Tomoka_Farms_Rd_&_ISB_Vousia_Improvements_Geo_Report_ECS_56-1887_SS.pdf

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ECS Florida, LLC Geotechnical Engineering Report West International Speedway Boulevard & Tomoka Farms Road Intersection

West International Speedway and Tomoka Farms Road Daytona Beach/Volusia County, Florida

ECS Project Number 56:1887

November 15, 2024

November 15, 2024

Mr. Will R. Lyon, P.E.

Vice President Prosser, Inc.

13901 Sutton Park Drive, Suite 200 Jacksonville, FL 32224

ECS Project No. 56:1887 Reference: Geotechnical Engineering Report

West International Speedway Boulevard & Tomoka Farms Road Intersection West International Speedway Boulevard and Tomoka Farms Road Daytona Beach/Volusia County, Florida

Dear Mr. Lyon:

ECS Florida, LLC. (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed-to scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and laboratory testing conducted, and our roadway support and earthwork construction recommendations.

It has been our pleasure to be of service to Prosser, Inc. during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, Giovanni Mafiol, E.I. David Spangler, P.E.

Geotechnical Project Manager Chief Geotechnical Engineer gmafiol@esclimited.com Registered, Florida No. 58770 dspangler@ecslimited.com mailto:gmafiol@esclimited.com mailto:dspangler@ecslimited.com DSpangler PE Stamp1

West International Speedway Boulevard & Tomoka Farms Road Intersection November 15, 2024 ECS Project No. 56:1887 Page i

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Location/Current Site Use

2.2 Proposed Construction

3.0 FIELD EXPLORATION AND LABORATORY TESTING

3.1 Subsurface Characterization

3.2 Groundwater Observations

3.2.1 Encountered Groundwater

3.2.2 Estimated Seasonal High Groundwater

3.3 Laboratory Testing

3.3.1 Visual Classification and Index Testing

4.0 DESIGN RECOMMENDATIONS

4.1 General

4.2 Soil Parameters for Mast Arm Foundation Design

4.3 Pavements

4.4 CORROSION POTENTIAL

5.0 CONSTRUCTION AND QUALITY CONTROL RECOMMENDATIONS

5.1 Roadway Construction Considerations

5.2 Mast Arm Foundations

5.2.1 Construction Recommendations for Mast Arm Foundations

5.2.2 Quality Control Recommendations for Mast Arm Foundations

6.0 CLOSING

ECS Project No. 56:1887 Page ii

Appendix A – Diagrams

• Figure 1 – Site Location Diagram

• Figure 1a – Site Concept Plans

• Figure 2 – Roadway Soil Survey Sheet

• Figure 3 – Roadway Soil Profiles

• Figure 4 to 5 – Report of SPT Borings for Mast Arm Poles, Storm Sewer and Light Poles

Appendix B – Field Operations

• Reference Notes for Boring Logs

• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)

• Subsurface Exploration Procedure: Soil Exploration and Sampling by Auger Borings

• Geotechnical SPT Boring Logs

• Geotechnical Auger Boring Logs

Appendix C – Laboratory Test Results

• Table 1 – Summary of Laboratory Index Tests – Mast Arm Structures

• Table 2 – Summary of Laboratory Index Tests – W Speedway Blvd and Tomoka Farms Rd

• Table 3 to 6 – Limerock Bearing Capacity (LBR) Summary

• Table 7 – Corrosion Testing Results

ECS Project No. 56:1887 Page 1

1.0 INTRODUCTION

The purpose of this study was to provide geotechnical information for the design and construction of proposed mast arm signal poles at the intersection of West International Speedway Boulevard, Tomoka Farms Road, and Bellevue Avenue Extended and recommendations for roadway pavement widening, at the intersection of West International Speedway Boulevard and Tomoka Farms Road in Daytona Beach/Volusia County, Florida.

Our services were provided in general accordance with the scope of services outlined in our Proposal No. 56-1982, dated May 20, 2024, and the ECS Florida, LLC Terms and Conditions of Service.

This report contains the procedures and results of our subsurface exploration and laboratory testing programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project.

This Geotechnical Engineering Report includes the following items:

• A brief discussion of our understanding of the planned construction and imposed loading conditions.

• A presentation of the field and laboratory test procedures used, and the data obtained.

• A presentation of the existing on-site conditions, such as topography, surface vegetation, etc. as they relate to the planned construction.

• A presentation of the encountered subsurface conditions, including asphalt concrete pavement and base thicknesses, subgrade and subsurface profiles and measured groundwater levels, and the estimated normal seasonal high groundwater levels, and estimated geotechnical engineering properties (as necessary).

• A geotechnical engineering evaluation of the site and subsurface conditions with respect to the planned construction.

• Geotechnical recommendations for pavement design, consisting of soil design parameters (LBR) and recommendations for construction of the City (Tomoka Farms Road) and State (West International Speedway) in accordance with FDOT requirements.

• Environmental Classification based on soil corrosivity suite testing and FDOT designations.

• Recommendations for stormwater system utility pipeline installations.

• Recommended design parameters for the mast arm signal pole foundations, presented in a tabulated report of the SPT Borings, in accordance with FDOT standards.

• Recommendations for the required site preparation and earthwork construction.

ECS Project No. 56:1887 Page 2

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION/CURRENT SITE USE

The project consists of intersection improvements at West International Speedway Boulevard, Tomoka Farms Road, and Bellevue Avenue Extended in Daytona Beach/Volusia County, Florida.

Pavement improvements will occur on West International Speedway Boulevard and Tomoka Farms Road beyond the intersection, primarily to the west on International Speedway Boulevard and to the south on Tomoka Farms Road. Both International Speedway Boulevard and Tomoka Farms Road are asphalt concrete paved roadways understood to be State and City of Daytona Beach and Volusia County roadways. At the time of this report the intersection was not signalized. The general site location is provided below, and on Figure 1 in Appendix A.

Site Location

2.2 PROPOSED CONSTRUCTION

Based on information provided by Prosser, we understand that the project consists of four (4) new mast arm signal poles at the intersection of Tomoka Farms Road and Bellevue Avenue Extended in Daytona Beach, Florida. In addition, borings have been requested by Prosser near the intersection and along both West International Speedway Boulevard and Tomoka Farms Road to assess subsurface conditions due to approximately 700 LF of pavement widening on West International Speedway Boulevard and 1,560 LF of pavement widening on Tomoka Farms Road on either side of the roadway. We understand that International Speedway Boulevard falls under FDOT jurisdiction and Tomoka Farms Boulevard falls under Volusia County jurisdiction; however, the project geotechnical methodology and reporting was requested to be in accordance with FDOT requirements.

