Geotech_Report_Jackson_Ortman_&_Robinson_Sidewalks.pdf

Prepared for:

Pegasus Engineering, LLC 301 West State Road 434, Suite 309

Winter Springs, FL 32708

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

Geotechnical Engineering Report for West Jackson Street, North Ortman Drive and West Robinson Street Sidewalk Improvements

Orange County, Florida Orange County Project No.: Y22-900C NADIC Project No. PR.GEO-RD23043

December 3, 2025

301 West State Road 434, Suite 309 Winter Springs, FL 32708

Attention: Mr. Fursan Munjed, P.E.

RE: Geotechnical Engineering Report West Jackson Street, North Ortman Drive and West Robinson Street Sidewalks Improvements Orange County, Florida Orange County Y22-900C NADIC Project No.: PR.GEO-RD23043

Dear Mr. Munjed:

Nadic Engineering Services, Inc. (NADIC) is pleased to submit this geotechnical engineering report for the proposed Sidewalk Improvements along the following locations: West Jackson Street, North Ortman Drive and West Robinson Street, a distance of approximately 0.9 miles in Orange County Florida. This evaluation was authorized through Task Order No.2 dated September 3, 2025, pursuant to a subconsultant agreement between Pegasus Engineering and NADIC. The purpose of this investigation was to explore the subsurface soil and groundwater conditions within the area of improvement in order to provide recommendations for site preparation, design and construction of West Jackson Street, North Ortman Drive and West Robinson Street Sidewalk improvements.

This report has been prepared in accordance with generally accepted geotechnical engineering practices for specific application to the project study area indicated herein. NADIC appreciates the opportunity to provide our service and trust that the information presented herein is adequate for your intent. 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.S. Godwin N. Nnadi, Ph.D., P.E.

Engineer Principal Engineer FL Registration No. 50637

S:\New Z Drive\...\PR.GEO-RD23043 – Jackson-Ortman_Robinson Street Sidewalks\Project Working File\Report

Pegasus Engineering Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page i of i NADIC Project No.: PR.GEO-RD23043 December 3, 2025

NADIC

Table of Contents

1.0 PROJECT DESCRIPTION

2.0 REVIEW OF AVAILABLE PUBLISHED DATA

2.1 USGS Topographic Map

2.2 USDA, NRCS Soil Survey

2.3 Generalized Geology

3.0 FIELD EXPLORATION PROGRAM AND METHOD

3.1 Field Exploration Program

3.2 Field Exploration Method

3.2.1 Hand Auger Borings

4.0 SUBSURFACE CONDITIONS

4.1 General

4.2 Boring Results

4.4 Groundwater

5.0 LABORATORY TESTING

6.0 EVALUATIONS AND RECOMMENDATIONS

6.1 General

6.2 Sidewalk Construction Considerations

6.3 Stormwater Management Area

6.4 Pond Borrow Suitability

6.4.1 Stratum 1 (A-2-4)

6.4.2 Stratum 2 (A-8)

7.0 CONSTRUCTION CONSIDERATIONS

7.1 Site Preparation

7.2 Excavations

8.0 REPORT LIMITATIONS

APPENDICES

Appendix A Figure 1 Vicinity Map Figure 2 USGS Topographic Map

Figure 3 USDA/NRCS Soils Map Figure 4 Boring location map

Table 2 Summary of Laboratory Test Results Table 3 Summary of Corrosion Series Test Results

Appendix B Sheet 1 Sidewalk Soil Survey Sheets 2 and 3 Report of Hand Auger Borings

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 1 of 9

1.0 PROJECT DESCRIPTION

Orange County retained Pegasus Engineering to prepare plans for the construction of sidewalks on West Jackson Street, North Ortman Drive and West Robinson Street. The roads are existing 2-lane paved roads with numerous driveways within the right of way. This project is part of an effort by the County to reduce the number of fatal and serious pedestrian injury crashes by providing sidewalks as follows:

• W. Jackson Street (both sides) from Ivey Lane to Ortman Drive

• Ortman Drive (both sides) from south dead end to Cynthia Street

• Ortman Drive (west side only) from Cynthia Street to Old Winter Garden Road

• Robinson Street (south side only) from Ortman Drive to Branson Drive.

