eastern end of the alignment. Vegetation along the alignment is comprised of dense tree coverage. A water feature is along the northern side of the alignment near the western end.

We understand that project plans include the extension of Beresford Avenue as a 2-lane, divided urban section roadway and the reconstructing of the SR 44 and North Summit Avenue intersections. In addition to the roadway improvements, we have also provided recommendations for the one proposed wet stormwater pond (Pond 2), two proposed dry stormwater ponds (Ponds 1 and 3) and roadside swales (Swales 1, 3, 4 and 5) along Beresford

Avenue.

This report describes our exploration procedures, exhibits the data obtained and presents our conclusions and recommendations regarding the geotechnical engineering aspects of the roadway elements proposed for this project.

2.0 REVIEW OF AVAILABLE DATA

To obtain general information on soil and groundwater conditions along the project alignment, GEC reviewed available data including the U.S. Geological Survey (USGS) Quadrangle Maps, the

Natural Resources Conservation Services (NRCS) Soil Survey Map of Volusia County and other published sources. A summary of this information is presented in the following report sections.

2.1 USGS Quadrangle Maps

Based on review of the U.S. Geological Survey (USGS) Daytona Beach SW, Florida and DeLand, Florida Quadrangle maps, the ground surface elevation along the project alignment ranges from approximately +68 to +81 feet NGVD (+67 to +80 feet NAVD88) along the proposed Beresford

Avenue roadway extension. The project alignment is depicted on an excerpt of the USGS

Quadrangle Maps (Figure 1) in the Appendix.

GEC Project No. 5471G 2 Final Report of Roadway Soil Survey

2.2 NRCS Soil Survey

The Natural Resources Conservation Service (NRCS) Soil Survey of Volusia County, Florida was reviewed for near-surface soil and groundwater information along the project alignment. The

NRCS Soil Survey map is shown on Figure 1. The soils along the project alignment are summarized in Table 1.

Table 1: Summary of NRCS Soil Survey Soil Units

Soil

Unit

No. Soil Name

Depth

(inches) Soil Description

AASHTO Soil

Classification

Symbol

Depth to

Seasonal High

Groundwater

(feet)

Hydrologic

Soil Group

Astatula fine sand, 0 to 8 percent slopes 0 - 81 Fine sand A-2-4, A-3 > 6 A

Cassia fine sand, 0 to 2 percent slopes

0 – 26 Fine sand A-2-4, A-3

1.5 – 3.5 A 26 – 42 Fine sand, sand, loamy sand A-2-4

42 – 80 Sand, fine sand A-2-4, A-3

Deland fine sand, 0 to 5 percent slopes

0 – 4 Fine sand A-3

> 6 A 4 – 55 Sand, fine sand A-3

55 – 94 Sand, fine sand A-2-4, A-3

Paola fine sand, 0 to 8 percent slopes

0 – 6 Fine sand A-2-4, A-3

> 6 A 6 – 26 Fine sand, sand A-2-4, A-3

26 – 80 Sand, fine sand A-2-4, A-3

Smyrna-

Smyrna, wet, fine sand, 0 to 2 percent slopes

Smyrna, non-hydric

0 – 4 Fine sand A-2-4

0.5 – 3.5

A/D

4 – 17 Fine sand A-2-4, A-3

17 – 27 Loamy fine sand, fine sand A-2-4

27 – 80 Fine sand A-2-4, A-3

Smyrna, hydric

0 – 4 Fine sand A-2-4

0.0 – 0.5

4 – 17 Fine sand A-2-4, A-3

17 – 27 Fine sand, loamy fine sand A-2-4

27 – 80 Fine sand A-2-4, A-3

Tavares fine sand 0 to 5 percent slopes

0 – 6 Fine sand A-2-4, A-3

1.5 – 3.5 A

6 – 80 Fine sand, sand A-2-4, A-3

The NRCS soil survey depicts Astatula fine sand (Soil Unit No. 4), Cassia fine sand (Soil Unit No.

13), Deland fine sand (Soil Unit No. 19), Paola fine sand (Soil Unit No. 42), Smyrna-Smyrna wet fine sand (Soil Unit No. 60) and Tavares fine sand (Soil Unit No. 63) along the project alignment.

These soils are generally classified as poorly drained to excessively drained, nearly level to gently sloping fine sands (A-3, A-2-4). The NRCS predicts seasonal high groundwater levels for these soil types to generally range from 0.0 to greater than 6 feet below the natural ground surface.

GEC Project No. 5471G 3 Final Report of Roadway Soil Survey

Information contained in the NRCS Soil Survey is very general and may be outdated. Therefore, it may not be reflective of actual soil and groundwater conditions, particularly if recent development in the site vicinity has modified soil conditions or surface/subsurface drainage. The information obtained from recent soil borings provides a better characterization of actual site conditions.

2.3 FDEP Potentiometric Map Data

GEC reviewed potentiometric surface contour elevations of the Upper Floridan aquifer developed from September 2022 water level data (the most recent data available) from the

Florida Department of Environmental Protection (FDEP), Florida Geological Survey Geospatial data entitled Upper Floridan Aquifer Potentiometric Surface. The FDEP map indicates the potentiometric surface of the Floridan aquifer in the project vicinity is approximately +28 feet

NGVD (+27 feet NAVD88).

Artesian groundwater conditions can be predicted based on comparison of the Floridan aquifer potentiometric surface and ground surface elevations. Since the existing ground surface at the site ranges from approximately +70 to +80 feet NAVD88, artesian flow conditions are not anticipated. Artesian conditions were not encountered in our soil borings.

3.0 SUBSURFACE EXPLORATION

In addition to consulting the sources of information previously discussed for regional and site-specific soils data, a subsurface exploration was conducted to evaluate soil and groundwater conditions along the project alignment. The subsurface exploration is detailed in the following report sections.

3.1 Soil Boring Locations

Boring locations were established in the field using project plans and a handheld, sub-meter accuracy, Trimble Global Positioning Satellite (GPS) unit (Trimble TDC 600). Ground surface elevations at the boring locations were not surveyed but estimated from project topographic data provided by GeoData, Inc. Boring locations are depicted on Figure 2 in the Appendix. The boring locations reference the Beresford Avenue and the Summit Avenue centerline of construction.

GEC Project No. 5471G 4 Final Report of Roadway Soil Survey

3.2 Swales and Stormwater Ponds

GEC explored subsurface conditions in the proposed roadside swales by performing four

Standard Penetration Test (SPT) borings (PB-1 to PB-4), alternating from south to north along the proposed alignment, to depths of 25 feet below the existing ground surface.

GEC explored subsurface conditions at the pond locations by performing 3 SPT borings (PB-5 to

PB-7) to a depth of 25 feet below the existing ground surface.