ECS Project No. 56:1887 Page 3

3.0 FIELD EXPLORATION AND LABORATORY TESTING

Our scope of exploration work for the proposed intersection improvements included drilling four

(4) Standard Penetration Test (SPT) borings to a depth of approximately 35 feet below the existing site grades for the mast arm structures, two (2) SPT borings on International Speedway to a depth of approximately 20 feet below the existing site grades for proposed storm sewer system improvements and light poles, two (2) SPT borings on Tomoka Farms Road to a depth of approximately 20 feet below the existing site grades for proposed storm sewer system improvements and light poles, and twenty-three (23) auger borings on both International Speedway Boulevard and Tomoka Farms Road to a depth of approximately 6 feet below the existing site grade for pavement widening. Our borings were located with a handheld GPS unit and their approximate locations are shown on the Field Exploration Diagram (Figure 2) in Appendix A. Our exploration procedures are explained in greater detail in Appendix B including the inserts titled Reference Notes for Boring Logs, Subsurface Exploration Procedure: Standard Penetration Testing (SPT) and Subsurface Exploration Procedure: Soil Exploration and Sampling by Auger Borings.

Samples were collected during drilling for visual classification and laboratory testing; the classification and laboratory testing methods performed are discussed in Section 3.4 of this report.

Results of visual soil classification and laboratory testing are included in the subsurface characterization descriptions in the following section.

3.1 SUBSURFACE CHARACTERIZATION

The following tables provide generalized characterizations of the soil strata. Please refer to the boring logs in Appendix B for detailed information on the subsurface conditions encountered.

Mast Arm SPT(1) Borings B1 to B4

Typical Depth (ft)

Stratum Description

(USCS(2) Classification) From To

Existing Ground Surface 4 I Fine Sand (SP) and Fine Sand with Silt (SP-SM)

4 12 II Loose to Medium Dense Fine Sand and Fine Sand with Silt

(SP-SM)

12 27 III Very Loose (WOH(3)) Fine Sand, Fine Sand with Clay, and Clayey Fine Sand (SC)

27 35 IV Medium Dense to Dense Fine Sand (SP), Fine Sand with Clay (SP-SC), and Clayey Fine Sand (SC)

Notes: (1) Standard Penetration Test

(2) Unified Soil Classification System (USCS) used for mast arm stratum designations

(3) Sampler penetrates soil under weight of hammer; blow counts could not be measured

ECS Project No. 56:1887 Page 4

Storm Sewer and Light Pole SPT(1) Borings S-01 to S-04

Typical Depth (ft)

Stratum Description

(USCS(2) Classification) From To

Existing Ground Surface

4 I Fine Sand (SP) and Fine Sand with Silt (SP-SM)

4 12 II Very Loose to Medium Fine Sand (SP)

12 22 III Very Loose (WOH(3)) Fine Sand, Find Sand with Clay (SP- SC), and Clayey Fine Sand (SC)

22 30 IV Medium Dense Fine Sand (SP) and Fine Sand with Clay

(SP-SC)

Notes: (1) Standard Penetration Test

(2) Unified Soil Classification System (USCS) used for mast arm stratum designations

(3) Sampler penetrates soil under weight of hammer; blow counts could not be measured

Auger Borings A-01 to A-23

Stratum(1) ASSHTO Soil Classification Description

1 A-3 Fine Sand (SP), Fine Sand With Silt (SP-SM), Fina Sand with Clay (SP-SC) with less than 2.5% Organic Materials

2 A-3 Fine Sand with Silt (SP-SM), with average Organic Materials between 2.5% to 5%

3 A-2-4 Silty Fine Sand (SM)

4 A-2-6 Clayey Fine Sand (SC)

5 A-8 Silty Fine Sand (SM) or Sandy Silt (ML) with average Organic Materials greater than 5%

Notes: (1) As depicted on the Roadway Soil Survey Sheet

3.2 GROUNDWATER OBSERVATIONS

3.2.1 Encountered Groundwater

Groundwater levels were measured during our field exploration and are presented in our boring logs in Appendix B. Groundwater depths measured at the time of drilling were approximately 4 to 6 feet below the ground surface. Variations in the long-term water table may occur as a result of

ECS Project No. 56:1887 Page 5 changes in precipitation, evaporation, surface water runoff, construction activities, and other factors.

3.2.2 Estimated Seasonal High Groundwater

The normal seasonal high groundwater level (SHGWL) is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the normal SHGWL.

Based on our interpretation of the site conditions, including the boring logs and Web Soil Survey, we estimate the normal SHGWL to be approximately 2.0 foot higher than the levels encountered at the time of drilling during August and approximately as encountered during the time of drilling during October, as indicated on the boring logs. It is possible that groundwater levels may exceed the estimated normal SHGWLs as a result of significant or prolonged rains.

3.3 LABORATORY TESTING

3.3.1 Visual Classification and Index Testing

The laboratory testing consisted of selected tests performed on samples obtained during our field exploration operations. Classification and index property tests were performed on representative soil samples. The laboratory testing determined the percent fines and moisture contents of selected soil samples. The results of the laboratory testing are summarized in Tables 1 and 2 for the mast arm structures and roadway improvements, respectively.

The borings were visually classified using the AASHTO Soil Classification system and Unified Soil Classification System in accordance with ASTM D3282. After classification, the samples were grouped in the major zones noted on the Soil Profiles. The group symbols for each soil type are indicated in parentheses along with the soil descriptions. The stratification lines between strata on the logs are approximate; in situ, the transitions may be gradual.

Soil corrosivity with regards to concrete and steel was assessed by laboratory testing for pH (FM5- 550), Soil Resistivity (FM5-551), soluble sulfate (FM5-552) and soluble chlorides (FM5-553). In addition, samples were tested for Limerock Bearing Ratio (LBR). The results of the LBR testing are included in Appendix C Table 3 to 6 attached to this report.

4.0 DESIGN RECOMMENDATIONS

4.1 GENERAL

Our geotechnical engineering evaluation of the site and subsurface conditions at the property, with respect to the planned construction and our recommendations for site preparation and roadway and foundation support, are based on the following:

(1) our site observations,

(2) the field and laboratory test data obtained,

(3) our understanding of the project information and structural conditions as presented in this report, and

(4) our experience with similar soil and loading conditions.

If the stated structural or grading conditions are incorrect or should the location of the structures or pavement areas be changed, please contact us so that we can review our recommendations.

The discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should be reported to ECS for our evaluation. The

ECS Project No. 56:1887 Page 6 recommendations in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction. We recommend that ECS be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented.

4.2 SOIL PARAMETERS FOR MAST ARM FOUNDATION DESIGN

Based on the results of the mast arm borings, B1 to B4, we consider the subsurface conditions adaptable for support of the proposed mast arm signalization structures upon properly designed drilled shaft foundations. The following table presents estimated soil parameters which can be used for design of the mast arm structure foundations. For design purposes, we recommend that the groundwater table be assumed to be at the ground surface, since this condition may occur during the life of the structures. The parameters shown in the following table are based on empirical correlations between the results of the SPT boring (N-values) and various soil properties. In each case, N-values were generally averaged over the zone of interest for each layer pertaining to the respective borings. Included in the table are typical soil unit weight (γ), angle of internal friction (φ) and cohesion (c). In addition, we recommend a value of 0.4 be used for the concrete/soil interface coefficient of friction, and an at-rest lateral earth pressure coefficient (Ko) of 0.5 be used in the foundation design.

Soil Parameters for Mast Arm Foundation Design

Boring Location

Soil Type(1)

Average N-Value(2)

Approx.

Depth (ft)(3) γT, Total Unit

Weight (lb/ft3) γ’, Effective

Unit Weight (lb/ft3) φ, Internal Friction Angle

(Degrees) c, Cohesion

(lb/ft2)

B1 to B4

SM, SP-

SM -- 0-4 100 38 28 0

SP, SP-SM 8 4-12 110 43 29 0

SP-SC, SC W.O.H. 12-27 100 38 34 0

SP, SC 21 27-35 110 48 30 0

Notes: (1) Unified Soil Classification System (USCS)

(2) Standard Penetration Test (SPT) N-value; W.O.H. - N-value could not be measured, SPT split spoon sampler dropped under weight of hammer

(3) Feet below the existing ground surface

4.3 PAVEMENTS

Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of a flexible pavement section when constructed on properly prepared subgrade soils as outlined in Section 5.0 of this report. We expect that proposed pavement for Tomoka Farms Road will be designed and constructed in accordance with Volusia County requirements and the pavement for West International Speedway will be designed and constructed in accordance with FDOT requirements. If requested, we can prepare a project-specific pavement design if specific traffic data is provided.

4.4 CORROSION POTENTIAL

Soil corrosion potential was evaluated based on the results of laboratory soil resistivity, pH, chloride, and sulfate testing, in accordance with the Florida Department of Transportation (FDOT) Structures Design Guidelines, dated January 2024, Table 1.3.2-1 Criteria for Substructure

ECS Project No. 56:1887 Page 7 environmental Classifications. These test results are summarized in Table 3. The results of the soil pH, resistivity, sulfate and chloride testing indicated that moderately aggressive soils with regards to steel and slightly aggressive soils to concrete are present at the site based on the lowest pH value of 6.4. Therefore, it is our opinion that underground metal pipes may require specific corrosion protection measures, cement used should be suitable for slightly corrosive soils, and sufficient concrete cover should be provided to protect reinforcing steel, in accordance with FDOT requirements.

5.0 CONSTRUCTION AND QUALITY CONTROL RECOMMENDATIONS

5.1 ROADWAY CONSTRUCTION CONSIDERATIONS

The results of our exploration indicate that the soil conditions encountered at the roadway boring locations are generally adaptable for construction and support of the proposed roadway widening and pavement sections. Roadway construction should be performed in accordance with the appropriate sections of current edition FDOT Standard Specifications for Road and Bridge Construction. Backfill should conform to Standard Plans Index 120-001 and should be compacted in accordance with Section 120-9 Compaction Requirements of the standard specifications. Fill placement and side slopes for embankment construction, if applicable, are presented in FDOT Standard Plans Index 120-001. The embankment material should be compacted to at least 100 percent of the standard Proctor Maximum Dry Density (AASHTO T-99) value.

The base course should be constructed in accordance with Section 285 of the FDOT Standard Specifications for Road and Bridge Construction.

The asphalt Superpave and friction courses should consist of Florida Department of Transportation (FDOT) Type SP and FC asphaltic concrete. Specific requirements for Type SP and FC asphaltic concrete are outlined in Sections 334 and 337 of the FDOT Standard Specifications for Road and Bridge Construction (FY 2024-25).

5.2 MAST ARM FOUNDATIONS

5.2.1 Construction Recommendations for Mast Arm Foundations

It is recommended that the installation of the drilled shafts be performed under the direct observation of a geotechnical engineer or their designated representative. Due to the soil conditions encountered at the boring locations, it may be necessary to install the drilled shafts using the wet construction method. In addition, due to the prior development in the site area, the presence of utilities and underground obstructions should be anticipated. The drilled shafts should be constructed in accordance with Section 455, Structures Foundations, Part C. Drilled Shafts of the FDOT Standard Specifications for Road and Bridge Construction.

5.2.2 Quality Control Recommendations for Mast Arm Foundations

ECS should be retained to perform the construction material testing and observations required for this project, to verify that our recommendations have been satisfied. We are the most qualified to address problems that may arise during construction, since we are familiar with the intent of our recommendations for engineering design.

Since drilled shafts are "cast-in-place", the quality of the pile foundation is dependent upon the skill, experience, and techniques used by the foundation contractor. Since problems during installation are not as evident and easily observed as with driven piles, we recommend that a geotechnical engineer or experienced engineering technician, acting under the supervision and

ECS Project No. 56:1887 Page 8 direction of the engineer, observe and monitor the drilled shaft installations. Construction phase observations should consist of, but not be limited to, the following:

1. Verify the shafts are installed to the design tip bearing level.

2. Record the volume of concrete required to construct the shafts.

3. Monitor the installation of steel reinforcement to verify that the size, length, configuration, and placement of the steel conforms to the project specifications.

6.0 CLOSING

Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared, in accordance with generally accepted geotechnical engineering principles and practices. ECS is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained in this report.

Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the proposed mast arm structures, roadway, and utility installations. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings.

If any of the project description information discussed in this report is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be required to reflect the proposed construction.

We recommend that ECS be allowed to review the project’s plans and specifications pertaining to our work so that we may ascertain consistency of those plans/specifications with the intent of the geotechnical report.

Field observations, monitoring, and quality assurance testing during earthwork and foundation installation are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise.

ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report.