The purpose of this improvement project is to correct any existing deficiencies on the corridor and construct elements that will increase safety for non-motorized and vulnerable users and meet the Americas with Disabilities Act (ADA) requirements.

Nadic Engineering Services, Inc. (NADIC) was retained to conduct geotechnical engineering investigation required to complete the sidewalk design and construction plans. The purpose of the exploration was to explore subsurface conditions and groundwater conditions and use the information obtained to provide recommendations for the proposed Sidewalk and pond expansion construction and site preparation requirements.

The project area is located in Section 29, Township 22 South and Range 29 East in Orlando West, Florida. The project Aerial Map is shown in Figure 1 in Appendix A.

2.0 REVIEW OF AVAILABLE PUBLISHED DATA

2.1 USGS Topographic Map

The "Orlando West, Florida" USGS Topographic Map issued in 2024 was reviewed. The project area is shown on an excerpt of the USGS topographic map and presented as Figure 2 in Appendix A. The map shows the ground surface elevation in the project vicinity to be about +100 feet, NAVD-88.

2.2 USDA, NRCS Soil Survey

The "Soil Survey of Orange County, Florida" published by the United States Department of Agriculture (USDA), Natural Resource Conservation Service (NRCS) was reviewed. Refer to Figure 3 in Appendix A for a reproduction of the NRCS map for the project area. Soils found in the project vicinity are listed below.

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 2 of 9

Table 1: USDA/NRCS Soil Survey Summary

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

The soils classified as A-3 and A-2-4 are appropriate for use as embankment fill; however, non-select soils, muck, clays or debris, if encountered within the limits, must be removed and replaced with select soils in accordance with FDOT Standard Specifications and Index Nos. 120-002 and 120-001.

Information contained in the NRCS Soil Survey is very general and may be outdated due to recent development in the site vicinity. These developments may have modified soil condition or surface/ subsurface drainage.

2.3 Generalized Geology

The geology of the 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 typical depths of 80 to 120 feet beneath the existing ground surface and serves as the confining layer for the underlying Floridan 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. In Orange County, the Avon Park limestone formation is approximately 300 to 350 feet thick. 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

Soil Unit Depth (in)

Soil Description

AASHTO*

USDA

SHGWT**(ft) Ona

Urban Land (27)

0-5 Fine sand A-3 0 – 1.0 5-18 Fine sand, sand A-3, A-2-4

18-80 Fine sand, sand A-3

Wabasso Urban Land

(52)

0 – 4 Fine sand A-3

0 – 1.0

4 – 16 Sand, fine sand A-3 16 – 25 Sand, fine sand A-3, A-2-4

25 – 42 Sandy loam, fine sandy loam, sandy clay loam A-2-4, A-2-6

42 – 80 Sand, fine sand, loamy sand A-3, A-2-4

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

muck... must be removed...

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 3 of 9 limestone contains almost pure limestone with no dolostone, although the lower few feet can be partly dolomitized in some areas.

3.0 FIELD EXPLORATION PROGRAM AND METHOD

3.1 Field Exploration Program

To evaluate the subsurface conditions along the proposed sidewalk improvements, Hand Auger borings were performed. Several field visits were conducted to layout and stake boring locations, and coordinate underground utility locations and markings.

The subsurface conditions along the project sidewalk alignment were evaluated by performing a series of 7-foot-deep auger borings below existing grade. A total of eight (8) hand auger borings were completed for the proposed improvements including: five (5) borings for sidewalk and three

(3) borings for the proposed pond expansion.

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

All borings were staked in the field by a representative of NADIC with the aid of Garmin GPSMAP64st Global Positioning System (GPS) device.

Upon completion and after groundwater measurements, all borings were backfilled for safety.

Boring approximate locations are shown on Figure 4 in Appendix A. The Sidewalk 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 and 3 in Appendix B.

3.2 Field Exploration Method

3.2.1 Hand Auger Borings

Hand auger borings were performed to a general depth of seven (7) 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, all boreholes were backfilled after groundwater level measurement.

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4.0 SUBSURFACE CONDITIONS

4.1 General

The results of the borings are presented in the form of soil profiles on Sheets 2 and 3 in Appendix B. The encountered soils were classified using the AASHTO Soil Classification System (A-3, A- 2-4, etc.), and described using the ASTM soil descriptions such as sand with silt. Soil classification and stratification are based on visual examination of the recovered soil samples, laboratory testing, and interpretation of field boring logs by geotechnical engineer. The stratification lines represent approximate boundaries between soil types of significantly different engineering properties.

