Reams_Road_Final_Soil_Survey_Report.pdf

Prepared for:

DRMP, INC.

941 Lake Baldwin Lane

Orlando, FL 32814

Prepared by:

Nadic Engineering Services, Inc.

601 N. Hart Blvd

Orlando, Florida 32818 407-521-4771

Consultants in: Civil ꞏ Environmental ꞏ Geotechnical Engineering Offices in: Orlando ꞏ Miami

Final Geotechnical Roadway Soil Survey Report

Final Design of Reams Road (From South of Summerlake Park Blvd to Taborfield Ave)

Orange County, Florida Orange County Project No.: Y19-804-CH

NADIC Project No. PR.GEO-RD19013

January 19, 2026

941 Lake Baldwin Lane Orlando, FL 32814

Attention: Ms. Colette Moss, P.E.

Re: Final Geotechnical Roadway Soil Survey Report Final Design of Reams Road (From South of Summerlake Park Boulevard to Taborfield Avenue) Orange County, Florida Orange County Project No.: Y19-804-CH NADIC Project No. PR.GEO-RD19013

Dear Ms. Moss:

Nadic Engineering Services, Inc. (NADIC) is pleased to submit this Final Geotechnical Report for the above referenced project. The purpose of this exploration was to evaluate soil and groundwater conditions along the subject roadway alignment and associated stormwater pond sites, and to provide geotechnical recommendations to guide design and construction of the proposed roadway reconstruction.

This report describes our exploration procedures and laboratory testing methods, exhibits the data obtained and presents our conclusions and recommendations for the project.

NADIC appreciates the opportunity to work with you on this project and looks forward to a continued association. Please contact us if you have any questions, or if we may be of further assistance to you as this project proceeds.

Sincerely, NADIC ENGINEERING SERVICES, INC.

Engineering Business No. 8214

Maria Bridges, M.Sc. Godwin N. Nnadi, Ph.D., P.E.

Engineer Intern Principal Engineer

FL Registration No. 50637

S:\New Z Drive\...\Roadway (RD)\2019\PR.GEO-RD19013 - Reams Road\Working Folder\Report

Godwin Nnadi Dr. Nnadi Stamp

Final Design of Reams Road Page i of ii (From South of Summerlake Park Boulevard to Taborfield Avenue) Roadway Soil Survey Report NADIC Project No. PR.GEO-RD19013 January 19, 2026

NADIC

Table of Contents

1.0 PROJECT LOCATION AND DESCRIPTION

2.0 PROJECT APPROACH

3.0 REVIEW OF AVAILABLE PUBLISHED DATA

3.1 General

3.2 USGS Topographic Map

3.3 USDA, NRCS Soil Survey

3.4 Area Geology

4.0 FIELD EXPLORATION PROGRAM AND METHODS

4.1 Field Exploration Program

4.2 Field Exploration Methods

4.2.1 Hand Auger Borings

4.2.2 Standard Penetration Test Borings

4.2.3 Pavement Coring

4.2.4 Muck Probing

5.0 SUBSURFACE CONDITIONS

5.1 General

5.2 Roadway Boring Results

5.3 Multi-Use Trail Boring Results

5.4 Stormwater Boring Results

5.5 Box Culvert Boring Results

5.6 Muck Probe Results

5.7 Groundwater

6.0 LABORATORY TESTING

7.0 EVALUATION AND RECOMMENDATIONS

7.1 General

7.2 Roadway Construction

7.3 Pavement Design Considerations

7.4 Pavement Condition Evaluation

7.5 Groundwater Control

7.6 Stormwater Management Area

7.7 Pond Borrow Suitability

7.7.1 Stratum 1 (A-3)

7.7.2 Stratum 2 (A-2-4)

7.7.3 Stratum 3 (A-2-6)

7.7.4 Strata 4 (A-6) and 6 (A-7-6)

Final Design of Reams Road Page ii of ii (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

Table of Contents Continued

8.0 CONSTRUCTION CONSIDERATIONS

8.1 Considerations

8.2 Excavation

9.0 REPORT LIMITATIONS

APPENDICES

APPENDIX A

Figure 1 Vicinity Map Figure 2 USGS Topographic Map Figures 3A and 3B USDA/NRCS Soils Map Figures 4A through 4E Boring and LBR Location Map

APPENDIX B

Sheet 1 Roadway Soil Survey Sheets 2 through 6 Report of Roadway Borings Sheet 7 Report of Multi-Use Trail Borings Sheets 8 through 14 Report of Pond Borings Sheets 15 and 16 Report of Box Culvert Borings Sheets 17 through 22 Report of Muck Probing

APPENDIX C

Table 2 Summary of Laboratory Test Results Table 3 Corrosion Series Test Results Table 5 Pavement Evaluation and Condition Sheet Table 6 FDOT Mean Method Design LBR Calculations Table 7 FDOT 90 Percent Method Design LBR Calculations Figure 5 FDOT 90 Percent Graph Plates 1 through 7 LBR Calculations Plates 8 and 9 Pavement Cores

Final Design of Reams Road Page 1 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

1.0 PROJECT LOCATION AND DESCRIPTION

Orange County plans to reconstruct and widen the segment of Reams Road from South of Summerlake Park Boulevard to Taborfield Avenue. The project elements include the following:

Construction of four (4) lanes for Reams Road from South of Summerlake Park Boulevard to Taborfield Avenue, a 14-foot concrete multiuse trail on the left side, and a 5-foot concrete sidewalk on the right side

Special treatment and/or additional lanes at major intersections, and widening of crossroads up to 600 feet in each direction

Box culvert for stormwater and wildlife crossings Construction of five (5) new stormwater ponds and one (1) floodplain compensation pond Two (2) pavement coring within project limits Total of 15 traffic mast arms Approximately 2,500 linear feet of retaining walls

The project area is generally located within Sections 34 and 35, Township 23 South and Range 27 East and within Sections 1 and 2, Township 24 South and Range 27 East in Windermere, Florida.

A vicinity map showing the proposed roadway improvements is presented on the attached Figure 1 in Appendix A.

This report presents the findings of our subsurface exploration program, an evaluation of the encountered soil and groundwater conditions, and provides recommendations to guide design and construction of the proposed roadway improvements.

2.0 PROJECT APPROACH

The purpose of this study is to obtain information on the general subsurface conditions including soil and groundwater along the roadway alignment in order to make geotechnical engineering assessments and recommendations to guide the proposed widening and reconstruction.