3.3 Manual Auger Borings

Standard barrel manual auger borings (AB-1 to AB-12) were performed in general accordance with ASTM Standard D1452. Manual auger borings were performed by manually turning a 3-inch diameter, 6-inch-long sampler into the soil until it was full, then retrieving the sampler and soil for visual classification. This procedure was repeated until the desired termination depth was achieved. Representative samples were collected for further visual examination and classification in the GEC laboratory.

3.4 Standard Penetration Test (SPT) Borings

Standard Penetration Test (SPT) borings (PB-1 to PB-7) were drilled in general accordance with

ASTM Procedure D-1586. The boreholes were advanced by the rotary wash method with bentonite-based mud used as the circulating fluid and to help stabilize the borehole. GEC’s field crew obtained SPT samples continuously in the borings to a depth of 10 feet and at 5-foot depth intervals thereafter. A GEC engineering technician supervised the drilling operation, and collected, examined and visually classified each sample. Representative samples were collected for further visual examination and classification in the GEC laboratory.

3.5 Groundwater Measurement

Where encountered, a GEC engineering technician measured the depth to groundwater in the boreholes at the time of drilling and again after approximately 24 hours. Once the 24-hour groundwater measurements were recorded, the boreholes were backfilled with soil cuttings to the prevailing ground surface.

3.6 Permeability Tests

Falling head and constant head permeability tests were performed in the field at this site. The field permeability tests were performed by driving a 3-inch diameter casing into the ground to the desired test depth and washing the soil out of the casing with water. The casing was backfilled

GEC Project No. 5471G 5 Final Report of Roadway Soil Survey with quartz gravel to 30 inches above the bottom of the casing and was then raised a distance of

24 inches.

When a falling head permeability test was conducted, water was added to the casing to achieve a stable water level. Once the water level stabilized, the water source was taken away and the drop in the water level in the casing with respect to time was recorded.

When a constant head permeability test was conducted, water was added to the casing to achieve a stable water level. Once the water level stabilized, the flow required to maintain the stable water level over time was measured.

These relationships were used to calculate the permeability of the soil. Field permeability tests and calculations were performed in general conformance with NAVFAC DM-7.1-108. The results of the permeability test are presented on Tables 7 and 8 in the Appendix.

3.7 Limerock Bearing Ratio (LBR) Sampling

Limerock Bearing Ratio (LBR) bulk samples were obtained at 5 locations along the proposed roadway alignment. Care was taken to obtain these samples from below the existing surficial root zone and soil expected to be removed during stripping and grubbing operations was not included in the bulk sample. Please refer to the Appendix for the LBR test results.

4.0 LABORATORY TESTING

Selected soil samples retrieved from the borings were tested in accordance with Florida Standard

Testing Methods (FM) and American Association of State Highway Transportation Officials

(AASHTO) testing methods. Our laboratory testing program is summarized on the following table:

Table 2: Summary of Laboratory Testing Program

Test Test No.

Grain Size Analysis AASHTO T88

Atterberg Limits AASHTO T89/90

Organic Content FM 1-T267

Natural Moisture Content AASHTO T265

Corrosion Series (pH, sulfates, chlorides, and resistivity) FM 5-550/551/552/553

Limerock Bearing Ratio FM 5-515

Coefficient of Permeability – Falling Head Method FM 5-513

Coefficient of Permeability – Constant Head Method AASHTO T215

GEC Project No. 5471G 6 Final Report of Roadway Soil Survey

The results of our laboratory classification tests (i.e.; grain size analysis, Atterberg limits, organic content and natural moisture content, etc.) are presented on the Roadway Soil Survey sheet on

(Figure 3) and Table 5 in the Appendix. LBR results are included in the Appendix.

Corrosion series tests were performed on representative samples obtained along the project alignment. Corrosion series test results are presented in Table 6 in the Appendix.

5.0 SUBSURFACE CONDITIONS

GEC’s field exploration was conducted from February 10, 2024 to February 19, 2024. The soil and groundwater conditions encountered are summarized in this section. Please refer to Figures

4 and 5 for a detailed description of the subsurface profile at each boring location shown on

Figure 2. The results of selected laboratory tests are presented on the Roadway Soi Survey Sheet on Figure 3.

The boring logs indicate subsurface conditions only at the specific boring locations at the time of our field exploration. Subsurface conditions, including groundwater levels, at other locations of the subject site may differ from conditions we encountered at the boring locations. Moreover, conditions at the boring locations can change over time. Groundwater levels fluctuate seasonally, and soil conditions can be altered by earthmoving operations.

The depths and thicknesses of the subsurface strata indicated on the boring logs were interpolated between samples obtained at different depths in the borings. The actual transition between soil layers may be different than indicated. These stratification lines were used for our analytical purposes. Earthwork quantity estimates based on the results of the borings will vary from the actual quantities measured during construction.

5.1 Soil Stratigraphy

The descriptions and stratum numbers used for the encountered soils are summarized as follows:

Table 3: Soil Stratigraphy

Stratum

No.

AASHTO Soil

Classification Soil Description

1 A-3 Light brown to dark brown to gray to orange fine sand to fine sand with silt, occasional trace organic material, hardpan, roots, and trace to some limerock

2 A-2-4 Light brown to brown fine sand with silt to silty fine sand (-200<15%)

3 A-2-4 Light brown to brown silty fine sand (-200≥15%)

4 A-2-6 Gray clayey fine sand

GEC Project No. 5471G 7 Final Report of Roadway Soil Survey

5.2 Roadway Boring Results

In general, the roadway auger borings (AB-1 to AB-12) encountered fine sand to fine sand with silt (A-3) (Stratum 1) to the boring termination depth of 6 feet. Notably, AB-1 encountered fine sand with silt (A-3) (Stratum 1) to 4.5 feet deep, underlain by clayey fine sand (A-2-6) (Stratum 4) to a depth of 6.0 feet.

5.3 Swale and Pond Boring Results

In general, the majority of the swale borings (PB-1 to PB-4) and pond borings (PB-5, PB-6, and PB-

7) encountered very loose to medium dense fine sand (A-3) (Stratum 1) to silty fine sand (A-2-4)

(Strata 2 and 3) to boring termination depths of 25 feet.

Notably, swale boring (PB-3, PB-4) and pond borings (PB-5 to PB-7) encountered trace hardpan and trace organic material at depths ranging from 13 to 25 feet below the existing ground surface.

5.4 Field Permeability Test Results

GEC performed field permeability tests and laboratory permeability tests within the proposed swale and pond areas to measure the hydraulic conductivity of the in-situ soils. Horizontal permeability rates from the field permeability tests are shown adjacent to the boring profiles on the Pond and Swale Boring Results sheet (Figure 5). The results are also summarized on Table 7 in the Appendix.

