6.1_Geo_Report_Seidel_&_Summerlake_11.20.pdf

Prepared for:

VHB

Landmark Center Two

225 E. Robinson St., Suite 300 Orlando, Florida 32801-4326

Prepared by:

Nadic Engineering Services, Inc.

601 N. Hart Blvd

Orlando, Florida 32818 407-521-4771

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

Geotechnical Engineering Report Seidel Road at Summerlake Park

Boulevard Roundabout Intersection Improvements

Orange County, Florida Orange County Project No.: Y21-906B NADIC Project No.: PR.GEO-RD24015

November 20, 2024

225 E. Robinson Street, Suite 300 Orlando, FL 32801-4326

Attention: Mr. Juan Camacho, P.E.

Director of Traffic Engineering

Re: Geotechnical Engineering Soil Survey Report Seidel Road at Summerlake Park Boulevard Roundabout Intersection Improvements Orange County, Florida Orange County Contract: Y21-906B NADIC Project No. PR.GEO-RD24015

Dear Mr. Camacho:

Nadic Engineering Services, Inc. (NADIC) is pleased to submit this Geotechnical Engineering Soil Survey Report for the Seidel Road at Summerlake Park Boulevard Roundabout Intersection Improvements project. The purpose of this exploration was to evaluate the soil and groundwater conditions along the intersection of Seidel Road and Summerlake Park Boulevard to provide geotechnical recommendations for the proposed Roundabout system. This evaluation was authorized through a Sub-consultant agreement between VHB and NADIC, dated June 28, 2024.

This report is presented to support the development of Roadway Plans for the intersection improvements.

This report has been prepared in accordance based on generally accepted geotechnical engineering practices for specific application to the project study area indicated herein. NADIC appreciates the opportunity to be of service to VHB and Orange County Public Works Department on this project. We look 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

Juan Cano Oliver D. Rosen, E.I. Godwin N. Nnadi, Ph.D.,P.E.

Intern Engineer Staff Engineer Principal Engineer FL Registration No. 50637

C:\…\PR.GEO-RD24015 - Summerlake Park @ Seidel Road Roundabout\Project Working File\Report

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NADIC Project No. PR.GEO-RD24015 November 20, 2024

NADIC

Table of Contents

1.0 PROJECT LOCATION AND DESCRIPTION

2.0 PURPOSE AND SCOPE OF SERVICES

3.0 REVIEW OF AVAILABLE DATA

3.1 General

3.2 USGS Topographic Map

3.3 USDA, NRCS Soil Survey

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 Pavement Coring

5.0 SUBSURFACE CONDITIONS

5.1 General

5.2 Roundabout Boring Results

5.3 Groundwater

6.0 LABORATORY TESTING

7.0 EVALUATION AND RECOMMENDATIONS

7.1 General

7.2 Roadway Roundabout Construction

7.3 Pavement Condition Evaluation

7.4 Groundwater Control

8.0 CONSTRUCTION CONSIDERATIONS

8.1 General

8.2 Excavation

9.0 REPORT LIMITATIONS

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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

Appendix B Sheet 1 Roadway Cross Section of Soil Survey

Sheet 2 Report of Auger Borings

Appendix C Table 3 Pavement Evaluation and Condition Sheet Plates 1 through 4 Pavement Core Photographic Log

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1.0 PROJECT LOCATION AND DESCRIPTION

Orange County Traffic Engineering plans to construct a new two-lane roundabout at the intersection of Seidel Road and Summerlake Park Boulevard in Orange County, Florida. The current intersection is a side street stop-controlled three-legged intersection. This project is part of an effort by Orange County to reduce the number of fatal and serious injury crashes within the County.

Nadic Engineering Services, Inc. (NADIC) was retained to conduct geotechnical engineering investigation for the proposed Roundabout at the intersection of Seidel Road and Summerlake Park Boulevard. In addition, the project includes pavement coring within the current three-legged intersection. The purpose of the exploration was to explore subsurface conditions and groundwater conditions and use the information obtained to provide recommendations for the proposed Roundabout construction and site preparation requirements.

The project area is located in Section 34, Township 23 South, Range 27 East in Windermere, Florida. The project vicinity map is shown in Figure 1 in Appendix A.

This report presents the findings of our subsurface exploration within the intersection of Seidel Road and Summerlake Park Boulevard. It also includes an evaluation of the soil and ground water encountered, and provides geotechnical recommendations to support the development of engineering design plans and technical specifications as well as construction considerations for the proposed improvements.

2.0 PURPOSE AND SCOPE OF SERVICES

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

Our services for this project are in general accordance with the Florida Department of Transportation (FDOT), “Soils and Foundation Manual.” The following services were provided in order to achieve the preceding objectives.

