Exhibit_H_-Geotechnical_Report_27-B-09CW.pdf

TIERRA

7351 Temple Terrace Highway • Tampa, FL 33637 Phone (813) 989-1354

May 15, 2025

SCS Engineers 3922 Coconut Palm Drive, Suite 102 Tampa, Florida 33619

RE: Geotechnical Engineering Services Report

Volusia County Landfill Expansion – Proposed Pavement Areas Volusia County, Florida Tierra Project No. 6511-24-178

Ms. Fauve Herron:

Tierra, Inc. has completed geotechnical engineering services for the above referenced project.

The results of our field exploration program and geotechnical recommendations are presented in this report.

Should there be any questions regarding this report, please do not hesitate to contact our office at (813) 989-1354. Tierra would be pleased to continue providing geotechnical services throughout the implementation of the project. We look forward to working with you on this and future projects.

Respectfully Submitted, TIERRA, INC.

Kevin L. Hill, E.I. Kevin H. Scott, P.E.

Geotechnical Engineer Intern Senior Geotechnical Engineer Florida License No. 65514

TABLE OF CONTENTS

PROJECT DESCRIPTION

Project Information

Scope of Services

SITE AND SUBSURFACE CONDITIONS

USGS Topographic Map Review

USDA Soil Survey Map Review

Subsurface Conditions

Groundwater Information

Seasonal High Groundwater Estimates

EVALUATION AND RECOMMENDATIONS

General

On Site Soil Suitability

Site Preparation

Pavement Considerations

CONSTRUCTION CONSIDERATIONS

General

Fill Placement and Subgrade Preparation

Drainage and Groundwater Concerns

Structural Fill

Excavations

REPORT LIMITATIONS

APPENDIX

Boring Location Plan Soil Profiles

Geotechnical Engineering Services Report Volusia County Landfill Expansion – Proposed Pavement Areas Volusia County, Florida

PROJECT DESCRIPTION

Project Information

Based on the information provided, the project site is located at 1990 Tomoka Farms Road in Port Orange, Florida. Based on the information provided, it is our understanding that the proposed project will consist roadway improvements, a proposed tank farm for leachate storage (approximately 3 acres) and a new landfill cell (approximately 20 acres). This report has been prepared to address the new roadway areas only.

Scope of Services

The objective of our study was to obtain information concerning subsurface conditions at the site from which to base engineering estimates and recommendations. The geotechnical investigation included the following:

1. Reviewed published soils and topographic information from the “Daytona Beach, Florida” Quadrangle Map published by the USGS, and the Soil Survey of Volusia County, published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS).

2. Executed a program of subsurface exploration consisting of borings, subsurface sampling and field testing.

Proposed Pavement Areas

• Performed six (6) hand auger borings to depths ranging from 3 to 7 feet below existing grade. Additionally, Tierra performed five (5) Standard Penetration Test (SPT) borings to a depth of 25 feet below the existing grade within the proposed paved areas.

SITE AND SUBSURFACE CONDITIONS

USGS Topographic Map Review

Based on a review of the “Daytona Beach, Florida” United States Geological Survey (USGS) Quadrangle Map, the natural ground elevations at the project site ranged from approximately +25 to +30feet, National Geodetic Vertical Datum of 1929 (NGVD).

USDA Soil Survey Map Review

Based on a review of the Volusia County Soil Survey, it appears that there are two (2) primary soil-mapping units noted within the project footprint. The general soil descriptions are presented in the following paragraphs and table, as described in the Soil Survey.

Arents (Unit 3): The Arents component makes up 51 percent of the map unit. Slopes are 0 to 2 percent. This component is on fills, rises on marine terraces on coastal plains. The parent material consists of altered marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is somewhat poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches (or restricted depth) is very low. Shrink-swell potential is low. This soil is not flooded, nor is it ponded. A seasonal zone of water saturation is

Volusia County, Florida at 24 inches during June, July, August, September, and October. Organic matter content in the surface horizon is about 0 percent.