5.5 Groundwater Levels

The encountered groundwater levels measured in the roadway borings ranged from 2.6 to 3.4 feet below the existing ground surface at the locations of AB-1, AB-2 and AB-3 from Stations

236+37 to 244+02. Groundwater was not encountered (GNE) at the locations of AB-4 through

AB-12 (conducted to 6 feet deep) from Stations 246+56 to 263+64 and 12+33 to 17+00. The encountered groundwater levels measured in swale and pond borings PB-1 to PB-7 ranged from

5.2 feet to 10.2 feet below the existing ground surface.

Groundwater levels can vary seasonally and with changes in subsurface conditions between boring locations. Alterations in surface and/or subsurface drainage brought about by site development can also affect groundwater level. Therefore, ground water depths measured at different times or at different locations along the project alignment can be expected to vary from those measured during this investigation.

GEC Project No. 5471G 8 Final Report of Roadway Soil Survey

For the purposes of this report, estimated seasonal high groundwater levels are defined as groundwater levels that are anticipated at the end of the wet season of a “normal rainfall” year under current site conditions. A “normal rainfall” year is defined as a year in which rainfall quantity and distribution were at or near historical rainfall averages.

Our estimated seasonal high groundwater levels for the roadway borings AB-1 to AB-12 are estimated to range from 0.5 to 1.0 feet deep from Stations 236+37 to 244+02 and are estimated to range from 5 to greater than 6 feet deep from Stations 246+56 to 263+64, and 12+33 to 17+00.

Seasonal high groundwater levels for swale and pond borings PB-1 to P-7 are estimated to range from 3.0 to 7.5 feet below the ground surface. Please refer Figures 4 and 5 in the Appendix for measured and estimated seasonal high groundwater levels at each boring location.

6.0 ANALYSES AND DESIGN RECOMMENDATIONS

The analyses and recommendations contained in this report are based in part on the data obtained from a limited number of soil samples and groundwater measurements obtained from widely-spaced borings. The investigation methods used indicate subsurface conditions only at the specific boring locations, only at the time they were performed, and only to the depths penetrated. Borings cannot be relied upon to accurately reflect the variations that usually exist between boring locations and these variations may not become evident until construction.

6.1 Standard Embankment Construction

The results of our geotechnical investigation indicate that the majority of the near-surface soils along the roadway alignment are suitable for support of the proposed roadway embankment construction. All fill soils placed for roadway construction should be selected in accordance with the FDOT Standard Plans, Index 120-001. The soils encountered on this project should be utilized as follows:

Table 4: Embankment Soil Utilization

Stratum

AASHTO Soil

Classification

Embankment Soil

Utilization

1 A-3 Select (S)

2 A-2-4 (-200<15%) Select (S)

3 A-2-4 (-200≥15%) Select (S)

4 A-2-6 Plastic (P)

The soils encountered in our borings classified as fine sand to fine sand with silt (A-3) to silty fine sand (A-2-4) (Strata 1, 2 and 3) should be treated as Select (S) material. The A-2-4 material may

GEC Project No. 5471G 9 Final Report of Roadway Soil Survey retain excess moisture and may be difficult to dry and compact. Therefore, the contractor should be prepared to manipulate the moisture content of unstable subsoil as necessary to achieve stability and compaction requirements.

Some of the Stratum 1 material between depths of 13 and 25 feet was dense to very dense and may be difficult to excavate, penetrate and dewater. These soils may require special equipment and/or procedures to facilitate excavation, penetration and dewatering.

The encountered clayey fine sand (A-2-6)(Stratum 4) should be treated as Plastic (P) material.

Plastic soils encountered in excavations should be removed in accordance with FDOT Standard

Plans unless otherwise shown in the plans. Reuse of these soils should be in accordance with

FDOT Standard Plans. Plastic soils are not typically considered suitable for use as fill for embankment construction and excavation backfill because of the increased difficulty with handling, moisture conditioning and compacting these soils. These plastic soils may be blended with A-3 soils to help improve their compaction characteristics.

Embankment fill should be placed and compacted in accordance with the FDOT Standard Plans.

In-place density tests should be performed on fill soils to verify the specified degree of compaction. The minimum test frequency should be in accordance with the FDOT Materials, Sampling, Testing and Reporting Guide.

6.2 Pavement Design

Five representative bulk soil samples were obtained along the project alignment for Limerock

Bearing Ratio (LBR) testing. The LBR tests were performed on samples of Stratum 1 (A-3), which is the predominant shallow soil type encountered in our borings.

Our LBR analyses included the FDOT Mean Method and the 90 Percent Method. The FDOT Mean

Method resulted in a design LBR value of 32 and the 90 Percent Method resulted in a design LBR value of 36. We recommend a design LBR value of 32 (or equivalent Resilient Modulus value of

10,500 psi) for use in pavement design. The Individual Limerock Bearing Ratio (LBR) Test Reports and Design LBR Calculations are included in the Appendix.

After proper subsoil preparation, the pavement subgrade, base and surface courses should be constructed in accordance with the current FDOT Standard Specifications for Road and Bridge

Construction.

Pavement design should be performed in accordance with the FDOT Flexible Pavement Design

Manual.

GEC Project No. 5471G 10 Final Report of Roadway Soil Survey

If final grades do not provide at least 3 feet of vertical separation between the bottom of the base course and the estimated seasonal high groundwater level, then an alternative base course such as asphalt base course (black base) and/or pavement underdrains may be required.

6.3 Stormwater Swale and Pond Design

The soils encountered at the pond and swale boring locations are predominantly fine sands with varying silt contents (A-3, A-2-4)(Strata 1, 2 and 3). The sandy soils are classified as Select (S) material and are suitable for use in roadway embankment and pond berm construction.

However, soils excavated below the water table will need to be dried to a moisture content near optimum to achieve the required degree of compaction. Soils excavated from the ponds should be placed in embankment and berm areas in accordance with the FDOT Standard Plans.

Based on the results of our subsurface exploration, Tables 7 and 8 in the Appendix summarize the groundwater levels and measured horizontal saturated permeability rates for use in the proposed swale and pond areas.

The roadside swales on the south side of the road (1, 3, 4 and 5) and the dry ponds (1 and 3) should be designed in accordance with our unconfined aquifer parameters in Table 8. The project plans also depict that Pond 2 is a wet pond and should be designed in accordance with the St.

Johns Water Management District’s design criteria provided in Table 7.

For wet pond design within the St. Johns Water Management District, we recommend using average normal groundwater levels of 2 feet below the seasonal high groundwater level as shown in Table 7. The measured groundwater depths and estimated seasonal high groundwater levels at the pond and swale boring locations are shown on Figure 5 in the Appendix.