1. Reviewed readily available published geologic and topographic information. This published information was obtained from the appropriate Quadrangle Maps published by the United States Geological Survey (USGS) and “Soil Survey of Orange County, Florida” published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NSCS)

2. Performed site reconnaissance to evaluate existing conditions and drilling accessibility

3. Coordinated clearance with utility locators

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4. Provided Maintenance of Traffic (MOT) during the drilling and pavement coring operations

5. Executed a program of subsurface exploration consisting of four (4) auger borings to a maximum depth of six (6) feet below existing grade for the proposed roundabout construction

6. Performed four (4) pavement corings; three (3) along Summerlake Park Boulevard and one (1) along Seidel Road.

7. Measured the existing groundwater table at the individual boring locations and estimated normal wet seasonal high groundwater table depths

8. Visually classified and stratified representative soil samples in the laboratory using the American Association of State Highway and Transportation Officials (AASHTO) classification system. Performed laboratory testing of selected soil samples to evaluate the basic index and engineering properties of the encountered soils

9. Prepared this formal engineering report summarizing the field exploration, laboratory tests, engineering analyses, evaluations and recommendations.

3.0 REVIEW OF AVAILABLE DATA

3.1 General

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

3.2 USGS Topographic Map

The "Windermere, Florida" United States Geological Survey (USGS) topographic map issued in 2024 was reviewed. The map shows the ground surface elevation in the project vicinity about +100 feet, North American Vertical Datum of 1988 (NAVD-88). The project area is shown on an excerpt of the USGS topographic map presented in Figure 2 in Appendix A.

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 Services (NRCS) was reviewed.

Reproductions of the NRCS map for this project area can be found on Figure 3 in Appendix A.

Soils found in the project vicinity are listed below on Table 1.

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

Table 1: USDA/NRCS Soil Survey Summary

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

The soils classified as A-3 and A-2-4 are appropriate for use as roadway support and embankment fill. 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.

4.0 FIELD EXPLORATION PROGRAM AND METHODS

4.1 Field Exploration Program

To evaluate the subsurface conditions within the proposed roundabout construction, field visits were conducted to establish drilling equipment access, layout and mark boring locations, and coordinate underground utility locations and markings. Three (3) auger borings were completed to a depth of six (6) feet and one (1) auger borings was completed to a depth of four (4) below existing grade to examine the subsurface conditions at the proposed improvement areas. In addition, four (4) pavement corings were performed to examine the existing pavement conditions.

Approximate location of the borings and pavement cores were determined in the field by NADIC based on information provided to us by VHB. The boring and pavement coring locations were staked in the field by a representative of NADIC using a hand-held Garmin GPSMAPst Global Positioning System (GPS) unit. Although the locations are given only approximately, the methods used to locate them are, in NADIC’s opinion, sufficient to meet the intent of our study.

Soil Unit Depth (in)

Soil Description AASHTO* USDA

SHGWT (ft)**

Pomello (34)

0 – 40

40-55

55-80

Fine sand

Coarse sand, sand, fine sand

Coarse sand, sand, fine sand

A-3

A-3. A-2-4

A-3

2.0 – 3.5

Smyrna (44)

0-17 17-27 27-80

Fine sand

Sand, fine sand, loamy fine sand

Sand, fine sand

A-3, A-2-4

A-3, A-2-4

A-3

0 – 1.0

Tavares- Millhopper

(47)

0-6

6-80

Fine sand

Sand, fine sand

A-3

A-3

3.5 – 6.0

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Upon completion of groundwater level measurement, the borings were backfilled for safety. The pavement coring locations were also backfilled with ready-made asphalt and compacted with a metal tapper.

The approximate boring and pavement coring locations are presented on Figure 4 in Appendix A. The Roadway Cross Section of Soil Survey is presented on Sheet 1 in Appendix B. The results of the exploration program in the form of soil and pavement profiles are shown in Sheet 2 in Appendix B.

4.2 Field Exploration Methods

4.2.1 Hand Auger Borings

Three (3) hand auger borings were completed to a depth of six (6) feet and one (1) to a depth of four (4) 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 Pavement Coring

The pavement cores were performed by NADIC at four (4) designated locations as provided by VHB. At each location, the pavement was cored with a six-inch diameter core barrel. The core was removed and measured for pavement thickness and base thickness. After performing the pavement corings, the coring holes were backfilled using native materials and ready-mix asphalt compacted to the top. Pavement conditions encountered within project limits were categorized according to the classification system outlined in the Florida Department of Transportation (FDOT) Flexible Pavement Condition Survey Handbook. Pavement core photographs are shown on Plates 1 through 4 in Appendix C.

5.0 SUBSURFACE CONDITIONS

5.1 General

The soils encountered were classified using the AASHTO Soil Classification System and were described using the ASTM soil descriptions such as sand with silt (A-3, A-2-4, etc.) and were 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, interpretation of field boring logs by geotechnical engineer and laboratory testing of selected soil samples.