Our services for this project are in general accordance with the Florida Department of Transportation's (FDOT), "Soils and Foundations Manual." The services include review of geologic and topographic information, field reconnaissance, groundwater table measurements, roadway soil survey, and laboratory classification testing. Other services include engineering analyses, evaluations, and engineering design recommendations.

Final Design of Reams Road Page 2 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

3.0 REVIEW OF AVAILABLE PUBLISHED DATA

3.1 General

To obtain general information on soil and groundwater conditions along the project alignment, NADIC reviewed data including aerial maps, United States Geological Survey (USGS), Quadrangle Topographic Maps, and the United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) Soil Survey for Orange County, Florida. A summary of this information is presented below in the following report section. An aerial map of the site location is shown on Figure 1 in Appendix A.

3.2 USGS Topographic Map

The “Windermere, Florida” USGS Topographic Maps issued in 2018, along the project alignment were reviewed. Excerpts of the USGS Topographic Maps are presented on Figure 2 in Appendix A. The map shows the ground surface elevation in the project vicinity to be approximately +100 feet North American Vertical Datum of 1988 (NAVD-88).

3.3 USDA, NRCS Soil Survey

The "Soil Survey of Orange County, Florida" published by the United States Department of Agriculture (USDA), National Resources Conservation Service (NRCS) was reviewed. A reproduction of the NRCS map for the project area can be found on Figures 3A and 3B in Appendix A. Soils found in the project vicinity are listed below on Table 1.

The soils classified as A-3 and A-2-4 are appropriate for use as embankment fill; however, A-8 soils (muck) should be treated in accordance with FDOT Standard Specifications and Index Nos. 120-002 and 120-001. This soil is unsuitable for support of roadways and should be over-excavated and replaced with suitable granular materials, if encountered within the project limits.

Information contained in the NRCS Soil Survey is very general and may be outdated due to recent development in the site vicinity. Therefore, it may not reflect the actual soil and groundwater conditions, particularly where developments may have modified soil conditions or surface and near surface drainage.

...A-3 and A-2-4 are appropriate for use as embankment fill...

A-8 soils should be treated...

Final Design of Reams Road Page 3 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

Table 1: USDA/NRCS Soil Survey Summary

*AASHTO: American Association of State Highway and Transportation Officials **SHGWT: Seasonal High Groundwater Table

Soil Unit Depth

(inches)

Soil

Description

USCS AASHTO*

USDA

SHGWT

(ft.)*

Basinger (3)

0-7 Fine Sand SP A-3

7-32 Sand, Fine Sand SP, SP-SM A-3, A-2-4

32-47 Sand, Fine Sand SP, SP-SM A-3, A-2-4 47-80 Sand, Fine Sand SP, SP-SM A-3, A-2-4

Immokalee (20)

0-5 Fine Sand SP, SP-SM A-3

0.5-1.0 5-35 Fine Sand, Sand SP, SP-SM A-3

35-67 Fine Sand, Sand SP-SM, SM A-3, A-2-4 67-80 Fine Sand, Sand SP, SP-SM A-3

Pomello (34)

0-42 Fine Sand SP, SP-SM A-3 2.0-3.5 42-54 Sand, Fine Sand SP-SM, SM A-3, A-2-4

54-80 Sand, Fine Sand SP, SP-SM A-3

Samsula (41)

0-34 Muck PT A-8

34-80 Sand, Fine Sand, Loamy Sand

SP-SM, SM,

SP

A-3, A-2-4

Hontoon (41)

0-80 Muck PT A-8

Basinger (41)

0-6 Fine Sand SP A-3 6-25 Sand, Fine Sand SP, SP-SM A-3, A-2-4

25-35 Sand, Fine Sand SP, SP-SM A-3, A-2-4 35-80 Sand, Fine Sand SP, SP-SM A-3, A-2-4

Sanibel (42)

0-11 Muck PT A-8

0 11-15 Sand, Fine Sand, Mucky Fine Sand

SP, SP-SM A-3

15-80 Sand, Fine Sand SP, SP-SM A-3

Smyrna- Smyrna

(44)

0-17 Fine Sand SP, SP-SM A-3, A-2-4

0.5-1.5 17-27 Sand, Fine Sand, Loamy Fine Sand

SM, SP-SM A-3, A-2-4

27-80 Sand, Fine Sand SP, SP-SM A-3 Tavares

(47) 0-6 Fine Sand SP, SP-SM A-3

3.5-6.0 6-80 Sand, Fine Sand SP, SP-SM A-3

Urban land (50)

Zolfo (54)

0-5 Fine Sand SP-SM A-3, A-2-4 1.5-3.5 5-55 Fine Sand, Sand SP-SM, SM A-3, A-2-4

55-80 Fine Sand, Sand SP-SM, SM A-3, A-2-4

Final Design of Reams Road Page 4 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

3.4 Area Geology

The geology of Central Florida area is characterized by sedimentary strata formed during three distinct geologic periods. The surficial stratum is composed of undifferentiated Holocene/ Pleistocene/Pliocene age sands containing varying amounts of silt and clay, which extend typically to depths on the order of 40 to 60 feet below the ground surface. This upper, mostly sandy zone contains the surficial aquifer (water table). A Miocene age deposit, the Hawthorn Formation, frequently underlies the surficial sands and is typically composed of clay, clayey sands and sandy limestone sometimes containing appreciable amounts of phosphate. This stratum extends to, typically, a depth of 80 to 120 feet beneath the existing ground surface and serves as the confining layer for the underlying Floridian Aquifer.

The Eocene age Ocala and Avon Park limestone formations are contained in the Floridian Aquifer, which is one of the most productive aquifers in the world. The extremely high productivity of this aquifer is directly related to its numerous cavities and interconnected channels. The deepest formation of the Eocene age is the Avon Park limestone. The Avon Park limestone consists mostly of hard brown dolostone and tan, granular limestone. Above the Avon Park limestone is the Ocala limestone. The Ocala limestone is a loose to moderate well cemented mass of very small to large microfossils with much less dolostone than the Avon Park limestone. Typically, the Ocala limestone contains almost pure limestone with no dolostone, although the lower few feet can be partly dolomitized in some areas.

4.0 FIELD EXPLORATION PROGRAM AND METHODS

4.1 Field Exploration Program

To evaluate the subsurface conditions along the proposed roadway improvements, Hand Auger borings and Standard Penetration Test (SPT) borings were performed. Several field visits were conducted to establish drilling equipment access, layout and stake boring locations, and coordinate underground utility locations and markings.