The recommendations for soil permeability/infiltration values included in this report are based upon field testing of shallow site soils in their in-situ condition. Depending on the project construction schedule, the stormwater ponds/swales may be constructed early. This early construction of stormwater facilities can allow runoff from the site to enter these areas where excess silt or clay soil can be deposited upon the pond/swale bottom and/or side slopes. This silt and/or clay deposition can effectively reduce the permeability/infiltration of the exposed in-situ soils of the pond and cause the pond/swale to no longer function as designed. This same condition can also occur during post-construction pond/swale use, but the silt or clay deposit typically takes a much longer time; usually several years of use.

Therefore, to provide for the long-term performance of the proposed ponds/swales as originally designed, and to help prevent the deposition of silt or clay on the newly completed pond bottom or sides during and/or immediately after construction, we recommend the following:

GEC Project No. 5471G 11 Final Report of Roadway Soil Survey

• Leave the pond/swale bottom areas slightly higher (6 to 8 inches) than the proposed final grade and do not cut the pond/swale to final grade until construction of the site is essentially complete. The purpose of this recommendation is to help prevent silts, grease, oil or other materials from depositing on the final pond/swale bottom during construction. The stormwater pond/swale system is very susceptible to clogging by construction site-generated sediments. These sediments will inhibit the ability of the pond/swale to function properly. The contractor should wait until the end of construction to remove the 6 to 8 inches of excess soil at the pond/swale bottom and the contractor should scrape the pond/swale bottom thoroughly prior to sodding or seeding.

• If the pond/swale bottom and sides are to be sodded, use sand-grown rather than muck-grown sod. Muck-grown sod has a thick organic base which can greatly reduce infiltration. Seeding of the pond/swale bottom and sides would also be acceptable if proper erosion control measures are used until the vegetation is established.

6.4 Suitability of Soil Excavated From Ponds for Use as Fill

The soils encountered at the swale and pond boring locations are generally fine sand to silty fine sand (Strata 1, 2, and 3) (A-3, A-2-4), which are suitable for use as fill for roadway embankment construction. Soils excavated below the water table will need to be dried to a moisture content near optimum to achieve the required degree of compaction. Soils excavated from the ponds should be placed in embankment areas in accordance with FDOT Standard Plans.

The following are our recommendations for the encountered soils used a fill material:

• Soils indicated as fine sand and fine sand with silt (A-3) are suitable for use as engineered fill in structure and pavement areas.

• Soils indicated as silty fine sand (SM), with fines less than or equal to 15% and plastic index less than 10, are adaptable for use as fill, but will require drying to near optimum moisture content prior to compaction. Special procedures such as aerating or mixing with fine sand

(A-3) (Stratum 1) may be required to achieve minimum compaction criteria. In addition, fill compaction lifts should be no more than 1 foot, and thinner lifts may be necessary depending on the initial soil moisture content. It is recommended that these soils not be utilized in the upper 3 feet of site grading due to the relatively low permeability rate of these soils when compacted, which can create artificial, perched groundwater conditions.

• Soils with fines content greater than 15% and/or a plastic index greater than 10 (A-2-4, A-2-6) are not recommended for use as engineered fill and should be placed in non-drainage sensitive areas or removed from the site. This material is extremely moisture

GEC Project No. 5471G 12 Final Report of Roadway Soil Survey sensitive and requires significant handling to facilitate drying and compaction. Pond bottoms should be established to minimize excavation of this material.

Where cemented soils (hardpan) are present, the dewatering system design will need to consider the relatively impervious and dense characteristics of these soils. Well-point screens may need to be placed above and below the cemented soils. An experienced dewatering contractor should be retained to evaluate specific dewatering system requirements.

Cemented sand (hardpan) were encountered in the SPT swale and pond borings at various depths. These soils are generally undetectable in auger borings and may be undetectable in SPT borings. Sometimes, their presence can be inferred by high “N” values (often greater than 30 bpf) in SPT borings. However, cementation can also be present in layers with blow counts less than 30 bpf. These soils may be difficult to excavate and may require special consideration from the Contractor in choosing the proper equipment for excavation. A note alerting the Contractor that difficult excavation and special equipment/procedures may be required should be added to the plans.

7.0 REPORT USE AND LIMITATIONS

This section of the report presents important information regarding the proper use of this report, our investigative methods and the limitations of this study. The test data, conclusions and recommendations presented in this report should be reviewed and applied with these limitations in mind.

Subsurface Variability. The analyses and recommendations contained in this report are based in part on the data obtained from a limited number of soil samples and groundwater measurements obtained from widely-spaced borings. The sampling methods used indicate subsurface conditions only at the specific boring locations where samples were obtained, only at the time they were obtained, and only to the depths penetrated. Borings cannot be relied upon to accurately reflect the variations that usually exist between boring locations and these variations may not become evident until construction. Conditions at the boring locations can change over time.

Groundwater levels fluctuate seasonally, and soil conditions can be altered by earthmoving operations.

Soil Stratification. The depths and thicknesses of the subsurface strata indicated on the boring logs were interpolated between samples obtained at different depths in the borings. The actual transition between soil layers may be different than indicated. These stratification lines were used for our analytical purposes. Earthwork quantity estimates based on the results of the borings will vary from the actual quantities measured during construction.

GEC Project No. 5471G 13 Final Report of Roadway Soil Survey

Groundwater Measurements. Groundwater levels can vary seasonally and with changes in subsurface conditions between boring locations. Alterations in surface and/or subsurface drainage brought about by site development can also affect groundwater levels. Therefore, groundwater depths measured at different times or at different locations on the site can be expected to vary from those measured by GEC during this investigation.

Groundwater Predictions. For purposes of this report, estimated seasonal high groundwater levels are defined as groundwater levels that are anticipated at the end of the wet season during a “normal rainfall” year under pre-development site conditions. We define a “normal rainfall” year as a year in which rainfall quantity and distribution were at or near historical averages.

Construction Variations. If variations from the subsurface conditions described in this report do become evident during construction, GEC should be retained to reevaluate this report's conclusions and recommendations, and modify the recommendations included in this report, if needed, in light of such changes.

Plans/Specifications Review. GEC should be provided with the construction plans and specifications prior to bidding so that we can verify that the recommendations presented in this report were correctly interpreted and incorporated into the plans and specifications. The recommendations in this report were not written in specification language and are not intended to be used verbatim as a part of the plans and specifications. This report should not be wholly incorporated into the project contract documents.

Design Changes. The conclusions or recommendations of this report should be disregarded if the nature, design, or location of the facilities is changed. If such changes are contemplated, GEC should be retained to review the new plans to assess the applicability of this report in light of the proposed changes.