However, the actual transition between layers may be gradual.

The boring logs indicate subsurface conditions only at the specific boring locations at the time of our field exploration. In addition, subsurface conditions at the boring locations can change over time. The following generalized soil description is intended to provide a summary of the observed subsoil conditions along the proposed sidewalk and pond expansion locations.

4.2 Boring Results

Based on the soil borings and laboratory test results, the soils encountered within the proposed sidewalk area have been grouped into two (2) strata. Each stratum exhibits a range of engineering properties related to application for sidewalk construction as outlined by FDOT Standard Plan Indices 120-001 and 120-002. Included with the soil profiles on Sheets 2 and 3 in Appendix B are the encountered groundwater levels measured at the time the borings were performed and the estimated seasonal high groundwater levels.

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

Stratum Soil Description AASHTO Index 120-001 Classification

Brown to gray silty SAND, occasionally with organics and roots

A-2-4 Select (S)

2 Dark brown MUCK A-8 Muck (M)

The above subsurface conditions are only general descriptions. For details refer to the boring profiles on Sheets 2 and 3 in Appendix B.

4.3 Groundwater

Groundwater was encountered in all the borings at elevations ranging from about +91.5 to +95 feet, NAVD-88, at the time of our field exploration (October and November 2025). 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, such as swales, drainage ponds, underdrains, and areas of covered soils (roadway, sidewalks, etc.).

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 5 of 9

For the purpose 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 and 3 in Appendix B) are based on the soil stratigraphy, measured groundwater levels, USDA/NRCS information, review of roadway plans, and past 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 level 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.

5.0 LABORATORY TESTING

Representative soil samples were retained from the strata observed in each boring and returned to NADIC’s laboratory for visual classification and stratification. The soil samples were classified using the American Association of State Highway and Transportation officials (AASHTO) Soil Classification System in general accordance with all ASTM D-2488, titled “Standard practice for description and identification of soils (Visual-Manual procedure) ASTM D-2487 titled Standard Test for Classification of soils in Engineering purpose”. The classification was based on visual observation only. Laboratory classification tests consisting of sieve analysis, natural moisture content and organic content were performed on selected soil samples. The results of all roadway laboratory tests are summarized on the Sidewalk Soil Survey Sheet and Report of Hand Auger Borings Sheets (Sheets 1 through 3 in Appendix B) and on the Summary of Laboratory Test Results (Table 2 in Appendix A).

Additionally, environmental corrosion series tests were performed on selected soil samples. The environmental classification for the substructures is presented in Table 3 in Appendix A and should be classified as follows:

Boring B-1: Moderately aggressive for use of Steel and slightly aggressive for use of Concrete (pH = 6.6 and Resistivity = 9,928 ohm-cm)

Boring B-2: Moderately aggressive for use of Steel and slightly aggressive for use of Concrete

(pH = 6.8 and Resistivity = 26,040 ohm-cm)

Boring B-4: Slightly aggressive for use of Steel and slightly aggressive for use of Concrete (pH = 7.2 and Resistivity = 19,650 ohm-cm)

The types of tests performed with their associated test designations are presented on the table below.

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 6 of 9

Table 4 -Laboratory Testing Performed

6.0 EVALUATIONS AND RECOMMENDATIONS

6.1 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 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.

6.2 Sidewalk Construction Considerations

The results of our geotechnical exploration indicate that the subsurface soils encountered along the sidewalk alignment are generally suitable for support of the proposed sidewalk improvements 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 sidewalk 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 silty fine sand (A-2-4) (Stratum 1) should be treated as Select (S) material in accordance with Index No. 120-001. However, A- 2-4 may retain excess moisture and may be 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.

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.

Test Type FDOT ASTM

Grain Size Analysis FM 1-T 088 D-422

Moisture Content FM 1-T 265 D-2216

Organic Content FM 1-T 267 D-2974

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

Stratum No.1 (A-2-4) should be treated as Select (S) materials in accordance with Index No. 120- 001.

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Sidewalk 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 sidewalk 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.