The subsurface conditions along the project roadway alignment were evaluated by performing a series of 5-foot deep auger borings and 20-foot deep SPT borings below existing grade. A total of 69 roadway borings were completed for the proposed roadway improvements including: 43 auger borings and 26 SPT borings to depths of five (5) feet and 20 feet below existing grade, respectively.

In addition, 20 auger borings were completed to depths of five (5) feet below grade for the proposed multi-use trail.

A total of 48 borings were completed for the proposed stormwater ponds including: one (1) auger boring performed in a wetland to a depth of six (6) feet, and 47 SPT borings to depths of 20 feet below existing grade. The six (6) ponds are designated as Pond 2B, Pond 3B, Pond 4A1, Pond 4A2, Pond 4FC and Pond 5D.

Final Design of Reams Road Page 5 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

A total of nine (9) borings were performed for box culvert including: one (1) auger boring to a depth of 10 feet, and eight (8) SPT borings to depths ranging from 30 to 60 feet below existing grade.

The location of the borings was determined by NADIC based on information provided by DRMP.

All borings were staked in the field by a representative of NADIC with the aid of a Global Positioning System (GPS) device. The stations and offsets were provided by DRMP.

Boring profiles completed for Reams Road RCA by Antillian Engineering Associates, Inc. in 2017 were incorporated into this report in Appendix B.

Upon completion, all borings were backfilled for safety. Boring approximate locations are shown on Figures 4A through 4E in Appendix A. The Roadway Soil Survey is presented on Sheet 1 in Appendix B. The results of the exploration program in the form of soil profiles are shown on Sheets 2 through 16 in Appendix B.

4.2 Field Exploration Methods

4.2.1 Hand Auger Borings

Hand auger borings were performed to a general depth of five (5) feet below the existing grade by manually twisting and advancing a bucket auger into the ground in four (4) to six (6) inch increments. These borings were performed in general accordance with the American Society of Testing and Materials (ASTM) Test Designation D-1452. As each soil type was revealed, representative samples were placed in air-tight bags and returned to our laboratory for further visual examination and classification by a geotechnical engineer. For safety, these boreholes were backfilled after groundwater level measurement.

4.2.2 Standard Penetration Test Borings

The Standard Penetration Test (SPT) borings were performed at boring locations with depths equal to 20 feet. The borings were drilled in general accordance with ASTM test designation D-1586.

Soil sampling using a 13/8-inch diameter (ID) split-barrel sampler was performed at closely spaced intervals from the ground surface to 20 feet below existing grade. After seating the sampler six inches, the number of successive blows required to drive the sampler 12 inches into the soil constitutes the test result commonly referred to as the “N” value. The “N” value has been empirically correlated with various soil properties and is considered indicative of the relative density of non-cohesive soils and the consistency of cohesive soils. The recovered split-barrel samples were described in the field with representative portions of the samples placed in airtight jars and transported to our Orlando office for visual classification and laboratory testing. Following completion and groundwater table measurement, the SPT borings were backfilled for safety.

Final Design of Reams Road Page 6 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

4.2.3 Pavement Coring

Two (2) pavement cores were performed by NADIC: one (1) on Reams Road, just southeast of Floridian Way, and one (1) on Center Drive, just west of Reams Road. The pavement coring was performed by advancing a six-inch diameter core barrel. The cores were removed and measured for pavement and base thickness. Pavement conditions encountered were categorized according to the classification system outlined in the FDOT Flexible Pavement Condition Survey Handbook.

After performing the pavement coring, the coring holes were backfilled using native materials and ready-mix asphalt compacted to the top.

4.2.4 Muck Probing

Muck probing was performed by NADIC personnel within the project limits. The approximate locations of the muck probes along Reams Road from south of Summerlake Park Boulevard to Taborfield Avenue are shown on Sheets 17 through 22 in Appendix B.

Muck probing was performed by advancing a 0.5 inch diameter steel rod through the surficial soft sediments/organics until manual refusal is achieved. Generally, it can be pushed through soft organic and/or clayey soils, and terminate upon encountering sandy soils or relatively stiff clay.

Muck probes; however, cannot detect peat or muck layers that are present beneath layers of sand or dense soils, which cannot be penetrated. Therefore, in muck probing, the soil type is referred solely by evaluating the relative resistance of the soil to penetration. These limitations can lead to misrepresentation of the extent and thickness of muck layer. It is not recommended that muck probe data be used for earthwork quantity estimates except on a very preliminary basis.

5.0 SUBSURFACE CONDITIONS

5.1 General

The soils encountered were classified using the AASHTO Soil Classification System (i.e. A-3, A- 2-4, etc.). Soils were described using the ASTM soil descriptions such as sand with silt. Soil classification and stratification are based on visual examination, interpretation of the boring logs by a geotechnical engineer and laboratory results of selected soil samples. The stratification lines represent the approximate boundaries between different soil types. However, actual transition between soils may be gradual and different than indicated. These stratification lines should be used with caution; actual earthwork quantities measured during construction should be expected to vary from quantities calculated based on the information from this report. The soil profiles indicate subsurface conditions encountered only at the specific boring locations at the time of the field exploration. Moreover, conditions at the boring locations can change over time.

Based on the soil borings and laboratory test results, the soils encountered along the project alignment have been grouped into six (6) strata. Each stratum exhibits a range of engineering properties related to application for roadway construction as outlined by FDOT Standard Indices 120-002 and 120-001. The results of the borings are presented in the form of soil profiles on the attached Sheets 2 through 16 in Appendix B. Included with the soil profiles are the groundwater

Final Design of Reams Road Page 7 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026 levels measured at the time the borings were performed and the estimated seasonal high groundwater levels.

5.2 Roadway Boring Results

The majority of the borings encountered fine sand with varying amounts of silt (Strata 1 and 2).

Some borings encountered clayey sand (Stratum 3) intermittently at various depths and thicknesses. Sandy clay (Stratum 4) was encountered in Borings AB-3, AB-6, AB-9, AB-13, AB- 16, AB-21, AB-24, AB-26, AB-31, AB-34 and AB-36. Organic sand (Stratum 5) was encountered in Borings AB-29, AB-29A, AB-38, AB-60 and AB-61.

The soil strata encountered, soil descriptions, AASHTO classifications and FDOT 120-001 Embankment Soil Utilization designations are summarized below:

The above subsurface conditions are only general descriptions. For details refer to the boring profiles on Sheets 2 through 6 in Appendix B.

5.3 Multi-Use Trail Boring Results

The majority of the borings encountered fine sand with varying amounts of silt (Strata 1 and 2).