Contamination Exclusion. The sole purpose of the borings performed by GEC at this site was to obtain indications of subsurface conditions as part of a geotechnical exploration program. GEC has not evaluated the site for the potential presence of contaminated soil or groundwater, nor have we subjected any soil samples to analysis for contaminants.

Report Reliance. GEC has prepared this report for the exclusive use of our clients, Newkirk

Engineering Inc. and Volusia County, for specific application to this project. GEC is not responsible for any third party’s interpretation or use of this report’s subsurface data, engineering analysis or recommendations without our written authorization.

GEC Project No. 5471G 14 Final Report of Roadway Soil Survey

Standard of Care. GEC has performed the services described in this report in a manner consistent with that level of care and skill ordinarily exercised by members of our profession currently practicing in Central Florida. No other representation is made or implied in this document.

APPENDIX

FIGURES

30 22

51 19

T:\J5471G Beresford Ave Extension Phase 2B_ Newkrik\7 CADD Files\ArcGIS\5471G QUAD.mxd 8/7/2026

U

USGS Daytona Beach SW, FL Quadrangle Map Dated: 1962 USGS DeLand, FL Quadrangle Map Dated: 1964

NRCS Soil Survey of Volusia County, FL Volusia County Map Unit Legend 4 - Astatula fine sand, 0 to 8 percent slopes 13 - Cassia fine sand, 0 to 2 percent slopes 19 - Deland fine sand, 0 to 5 percent slopes 42 - Paola fine sand, 0 to 8 percent slopes 60 - Smyrna-Smyrna, wet, fine sand, 0 to 2 percent slopes 63 - Tavares fine sand, 0 to 5 percent slopes

USGS QUADRANGLE AND

NRCS SOIL SURVEY

MAPS

FIGURE

NO.

0 2,0001,000

Feet

0 1,000500

Feet

Project Begin Sta. 231+08

CHRISTOPHER P. MEYER, P.E. LICENSE NUMBER 49328

P-5852 BERESFORD AVE

EXT PHASE 2B

VOLUSIA COUNTY

ROAD NO.

Project End Sta. 266+80

Project Begin Sta.231+08 Project End Sta. 266+80

POND 1

POND 2

POND 3

POND 1

POND 2

POND 3

PB-7

PB-6

PB-5

AB-9

AB-8

AB-7

PB-4AB-6

AB-5PB-3

AB-4

AB-3

PB-2AB-2AB-1

PB-1

AB-12

AB-11

AB-10

T:\J5471G Beresford Ave Extension Phase 2B_ Newkrik\7 CADD Files\ArcGIS\5471G PLAN.mxd 8/20/2026

FIGURE

NO.

U 0 250125

Feet

APPROXIMATE AUGER BORING LOCATION

APPROXIMATE SPT BORING LOCATION

Beresford AvenueBeresford Avenue

CHRISTOPHER P. MEYER, P.E. LICENSE NUMBER 49328

BORING LOCATION PLAN

P-5852 BERESFORD AVE EXT PHASE 2B

VOLUSIA COUNTY

ROAD NO.

SR 44

POND 1

POND 2

POND 3

Ba lsa m Fis

R oa d North Summit Avenue

SWALE 1 SWALE 3 SWALE 4 SWALE 5

NOTES

6. THE SYMBOL "-" REPRESENTS AN UNMEASURED PARAMETER.

CONTENT

ORGANIC

CONTENT

MOISTURE

PERCENT PASS (%)

SIEVE ANALYSIS RESULTS

NO.

STRATUM

ORGANIC

MESH

MESH

MESH

MESH

MESH

TESTS

NO. OF

LIMIT

LIQUID

ohm-cm

RESISTIVITY

ppm

CHLORIDE

ppm

SULFATES

1 2 2 0 - -

LIMITS (%)

ATTERBERG

TESTS

NO. OF

TESTS

NO. OF

INDEX

PLASTIC

GROUP

AASHTO

CONTENT

MOISTURE

TESTS

NO. OF

DESCRIPTION TESTS

NO. OF

CORROSION TEST RESULTS

MATERIALS AND RESEARCH

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA

A-3

GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS, INC.

COUNTY:

CROSS SECTION SOIL SURVEY FOR THE DESIGN OF ROADWAY

CENTERLINE OF CONSTRUCTION BERESFORD AVE BEGINS STATION: END STATION:

STATION REFERENCE:

pH

2 0 0 0 - --

3 0 0 0 0

- A-2-4

VOLUSIA

0 0 - - - -

ROAD:

CLConst_SummitAVE

5. SOIL ANALYSIS INCLUDES DATA FROM THE ROADWAY AND DRAINAGE BORINGS.

1. STRATA BOUNDARIES ARE APPROXIMATE AND REPRESENT SOIL STRATA AT EACH TEST HOLE LOCATION ONLY. ANY STRATUM CONNECTING LINES THAT ARE SHOWN

AS INDICATED IN SECTION 2-4. FOR FURTHER DETAILS SEE SECTION 120.3.

T:\J5471G Beresford Ave Extension Phase 2B_ Newkrik\7 CADD Files\rdssgeo01.dgn

DATE OF SURVEY:

SURVEY MADE BY:

SUBMITTED BY:

DISTRICT:

94-100 62-89 2-9

<15 5.7-6.5

THE BORING TERMINATION DEPTH.

GROUNDWATER LEVELS ARE NOT ESTIMATED AT BORING LOCATIONS WHERE THE SEASONAL HIGH GROUNDWATER LEVEL IS ESTIMATED TO BE DEEPER THAN

2. WATER TABLE SHOWN AS WHERE ENCOUNTERED AT TIME OF SURVEY. ESTIMATED SEASONAL HIGH WATER LEVEL SHOWN AS . SEASONAL HIGH

SHOWN IN THE PLANS. USE MATERIAL IN EMBANKMENT CONSTRUCTION IN ACCORDANCE WITH STANDARD PLANS, INDEX 120-001.

3. REMOVE MUCK, PLASTIC AND HIGH PLASTIC MATERIAL IN ACCORDANCE WITH STANDARD PLANS, INDEX 120-002 UNLESS OTHERWISE

CHRISTOPHER P. MEYER, P.E.

BERESFORD AVENUE

PROJECT NAME: BERESFORD AVENUE EXTENSION PHASE 2B

231+08 266+80

FEBRUARY 2024

4 0 1 1 129 11 61 100

2.0-3.0

18-28

8-25

A-2-4

A-2-6

46,000-75,000 <6-39

5,200 <15 6.6GRAY CLAYEY FINE SAND

LIGHT BROWN TO BROWN SILTY FINE SAND (-200>15%)

SAND (-200<15%)

LIGHT BROWN TO BROWN FINE SAND WITH SILT TO SILTY FINE

HARDPAN, ROOTS, AND TRACE TO SOME LIMEROCK.