Pomona fine sand (Unit 49): The Pomona, non-hydric component makes up 70 percent of the map unit. Slopes are 0 to 2 percent. This component is on flatwoods on marine terraces on coastal plains. The parent material consists of sandy and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches (or restricted depth) is moderate. Shrink-swell potential is low. This soil is not flooded, nor is it ponded. A seasonal zone of water saturation is at 10 inches during June, July, August, and September. Organic matter content in the surface horizon is about 2 percent.

The Pomona, hydric component makes up 10 percent of the map unit. Slopes are 0 to 2 percent.

This component is on flats on marine terraces on coastal plains. The parent material consists of sandy and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches (or restricted depth) is moderate. Shrink-swell potential is low. This soil is not flooded, nor is it ponded. A seasonal zone of water saturation is at 4 inches during June, July, August, and September. Organic matter content in the surface horizon is about 2 percent.

It should be noted that information contained in the USDA NRCS Soil Survey may not be reflective of current subsurface conditions, particularly if recent development in the project vicinity has modified existing soils or surface/subsurface drainage.

Subsurface Conditions

The subsurface conditions at the project site were explored with hand auger borings and SPT borings. The locations and results of the field explorations are depicted on the Boring Location Plan and Soil Profiles sheets in the Appendix.

USCS AASHTO

Depth

(feet) Months

0-10 SP-SM, SP A-1-b, A-2-4, A-3 6.0 - 20.0 6.6-8.4

10-32 SP, SP-SM A-2-4, A-3 6.0 - 20.0 5.6-8.4

32-60 SP, SP-SM A-2-4, A-3 6.0 - 20.0 5.6-6.5

0-10 SP, SP-SM A-1-b, A-2-4, A-3 6.0 - 20.0 6.6-8.4

10-32 SP, SP-SM A-2-4, A-3 6.0 - 20.0 5.6-8.4

32-60 SP, SP-SM A-2-4, A-3 6.0 - 20.0 5.6-6.5

0-5 SP, SP-SM A-3, A-2-4 6.0 - 20.0 3.5-5.5

5-18 SP, SP-SM A-2-4, A-3 6.0 - 20.0 3.5-5.5

18-45 SM, SP-SM A-2-4, A-3 0.6 - 20.0 3.5-5.5

45-50 SP, SP-SM A-2-4, A-3 2.0 - 20.0 3.5-5.5

50-60 SC, SC-SM, SM A-2, A-4, A-6 0.2 - 2.0 3.5-5.5

60-70 SC, SC-SM, SM A-2, A-4, A-6 0.2 - 2.0 3.5-5.5

0-5 SP, SP-SM A-2-4, A-3 6.0 - 20.0 3.5-5.5

5-18 SP, SP-SM A-2-4, A-3 6.0 - 20.0 3.5-5.5

18-45 SM, SP-SM A-2-4, A-3 0.6 - 20.0 3.5-5.5

45-50 SP, SP-SM A-2-4, A-3 2.0 - 20.0 3.5-5.5

50-60 SC, SC-SM, SM A-6, A-4, A-2 0.2 - 2.0 3.5-5.5

60-70 SC, SC-SM, SM A-2, A-4, A-6 0.2 - 2.0 3.5-5.5

(49)

Pomona, non-hydric -

Pomona, hydric

0.5-1.5

0.0-1.0

Jun-Sep

Jun-Sep

Jun-Nov

Jun-Dec

Summary of USDA Soil Survey

Volusia County, Florida

USDA Map Symbol and Soil Name

Seasonal High Water Table pH

Soil Classification Depth

(in) Permeability (in/hr)

(3)

Arents - Arents

1.5-3.0

2.0-4.0

Volusia County, Florida

The borings were located in the field by a representative of Tierra using our hand-held Global Positioning System (GPS) devices and should be considered approximate. The approximate boring locations are shown on the Boring Location Plan sheet in the Appendix. If a more accurate determination of the boring locations and elevations is required, Tierra recommends the boring locations be survey located.