6.3 Stormwater Management Area

The soil conditions encountered within the proposed stormwater management pond expansion generally encountered fine silty sand (A-2-4) (Stratum 1). Muck (A-8) (Stratum 2) was encountered in Boring B-6. The soil conditions encountered at proposed stormwater management pond expansion are represented by the boring profiles shown on Sheet 2 in Appendix B.

The groundwater table was encountered at elevations varying from about +91.5 to +92 feet NAVD- 88, at the time of the field investigation (October and November 2025). 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.

6.4 Pond Borrow Suitability

We anticipate the contractor will attempt to reuse the soils excavated from the pond and sidewalk areas for the proposed realignment and modifying the pond. The suitability of the soil types encountered within the proposed pond expansion is discussed below.

6.4.1 Stratum 1 (A-2-4)

Stratum 1 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.

6.4.2 Stratum 2 (A-8)

Stratum 2 soils are classified as Organic Sand (Muck) (M) soils. These soils consist of sands with significant amount of decayed organics. Organic soils (M) excavated within the project limits should be removed and are not to be used for embankment construction when obtained from outside the project limits.

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 8 of 9

7.0 CONSTRUCTION CONSIDERATIONS

7.1 Site Preparation

Sidewalk 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 sidewalk 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.

7.2 Excavations

Excavation should be performed in accordance with Section 120 and 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

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements Page 9 of 9

8. REPORT LIMITATIONS

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

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

The scope of the exploration was intended to evaluate soil and groundwater conditions within the influence of the proposed sidewalk improvements. The analyses and recommendations submitted in this report are based upon the 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 the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had the opportunity to observe the characteristics of the conditions encountered. The applicability of the report should be reviewed in the event significant changes occur in the design, nature or location of the proposed sidewalk improvements.

The scope of services of this project, included herein, did not include any environmental assessment for the presence or absence of hazardous or toxic materials in the soil, surface water, and groundwater, 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

Figure 3 USDA/NRCS Soil Map

Figure 4 Boring Location Map

Table 2 Summary of Laboratory Test Results

Table 3 Summary of Corrosion Series Test Results

PROJECT NAME:

FIGURE 1

CONTRACT No.COUNTY

ORANGE

VICINITY MAP

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

CERTIFICATE OF AUTHORIZATION NO. 8214

NADIC PROJECT NO.: PR.GEO-RD23043

W JACKSON ST, ORTMAN DR,

AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

10-21-2025MB

10-21-2025GNN

N/AN/A

N/AN/A

DATES BY DESCRIPTION

REVISIONS

DRAWN BY:

Y22-900-CGNN

QUADRANGLE: ORLANDO WEST, FL (2024)

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

REFERENCE: Google Earth Aerial Maps (2025)

NOT TO SCALE Approximate Pond Location

W Jackson St

S Ivey Ln

Ortman Dr

Edgemoor St

Barley St

Lake Mann

W Washington St

Clarinda St

Royal Ivey Gardens Ct

Approximate Sidewalk Location

Oliva St

AutoCAD SHX Text

NADIC

AutoCAD SHX Text

ENGINEERING

FIGURE 2

CONTRACT No.COUNTY

ORANGE

VICINITY MAP

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

CERTIFICATE OF AUTHORIZATION NO. 8214

NADIC PROJECT NO.: PR.GEO-RD23043

W JACKSON ST, ORTMAN DR,

AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

10-21-2025MB

10-21-2025GNN

N/AN/A

N/AN/A

DATES BY DESCRIPTION

REVISIONS

DRAWN BY:

Y22-900-CGNN

NOT TO SCALE Approximate Pond LocationApproximate Sidewalk Location

W Washington St

Clarinda St

Royal Ivey Gardens Ct

QUADRANGLE: ORLANDO WEST, FL (2024)

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

REFERENCE: United States Geological Survey (USGS)

S Ivey Ln

Barley St

Ortman Dr

Oliva St

W Jackson St

AutoCAD SHX Text

NADIC

FIGURE 3

CONTRACT No.COUNTY

ORANGE

VICINITY MAP

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

CERTIFICATE OF AUTHORIZATION NO. 8214

NADIC PROJECT NO.: PR.GEO-RD23043

W JACKSON ST, ORTMAN DR,

AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

10-21-2025MB

10-21-2025GNN

N/AN/A

N/AN/A

DATES BY DESCRIPTION

REVISIONS

DRAWN BY:

Y22-900-CGNN

QUADRANGLE: ORLANDO WEST, FL (2024)

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

REFERENCE: USDA/NRCS Soil Survey (2025)

NOT TO SCALE Approximate Pond LocationApproximate Sidewalk Location

W Washington St

Royal Ivey Gardens Ct

Ortman Dr

Oliva St

W Jackson St

Lake Mann

LEGEND

27: Ona-Urban Land 52: Wabasso-Urban Land

AutoCAD SHX Text

NADIC

Drawn by:

Checked by:

Modified by:

Checked by:

Approved by:

NAMES

GNN

GNN

DATES

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

TITLE:

ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

GODWIN N. NNADI, P.E. NO. 50637 4

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PROJECT NAME: FIGURE NO.

W JACKSON ST, ORTMAN DR, AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

NADIC Project No.: PR.GEO-RD23043

BORING LOCATION MAPORANGE COUNTY,

FLORIDA

PROJECT NO.

Y22-900-C

COUNTY

ORANGE

MB 10-21-2025

10-21-2025

NA

NA

NA

NA

QUADRANGLE: ORLANDO WEST, FL (2024)

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

REFERENCE: Google Earth Aerial Maps (2025)

NOT TO SCALE APPROXIMATE ROADWAY BORING LOCATION

B-2

Lake Mann

Ortman Dr

W Jackson St

S Ivey Ln

Royal Ivey Gardens Ct

Barley St

B-3

B-4

B-5

B-1

B-8 B-6

B-7

AutoCAD SHX Text

NADIC

Jackson Street/Ortman Drive/Robinson Street Sidewalk Improvements

*American Association of State Highway and Transportation Officials

TABLE 2

SUMMARY OF LABORATORY TEST RESULTS

Boring No.

Approx.

Station

Approx.

Offset

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

B-1 33+86 15’ LT 3 1 21 - 100 100 100 99 94 65 11 - - A-2-4

B-2 11+86 13’ RT 5 1 38 - 100 100 100 99 97 71 14 - - A-2-4

B-3 14+62 14’ LT 5 1 29 2 100 100 100 99 96 69 17 - - A-2-4

B-4 17+24 16’ RT 3 1 26 - 100 100 100 100 98 74 13 - - A-2-4

B-8 33+91 49’ RT 6 1 23 - 100 100 100 100 97 66 13 - - A-2-4

B-6 33+62 143’ RT 1 2 27 11 100 100 99 96 95 72 24 - - A-8

TABLE 3

SUMMARY OF CORROSION SERIES TEST RESULTS

Boring No.

Approximate Station & Offset

Sample Depth (ft) pH Chlorides

(ppm) Sulfate (ppm)

Resistivity (ohm-cm)

Substructure Environmental Classification Steel Concrete

B-1 33+86, 15’ LT 5 6.6 15 15 9,928 Moderately Aggressive Slightly Aggressive

B-2 11+86, 13’ RT 5 6.8 45

Below

Detection 26,040 Moderately Aggressive Slightly Aggressive

B-4 17+24, 16’ RT 5 7.2 15

Below

Detection 19,650 Slightly Aggressive Slightly Aggressive

APPENDIX B

Sheet 1 Sidewalk Soil Survey

Sheets 2 and 3 Report of Hand Auger Borings

ORGANIC

CONTENT

MOISTURE

CONTENT

SIEVE ANALYSIS RESULTS

% PASSING

ATTERBERG

LIMITS (%)

STRATUM

NO.

No. OF

TESTS

ORGANIC

No. OF

TESTS

No. OF

TESTS

MOISTURE

CONTENT

PASSING

PASSING

PASSING

PASSING

PASSING No. OF

TESTS

LIQUID

LIMIT

PLASTICITY

INDEX

AASHTO

GROUP

DESCRIPTION

10 MESH 40 MESH 60 MESH 100 MESH 200 MESH

pH RESISTIVITY CHLORIDES

PPM

SULFATE

PPM

CONCRETE STEEL

OHM-CM

No. OF

TESTS

CORROSION TEST

RESULTS

SUBSTRUCTURE

ENVIRONMENTAL

CLASSIFICATION

GODWIN N. NNADI, P.E. #50637

601 N. Hart Boulevard

ORLANDO, FLORIDA 32818

Geotechnical Environmental

Consulting Engineering

Civil

NADIC

ENGINEER OF RECORD:

SEAL:

SHEET NO.