Clayey sand (Stratum 3) was encountered in Boring T-16 at a depth of four (4) feet below grade to boring termination depth.

Stratum Soil Description

AASHTO

Soil Classification

FDOT Index 120-001

Classification

Dark brown to light brown to gray fine SAND to fine SAND with silt, occasionally with roots/gravel/wood and organic material

A-3 Select (S)

Dark brown to light brown to gray fine SAND with silt to silty SAND, occasional trace organic material

A-2-4 Select (S)

3 Brown to gray with yellow stain clayey SAND A-2-6 Plastic (P)

Brownish gray to greenish gray with yellow stain sandy CLAY

A-6 High Plastic (H)

5 Dark brown MUCK A-8 Muck (M)

Final Design of Reams Road Page 8 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026 profiles on Sheet 7 in Appendix B.

5.4 Stormwater Boring Results

The majority of the borings encountered fine sand with varying amounts of silt (Strata 1 and 2) (A-3, A-2-4). Borings P2B-4 through P2B-13 and P2B-15 completed for Pond 2B and Borings PN-1 through PN-4 completed for Pond 4A1 encountered clayey sand (Stratum 3) (A-2-6). Sandy clay (Strata 4 and 6) was encountered in the following Borings: P2B-1 through P2B-6 and P2B-8 through P2B-15 completed for Pond 2B; P3B-1 through P3B-9 for Pond 3B; P4A-4 and P4A-5 for Pond 4A2; and Borings P5D-2 through P5D-6, and P5D-8 for Pond 5D.

profiles on Sheets 8 through 14 in in Appendix B.

Stratum Soil Description

AASHTO

Soil Classification

FDOT Index 120-001

Classification

Dark brown to light brown to gray fine SAND to fine SAND with silt, occasionally with roots/gravel/wood and organic material

A-3 Select (S)

Dark brown to light brown to gray fine SAND with silt to silty SAND, occasional trace organic material

A-2-4 Select (S)

3 Brown to gray with yellow stain clayey SAND A-2-6 Plastic (P)

Stratum Soil Description

AASHTO

Soil Classification

FDOT Index 120-001

Classification

Dark brown to light brown to gray fine SAND to fine SAND with silt, occasionally with roots/gravel/wood and organic material

A-3 Select (S)

Dark brown to light brown to gray fine SAND with silt to silty SAND, occasional trace organic material

A-2-4 Select (S)

3 Brown to gray with yellow stain clayey SAND A-2-6 Plastic (P)

Brownish gray to greenish gray with yellow stain sandy CLAY

A-6 High Plastic (H)

6 Gray to gray with yellow stain sandy CLAY A-7-6 High Plastic (H)

Final Design of Reams Road Page 9 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

5.5 Box Culvert Boring Results

The majority of the borings encountered fine sand with varying amounts of silt (Strata 1 and 2) (A-3, A-2-4) and clayey sand (Stratum 3) (A-2-6). Muck (Stratum 5) was encountered in Borings W-2 and W-3 in the first six (6) feet, and in Borings W-5 and BC-3 at depths from four (4) to six

(6) feet from existing grade. Sandy clay (Stratum 6) was encountered in Borings W-3 and W-4 at depths ranging from eight (8) to 22.5 feet below grade.

profiles on Sheets 15 and 16 in in Appendix B.

Box culvert report will be provided in a separate cover.

5.6 Muck Probe Results

The Muck probes performed along Reams Road from south of Summerlake Park Boulevard to Taborfield Avenue indicate surficial soft/organic soil thickness from 0.2 to 6 feet. Water depth at the time of exploration ranged from 3.5 feet above ground surface to 4 feet below ground surface at the muck probe locations. Organic Content test results of selected muck samples show the organic content to range from 1 to 56 percent. The test results are summarized on Table 2 in Appendix C. For details of muck probing locations, refer to Sheets 17 through 22 in Appendix B.

In general, the shallow organic deposits observed lie within feasible range for demucking, should be replaced with competent fill materials, if necessary. Demucking should occur in accordance with FDOT Standard Index 120-002. Removal of shallow surficial organic soil deposit should be accomplished in accordance with FDOT Standard Specification for Road and Bridge Construction, Section 110 and as outlined in the Soil Survey Summary table notes on Sheet 1 in Appendix B.

Stratum Soil Description

AASHTO

Soil Classification

FDOT Index 120-001

Classification

Dark brown to light brown to gray fine SAND to fine SAND with silt, occasionally with roots/gravel/wood and organic material

A-3 Select (S)

Dark brown to light brown to gray fine SAND with silt to silty SAND, occasional trace organic material

A-2-4 Select (S)

3 Brown to gray with yellow stain clayey SAND A-2-6 Plastic (P) 5 Dark brown MUCK A-8 Muck (M) 6 Gray to gray with yellow stain sandy CLAY A-7-6 High Plastic (H)

Final Design of Reams Road Page 10 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

Organic soils are highly compressible and may cause excessive settlement if left in place. This material is also susceptible to significant secondary compression settlements.

5.7 Groundwater

Groundwater was encountered in all the borings except in borings RCA-11, RCA-12, T-3, T-17, T-18 and T-20. Groundwater was encountered at elevations ranging from +90.5 to +104.6 feet NAVD-88, at the time of our field investigation (May to June 2020, January to April 2021, February to August 2022 and July to August 2023).

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. “Normal rainfall year” is defined as a year in which rainfall quantity and distribution were at or near historical rainfall averages. The estimated seasonal high groundwater levels presented next to the boring profiles (Sheets 2 through 16 in Appendix B) are based on the soil stratigraphy, measured groundwater levels, USDA/NRCS information, review of roadway plans, and experience with similar soil conditions. In general, the estimated seasonal high groundwater level is not intended to define a limit or ensure future seasonal fluctuations in groundwater levels will not exceed the estimated levels. Post-development groundwater levels could exceed the seasonal high groundwater level estimates as a result of a series of rainfall events, changed conditions at the site which alter surface water drainage characteristics, or variations in the duration, intensity, or total volume of rainfall.

6.0 LABORATORY TESTING

Representative soil samples were retrieved from the borings and returned to NADIC's laboratory for further visual classification, stratification and selective soil testing. Laboratory classification tests consisting of grain size analysis, percent passing No. 200 sieve, moisture content, organic content and Atterberg limits were performed on selected soil samples. In addition to the classification testing, environmental corrosion series tests were performed.