Hand auger borings and Standard Penetration Test (SPT) borings were completed to evaluate the subsurface conditions and groundwater table levels at the site. The hand auger borings were performed by manually twisting and advancing a bucket auger into the ground, typically in 6-inch increments.

The SPT borings were performed with the use of a drill rig using Bentonite Mud drilling procedures in general accordance with American Society for Testing and Materials (ASTM) Test Designation D-1586. The initial 6 feet of the SPT borings were performed by manual hand auger methods to verify utility clearances. SPT resistance N-values were then taken continuously to a depth of 10 feet and at intervals of 5 feet thereafter to the boring termination depth. As each soil type was revealed, representative samples were collected and returned to our office for confirmation of the field classification.

The soil strata encountered in the borings performed at the project site are summarized in the following table:

Stratum Number

Soil Description

USCS

Symbol

1 Gray to Brown Sand to Sand with Silt SP/SP-SM

2 Gray to Brown Silty Sand SM

3 Gray to Brown to Orange Silty-Clayey Sand to Clayey Samd SM-SC/SC

The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in the Appendix should be reviewed for specific information at individual boring locations. These profiles include soil descriptions, stratifications and penetration resistances when applicable. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

Groundwater Information

At the time of our field services, the groundwater table was encountered at depths ranging from approximately 1.2 to 7 feet below existing grades. The measured groundwater table is presented on the Soil Profiles sheets in the Appendix.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e. existing swales, drainage drainages, underdrains and areas of covered soils, such as paved parking lots).

It should be noted that groundwater levels tend to fluctuate during periods of prolonged drought

Volusia County, Florida and extended rainfall and may be affected by man-made influences. In addition, a seasonal effect will also occur in which higher groundwater levels are normally recorded in rainy seasons.

Seasonal High Groundwater Estimates

Seasonal high groundwater table levels were estimated at select locations along the project alignment based on soil stratigraphy, measured groundwater levels, USDA Soil Survey information, and past experience with similar soil conditions. Seasonal high groundwater table (SHGWT) levels were estimated to range from approximately ½ foot to 4 feet below the existing ground surface. The estimated SHGWT data is presented on the Soil Profiles sheets in the Appendix.

EVALUATION AND RECOMMENDATIONS

General

Based on the results of our field exploration, the subsurface soils encountered within the borings performed at the project site appear suitable for the proposed improvements. Engineering evaluations and recommendations for the proposed improvements provided in the following sections of this report are based on the subsurface conditions encountered in the borings performed. If the final design criteria deviates from what is stated in this report, Tierra should be given the opportunity to review the new information and amend our recommendations, if necessary.

On Site Soil Suitability

The soil types encountered in the borings performed for this study appear suitable for the proposed development. If unsuitable materials are encountered during site preparation activities, the unsuitable materials should be removed and the proposed footing/finish elevation may be re-established by backfilling after the undesirable material has been removed. This backfilling may be done with a well-compacted, suitable fill such as clean sand (i.e. less than 12 percent passing the No. 200 sieve), gravel, or FDOT No. 57 or FDOT No. 67 stone.

In general, the soils of Stratum 1 (SP/SP-SM) may be moved and used for grading purposes, site leveling, general engineering fill, structural fill and backfill in other areas, provided the fill is free of organic materials, clay, debris or any other material deemed unsuitable for construction and evaluated against engineering fill requirements.

Stratum 2 soils (SM) may be moved and used for grading purposes, site leveling, general engineering fill, structural fill and backfill in other areas, provided the fill is free of organic materials, clay, debris or any other material deemed unsuitable for construction and evaluated against engineering fill requirements. It should be noted that Stratum 2 soils may be difficult to dry and compact due to their fines content. Stratum 2 soils should only be placed above the groundwater level at the time of construction.