PROJECT NO.

PROJECT NAME:

SHEET TITLE:

PROJECT NO.COUNTY

Y22-900-CORANGE

SIDEWALK SOIL SURVEY

W JACKSON ST, N ORTMAN DR, AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

ORANGE COUNTY,

FLORIDA

REVISION

BYDATE DESCRIPTION

NADIC Project No. PR.GEO-RD23043

N A

D

IC

S H

EE

T

N O

. 1

NADIC ENGINEERING SERVICES, INC

REPORT OF TESTS

SIDEWALK CROSS SECTION OF SOIL SURVEY

PROJECT No.: PR.GEO-RD23043

PROJECT DESCRIPTION: W JACKSON ST, N ORTMAN DR, AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

SUBMITTED BY: NADIC

QUADRANGLE: ORLANDO WEST,

FLORIDA

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

DATE REPORTED: NOVEMBER, 2025

NOTES:

STRATA BOUNDARIES ARE APPROXIMATE AND REPRESENT SOIL STRATA AT EACH

TEST HOLE LOCATION ONLY. ANY STRATUM CONNECTING LINES SHOWN ARE FOR

ESTIMATING EARTHWORK ONLY AND DO NOT INDICATE ACTUAL STRATUM LIMITS.

SUBSURFACE VARIATIONS BETWEEN BORINGS SHOULD BE ANTICIPATED AS

INDICATED IN FDOT SECTION 2-4. FOR FURTHER DETAILS SEE FDOT STANDARD

SPECIFICATIONS SECTION 120-3.

(1)

SOIL PARAMETER NOT TESTED DENOTED AS "-" ABOVE.(2)

(3) INDICATES WATER TABLE WHERE ENCOUNTERED AT THE TIME OF SURVEY.

INDICATES GROUNDWATER LEVEL NOT ENCOUNTERED AT THE TIME OF SURVEY.

INDICATES ESTIMATED SEASONAL HIGH WATER LEVEL.

(4) REMOVAL OF PLASTIC AND HIGH PLASTIC MATERIAL OCCURING WITHIN THE

ROADWAY SHALL BE ACCOMPLISHED IN ACCORDANCE WITH FDOT STANDARD

INDEX No. 120-002 UNLESS OTHERWISE STATED IN THE PLANS. THE MATERIAL

UTILIZED IN EMBANKMENT CONSTRUCTION SHALL BE IN ACCORDANCE WITH FDOT

STANDARD INDEX No. 120-001.

(5) STRATUM 1 SHALL BE TREATED AS SELECT (S) MATERIAL PER FDOT STANDARD

INDEX No. 120-001.

GNE (6)

TH

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C O

RD

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S

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IS

T H

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EL

EC

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F

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A

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-2 3.

4, F .A

.C

DARK BROWN MUCKA-81 11 27 24 - -1 - -- - - - - -1 (FULL) 7295961002

STRATUM 2 SHALL BE TREATED AS MUCK (M) MATERIAL PER FDOT INDEX No. 120-001.

(8) ENVIRONMENTAL CLASSIFICATION:

M INDICATES MODERATELY AGGRESSIVE.

S INDICATES SLIGHTLY AGGRESSIVE.

S-M3 6.6-7.2 9,928-26,040 15-45 0-15 S5 (FULL)5 21-38 100 99-100 94-98 65-74 11-17 - -- A-2-4 BROWN TO GRAY SILTY SAND, OCCASIONALLY

WITH ORGANICS AND ROOTS1 2

AutoCAD SHX Text

NADIC

PROJECT NAME: SHEET NO.

Checked by:

Modified by:

Checked by:

Approved by:

NAMES

GNN

GNN

DATES

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

SHEET TITLE:

NADIC Project No. PR.GEO-RD23043

REPORT OF HAND AUGER BORINGSORANGE COUNTY,

FLORIDA

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PROJECT NO.