Appendix A

• Figure 1 – Site Location Diagram and Project Limits

• Figure 1a - Site Concept Plans

• Figure 2 – Roadway Soil Profiles

• Figure 3 – Roadway Soil Survey Sheet

• Figure 4 to 5 – Report of SPT Borings for Mast Arms, Storm Sewer and Light Poles

Figure 1

Daytona Beach, Florida Volusia County W. ISB at Tomoka Farms Road

Site Location Diagram

Project No.: 56-1887Date: 11/05/24

Site LocationSite Location Approximate

JA

S

- 5 6-

Geotechnical Construction Materials Environmental Facilities

T: (904) 880-0960 F: (904) 880-0970 11554 Davis Creek Court, Jacksonville, FL 32256

TM

www.ecslimited.com

DATE DESCRIPTION DATE DESCRIPTION

rich.palmisano 5/31/2023

CREATIVE VISIONARIES. ENGINEERING MINDS

13901 Sutton Park Drive South, Suite 200

Jacksonville, Florida 32224-0229

904. 739.3655 www.prosserinc.com

RAFIQ S. ALQASEM. PE NO. 40853

�I!!!!!!!!!!!-� Volusia County

FLORIDA

INSTALL SLIP LANE FOR EB TRAFFIC FROM US 92 EB TO EB

BELLEVUE (ENTRANCE ONLY).

PERMIT NB, SB, EB AND WB LEFT-TURNS AT BELLEVUE AVE.

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MAY REQUIRE RIGHT-OF-WAY ACQUISTION FROM RV PARK.

CONCEPT PLANS

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397+58 410+86

SURVEY MADE BY:

DATE OF SURVEY:

SUBMITTED BY:

ROAD NO.:

COUNTY:

SOIL SURVEY FOR THE DESIGN OF ROADS

STRATUM

NO.

LIQUID

LIMIT

ORGANIC

CONTENT

ATTERBERG

LIMITS (%)

DESCRIPTION

W. International Speedway Blvd. Survey Begins Sta.: W. International Speedway Blvd. Survey Ends Sta.:

NO. OF

TESTS

NO. OF

TESTS

PLASTICITY

INDEX

AASHTO

GROUP

SOIL

CLASSIFICATION

SIEVE ANALYSIS RESULTS

PERCENTAGE PASSING

NO. OF

TESTS

MOISTURE

CONTENT

MOISTURE

ORGANIC

NO. OF

TESTS

MESH

MESH

MESH

MESH

MESH

ECS Florida, LLC June 2024 - October 2024

1 -3 - - 1.9-9.58.2 - 25.15 -5 A-3- - - Fine SAND (SP), Fine SAND With Silt (SP-SM), Fine SAND With Clay (SP-SC) With Less Than 2.5% Organic Material Contents

NO. OF

LBR TESTS

OPTIMAL

MOISTURE

11.5-13.1

MAX DRY

DENSITY

109.6-114.1

LBR

59-1001.4-2.2

GROUNDWATER LEVEL AT TIME OF DRILLING

EMBANKMENT AND SUBGRADE MATERIAL

STRATA BOUNDARIES ARE APPROXIMATE MAKE FINAL CHECK AFTER GRADING

ESTIMATED NORMAL SEASONAL HIGH GROUNDWATER LEVEL

BORING TERMINATED AT DEPTH BELOW GRADEBT

NOTES:

2.

5. THE SYMBOL "-" AN UNMEASURED PARAMETER.

STRATA NOS. 1 AND 3 ARE SELECT MATERIALS (Select material refers to Index No. 120-001 only). HOWEVER, CERTAIN TYPES OF STRATUM NO. 3 ARE LIKELY TO RETAIN EXCESS MOISTURE AND MAY BE DIFFICULT TO DRY AND COMPACT. THEY SHOULD BE USED IN THE EMBANKMENT ABOVE THE WATER LEVEL EXISTING AT TIME OF CONSTRUCTION. THEY MAY BE USED IN THE SUBGRADE PORTION OF THE ROADBED WHEN APPROVED BY THE DISTRICT MATERIALS ENGINEER. STRATUM NO. 3 MATERIAL PLACED BELOW THE EXISTING WATER LEVEL MUST BE NON PLASTIC AND CONTAIN LESS THAN 15%

PASSING THE NO. 200 U.S. STANDARD SIEVE.

1. STRATA BOUNDARIES ARE APPROXIMATE AND REPRESENT ENCOUNTERED SOIL STRATA AT EACH TEST HOLE LOCATION ONLY. STRATUM CONNECTING LINES ARE SHOWN FOR ESTIMATING EARTHWORK ONLY AND DO NOT INDICATE ACTUAL STRATUM LIMITS. SUBSURFACE VARIATIONS BETWEEN BORINGS SHOULD BE ANTICIPATED AS INDICATED IN SECTION 3.0 OF OUR REPORT. FOR FURTHER DETAILS SEE

FDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION.

- - - -2 -1 - - 5.829.91 -1 A-3- - - Fine SAND With Silt (SP-SM) With Average Organic Material Contents between 2.5% to 5%

- - - -4.3

- - - -3 -- - - 16.721.91 -- A-2-4- - - Silty Fine SAND (SM) - - - --

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SHEET

NO.

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ECS FLORIDA LLC

11554 DAVIS CREEK COURT

JACKSONVILLE, FL 32256

CERTIFICATE OF AUTHORIZATION 26152

DAVID W. SPANGLER P.E. 58770

ROAD NO. COUNTY FINANCIAL ID:

SR 600 VOLUSIA N/A

ROADWAY SOIL SURVEY SHEET

3. STRATA NO. 2 IS A SELECT MATERIAL HAVING AN AVERAGE ORGANIC CONTENT OF MORE THAN TWO AND ONE-HALF (2.5) PERCENT, OR HAVING AN INDIVIDUAL TEST VALUE WHICH EXCEEDS FOUR (4) PERCENT, AND SHALL NOT BE USED IN THE SUBGRADE PORTION OF THE ROADBED. SELECT SOILS HAVING AN AVERAGE ORGANIC CONTENT OF MORE THAN FIVE (5) PERCENT, OR AN INDIVIDUAL TEST RESULT WHICH EXCEEDS SEVEN (7) PERCENT, SHALL NOT BE USED IN THE PORTION OF THE EMBANKMENT INSIDE THE CONTROL LINE, BUT MAY BE USED FOR EMBANKMENT CONSTRUCTION OUTSIDE OF THE CONTROL LINE, UNLESS RESTRICTED BY THE DISTRICT GEOTECHNICAL ENGINEER. THE MATERIALS UTILIZED IN THE EMBANKMENT

CONSTRUCTION SHALL BE ACCORDANCE WITH INDEX NO. 120-0001.