Site Preparation

Prior to construction, the location of any existing underground utilities within the construction area should be established. Provisions should then be made to relocate any interfering utility lines within the construction area to appropriate locations and backfilling the excavation with

Volusia County, Florida compacted structural fill. In this regard, it should be noted that if abandoned underground pipes are not properly removed or plugged, they might serve as conduits for subsurface erosion, which subsequently may result in excessive settlement.

The site should be cleared of surface vegetation and any apparent deleterious materials. As a minimum, it is recommended that the clearing operations extend to the depth needed to remove material considered deleterious at least 5 feet beyond the proposed development area.

Deleterious materials to be removed may include roots, stumps, and organic soils. Material suitable for re-use may be stockpiled; however, any material stockpiled for re-use shall be tested for conformance to material specifications as indicated in the following sections of this report. Fill placement and subgrade preparation recommendations are presented in the “Construction Considerations” section of this report.

Pavement Considerations

Based on correspondence from SCS Engineers, the proposed heavy duty rigid pavement design requirements include 80 to 100 tractor-trailer (approximately 33 tons) trips per day and a 20-year design life. The following sections represent minimum thicknesses representative of the provided heavy duty rigid pavement criteria and typical load and construction practices and as such periodic maintenance should be anticipated. All pavement materials and construction procedures should conform to the appropriate City or County requirements.

In general, following the completion of the recommended clearing and grading operations and fill placement, the compacted fill and natural shallow sandy soils should be acceptable for construction and support of a flexible (limerock, crushed concrete, or shell base) type pavement section or rigid (concrete) pavement section.

Any fill utilized to elevate the cleared pavement areas to subgrade elevation should consist of reasonably clean (maximum 12% passing No. 200 sieve sizes) sands uniformly compacted to a minimum depth of 12 inches to a minimum density of 95% of the Modified Proctor maximum dry density.

In flexible pavement areas we recommend 12 inches of Type B stabilized subgrade (LBR = 40) compacted to a minimum density of 98% of the Modified Proctor maximum dry density below the base course. Traffic should not be allowed on the subgrade as the base is placed to avoid rutting.

The subgrade should be checked for soundness and be true to line and grade prior to the placement of the base course.

For flexible pavement design, the choice of pavement base type will depend on final pavement grades in relation to the seasonal high groundwater levels presented in this report. If a minimum separation of 18 inches between the bottom of the base and the seasonal high groundwater level is obtained, then a limerock, shell, or crushed concrete base can be utilized. A crushed concrete base should be utilized if the separation between bottom of the base and the seasonal high groundwater is a minimum of 12 inches and less than 18 inches. Base material elevations should not be designed for saturated conditions. If the designer wishes to have base material closer than 12 inches to the SHGWT, then an underdrain system should be utilized that will maintain the 12 inches of separation. The SHGWT should be re-established relative to a known elevation prior to setting final grades. Limerock, shell and crushed concrete base material should meet Florida Department of Transportation (FDOT) requirements including compaction to a minimum density of 98% of the Modified Proctor maximum dry density. Limerock and shell base should have a

Volusia County, Florida minimum Limerock Bearing Ratio (LBR) of 100%. Crushed concrete should be graded in accordance with FDOT Specifications and have a minimum LBR of 150%. As a guideline for pavement design, we recommend that the base course be a minimum of 8 inches thick in standard duty areas and 12 inches thick in heavy duty areas. Before paving, the base should be checked for soundness.

The asphaltic concrete structural course should consist of at least 2 inches of Type SP asphaltic concrete material in standard duty areas and at least 4 inches thick in heavy duty areas. The asphaltic concrete should meet standard FDOT material requirements and placement procedures as outlined in the current FDOT Specifications.

For a rigid (concrete) pavement design, the concrete should have a minimum compressive strength of 4,000 psi at 28 days when tested in accordance with ASTM C-39. Within rigid pavement areas, the subgrade soils should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density. Based on our experience, a minimum thickness of five (5) inches of concrete over 4 inches of aggregate base should be utilized for standard duty applications and a minimum thickness of eight (8) inches over 6 inches of aggregate base should be utilized for heavy-duty applications. The steel reinforcement within the concrete pavement should be designed by the project civil engineer.