TO FINE SAND WITH SILT, OCCASIONAL TRACE ORGANIC MATERIAL,

LIGHT BROWN TO DARK BROWN TO GRAY TO ORANGE FINE SAND

7. TREAT STRATA 1, 2 AND 3 AS SELECT (S) MATERIAL, IN ACCORDANCE WITH STANDARD PLANS, INDEX 120-001.

9. STRATA 2 AND 3 MAY RETAIN EXCESS MOISTURE AND MAY BE DIFFICULT TO DRY AND COMPACT.

8. TREAT STRATUM 4 AS PLASTIC (P) MATERIAL IN ACCORDANCE WITH THE FDOT STANDARD PLANS INDEX 120-001.

SPECIALIZED EQUIPMENT AND/OR PROCEDURES AS NECESSARY TO FACILITATE DEWATERING, EXCAVATION AND/OR PENETRATION.

DIFFICULT TO EXCAVATE AND PENETRATE. EXPECT TO ENCOUNTER THESE VERY HARD MATERIALS IN ALL EXCAVATIONS AND USE

4. VERY HARD MATERIAL SUCH AS HARDPAN, MAY BE ENCOUNTERED IN VARIOUS AREAS OF THE PROJECT. SUCH MATERIALS WILL BE

ARE FOR ESTIMATING EARTHWORK ONLY AND DO NOT INDICATE ACTUAL STRATUM LIMITS. ANTICIPATE SUBSURFACE VARIATIONS BETWEEN BORINGS SHOULD BE ANTICIPATED

CLConst_BeresfordAVE

CENTERLINE OF CONSTRUCTION SUMMIT AVE BEGINS STATION: END STATION:5+00 19+29

ROADWAY SOIL SURVEY

T H

E O

F F

IC

IA

L R

E C

O R

D O

F T

H

IS

S H

E E

T I S

T H

E E

L E

C T

R O

N

IC

F

IL

E D

IG

IT

A L L Y

S

IG

N E

D A

N D

S E

A L E

D U

N D

E R

R U

L E

G

-2

.0

F

.A .C

DESCRIPTIONDATE DESCRIPTION DATE

REVISIONS

NO.

SHEET

ROAD NO.

P-5852 BERESFORD AVE EXT PHASE 2B

VOLUSIA COUNTY

mmiller 8/4/2026 11:18:31 AM T:\J5471G Beresford Ave Extension Phase 2B_ Newkrik\7 CADD Files\rdssgeo01.dgn

Consultants, Inc.

Environmental Geotechnical and

919 Lake Baldwin Lane, Suite 100, Orlando, FL 32814

CHRISTOPHER P. MEYER, P.E. LICENSE NUMBER: 49328

cyoung Text Box

FIGURE 3

DATE DRILLED

GSE

OFFSET

STATION

BORING NO.

+75

+70

+65

E L

E V

A T

IO

N

F

T N

A V

D

+75

+70

+65

E L

E V

A T

IO

N (F

T . N

A V

D

BT AT 6'

+68.5

+70.6 1

BT AT 6'

+69.6

+72.0

BT AT 6'

+68.4

+70.4

GNE

BT AT 6'

2-10-24

+71.1

38' LEFT

236+37

AB-1

2-10-24

+73.0

8' LEFT

238+95

AB-2

2-10-24

+71.4

3' RIGHT

244+02

AB-3

2-10-24

+73.2

44' LEFT

246+56

AB-4

2-10-24

+75.2

39' LEFT

251+62

AB-5

2-10-24

+76.0

3' LEFT

254+14

AB-6

2-10-24

+74.2

41' RIGHT

259+09

AB-7

2-10-24

+73.7

18' RIGHT

261+24

AB-8

2-10-24

+73.1

11' RIGHT

263+64

AB-9

1 1

1 1

2-10-24

+74.9

13' LEFT

17+00

AB-10

2-10-24

+74.6

23' RIGHT

14+80

AB-11

2-10-24

+75.4

24' LEFT

12+33

AB-12

GENERAL NOTES

NO.

STRATUM

CLASSIFICATION

AASHTO

A-3

A-2-4

A-2-4

A-2-6 GRAY CLAYEY FINE SAND

15%)>LIGHT BROWN TO BROWN SILTY FINE SAND (-200

LIGHT BROWN TO BROWN FINE SAND WITH SILT TO SILTY FINE SAND (-200<15%)

SOME LIMEROCK

SILT, OCCASIONAL TRACE ORGANIC MATERIAL, HARDPAN, ROOTS, AND TRACE TO

LIGHT BROWN TO DARK BROWN TO GRAY TO ORANGE FINE SAND TO FINE SAND WITH

PROVIDED BY GEODATA.

GROUND SURFACE ELEVATIONS WERE NOT SURVEYED BUT ESTIMATED FROM PROJECT TOPOGRAPHIC DATA

BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING A SUB- METER ACCURACY TRIMBLE GPS UNIT (TDC 600).

TESTING SHOWN.

CLASSIFICATIONS SHOWN ON THE BORINGS ARE BASED ON VISUAL EXAMINATION AND THE LABORATORY

LOCATIONS. ACTUAL CONDITIONS BETWEEN THE BORINGS MAY VARY FROM THOSE SHOWN. AASHTO SOIL

SUBSURFACE CONDITIONS SHOWN ON THE BORINGS REPRESENT THE CONDITIONS ENCOUNTERED AT THE BORING

+60 +60

68.2

T:\J5471G Beresford Ave Extension Phase 2B_ Newkrik\7 CADD Files\5471G b1boring01.dgn

ROADWAY BORING RESULTS

T H

E O

F F

IC

IA

L R

E C

O R

D O

F T

H

IS

S H

E E

T I S

T H

E E

L E

C T

R O

N

IC

F

IL

E D

IG

IT

A L L Y

S

IG

N E

D A

N D

S E

A L E

D U

N D

E R

R U

L E

G

-2

.0

F

.A .C

DESCRIPTIONDATE DESCRIPTION DATE

REVISIONS

NO.

SHEET

ROAD NO.

P-5852 BERESFORD AVE EXT PHASE 2B

VOLUSIA COUNTY

mmiller 8/20/2026 2:25:50 PM

Consultants, Inc.