The results of all roadway laboratory tests are summarized on the Roadway Soil Survey Sheet (Sheet 1 in Appendix B), the Summary of Laboratory Test Results (Table 2 in Appendix C), and Corrosion Series Test Results (Table 3 in Appendix C). In addition to the classification testing, Limerock Bearing Ratio (LBR) tests were performed on representative soil samples and the results are presented in Appendix C. The types of tests performed with their associated test designations are presented on the following table:

Final Design of Reams Road Page 11 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

Table 4 -Laboratory Testing Performed

7.0 EVALUATION AND RECOMMENDATIONS

7.1 General

The evaluation and recommendations contained in this report are based in part on the data obtained from our field exploration and experience with similar subsurface conditions and types. The exploration methods used indicate subsurface conditions at specific boring locations, only at the time they were performed and 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. If variations from the conditions described in this report become evident during the course of construction, or project characteristics described in this report change, NADIC should be retained to re-evaluate the conclusions and recommendations contained in this report considering such changes.

7.2 Roadway Construction

The results of our geotechnical exploration indicate that the subsurface soils encountered along the roadway alignment are generally suitable for support of the proposed roadway improvement after proper subgrade preparation. Non-select soils, muck, clays or debris, if encountered within the limits, should be removed and replaced with select soils in accordance with FDOT Index Nos.

120-002 and 120-001. Site preparation and roadway construction should be in accordance with the latest version of the FDOT Standard Specifications for Road and Bridge Construction and FDOT Standard Specification and Index Nos. 120-002 and 120-001.

The soils encountered in our borings classified as fine sand to fine sand with silt (A-3) (Stratum 1) and fine sand with silt to silty fine sand (A-2-4) (Stratum 2) should be treated as Select (S) materials in accordance with Index No. 120-001.

However, the A-2-4 may retain excess moisture and may be

Test Type FDOT ASTM

Grain Size Analysis FM 1-T 088 D-422

Percent Fines FM 1-T 088 D-1140

Moisture Content FM 1-T 265 D-2216

Organic Content FM 1-T 267 D-2974

Atterberg Limits FM 1-T 089 and FM 1-T 090 D-4318

Limerock Bearing Ratio FM 5-515 -

Corrosion Series FM5-550, FM 5-551, FM 5-552 and FM 5-553 G51, G57, D512, and D4130

Strata No.1 (A-3) and No.2 (A- 2-4) should be treated as Select

(S) materials in accordance with Index No. 120-001.

Final Design of Reams Road Page 12 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026 difficult to compact. Therefore, the contractor should be prepared to adjust moisture content of the unstable subgrade soils as necessary to achieve stability and compaction requirements.

Stratum 3 is classified as Plastic (P), and Strata 4 and 6 are classified as High Plastic (H). These soils can only be used in embankment construction within the limitation as per index 120-001. The encountered fine sand with organics to organic fine sand (A-8) (Stratum 5) should be classified as Muck (M) and not acceptable for use as fill and should be removed in accordance with Index 120-

002. If plastic and/or organic material is encountered along the project alignment during construction, at locations that were not indicated in this report or where soil borings were not performed, these materials should be removed in accordance with Index Nos. 120-002 and 120- 001.

Roadway construction can proceed in accordance with the latest versions of the FDOT "Standard Specification for Road and Bridge Construction." All fill soils placed for the roadway construction should be selected in accordance with Index No. 120-001. In-place density tests should be performed on the 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.

7.3 Pavement Design Considerations

A total of seven (7) LBR tests were performed on representative samples along the project alignment. Locations of the LBR samples can be found in Figures 4A through 4E in Appendix A. Presented below is a table of LBR samples, locations, stratums, and LBR values.

The LBR test results were evaluated using the FDOT Mean Method and FDOT 90 Percent Method with the results of our analyses presented on Tables 6 and 7 in Appendix C, respectively. The FDOT Mean Method yielded a design LBR value of 36 and the FDOT 90 Percent Method resulted

Sample ID Station Offset

(feet) Baseline

Depth

(feet) Stratum

No.

Maximum LBR Value

LBR 1 360+06 29 LT Reams Rd 0 – 1 1 33

LBR 2 377+84 2 RT Reams Rd 0 – 1 2 71

LBR 3 397+62 33 LT Reams Rd 0 – 1 1 160

LBR 4 418+96 8 RT Reams Rd 0 – 1 1 43

LBR 5 439+15 43 LT Reams Rd 0 – 1 1 19

LBR 6 458+15 27 RT Reams Rd 0 – 1 1 36

LBR 7 478+52 17 LT Reams Rd 0 - 1 1 40

Final Design of Reams Road Page 13 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026 in a design LBR value of 30. For pavement design of filled roadway sections, we recommend an LBR of 30.

7.4 Pavement Condition Evaluation

The data information for the pavement core samples recorded in the field during coring are presented on the Pavement Evaluation and Condition Data Sheet on Table 5 in Appendix C.

Locations of the pavement cores can be found in Figure 4D in Appendix A. The general conditions of the existing pavements are shown on Plates 8 and 9 in Appendix C.

Reams Road eastbound and westbound lanes, within the vicinity of Pavement Core 1, are found to be in good condition with no cracking observed in the location where the core was taken. The base encountered is soil cement with a depth of 7.8 inches.

Both eastbound and westbound lanes of Center Drive, within the vicinity of Pavement Core 2, are found to be in good condition with no cracking observed. The base encountered is limerock with a depth of 3.1 inches.

7.5 Groundwater Control

Groundwater table fluctuates seasonally depending upon intensity and duration of rainfall, presence and proximity of any artificial drainage facilities. Depending upon groundwater levels at the time of construction, some form of dewatering may be required at some locations to achieve the required compaction. Based on the encountered groundwater, the existing groundwater is controlled by a drainage system consisting of swales, cross drains and storm trenchline sewers.

One of the most critical influences on pavement performance in Central Florida is the relationship between pavement subgrade and the seasonal high groundwater level. Many roadways have been destroyed as a result of deterioration of the base and the base/surface course bond. It is our opinion that at least two (2) feet of clearance be provided between the bottom of the proposed pavement base course and the estimated seasonal high groundwater levels along the roadway alignment. If this separation is not possible, selective filling and/or underdrain or soil cement base may be utilized to protect the pavement from groundwater related damage.