4. THE TERM "ORGANIC MATERIAL" AS USED ON INDEX NO. 120-001 IS DEFINED AS ANY SOIL WHICH AS AN AVERAGE ORGANIC CONTENT GREATER THAN FIVE (5) PERCENT, OR AN INDIVIDUAL ORGANIC CONTENT TEST RESULTS WHICH EXCEEDS SEVEN (7) PERCENT. ORGANIC MATERIAL SHALL BE REMOVED

AS SHOWN ON THIS INDEX AND THE PLANS.

- - - -5 -2 - - 13.9-59.329.8 - 130.62 -2 A-8- - - Silty Fine SAND, or Sandy SILT With Average Organic Material Contents Greater Than 5%

- - - -9.8-34.9

DEPARTMENT OF TRANSPORATION

DAYTONA BEACH / VOLUSIA COUNTY, FLORIDA

441+93 453+05Tomoka Farms Road Survey Begins Sta.: Tomoka Farms Road Survey Ends Sta.:

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AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

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BT @ 6.0'

A3 401+02, 66' Rt.

6/25/2024

BT @ 6.0'

A4 401+01, 104' Rt.

6/25/2024

BT @ 6.0'

A5 402+04, 76' Rt.

6/25/2024

BT @ 6.0'

A6 403+25, 61' Rt.

6/25/2024

BT @ 6.0'

A7 403+25, 95' Rt.

6/25/2024

BT @ 6.0'

A8 404+22, 79' Rt.

6/25/2024

BT @ 6.0'

A9 406+05, 129' Rt.

6/25/2024

BT @ 6.0'

A10 407+10, 170' Rt.

6/25/2024

BT @ 6.0'

A11 408+12, 199' Rt.

6/25/2024

BT @ 6.0'

A12 409+47, 126' Rt.

6/25/2024 BT @ 6.0'

A13 410+86, 94' Rt.

6/25/2024

BT @ 6.0'

A14 453+05, 31' Rt.

6/25/2024

BT @ 6.0'

A15 451+95, 34' Lt.

6/25/2024

BT @ 6.0'

A16 451+05, 30' Rt.

6/25/2024

BT @ 6.0'

A17 450+00, 23' Lt.

6/25/2024

BT @ 6.0'

A18 448+06, 19' Lt.

6/25/2024 BT @ 6.0'

A19 447+12, 31' Rt.

6/25/2024

BT @ 6.0'

A20 446+06, 25' Lt.

6/25/2024

BT @ 6.0'

A21 445+05, 30' Rt.

6/25/2024

BT @ 6.0'

A22 443+05, 31' Rt.

6/25/2024

BT @ 6.0'

A23 441+93, 21' Lt.

Boring No.

Sta., Offset

ECS FLORIDA LLC

11554 DAVIS CREEK COURT

JACKSONVILLE, FL 32256

CERTIFICATE OF AUTHORIZATION 26152

DAVID W. SPANGLER P.E. 58770

DEPARTMENT OF TRANSPORATION

DAYTONA BEACH / VOLUSIA COUNTY, FLORIDA

Note:

Borings A1 & A13 Referenced from W. International Speedway Blvd.

and Borings A14 & A23 Referenced from Tomoka Farms Road

AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

AutoCAD SHX Text

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTIONS

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text C:\Users\jslansky\OneDrive - ECS Corporate Services\AJeffs CAD Files\CADD\Solomon Projects\56-1887.dwg

AutoCAD SHX Text

DATE

DESCRIPTIONS

Graphical Scale

0' 100' 200'

Penetration Test (SPT) Boring Approximate Location of Standard

Boring TerminatedBT

Estimated Seasonal High

LEGEND

Standard Penetration Resistance in Blows per 12" inchesN

Hand Augered to Avoid Possible

Groundwater Level at Time of Drilling

Groundwater Level

NOTES:

1.

2.

Strata descriptions, measured groundwater levels and strata boundaries represent our interpretation of subsurface conditions at the boring location only, and do not reflect the actual variation in subsurface conditions between samples and adjacent to the boring locations.

Each boring location was determined in the field by using global positioning system (GPS).

Drill Rig Type - (Auto Hammer)

Clayey Fine SAND (SC)

FINE GRAINED SOILS -

VERY STIFF

HARD

VERY SOFT

CONSISTENCY

SOFT

STIFF

FIRM

SPT (BLOWS/Ft.)

DESCRIPTION OF RELATIVE DENSITY

COARSE GRAINED SOILS -

OR CONSISTENCY

RELATIVE DENSITY

MEDIUM DENSE

VERY LOOSE

LOOSE

VERY DENSE

DENSE

SPT (BLOWS/Ft.)

Unified Soil Classification System(SP)

Underground Utilities

Fine SAND, Fine SAND With Clay, % Passing No. 200 U.S. Standard Sieve-200

Natural Moisture Content (%)w

Organic Content (%)oc

SHEET

NO.

Figure 4

JA

S

- 5 6-

ROAD NO. COUNTY FINANCIAL ID:

SR 600 VOLUSIA N/A

REPORT OF SPT BORINGS FOR

MAST ARM

9/25/2024

N

-200 = 6 w = 17 oc = 0.8

-200 = 3 w = 20

Topsoil Dark Brown Fine SAND (SP)

Dark Brown Fine SAND With Silt (SP-SM)

LOOSE Dark Brown Fine SAND With Silt, Trace Organic Fines (SP-SM)

MEDIUM DENSE Dark Brown Fine SAND (SP)

VERY LOOSE Gray Fine SAND With Clay (SP-SC)

VERY LOOSE Gray Clayey Fine SAND (SC)

VERY LOOSE Dark Gray Fine SAND With Clay (SP-SC)

DENSE Dark Gray Fine SAND

(SP)

MEDIUM DENSE Dark Gray Clayey Fine SAND (SC)

WOH/18"

WOH/18"

B1 2+76, 74' Lt.

BT @ 35.0'

D

EPTH

, FEETD

EP

TH

, F

EE

T

Boring No.

Sta., Offset

9/25/2024

N

-200 = 6 w = 32

-200 = 3 w = 30

Topsoil

Dark Brown Fine SAND (SP)

LOOSE Dark Brown Fine SAND With Silt (SP-SM)

VERY LOOSE to MEDIUM DENSE Dark Brown to Gray Fine SAND (SP)

WOH/18"

WOH/18"

B2 3+77, 57' Lt.