We understand a gravel or recycled concrete pavement section may also be considered for the project. Gravel (graded aggregate) or recycled concrete should be a minimum of 14 inches thick with a layer of geogrid reinforcement between 7-inch-thick lifts to achieve the soundness required to support heavy equipment and trucking. The geogrid should consist of Type R-2 biaxial geogrid material in accordance with Section 985 of the FDOT Specifications with a minimum TA in both the machine direction and the cross direction of 600 lb./ft. The gravel should conform to the requirements of Section 204 of the FDOT Specifications. Prior to the gravel being installed, the subgrade soils should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density.

It should be noted that the gravel pavement section will require continued maintenance/upkeep along with refurbishment on a regular basis over the service life of the proposed working areas.

Asphalt millings used as a pavement section are not recommended due to the lack of established material quality control measures. In each pavement alternative, construction should be performed in accordance with the recommendations in the following sections.

CONSTRUCTION CONSIDERATIONS

General

A qualified and certified material engineering firm be retained to provide observation and testing of construction activities involved in the foundation earthwork, and related activities of this project.

Tierra cannot accept any responsibility for any conditions, which deviate from those described in this report, if not engaged to provide construction observation and testing for this project.

Fill Placement and Subgrade Preparation

The following are our recommendations for overall site preparation and mechanical densification work for the construction of the proposed improvements based on the anticipated construction

Volusia County, Florida and our boring results. These recommendations should be used as a guideline for the project general specifications prepared by the design engineer.

1. The site should be cleared; this primarily includes removing any deleterious materials currently on the site such as roots, organics, tree stumps or other buried or surface debris. It is recommended that any undesirable material be removed to the satisfaction of Tierra prior to beginning construction at the site. Resulting excavations should be backfilled with compacted structural fill. It is important that pavement and structure remnants be removed in their entirety.

As a minimum, it is recommended that the clearing operations extend at least five (5) feet beyond the development perimeters.

2. Following the clearing operations, the development area should be proofrolled. The proofrolling may consist of compaction with a large vibratory roller or a fully loaded 2 cubic yard front-end loader or equivalent (methods shall be through non-vibratory means within 50 feet of existing structures). The proofrolling equipment should make a minimum of eight (8) overlapping passes over the pavement areas with the successive passes aligned perpendicular. Vibratory rollers should not be used within 100 feet of existing structures.

3. Careful observations should be made during compaction to help identify any areas of soft yielding soils that may require over excavation and replacement. It is recommended that within the pavement areas, the natural ground, to a minimum depth of one (1) foot below stripped grade, be compacted to a dry density of at least 95% of the Modified Proctor maximum dry density.

4. Following satisfactory completion of the initial compaction and proofrolling, the development areas may be brought up to finished subgrade levels, if needed, using structural fill. Imported fill should consist of fine sand with less than 12% passing the No. 200 sieve, free of rubble, organics, clay, debris and other unsuitable material. Fill should be tested and approved prior to acquisition. Approved sand fill should be placed in loose lifts not exceeding 12 inches in thickness and should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density. Density tests to confirm compaction should be performed in each fill lift before the next lift is placed.

5. Prior to beginning compaction, soil moisture contents may need to be controlled in order to facilitate proper compaction. If additional moisture is necessary to achieve compaction objectives, then water should be applied in such a way that it will not cause erosion or removal of the subgrade soils. Moisture content within the percentage range needed to achieve compaction is recommended prior to compaction of the natural ground and fill.

Density tests should be performed in the top one (1) foot of compacted existing ground and each fill lift. It is important that Tierra be retained to observe that the subsurface conditions are as we have discussed herein, and that foundation construction, ground modification and fill placement is in accordance with our recommendations.

Drainage and Groundwater Concerns

We recommend that the Contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impacts that may occur during construction.