Environmental Geotechnical and

919 Lake Baldwin Lane, Suite 100, Orlando, FL 32814

CHRISTOPHER P. MEYER, P.E. LICENSE NUMBER: 49328

GNE

BT AT 6' GNE

BT AT 6'

GNE

BT AT 6'

GNE

BT AT 6'

GNE

BT AT 6'

GNE

BT AT 6'

GNE

BT AT 6' GNE

BT AT 6'

SOIL DESCRIPTIONLEGEND

BT BORING TERMINATED AT DEPTH INDICATED

GSE GROUND SURFACE ELEVATION (FT. NAVD88)

ELEVATION (FT. NAVD88)

ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL

24 HRS. AFTER DATE DRILLED

ENCOUNTERED GROUNDWATER ELEVATION (FT. NAVD88)

+70.6

+68.5

GNE GROUNDWATER NOT ENCOUNTERED

STRATUM NUMBER1

cyoung

FIGURE 4

LEGEND GENERAL NOTES

SPLIT SPOON SAMPLER:

INSIDE DIAMETER: 1.375 IN.

OUTSIDE DIAMETER: 2.0 IN.

AVERAGE HAMMER DROP: 30 IN.

HAMMER WEIGHT: 140 LBS.

BT BORING TERMINATED AT DEPTH INDICATED

N STANDARD PENETRATION RESISTANCE, BLOWS PER FOOT

GSE GROUND SURFACE ELEVATION (FT. NAVD88)

+75 +75

+70

+65

+60

+55

E L

E V

A T

IO

N

F

T N

A V

D

+70

+65

+60

+55

E L

E V

A T

IO

N (F

T . N

A V

D

+50+50

DATE DRILLED

GSE

OFFSET

STATION

BORING ID

BT AT 25'

+69.2

+71.3

N

BT AT 25'

+65.8

+68.2

2-19-24

+74.2

4' LEFT

249+07

PB-3

N

BT AT 25'

+65.9

+68.6

2-19-24

+75.6

44' LEFT

256+64

PB-4

N

BT AT 25'

+63.3

+65.3

2-19-24

+71.3

123' RIGHT

262+07

PB-5

N

BT AT 25'

+64.6

+67.2

2-19-24

+73.7

128' RIGHT

15+74

PB-6

N

BT AT 25'

+64.5

+67.2

2-19-24

+74.7

77' RIGHT

13+90

PB-7

N

2-19-24

+74.8

5' RIGHT

233+88

PB-1

SWALES POND 1

ELEVATIONS WERE NOT SURVEYED BUT ESTIMATED FROM PROJECT TOPOGRAPHIC DATA PROVIDED BY GEODATA.

BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING A SUB- METER ACCURACY TRIMBLE GPS UNIT (TDC 600). GROUND SURFACE

ARE SHOWN ON THE BORINGS AT THE TEST DEPTHS IN BLOWS PER FOOT UNLESS OTHERWISE NOTED.

STANDARD PENETRATION TEST BORINGS WERE PERFORMED IN ACCORDANCE WITH ASTM D-1586. STANDARD PENETRATION RESISTANCES

BASED ON VISUAL EXAMINATION AND THE LABORATORY TESTING SHOWN.

CONDITIONS BETWEEN THE BORINGS MAY VARY FROM THOSE SHOWN. AASHTO SOIL CLASSIFICATIONS SHOWN ON THE BORINGS ARE

SUBSURFACE CONDITIONS SHOWN ON THE BORINGS REPRESENT THE CONDITIONS ENCOUNTERED AT THE BORING LOCATIONS. ACTUAL

+45 +45

H K = 2.3

H K = 3.0

H K = 6.9

H K = 2.2

H K = 4.6

H K = 4.5

K =H HORIZONTAL PERMEABILITY RATE (FT./DAY)

T:\J5471G Beresford Ave Extension Phase 2B_ Newkrik\7 CADD Files\5471G b1boring01.dgn

BORING RESULTS

POND AND SWALE

T H

E O

F F

IC

IA

L R

E C

O R

D O

F T

H

IS

S H

E E

T I S

T H

E E

L E

C T

R O

N

IC

F

IL

E D

IG

IT

A L L Y

S

IG

N E

D A

N D

S E

A L E

D U

N D

E R

R U

L E

G

-2

.0

F

.A .C

DESCRIPTIONDATE DESCRIPTION DATE

REVISIONS

NO.

SHEET

ROAD NO.

P-5852 BERESFORD AVE EXT PHASE 2B

VOLUSIA COUNTY

mmiller 8/20/2026 2:25:59 PM

Consultants, Inc.

Environmental Geotechnical and

919 Lake Baldwin Lane, Suite 100, Orlando, FL 32814

CHRISTOPHER P. MEYER, P.E. LICENSE NUMBER: 49328

NO.

STRATUM

CLASSIFICATION

AASHTO

A-3

A-2-4

SOIL DESCRIPTION

A-2-4

A-2-6 GRAY CLAYEY FINE SAND

15%)>LIGHT BROWN TO BROWN SILTY FINE SAND (-200

LIGHT BROWN TO BROWN FINE SAND WITH SILT TO SILTY FINE SAND (-200<15%)

SOME LIMEROCK

SILT, OCCASIONAL TRACE ORGANIC MATERIAL, HARDPAN, ROOTS, AND TRACE TO

LIGHT BROWN TO DARK BROWN TO GRAY TO ORANGE FINE SAND TO FINE SAND WITH

OVER 40

24-40 8-24 3-8 0-3

GRANULAR SOILS: SANDS

VERY DENSE

DENSE

MEDIUM DENSE

LOOSE

VERY LOOSE

HARD

VERY STIFF

STIFF

FIRM

SOFT

VERY SOFT

DENSITY

RELATIVE

CONSISTENCY

OVER 24

12-24 6-12 3-6 1-3 0-1

(BLOWS/FT)

N VALUE

(BLOWS/FT)

N VALUE

AUTOMATIC HAMMER

SILTS, CLAYS, MUCK

NON-GRANULAR SOILS:

ELEVATION (FT. NAVD88)

ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL

24 HRS. AFTER DATE DRILLED

ENCOUNTERED GROUNDWATER ELEVATION (FT. NAVD88)

+71.3

+69.2

POND 2 POND 3

BT AT 25'