BT @ 30.0'

9/25/2024

N

-200 = 6 w = 31

Topsoil Brown Fine SAND (SP)

Gray Fine SAND With Silt

(SP-SM)

LOOSE Light Gray Fine SAND With Clay (SP-SC)

LOOSE to MEDIUM DENSE Light Gray Fine SAND (SP)

VERY LOOSE Gray Fine SAND With Clay (SP-SC)

LOOSE Gray Fine SAND With Silt (SP-SM)

MEDIUM DENSE Gray Fine

SAND (SP)

WOH/18"

WOH/18"

B3 4+00, 52' Rt.

BT @ 35.0'

9/25/2024

N

-200 = 12 w = 26

Topsoil

Dark Brown to Orange Brown

LOOSE Light Brown and Orange Fine SAND (SP)

LOOSE Gray and Orange Fine SAND With Clay (SP-SC)

LOOSE to VERY LOOSE Light Gray to Gray Fine SAND (SP)

VERY LOOSE Gray Clayey Fine SAND (SC)

LOOSE to DENSE Gray Fine SAND With Clay (SP-SC)

DENSE Light Gray Fine

SAND (SP)

WOH/18"

WOH/18"

B4 3+11, 52' Rt.

BT @ 35.0'

Fine SAND (SP)

Fine SAND With Silt (SP, SP-SC, SP-SM)

ECS FLORIDA LLC

11554 DAVIS CREEK COURT

JACKSONVILLE, FL 32256

CERTIFICATE OF AUTHORIZATION 26152

DAVID W. SPANGLER P.E. 58770

DEPARTMENT OF TRANSPORATION

DAYTONA BEACH / VOLUSIA COUNTY, FLORIDA

B1

B4

B2

B3

Believue Ave.T om oka Farm s R d.

W . I nt er na tio na l S pe ed w ay

B lv d.

B4

Note:

Borings Referenced from Tomoka Farms Road

ENVIRONMENTAL CLASSIFICATION

Concrete - Slightly Aggressive Substructure: Steel - Moderately Aggressive (Soil - pH = 6.4)

LESS THAN 1

1 - 3 4 - 6 7 - 12 13 - 24

GREATER THAN 24

LESS THAN 3

3 - 8 9 - 24 25 - 40

GREATER THAN 40

AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

AutoCAD SHX Text

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTIONS

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text C:\Users\jslansky\OneDrive - ECS Corporate Services\AJeffs CAD Files\CADD\Solomon Projects\56-1887.dwg

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTIONS

AutoCAD SHX Text

WATER

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WATER

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WATER

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WATER

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WATER

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WATER

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WATER

AutoCAD SHX Text U

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BACK FLOW

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SD

AutoCAD SHX Text

SD

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

PI STA. 409+06.86

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text S14°48'19"E

AutoCAD SHX Text 18"

AutoCAD SHX Text 10"

AutoCAD SHX Text 10"

AutoCAD SHX Text 8"

AutoCAD SHX Text 10"

AutoCAD SHX Text 10"

AutoCAD SHX Text 12"

AutoCAD SHX Text 10"

AutoCAD SHX Text 13"

AutoCAD SHX Text 15"

AutoCAD SHX Text 15"

AutoCAD SHX Text 18"

AutoCAD SHX Text 24"

AutoCAD SHX Text

SPEED LIMIT 50

AutoCAD SHX Text

DAYTONA RV OASIS

AutoCAD SHX Text

DAYTONA RV OASIS

AutoCAD SHX Text

DIRECTIONS FOR TURNING

AutoCAD SHX Text

WEST 92 TO LEFT

AutoCAD SHX Text

EAST 92 TO RIGHT

AutoCAD SHX Text

STOP. TOMOKA FARMS / BELLEVUE

AutoCAD SHX Text

DEADEND

AutoCAD SHX Text

DIAMOND REFLECTOR

AutoCAD SHX Text

DIAMOND REFLECTOR

AutoCAD SHX Text

DIAMOND REFLECTOR

AutoCAD SHX Text

STOP

AutoCAD SHX Text

DAYTONA RV OASIS

AutoCAD SHX Text

VOLUSIA COUNTY 415

AutoCAD SHX Text

DAYTONA FLEA & FARMERS MARKET

AutoCAD SHX Text

DAYTONA RV OASIS

AutoCAD SHX Text

24" RCP

AutoCAD SHX Text

36" RCP

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36" RCP

AutoCAD SHX Text

24" RCP

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15" RCP

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24" RCP

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36" RCP

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24" RCP

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24" RCP

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ELEV: 21.23'

AutoCAD SHX Text

ELEV: 20.74'

AutoCAD SHX Text

ELEV: 20.66'

AutoCAD SHX Text

ELEV: 21.01'

AutoCAD SHX Text

ELEV: 20.02'

AutoCAD SHX Text

ELEV: 19.74'

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ELEV: 20.75'

AutoCAD SHX Text

ELEV: 19.92'

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ELEV: 20.16'

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ELEV: 20.09'

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ELEV: 17.83'

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ELEV: 19.79'

AutoCAD SHX Text

ELEV: 18.30'

AutoCAD SHX Text

ELEV: 20.68'

AutoCAD SHX Text

ELEV: 17.37'

AutoCAD SHX Text

ELEV: 19.59'

AutoCAD SHX Text

ELEV: 20.67'

AutoCAD SHX Text

ELEV: 19.68'

AutoCAD SHX Text

ELEV: 19.74'

AutoCAD SHX Text

WATER

AutoCAD SHX Text

WATER

AutoCAD SHX Text 9'X4'

AutoCAD SHX Text 9'X4'

AutoCAD SHX Text 9'X4'

9'X4'

Graphical Scale

0' 400' 800'

Penetration Test (SPT) Boring Approximate Location of Standard

Boring TerminatedBT

Estimated Seasonal High

Standard Penetration Resistance in Blows per 12" inchesN

Hand Augered to Avoid Possible

Groundwater Level at Time of Drilling

Groundwater Level

NOTES:

1.

2.

Strata descriptions, measured groundwater levels and strata boundaries represent our interpretation of subsurface conditions at the boring location only, and do not reflect the actual variation in subsurface conditions between samples and adjacent to the boring locations.

Each boring location was determined in the field by using global positioning system (GPS).

Drill Rig Type - (Auto Hammer)

FINE GRAINED SOILS -

VERY STIFF

HARD

VERY SOFT

CONSISTENCY

SOFT

STIFF

FIRM

13 - 24

GREATER THAN 24

LESS THAN 1

SPT (BLOWS/Ft.)