The stratification lines represent approximate boundaries between soil types of significantly different engineering properties; however, the actual transition between layers may be gradual.

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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. Subsurface conditions, including groundwater conditions may differ from the conditions we encountered at the boring locations at other locations within the project site. In addition, subsurface conditions at the boring locations can change over time.

5.2 Roundabout Boring Results

Based on the soil boring and laboratory test results, the soils encountered along the project alignment have been grouped into two strata. Each stratum exhibits a range of engineering properties related to application for roadway construction as outlined by FDOT Standard Plan Indices 120-001 and 120-002. Included with the soil profiles on Sheet 2 in Appendix B are the 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 Plans 120-002 Embankment Soil Utilization designations are summarized below:

Stratum No. Soil Description AASHTO

Index 120-001 Classification

1 Gray to dark brown fine SAND with silt, occasionally limerock fragments A-3 Select (S)

2 Brown to light brown silty SAND, occasionally limerock fragments

A-2-4 Select (S)

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

5.3 Groundwater

Groundwater was encountered in all the borings except in boring AB-3 and AB-4. Groundwater was encountered at elevations ranging from +101.5 to +102 feet NAVD-88, at the time of our field investigation (October 2024). Groundwater conditions will vary with environmental variations, 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 soil (roadways, sidewalks, etc.).

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 (Sheet 2 in Appendix B) are based on

VHB Page 6 of 9 the soil stratigraphy, measured groundwater levels, USDA/SCS 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 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. The boring samples were classified and stratified in general accordance with the American Association of State Highway and Transportation (AASHTO) Soil Classification System.

Laboratory classification tests consisted of sieve analysis, organic and moisture content. The results of these tests are presented on the Summary of Laboratory Test Results, Table 2 in Appendix A. Results of all roadway laboratory tests are summarized on the Roadway Soil Survey Sheet (Sheet 1 in Appendix B). The types of tests performed with their associated test designations are presented below.

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

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 a limited number of soil samples and groundwater measurements obtained from widely spaced borings. 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 in light of such changes.

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7.2 Roadway Roundabout Construction

The results of our geotechnical exploration indicate that the subsurface soils encountered along 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 selected soils in accordance with FDOT Standard Plan Index Nos. 120-001 and 120-002. Site preparation and roadway construction can proceed in accordance with the latest version of the FDOT “Standard Specifications for Road and Bridge Construction” and the FDOT "Roadway and Traffic Design Standards," including Index 120- 001.

The soils encountered in our borings classified as fine sand with silt to silty fine sand (A-3 and A-2-4) (Strata Nos. 1 and 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 difficult to compact.

Therefore, the contractor should be prepared to adjust moisture content of the unstable subgrade 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. 120-001 and 120-002 unless shown “to remain” in the plans.

All fill soils placed for the roadway improvement 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 Condition Evaluation

Four (4) pavement cores were performed to determine the thickness of the existing pavement within the influence of the access road improvements. The pavement condition was generally fair within the project limits. The results of NADIC pavement coring are summarized below. The pavement condition was generally fair within the project limits.

The data and information for the pavement core samples recorded in the field during coring are presented on the Pavement Evaluation and Condition Data Sheet on Table 3 in Appendix C.

Locations of the pavement cores can be found in Figure 4 in Appendix A. The general conditions of the existing pavements are shown on Plates 1 through 4 in Appendix C.

Type of Material (By Layer)

Average Layer Thickness (inches)

Layer Thickness Range (inches)

Type S-I 3.3 2.6 – 4.3

Soil Cement Base 10.5 10.3 – 10.8

Average Pavement Thickness 3.3 2.6 – 4.3

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7.4 Groundwater Control

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

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 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.

8.0 CONSTRUCTION CONSIDERATIONS

8.1 General

Roadway Roundabout 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 Section 110 of the latest version of the FDOT Standard Specification for Road and Bridge Construction and FDOT Standard Specifications and Index Nos. 120-002 and 120- 001 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, if necessary, should be performed in accordance with Section 125 and 455-1.2 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 (4) feet deep should be sloped at a maximum of one point five (1.5) horizontal to one (1) vertical (1.5H: 1V) as required by OSHA. Steeper slopes can be established by a

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“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

9.0 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 the data presented herein.