Y22-900-C

W JACKSON ST, ORTMAN DR, AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

COUNTY

ORANGE N

A

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S H

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MB ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

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

B-1 33+86

15' LT

96.6'

10-03-2025

QUADRANGLE: ORLANDO WEST, FL

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

REFERENCE: Google Earth Aerial Maps (2023)

APPROXIMATE BORING LOCATION

NOT TO SCALE

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Estimated seasonal high groundwater level

A.A.S.H.T.O.: Soil classification group symbol as determined by visual examination

(A-3)

Groundwater level encountered on date shown10/02/2025

Dark brown MUCK, (A-8)

LEGEND

Brown to gray silty SAND, occasionally with organics and roots, (A-2-4)

W = -200 =

OC =

Natural moisture content (%) (FM 1-T265) Percent passing no. 200 U.S. standard sieve

(FM 1-T088)

Organic Content (%) (FM1-T267)

S Ortman Drive Pond

10-13-2025 10-13-2025

Boring No.:

Approx. Station:

Approx. Offset:

Approx. Elevation:

Date Drilled:

EL

EV

A

TI

O N

IN

F

EE

T

(N A

V D

10/03/2025

EL

EV

A

TI

O N

IN

F

EE

T

(N A

V D

B-6 33+62

143' RT

95.2'

10-02-2025

B-7 34+91

185' RT

95.7'

10-02-2025

B-8 33+91

49' RT

96.8'

10-02-2025

S Ortman Drive Sidewalk

S Ortman Dr

Lake Mann

W Jackson St

B-7

B-6

B-8

B-1

10/02/2025 10/02/2025

85 85

W = 21 -200 = 11

W = 23 -200 = 13

W = 27 -200 = 24

OC = 11

Groundwater not encounteredGNE

11/18/2025

GNN

MB 11-18-2025

11-18-2025

AutoCAD SHX Text

NADIC

PROJECT NAME: SHEET NO.

Checked by:

Modified by:

Checked by:

Approved by:

NAMES

GNN

GNN

DATES

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

SHEET TITLE:

NADIC Project No. PR.GEO-RD23043

ORANGE COUNTY,

FLORIDA

C :\U se rs

\m br id ge s\ N ad ic

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(R D

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3\

PR

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\P ro je ct

W or ki ng

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PROJECT NO.

Y22-900-C

W JACKSON ST, ORTMAN DR, AND W ROBINSON ST

SIDEWALK IMPROVEMENTS

COUNTY

ORANGE N

A

D

IC

S H

EE

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TH

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.A .C

MB ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

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

N/A N/A N/A

N/A

B-2 11+86

13' RT

98.9'

10-03-2025

QUADRANGLE: ORLANDO WEST, FL

SECTION: 29

TOWNSHIP: 22 SOUTH

RANGE: 29 EAST

REFERENCE: Google Earth Aerial Maps (2023)

APPROXIMATE BORING LOCATION

NOT TO SCALE

TH

E

O

FF

IC

IA

L

RE

C O

RD

O

F

TH

IS

S

H

EE

T

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T H

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LE

1G

-2 3.

4, F .A

.C

W Jackson Street Sidewalk

10-13-2025 10-13-2025

Boring No.:

Approx. Station:

Approx. Offset:

Approx. Elevation:

Date Drilled:

EL

EV

A

TI

O N

IN

F

EE

T

(N A

V D

EL

EV

A

TI

O N

IN

F

EE

T

(N A

V D

B-3 14+62

14' LT

99.2'

10-03-2025

B-4 17+24

16' RT

98.3'

10-03-2025

B-5 20+56

12' LT

96.9'

10-03-2025

B-2 B-4

B-3 B-5

S Ivey Ln

W Jackson St

S Ortman Dr

Royal Ivey Gardens Ct

10/03/2025 10/03/2025

10/03/2025

10/03/2025

1 1

1W = 38 -200 = 14

W = 29 -200 = 17

OC = 2

W = 26 -200 = 13

Estimated seasonal high groundwater level

A.A.S.H.T.O.: Soil classification group symbol as determined by visual examination

(A-3)

Groundwater level encountered on date shown10/02/2025

LEGEND

Brown to gray silty SAND, occasionally with organics and roots, (A-2-4)

W = -200 =

OC =

Natural moisture content (%) (FM 1-T265) Percent passing no. 200 U.S. standard sieve

(FM 1-T088)

Organic Content (%) (FM1-T267)

REPORT OF HAND AUGER BORINGS

AutoCAD SHX Text

NADIC