7.6 Stormwater Management Area

Six new stormwater management ponds, Pond 2B, Pond 3B, Pond 4A1, Pond 4A2, pond 4FC and Pond 5D are proposed. The soil conditions encountered at the stormwater management ponds are represented by the boring profiles shown on Sheets 8 through 14 in Appendix B. The majority of borings encountered fine sand to fine sand with varying silt content (Strata 1 and 2). Stratum 3, clayey fine sand was encountered in 15 of the total 48 stormwater pond borings. Stratum 4, sandy clay was encountered in eight (8) pond borings. Stratum 6, sandy clay was encountered in 24 pond borings.

Final Design of Reams Road Page 14 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

The groundwater table was encountered at elevations varying from +90.5 to +99 feet NAVD-88, at the time of the field investigation (March 2021, February 2022, July and August 2023). It should be noted that groundwater levels tend to fluctuate during periods of prolonged drought and extended rainfall, and may be affected by man-made influences.

7.7 Pond Borrow Suitability

We anticipate the contractor would attempt to reuse the soils excavated from the pond and roadway areas for the proposed realignment and modifying the pond. The suitability of the soil types encountered in the ponds is discussed below.

7.7.1 Stratum 1 (A-3)

Stratum 1 soils are classified as Select (S) soils. These soils generally have fine contents of less than 10 percent and are commonly referred to as “clean sands”. These soils are highly desirable for use as fill because they drain freely. They may be used as embankment soil provided, they satisfy the graduation requirements indicated in the FDOT Standard Specifications for Road and Bridge Construction.

7.7.2 Stratum 2 (A-2-4)

Stratum 2 soils are classified as Select (S) soils. These soils consist of sands with varying fines contents with little or no plasticity. These soils may retain excess moisture and may be difficult to dry and compact. They require close attention to moisture content to use successfully as fill.

Suitable compaction of these soils is generally achieved across a narrow range of moisture. They may be used as embankment soil provided, they satisfy the requirements indicated in the FDOT Standard Specifications for Road and Bridge Construction.

7.7.3 Stratum 3 (A-2-6)

Stratum 3 soils are classified as Plastic (P) soils. These soils consist of sands with significant amount of clay and exhibit slightly plastic to plastic texture. These soils do not drain as Select (S) soils. These soils may be used for embankment construction above the existing ground water level, as long as they are kept out of the subgrade portion of the roadbed. They require close attention to moisture content to use successfully as fill. Suitable compaction of these soils is generally achieved across a narrow range of moisture. Because of complications associated with reusing these soils, it is our recommendation that Stratum 3 should be utilized at least two (2) feet below the base course as per index 120-001 of the FDOT Design Standard; otherwise, they should be disposed and replaced with Select (S) soils.

7.7.4 Strata 4 (A-6) and 6 (A-7-6)

Strata 4 and 6 soils are classified as High Plastic (H) soils. These soils consist of sands with significant amounts of clay and exhibit high plastic texture. High Plastic (H) soils excavated within

Final Design of Reams Road Page 15 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026 the project limits may be used for embankment constructed as per index 120-001 of the FDOT Design Standard. High Plastic soils are not to be used for embankment construction when obtained from outside the project limits.

8.0 CONSTRUCTION CONSIDERATIONS

8.1 Considerations

Roadway construction should be performed in accordance with the appropriate sections of the FDOT current edition of the Standard Specifications for Road and Bridge Construction. The proposed improvement should be cleared, and all debris completely removed, including vegetation and construction debris from the ground surface. Site preparation and roadway construction should be in accordance with Section 110 of the latest version of the FDOT Standard Specifications for Road and Bridge Construction and FDOT Standard Specifications and Index Nos. 120-002 and 120-001.

If needed, backfill should generally consist of select materials (A-3) and (A-2-4) compacted in accordance with the FDOT Standard Specification for Road and Bridge Construction. Removal of organic materials and plastic soils within the project limits should be accomplished in accordance with the FDOT Index 120-002 unless otherwise shown on the plans.

In-place density tests should be performed on the 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.

8.2 Excavation

Excavation should be performed in accordance with Section 125 of the current FDOT Standard Specifications for Road and Bridge Construction.

All excavation and below grade construction activities should be in accordance with the Occupational Safety and Health Administration (OSHA). The side slopes of all excavation greater than four feet deep should be sloped at a maximum of 1.5 horizontal to 1 vertical (1.5H: 1V) as required by OSHA. Steeper slopes can be established by a “competent person” (as defined by OSHA) and supported with a system designed by a registered Professional Engineer.

For temporary excavation support system, we recommend the following:

Saturated unit weight 120 pcf

Angle of soil friction 30 degrees

Cohesion 0

Surcharge load 250 psf

Final Design of Reams Road Page 16 of 16 (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 January 19, 2026

9.0 REPORT LIMITATIONS

Our professional services have been performed; our findings and recommendations obtained and prepared in accordance with generally accepted geotechnical engineering principles and practices.

NADIC is not responsible for the conclusions, opinions or recommendations made by others based on these data.

The scope of the investigation was intended to evaluate soil conditions within the influence of the proposed roadway improvements. The analyses and recommendations submitted in this report are based upon the anticipated location and type of construction and data obtained from the soil borings performed at the locations indicated and does not reflect any variations which may occur among these borings. If any variations become evident during construction, a re-evaluation of the recommendations contained in this report will be necessary after NADIC has had an opportunity to observe the characteristics of the conditions encountered.

The scope of services included herein, did not include any environmental assessment for the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, and air, on the site, below and around the site. Any statements in this report or on the boring logs regarding odors, colors, unusual or suspicious items and conditions are strictly for the information of the client.

APPENDIX A

Figure 1 Vicinity Map

Figure 2 USGS Topographic Map

Figures 3A and 3B USDA/NRCS Soil Maps

Figures 4A through 4E Boring and LBR Location Map

PROJECT NAME:

FIGURE 1

PROJECT No.COUNTY

ORANGE

VICINITY MAP

NOT TO SCALE

NADIC PROJECT NO.: PR.GEO-RD19013

PROFESSIONAL ENGINEERING SERVICES

FOR THE FINAL DESIGN OF REAMS RD

(FROM SOUTH OF SUMMERLAKE PARK

BLVD TO TABORFIELD AVE)

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

04-08-2021MB

GNN

DATES BY DESCRIPTION

REVISIONS

Y19-804-CH

DRAWN BY:

04-08-2021

QUADRANGLE: WINDERMERE, FL

SECTIONS:

TOWNSHIP:

RANGE:

(ISSUED 2018)

REFERENCE:

34 & 35 1 & 2

23 SOUTH 24 SOUTH

27 EAST 27 EAST

Google Earth Aerial Maps (2018)

Project Begins

Project Ends

Taborfield Ave.