+66.6

+68.8

2-19-24 +71.8

36' LEFT

241+48

PB-2

N

HK = 3.1

cyoung

FIGURE 5

Table 5

Laboratory Test Results

BERESFORD AVENUE EXTENSION PHASE 2B

Newkirk Project No. P-5852

GEC Project No. 5471G

1 PB-7 13+90 77 RT 8 - 10 100 100 89 13 2 --- --- --- --- A-3

1 AB-11 14+80 23 RT 0 - 5 100 95 66 11 4 --- --- --- --- A-3

1 PB-6 15+74 128 RT 4 - 6 100 95 73 12 3 --- --- --- --- A-3

1 PB-1 233+88 5 RT 4 - 6 100 98 81 25 5 --- --- --- --- A-3

1 PB-2 241+48 36 LT 2 - 4 100 98 78 22 9 --- --- --- --- A-3

1 AB-3 244+02 3 RT 0 - 5 100 97 73 18 6 --- --- --- --- A-3

1 PB-3 249+07 4 LT 6 - 8 100 96 70 18 9 --- --- --- --- A-3

1 AB-5 251+62 39 LT 0 - 5 100 97 71 16 5 --- --- --- --- A-3

1 PB-4 256+64 44 LT 4 - 6 100 94 65 12 3 --- --- --- --- A-3

1 PB-4 256+64 44 LT 8 - 10 100 94 62 8 4 18 --- --- 2.0 A-3

1 AB-8 261+24 18 RT 0 - 5 100 95 65 11 3 --- --- --- --- A-3

1 PB-5 262+07 123 RT 6 - 8 100 98 83 16 7 --- --- --- -- A-3

1 PB-5 262+07 123 RT 8 - 10 100 99 83 15 5 28 --- --- 3.0 A-3

3 PB-2 241+48 36 LT 6 - 8 100 98 83 31 21 --- --- --- --- A-2-4

4 AB-1 236+37 38 LT 4.5 - 6 100 99 85 37 27 17 29 11 --- A-2-6

1 Trace Oragnic

Stratum

No.

Boring

No.

Sample

Depth

(ft)

Moisture

Content

#10

Sieve

#40

Sieve

#60

Sieve

#100

Sieve

#200

Sieve

Percent Passing by Weight

Station Offset

(feet) Liquid

Limit

Plasticity

Index

Organic

Content

AASHTO

Class.

Atterberg Limits

Table 6 Corrosion Series Test Results

BERESFORD AVENUE EXTENSION PHASE 2B

Newkirk Project No. P-5852

GEC Project No. 5471G

Concrete Steel 1 A-3 AB-11 14+80 23 RT 0 - 5 Soil 6.1 63,000 < 15 < 6 Slightly Aggressive Moderately Aggressive 1 A-3 AB-3 244+02 3 RT 0 - 5 Soil 6.2 48,000 < 15 < 6 Slightly Aggressive Moderately Aggressive 1 A-3 AB-5 251+62 39 LT 0 - 5 Soil 6.5 75,000 < 15 < 6 Slightly Aggressive Moderately Aggressive 1 A-3 AB-8 261+24 18 RT 0 - 5 Soil 5.7 46,000 < 15 39 Moderately Aggressive Extremely Aggressive 4 A-2-6 AB-1 236+37 38 LT 4.5 - 6 Soil 6.6 5,200 < 15 6 Slightly Aggressive Moderately Aggressive

*Environmental classification for concrete and steel in accordance with FDOT Structures Design Guidelines Table 1.3.2-1.

Stratum No. pH

Resistivity (Ohm-cm)

Chloride (ppm)

*Substructural Environmental Classification Boring No. Offset

AASHTO

Class. Station Depth

Soil / Water

Sulfate (ppm)

Table 7

Pond and Swale Groundwater and Permeability Results

Beresford Avenue Extension Phase 2B

Newkirk Project No. P-5852

GEC Project No. 5471G

Test

Depth

(ft)

Lab Measured

Horizontal

Permeability

(ft/day)

Soil

Type

Field Measured

Horizontal

Permeability

(ft/day)

PB-1 2/20/2024 5.6 3.5 +74.8 +69.2 +71.3 --- --- 4 - 6 --- A-3 2.3

PB-2 2/20/2024 5.2 3.0 +71.8 +66.6 +68.8 --- --- 2 - 4 3.1 A-3 N/A

PB-3 2/20/2024 8.4 6.0 +74.2 +65.8 +68.2 --- --- 6 - 8 3.0 A-3 N/A

PB-4 2/20/2024 9.7 7.0 +75.6 +65.9 +68.6 --- --- 4 - 6 --- A-3 6.9

Pond 1 (Dry) PB-5 2/20/2024 8.0 6.0 +71.3 +63.3 +65.3 --- --- 6 - 8 --- A-3 2.2

Pond 2 (Wet) PB-6 2/20/2024 9.1 6.5 +73.7 +64.6 +67.2 +63.2 +65.2 4 - 6 4.6 A-3 N/A

Pond 3 (Dry) PB-7 2/20/2024 10.2 7.5 +74.7 +64.5 +67.2 --- --- 8 - 10 4.5 A-3 N/A

Notes

* Borings locations were surveyed by GeoData Inc., for ground surface elevations.

Swales (Dry)

Encountered

Groundwater

Date

Drainage

Feature

Permeability Test Results

*Estimated

Normal

Groundwater

Elevation

(ft NAVD88)

Encountered

Groundwater

Depth

(ft)

Estimated

Seasonal High

Groundwater

Depth

(ft)

*Ground

Surface

Elevation

(ft NAVD88)

Encountered

Groundwater

Elevation

(ft NAVD88)

*Estimated

Seasonal High

Groundwater

Elevation

(ft NAVD88)

*Estimated

Seasonal Low

Groundwater

Elevation

(ft NAVD88)

Boring

Table 8

Unconfined Aquifer Parameters

Beresford Avenue Extension Phase 2B

Newkirk Project No. P-5852

GEC Project No. 5471G

1Unsaturated

Vertical

Infiltration Rate

(ft/day)

Fillable Soil

Porosity

(ft/ft)

PB-1 233+88 5 RT +71.3 +74.8 +50.0 2.3 1.5 0.25

PB-2 241+48 36 LT +68.8 +71.8 +50.0 3.1 2.0 0.25

PB-3 249+07 4 LT +68.2 +74.2 +50.0 3.0 2.0 0.25

PB-4 256+64 44 LT +68.6 +75.6 +50.0 6.9 4.6 0.25

PB-5 262+07 123 RT +65.3 +71.3 +59.3 2.2 1.5 0.25

PB-7 13+90 77 RT +67.2 +74.7 +62.7 4.5 3.0 0.25

1. Rates do not include a factor of safety.

2. Values presented are based on the results of our field and laboratory testing and on correlations between fines content and soil permeability.

Swale

Boring ID Station

Offset

(feet)

Estimated

Seasonal High

Water Table

Elevation

(ft. NAVD88)

Existing Ground

Surface Elevation

(ft. NAVD88)

Unconfined Aquifer

Bottom Elevation

(ft. NAVD88)

1,2Horizontal

Saturated

Permeability

(ft/day)

FDOT 90 PERCENT AND MEAN METHOD

DESIGN LBR CALCULATIONS

FDOT 90 Percent and Mean Method Design LBR Calculations

Volusia County, Florida

Newkirk Project No. P-5852

GEC…