1 - 3

7 - 12 4 - 6

DESCRIPTION OF RELATIVE DENSITY

COARSE GRAINED SOILS -

OR CONSISTENCY

RELATIVE DENSITY

MEDIUM DENSE

VERY LOOSE

LOOSE

VERY DENSE

DENSE

SPT (BLOWS/Ft.)

LESS THAN 3

9 - 24

GREATER THAN 40

25 - 40

3 - 8

Unified Soil Classification System(SP)

Underground Utilities

% Passing No. 200 U.S. Standard Sieve-200

Natural Moisture Content (%)w

Organic Content (%)oc

SHEET

NO.

Figure 5

JA

S

- 5 6-

ROAD NO. COUNTY FINANCIAL ID:

SR 600 VOLUSIA N/A

REPORT OF SPT BORINGS FOR

STORM SEWER AND LIGHT POLES

LEGEND

Clayey Fine SAND (SC)

Fine SAND, Fine SAND With Clay, Fine SAND With Silt (SP, SP-SC, SP-SM)

9/25/2024

N

-200 = 7 w = 33

Topsoil

Dark Gray to Brown Fine

SAND (SP)

LOOSE to VERY LOOSE Light Brown to Light Gray Fine SAND

VERY LOOSE Light Gray Fine SAND With Clay (SP-SC)

VERY LOOSE to MEDIUM DENSE Gray Fine SAND (SP)

WOH/18"

S1 399+80, 77' Rt.

BT @ 30.0'

D

EPTH

, FEETD

EP

TH

, F

EE

T

Boring No.

Sta., Offset

9/25/2024

N

-200 = 9 w = 25

Topsoil Dark Brown Fine SAND (SP)

Dark Brown Fine SAND With Silt (SP-SM)

LOOSE Light Gray Fine SAND With Clay (SP-SC)

MEDIUM DENSE Light Gray Fine SAND (SP)

VERY LOOSE to LOOSE Gray Fine SAND With Clay (SP-SC)

MEDIUM DENSE Light Gray Fine SAND (SP)

WOH/18"

WOH/18"

BT @ 30.0'

10/1/2024

N Topsoil Gray Fine SAND With Limerock Pieces (SP) Gray Fine SAND, Trace Organic Fines (SP)

LOOSE Gray Fine SAND, Trace Organic Fines (SP)

MEDIUM DENSE Gray Fine SAND, Trace Clay (SP)

MEDIUM DENSE Gray Fine SAND, Trace Clay (SP)

VERY LOOSE Gray Clayey Fine SAND, Trace Shell Fragments (SC)

WOH/18"

WOH/18"

S3

BT @ 20.0'

10/1/2024

N Topsoil Brown Fine SAND With Limerock Pieces (SP) Dark Brown Fine SAND, Trace Organic Fines (SP)

MEDIUM DENSE Brown Fine SAND, Trace Organic Fines

(SP)

MEDIUM DENSE Brown Fine SAND, Trace Clay (SP)

VERY LOOSE Gray Fine SAND With Clay (SP-SC)

WOH/18"

WOH/18"

BT @ 20.0'

ECS FLORIDA LLC

11554 DAVIS CREEK COURT

JACKSONVILLE, FL 32256

CERTIFICATE OF AUTHORIZATION 26152

DAVID W. SPANGLER P.E. 58770

DEPARTMENT OF TRANSPORATION

DAYTONA BEACH / VOLUSIA COUNTY, FLORIDA

(SP)

S1

S2

S3

S4

T om oka Farm s R d.

Believue Ave.

Note:

Borings S1 & S2 Referenced from W. International Speedway Blvd.

and Borings S3 & S4 Referenced from Tomoka Farms Road

W. In te rn atio nal S peedway B lvd

449+18, 36' Rt.

W. Intl. Speedway Blvd.Reference W. Intl. Speedway Blvd.

S2

405+14, 98' Rt.

Tomoka Farms Rd. Tomoka Farms Rd.

S4

444+10, 36' Lt.

AutoCAD SHX Text

TOMOKA FARMS ROAD

AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

AutoCAD SHX Text THE OFFICIAL RECORD OF THIS SHEET IS THE ELECTRONIC FILE DIGITALLY SIGNED AND SEALED UNDER RULE 61G15-23.004, F.A.C.

AutoCAD SHX Text

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTIONS

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text C:\Users\jslansky\OneDrive - ECS Corporate Services\AJeffs CAD Files\CADD\Solomon Projects\56-1887.dwg

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTIONS

AutoCAD SHX Text

WATER

AutoCAD SHX Text

WATER

AutoCAD SHX Text

WATER

AutoCAD SHX Text

GAS

AutoCAD SHX Text

GAS

AutoCAD SHX Text

GAS

AutoCAD SHX Text

WATER

AutoCAD SHX Text

WATER

AutoCAD SHX Text

WATER

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WATER

AutoCAD SHX Text

WATER

AutoCAD SHX Text

WATER

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text U

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BACK FLOW

AutoCAD SHX Text

SD

AutoCAD SHX Text

SD

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AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

STA. 402+40.51 BK = STA. 402+45.37 AH

AutoCAD SHX Text

EQUATION:

AutoCAD SHX Text N50°56'12"E

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text CURVE DATA PI STA. = 409+06.86 = 409+06.86 = 25°59'25" (LT) D = 01°59'56" = 01°59'56" T = 661.49 = 661.49 L = 1,300.22 = 1,300.22 R = 2,866.34 = 2,866.34 PC STA. = 402+45.37 = 402+45.37 PT STA. = 415+45.59 = 415+45.59 e = 0.000= 0.000

AutoCAD SHX Text

PI STA. 409+06.86

AutoCAD SHX Text

AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text N90°00'00"E

AutoCAD SHX Text

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AutoCAD SHX Text

STA. 5+00.00 BK = STA. 4+99.90 AH

AutoCAD SHX Text

EQUATION:

AutoCAD SHX Text S14°48'19"E

AutoCAD SHX Text

AutoCAD SHX Text 15"

AutoCAD SHX Text 18"

AutoCAD SHX Text 20"

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AutoCAD SHX Text 14"

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AutoCAD SHX Text 34"

AutoCAD SHX Text 50"

AutoCAD SHX Text 15"

AutoCAD SHX Text 48"

AutoCAD SHX Text 17"

AutoCAD SHX Text 8"

AutoCAD SHX Text 12"

AutoCAD SHX Text 10"

AutoCAD SHX Text 15"

AutoCAD SHX Text 12"