Aldendale St.

Floridian Way

Ficquette Rd

Summerlake Park Blvd.

Winter Garden Vineland Rd.

Approximate Project Location

GODWIN N. NNADI, Ph.D., P.E.

FL REGISTRATION NO. 50637

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO, FL 32818

PH (407) 521-4771 FAX (407) 521-4772

Reams Rd.

Pond 2B

Pond 3B

Pond 4A1

Pond 5D

Pond 4A2 Pond 4FC

01-19-2026MB

01-19-2026GNN

GNN

Approximate Pond Location

AutoCAD SHX Text

NADIC

AutoCAD SHX Text

ENGINEERING

FIGURE 3A

PROJECT No.COUNTY

ORANGE

NADIC PROJECT NO.: PR.GEO-RD19013

CHECKED BY:

DESIGNED BY:

CHECKED BY:

APPROVED BY:

DATES BY DESCRIPTION

REVISIONS

Y19-804-CH

DRAWN BY:

NOT TO SCALE

DATESNAMES

GNN

M

AT

CH

L

IN

E A

Approximate Project Location

QUADRANGLE: WINDERMERE, FL

SECTIONS:

TOWNSHIP:

RANGE:

(ISSUED 2018)

REFERENCE:

34 & 35 1 & 2

23 SOUTH 24 SOUTH

27 EAST 27 EAST

USDA/NRCS Soil Survey

LEGEND

3: Basinger

20: Immokalee

34: Pomello

41: Samsula

42: Sanibel muck

44: Smyrna-Smyrna

47: Tavares-Millhopper

54: Zolfo

Torcello Isle Dr.

Floridian Way

Project Begins

ORANGE COUNTY,

FLORIDA

PROJECT NAME:

SOIL SURVEY MAP

PROFESSIONAL ENGINEERING SERVICES

FOR THE FINAL DESIGN OF REAMS RD

(FROM SOUTH OF SUMMERLAKE PARK

BLVD TO TABORFIELD AVE)

Reams Rd.

Pond 2B Pond 3B

Pond 4A1

04-08-2021MB

04-08-2021

GODWIN N. NNADI, Ph.D., P.E.

FL REGISTRATION NO. 50637

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO, FL 32818

PH (407) 521-4771 FAX (407) 521-4772

01-19-2026MB

01-19-2026GNN

GNN

Approximate Pond Location

AutoCAD SHX Text

NADIC

Drawn by:

Checked by:

Checked by:

Approved by:

NAMES

GNN

GNN

DATES

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

TITLE:

4D

\\N

AD

IC

SE

R

VE

R \S ha re d Fo ld er s\ Sh ar e\

N ew

Z D riv e\

En gi ne er in g\

G eo te ch ni ca l\O rla nd o\

R oa dw ay

(R D

)\2

9\

PR

.G

EO

-R D

- R ea m s R oa d\

W or ki ng

F ol de r\A ut oC

AD

PROJECT NAME: FIGURE NO.

PROFESSIONAL ENGINEERING SERVICES FOR THE FINAL DESIGN

OF REAMS RD (FROM SOUTH OF SUMMERLAKE PARK BLVD TO

TABORFIELD AVE)

NADIC Project No.: PR.GEO-RD19013

BORING AND LBR LOCATION MAPORANGE COUNTY,

FLORIDA

ROAD NAME

REAMS ROAD

PROJECT NO.

Y19-804-CH

COUNTY

ORANGE

MB 04-12-2021

04-12-2021

NOT TO SCALE

Match lin e C-C

AB-37

AB-38

AB-41

AB-44

AB-54

AB-55

AB-52

AB-50AB-49

AB-45

AB-39

AB-47

AB-53

AB-48

AB-43

AB-42

AB-36

AB-46

AB-51

AB-40

T-11

T-12

T-13

T-15

T-16

RCA-17

RCA-18

RCA-19

RCA-22

RCA-23RCA-21

RCA-20

Approximate Auger Boring Location (2020)

LEGEND

Approximate SPT Boring Location (2020)

Approximate Auger Boring Location (2017) Approximate Multi-Use Trail Boring Location (2021) Approximate Pavement Core Location (2020-2021) Approximate Pond Boring Location (2021) Approximate LBR Location (2020)

LBR-5

LBR-6

LBR-7

C-1

C-2

M at ch li ne D

-D

T-14

P4A-1

P4FC-2

P4FC-1P4A-2

P4A-3

P4A-4 P4A-5 P4A-6

Reams Road

Center Dr

Floridian Way

Bay Ct

POND 4A2 POND 4FC

ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

GODWIN N. NNADI, P.E. NO. 50637

Modified by:

GNN

MB 01-19-2026

01-19-2026

QUADRANGLE: WINDERMERE, FL

SECTIONS:

TOWNSHIP:

RANGE:

(ISSUED 2018)

REFERENCE:

34 & 35 1 & 2

23 SOUTH 24 SOUTH

27 EAST 27 EAST

Google Earth Aerial Maps (2018)

AutoCAD SHX Text

NADIC

APPENDIX B

Sheet 1 Roadway Soil Survey

Sheets 2 through 6 Report of Roadway Borings

Sheet 7 Report of Multi-Use Trail Borings

Sheets 8 through 14 Report of Pond Borings

Sheets 15 and 16 Report of Box Culvert Borings

Sheets 17 through 22 Report of Muck Probing

SHEET NO.

ORANGE

Drawn by:

Checked by:

Checked by:

Approved by:

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

COUNTY PROJECT NO.

ORANGE COUNTY , FLORIDA

PROJECT NAME:

SHEET TITLE:

REPORT OF MUCK PROBE

NAMES

GNN

GNN

DATES

SH

EE

T

Y19-804-CH

FINAL DESIGN OF REAMS RD (FROM SOUTH OF SUMMERLAKE

PARK BLVD TO TABORFIELD AVE)

NADIC Project No. RD19013

MB

10' 10' 10' 10' 10' 10' 10' 10' 10' 10' 10' 10' 10' 10'60'