Volusia County, Florida

Structural Fill

All materials used for structural fill or backfill should be evaluated and, if necessary, tested by Tierra prior to placement to determine if they are suitable for the intended use. Suitable fill materials should consist of fine to medium sand with less than 12% passing the No. 200 sieve, free of rubble, organics, clay, debris and other unsuitable material.

Excavations

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom in accordance with OSHA 29 CFR, Part 1926, Subpart P as well as the “Trench Safety Act” in Chapter 90-96 of the Florida Statutes. The contractors “responsible persons”, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in all local, state, and federal safety regulations.

REPORT LIMITATIONS

The analyses, conclusions and recommendations contained in this report are opinions based on the site conditions and project layout described herein and further assumes that the conditions observed in the exploratory borings are representative of the subsurface conditions throughout the site, i.e., the subsurface conditions elsewhere on the site are the same as those disclosed by the borings. If, during construction, subsurface conditions different from those encountered in the exploratory borings are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary.

If there is a substantial lapse in time between the submittal of this report and the start of work at the site, or if conditions or project layout are changed due to natural causes or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of conclusions and recommendations considering the changed conditions and time lapse.

This report was prepared for the exclusive use of SCS Engineers and their client for evaluating the design of the project as it relates to the geotechnical aspects discussed herein. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions may require that additional expense be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

APPENDIX

Boring Location Plan

Soil Profiles

HA-1

HA-2

HA-3

HA-4

HA-5

HA-6

B-11

B-12

B-9

B-10

B-13

PLAN SCALE

0 100'

BORING LOCATION PLAN

TIERRA

7351 Temple Terrace Highway Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

KH

SW

MAY 2025

KHS

NOTED 6511-24-178

VOLUSIA COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICESENGINEER OF RECORD:

PROJECT NUMBER:SCALE:

APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

SHEET 1

KEVIN H. SCOTT, P.E.

FLORIDA LICENSE NO.:

65514

TOMOKA FARMS ROAD LANDFILL EXPANSION

LEGEND

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

PROPOSED PAVEMENT AREAS

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

KH

SW

MAY 2025

KHS

NOTED 6511-24-178

VOLUSIA COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICESENGINEER OF RECORD:

PROJECT NUMBER:SCALE:

APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

SOIL PROFILES

TIERRA

7351 Temple Terrace Highway Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355

SHEET 2

KEVIN H. SCOTT, P.E.

FLORIDA LICENSE NO.:

65514

TOMOKA FARMS ROAD LANDFILL EXPANSION

D E

P T

H

IN

F E

E T

BOR # HA-1

EASTING 626322

NORTHING 1743139

DATE 10/15/2024

BOR # HA-2

EASTING 626404

NORTHING 1743027

DATE 10/15/2024

BOR # HA-3

EASTING 626276

NORTHING 1743004

DATE 10/15/2024

BOR # HA-4

EASTING 626348

NORTHING 1742906

DATE 10/15/2024

BOR # HA-5

EASTING 626253

NORTHING 1742801

DATE 10/15/2024

BOR # HA-6

EASTING 626246

NORTHING 1742715

DATE 10/15/2024

D E

P T

H

IN

F E

E T

NMC =

-200 =

OC =

NMC =

-200 =

OC =

SP

N

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GRAY TO BROWN SILTY SAND (SM)

GRAY TO BROWN TO ORANGE SILTY-CLAYEY SAND TO CLAYEY

SAND (SM-SC/SC)