AutoCAD SHX Text 8"

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AutoCAD SHX Text 12"

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AutoCAD SHX Text 7"

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AutoCAD SHX Text 24"

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AutoCAD SHX Text 12"

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AutoCAD SHX Text 16"

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VOTRAN BUS STOP/DTM=F/ZONE=1

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DO NOT ENTER/DTM=F/ZONE=1

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SPEED LIMIT 50 AHEAD/DTM=F/ZONE=1

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WRONG WAY/DTM=F/ZONE=1

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VOLUSIA COUNTY 415 AHEAD/DTM=F/ZONE=1

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REFLECTIVE DIAMOND

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REFLECTIVE DIAMOND

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REFLECTIVE DIAMOND

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ONE WAY

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RV PARK RIGHT

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JUNCTION I95 AHEAD

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FLEA MARKET RIGHT

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SPEED LIMIT 50

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DAYTONA RV OASIS

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DAYTONA RV OASIS

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CROSSWALK HERE

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YIELD

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DIRECTIONS FOR TURNING

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WEST 92 TO LEFT

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EAST 92 TO RIGHT

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STOP. TOMOKA FARMS / BELLEVUE

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DEADEND

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DIAMOND REFLECTOR

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DIAMOND REFLECTOR

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DIAMOND REFLECTOR

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STOP

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DAYTONA RV OASIS

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VOLUSIA COUNTY 415

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NEW SMYNRA SPEEDWAY AHEAD

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KEEP VOLUSIA BEAUTIFUL

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FLEA MARKET ENTRANCE AHEAD

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US 42 AHEAD

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MULTI DIRECTIONAL

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BELLEVUE AVENUE AHEAD

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SPEED LIMIT 40

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DAYTONA FLEA & FARMERS MARKET

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DAYTONA RV OASIS

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DAYTONA RV OASIS

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TOMOKA FARM ROAD NEXT SIGNAL

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FOR SALE

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24" CMP

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24" RCP

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24" RCP

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24" CMP

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24" CMP

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18" RCP

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24" CMP

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36" RCP

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36" RCP

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24" RCP

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18" RCP

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15" RCP

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18" RCP

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24" RCP

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24" CMP

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24" CMP

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36" RCP

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24" CMP

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18" RCP

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24" RCP

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18" RCP

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24" RCP

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24" CMP

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24" RCP

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ELEV: 21.23'

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ELEV: 20.74'

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ELEV: 20.66'

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ELEV: 21.01'

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ELEV: 22.85'

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ELEV: 22.55'

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ELEV: 22.31'

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ELEV: 21.39'

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ELEV: 19.86'

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ELEV: 20.10'

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ELEV: 19.62'

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ELEV: 22.44'

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ELEV: 20.59'

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ELEV: 21.59'

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ELEV: 22.32'

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ELEV: 20.24'

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ELEV: 19.97'

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ELEV: 22.65'

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ELEV: 20.86'

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ELEV: 22.07'

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ELEV: 20.02'

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ELEV: 22.28'

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ELEV: 21.30'

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ELEV: 20.93'

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ELEV: 22.16'

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ELEV: 19.74'

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ELEV: 20.75'

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ELEV: 19.92'

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ELEV: 20.16'

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ELEV: 20.09'

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ELEV: 17.83'

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ELEV: 19.79'

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ELEV: 18.30'

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ELEV: 20.68'

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ELEV: 17.37'

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ELEV: 19.59'

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ELEV: 22.50'

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ELEV: 21.29'

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ELEV: 20.67'

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ELEV: 19.68'

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ELEV: 19.74'

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ELEV: 20.95'

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ELEV: 22.11'

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ELEV: 21.32'

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ELEV: 22.19'

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WATER

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WATER

AutoCAD SHX Text 9'X4'

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AutoCAD SHX Text 9'X4'

9'X4'

Appendix B Field Operations

• Reference Notes for Boring Logs

• Subsurface Exploration Procedure: Standard Penetration Testing (SPT) ASTM D 1586

• Subsurface Exploration Procedure: Soil Exploration and Sampling by Auger Borings ASTM D 1452

• Geotechnical SPT Boring Logs

REFERENCE NOTES FOR BORING LOGS

MATERIAL1,2

1Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise.

2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs.

3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].

4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).

5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer.

6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed.

7Minor deviation from ASTM D 2488-17 Note 14.

8Percentages are estimated to the nearest 5% per ASTM D 2488-17.

Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

COHESIVE SILTS & CLAYS

UNCONFINED

COMPRESSIVE

STRENGTH, QP4

<0.25

0.25 - <0.50

0.50 - <1.00

1.00 - <2.00

2.00 - <4.00

4.00 - 8.00

>8.00

SPT5

(BPF)

CONSISTENCY7

(COHESIVE)

GRAVELS, SANDS & NON-COHESIVE SILTS

SPT5

DENSITY

<5 5 - 10

11 - 30 31 - 50

>50

Very Loose Loose

Medium Dense Dense

Very Dense

WATER LEVELS6

RELATIVE

AMOUNT7

Trace

With

Adjective (ex: “Silty”)

COARSE

GRAINED

(%)8

<5

FINE

GRAINED

(%)8

<5

DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

PARTICLE SIZE IDENTIFICATION

DESIGNATION PARTICLE SIZES

Hollow Stem Auger Power Auger (no sample) Bulk Sample of Cuttings Wash Sample Shelby Tube Sampler Split Spoon Sampler

Rock Quality Designation % Rock Sample Recovery % Rock Core, NX, BX, AX Rock Bit Drilling Pressuremeter TestSS

ST

WS

BS

PA

HSA

RQD

PM

RD

RC

REC

Boulders Cobbles

Gravel:

Sand:

Silt & Clay (“Fines”) Fine Medium

Coarse Fine Coarse

0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) <0.074 mm (smaller than a No. 200 sieve)

0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)

2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)

4.75 mm to 19 mm (No. 4 sieve to ¾ inch) ¾ inch to 3 inches (19 mm to 75 mm) 3 inches to 12 inches (75 mm to 300 mm) 12 inches (300 mm) or larger

>50 31 - 50 16 - 30

9 - 15 5 - 8 2 - 4 <2

Very Hard Hard

Very Stiff

Stiff Firm Soft

Very Soft

ASPHALT

CONCRETE

GRAVEL

TOPSOIL

VOID

BRICK

AGGREGATE BASE COURSE

GW

GP

GM

GC

SW

SP

SM

SC

ML

MH

CL

CH

OL

OH

PT

WEL…