23' 19 20 21 22 23 24 25

26 27 28 29 30 31 32 33 34

A

B

C

REAMS RD

FLORIDIAN WAY

NOT TO SCALE

WL MT SS TD

WL MT SS TD

WL MT SS TDWL MT SS TD

WL MT SS TD

-0.4 1.6

1.6 -0.6

-0.1

- 2.5

0.5

0.50.3 0.2

0.3 0.2

2.6

0.3

2.10.4 1.7

0.3 -- 3.4

- 2.3

WL MT SS TD

0.6 2.41.01.8

0.9

WL MT SS TD

1.7

WL MT SS TD

0.4 0.40.4

0.4

WL MT SS TD

2.0 0.4

1.4 0.4

WL MT SS TD

0.6 2.0

-0.3

1.0

- - - -1.8 -1.3 -1.2

WL MT

-0.7 -0.3

1.0

1.6 2.22.02.52.00.40.40.30.3

WL MT SS TD

- 0.1-

- 0.30.30.5 2.0 0.7

- 0.3

1.9

- 0.6

1.0 0.6

0.3 0.1

WL MT SS TD

-0.4 1.31.3A B C

LOCATION

- -1.7

-1.1

0.5

0.2 0.7

-0.4

-0.7

1.1 0.9

1.8 0.6 0.5

SS TD

WL MT SS TD

- 0.5

WL MT SS TD

- 0.6

WL MT SS TD

0.61.9

1.8 - - 1.7 - - 2.0

0.9 2.31.71.1 1.71.4 1.9

2.31.8 -0.7 0.8 1.5 2.3 -0.6 1.2 1.8 -0.5 1.81.3

1.8 1.7 -- 1.0

WL WATER LEVEL (FEET)

SS SOFT SAND (FEET)

MT MUCK THICKNESS (FEET)

TD TOTAL DEPTH PENETRATED (FEET)

APPROXIMATE PROBE LOCATION (2020)

(- #) WATER LEVEL ABOVE GROUND SURFACE

TYPICAL MUCK PROBE DISTANCES

APPROXIMATE BORING LOCATION (2020)

X'

5' 5'

-1.0 0.6

2.0

0.5

1.0- 0.3 0.2 0.5

0.0 0.2 2.6 2.8

- 0.5 1.5 2.0

0.0 1.5 0.8 2.3

- - 0.4 0.4

- - 0.7 0.7

- - 5.8 5.8

LEGEND

APPROXIMATE BORING LOCATION (2017)

19 22

04/10/2021 04/10/2021

GODWIN N. NNADI, Ph.D., P.E.

FL REGISTRATION NO. 50637

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO, FL 32818

PH (407) 521-4771 FAX (407) 521-4772

TH

E

O

FF

IC

IA

L R

EC

O

R D

O F

TH

IS

S H

EE

T

IS

T

H E

EL

EC

TR

O

N

IC

F

IL

E D

IG

IT

AL

LY

S

IG

N

ED

A N

D S

EA

LE

D U

N D

ER

R

U

LE

1G

-2

3.

4, F

.A .C

Modified by: MB 01/19/2026

APPROXIMATE BORING LOCATION (2021)

GNN 01/19/2026

AutoCAD SHX Text \\NADICSERVER\Shared Folders\Share\New Z Drive\Engineering\Geotechnical\Orlando\Roadway (RD)\2019\PR.GEO-RD19013 - Reams Road\Working Folder\AutoCAD

AutoCAD SHX Text

NADIC

AutoCAD SHX Text

ENGINEERING

AutoCAD SHX Text

RCA-17

AutoCAD SHX Text

AB-37

AutoCAD SHX Text

AB-38

AutoCAD SHX Text

AB-39

AutoCAD SHX Text

AB-40

T-11

APPENDIX C

Table 2 Summary of Laboratory Test Results

Table 3 Corrosion Series Test Results

Table 5 Pavement Evaluation and Condition Sheet

Table 6 FDOT Mean Method Design LBR Calculations

Table 7 FDOT 90 Percent Method Design LBR Calculations

Figure 5 FDOT 90 Percent Graph

Plates 1 through 7 LBR Calculations

Plates 8 and 9 Pavement Cores

Final Design of Reams Road (From South of Summerlake Park Boulevard to Taborfield Avenue)

NADIC Project No. PR.GEO-RD19013 August 15, 2023

*Denotes soil sample previously tested by Antillian Engineering Associates

TABLE 2

SUMMARY OF LABORATORY TEST RESULTS

Boring No.

Baseline Approx.

Station

Approx.

Offset (ft.)

Sample Depth (ft.)

Stratum No.

Moisture Content

Organic Content

Sieve Analysis (Cumulative Percent Passing) Atterberg Limits

(%) AASHTO

Classification

#4 #10 #20 #40 #60 #100 #200 Liquid Limit

Plasticity Index

ROADWAY

RCA-7*

CLRR

378+05 30 RT 3.5 1 28 3 100 100 - 95 74 32 9 - - A-3

AB-11 381+21 9 RT 3 1 19 - 100 100 100 95 77 33 9 - - A-3

RCA-11* 402+05 20 RT 1 1 - - 100 100 - 92 66 25 7 - - A-3

RCA-11* 402+05 20 RT 3 1 - - 100 100 - 92 68 27 8 - - A-3

AB-23 405+13 28 RT 5 1 5 - 100 100 100 91 62 30 5 - - A-3

RCA-12* 408+05 50 LT 4 1 - - 100 100 - 93 68 24 7 - - A-3

AB-25 410+26 17 RT 3 1 15 3 100 100 100 91 68 33 9 - - A-3

AB-26 412+21 37 LT 5 1 23 - 100 100 100 93 80 34 7 - - A-3

RCA-14* 420+05 65 LT 4.8 1 - - 100 100 - 90 62 21 6 - - A-3

RCA-15* 426+05 35 RT 2 1 - - 100 100 - 92 65 22 5 - - A-3

AB-34 431+13 42 RT 3 1 26 - 100 100 99 92 71 30 7 - - A-3

AB-36 436+13 40 LT 3 1 18 - 100 100 100 93 69 28 7 - - A-3

AB-48 463+71 21 LT 3 1 22 - 100 100 100 93 66 31 9 - - A-3

RCA-23* 474+05 40 RT 2.5 1 - - 100 100 - 96 80 38 9 - - A-3

RCA-24* 480+05 30 RT 1 1 - - 99 99 - 93 72 34 9 - - A-3

AB-61 491+00 20 RT 3 1 30 2 100 100 100 92 65 27 7 - - A-3

RCA-27* 498+05 45 RT 4 1 - - 100 100 - 96 76 33 7 - - A-3

AB-67 505+85 42 RT 7 1 21 - 100 100 99 88 65 26 4 - - A-3

RCA-29* 510+05 30 RT 3.9 1 - - 100 100 - 88 63 26 9 - - A-3

AB-1 359+05 26 RT 1 2 9 - 100 100 98 92 75 37…