NMC

-200

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

50/4 NUMBER OF BLOWS FOR 4 INCHES OF PENETRATION

LEGEND

EASTING

NORTHING

EASTING COORDINATE REFERENCED TO THE FLORIDA STATE

PLANE COORDINATE SYSTEM, FLORIDA EAST ZONE, N.A.D. 83

DETERMINED USING HAND-HELD GARMIN ETREX GPS EQUIPMENT

WITH A REPORTED ACCURACY OF +/- 10 FEET

NORTHING COORDINATE REFERENCED TO THE FLORIDA STATE

PLANE COORDINATE SYSTEM, FLORIDA EAST ZONE, N.A.D. 83

DETERMINED USING HAND-HELD GARMIN ETREX GPS EQUIPMENT

WITH A REPORTED ACCURACY OF +/- 10 FEET

12 TO 24

6 TO 12

24 TO 40

8 TO 24

3 TO 8

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

MEDIUM

DENSE

VERY DENSE

3 TO 6

1 TO 3

RELATIVE DENSITY

GRANULAR MATERIALS- SPT

(BLOWS/FT.)

SPT

(BLOWS/FT.)

AUTOMATIC HAMMER

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

CHECKED BY:

DRAWN BY:

DATE:

APPROVED BY:

SCALE: PROJECT NUMBER:

ENGINEER OF RECORD:

KH

SW

MAY 2025

KHS

NOTED 6511-24-178

VOLUSIA COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

KEVIN H. SCOTT, P.E.

FLORIDA LICENSE NO.:

65514

TOMOKA FARMS ROAD LANDFILL EXPANSION

ENGINEER OF RECORD:

PROJECT NUMBER:SCALE:

APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

SOIL PROFILES

TIERRA

7351 Temple Terrace Highway Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355

SHEET 3

N

HA

HA

HA

BOR # B-9

EASTING 626498

NORTHING 1742947

DATE 7/29/2024

DRILLER G. SMITH

HAMMER AUTOMATIC

RIG D-25

N

HA

HA

HA

BOR # B-10

EASTING 626472

NORTHING 1742832

DATE 8/2/2024

DRILLER G. SMITH

HAMMER AUTOMATIC

RIG D-25

N

HA

HA

HA

BOR # B-13

EASTING 626334

NORTHING 1742537

DATE 8/2/2024

DRILLER G. SMITH

HAMMER AUTOMATIC

RIG D-25

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

SP

N

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION (UNLESS OTHERWISE NOTED)

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL

AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON

SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW.

GRAY TO BROWN SAND TO SAND WITH SILT (SP/SP-SM)

GRAY TO BROWN SILTY SAND (SM)

GRAY TO BROWN TO ORANGE SILTY-CLAYEY SAND TO CLAYEY

SAND (SM-SC/SC)

NMC

-200

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

50/4 NUMBER OF BLOWS FOR 4 INCHES OF PENETRATION

LEGEND

EASTING

NORTHING

EASTING COORDINATE REFERENCED TO THE FLORIDA STATE

PLANE COORDINATE SYSTEM, FLORIDA EAST ZONE, N.A.D. 83

DETERMINED USING HAND-HELD GARMIN ETREX GPS EQUIPMENT

WITH A REPORTED ACCURACY OF +/- 10 FEET

NORTHING COORDINATE REFERENCED TO THE FLORIDA STATE

PLANE COORDINATE SYSTEM, FLORIDA EAST ZONE, N.A.D. 83

DETERMINED USING HAND-HELD GARMIN ETREX GPS EQUIPMENT

WITH A REPORTED ACCURACY OF +/- 10 FEET

12 TO 24

6 TO 12

24 TO 40

8 TO 24

3 TO 8

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

MEDIUM

DENSE

VERY DENSE

3 TO 6

1 TO 3

RELATIVE DENSITY

GRANULAR MATERIALS- SPT

(BLOWS/FT.)

SPT

(BLOWS/FT.)

AUTOMATIC HAMMER

N

HA

HA

HA

BOR # B-11

EASTING 626390

NORTHING 1742730

DATE 8/2/2024

DRILLER G. SMITH

HAMMER AUTOMATIC

RIG D-25

N

HA

HA

HA

BOR # B-12

EASTING 626321

NORTHING 1742642

DATE 8/2/2024

DRILLER G. SMITH

HAMMER AUTOMATIC

RIG D-25