The scope of the exploration was intended to evaluate soil and groundwater conditions within the influence of roadway improvement. 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 an opportunity to observe the characteristics of the conditions encountered. The applicability of the report should be reviewed in the event of significant changes occurring in the design, nature or location of the proposed roadway 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 3 Boring Location Map

Table 2 Summary of Laboratory 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-RD24015

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

11-05-2024JC

GNN

N/AN/A

N/AN/A

DATES BY DESCRIPTION

REVISIONS

DRAWN BY:

APPROX. PROJECT

LOCATION

QUADRANGLE: WINDERMERE, FL (2024)

SECTION: 34

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

REFERENCE: Google Earth Aerial Maps (2024)

Seidel Rd

Y21-906B

NOT TO SCALE

Summerlake Park Blvd

11-05-2024

SEIDEL ROAD AT SUMMERLAKE PARK

BOULEVARD ROUNDABOUT DESIGN

INTERSECTION IMPROVEMENTS

CONTRACT No.COUNTY

ORANGE

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

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

N/AN/A

N/AN/A

DATES BY DESCRIPTION

REVISIONS

DRAWN BY:

FIGURE 2

TOPOGRAPHIC MAP

QUADRANGLE: WINDERMERE, FL (2024)

SECTION: 34

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

REFERENCE: United States Geological Survey (USGS)

Y21-906B

NOT TO SCALE

APPROX. PROJECT

LOCATION

Seidel Rd

Summerlake Park Blvd

JC

GNN

NADIC PROJECT NO.: PR.GEO-RD24015

11-05-2024

11-05-2024

SEIDEL ROAD AT SUMMERLAKE PARK

CONTRACT No.COUNTY

ORANGE

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

ORANGE COUNTY,

FLORIDA

DATESNAMES

CHECKED BY:

MODIFIED BY:

CHECKED BY:

APPROVED BY:

N/AN/A

N/AN/A

DATES BY DESCRIPTION

REVISIONS

DRAWN BY:

FIGURE 3

SOIL SURVEY MAP

LEGEND

34:Pomello 44: Smyrna 47: Tavares-Millhopper

QUADRANGLE: WINDERMERE, FL (2024)

SECTION: 34

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

REFERENCE: United States Geological Survey (USGS)

Y21-906B

NOT TO SCALE

APPROX. PROJECT

LOCATION

Seidel Rd

Summerlake Park Blvd

JC

GNN

NADIC PROJECT NO.: PR.GEO-RD24015

11-05-2024

11-05-2024

SEIDEL ROAD AT SUMMERLAKE PARK

B-1

PC-1

B-2

PC-2

B-3

PC-3

B-4

PC-4

PROJECT NAME: FIGURE NO.

Drawn by:

Checked by:

Designed by:

Checked by:

Approved by:

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

SHEET TITLE:

COUNTY

NADIC Project No.: PR.GEO-RD24015

NAMES

GNN

GNN

N/A N/A

DATES

N/A N/A

JC 11-05-2024

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

ORANGE

CONTRACT NO.

ORANGE COUNTY, FLORIDA BORING LOCATION MAP

11-05-2024

Y21-906B 4

NOT TO SCALE

QUADRANGLE: WINDERMERE, FL (2024)

SECTION: 34

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

REFERENCE: Google Earth Aerial Maps (2024)

Boring Location Pavement core

SEIDEL ROAD AT SUMMERLAKE PARK BOULEVARD

ROUNDABOUT INTERSECTION IMPROVEMENTS

Summerlake Park Blvd

APPROX. PROJECT

LOCATION

Seidel Rd

Seidel Road at Summerlake Park Boulevard Roundabout Design Intersection Improvements NADIC Project No. PR.GEO-RD24015 November 15, 2024

NADIC

*AASHTO: American Association of State Highway Transportation Officials

TABLE 2

SUMMARY OF LABORATORY TEST RESULTS

Boring No.

Approximate Station & 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

AB-1 31+40 & 26’ RT 4 – 6 1 23 - 100 100 100 94 61 27 12 - - A-3

AB-2 34+23 & 22’ LT 0 – 2 1 12 1 100 100 100 95 62 26 7 - - A-3

AB-3 35+84 & 27’ RT 2 – 4 2 37 - 94 90 88 75 39 15 5 - - A-2-4

AB-4 13+10 & 41’ RT 4 – 6 2 21 - 100 100 100 95 60 24 6 - - A-2-4

APPENDIX B

Sheet 1 Roadway Cross Section of Soil Survey

Sheet 2 Report of Auger Borings

GRAY TO DARK BROWN FINE SAND WITH SILT,

OCCASIONALLY WITH LIMEROCK FRAGMENTS

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

1 1 12-37 90 - 100 75 - 95 39 - 62 15 - 26 5 - 7 - -pH RESISTIVITY CHLORIDES

PPM

SULFATE

PPM

CONCRETE STEELOHM-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:

CONTRACT NO.COUNTY

Y21-906BORANGE

ROADWAY SOIL SURVEY

ORANGE COUNTY,

FLORIDA

REVISION

BYDATE DESCRIPTION

23 61100 94 27 121

A-3

A-2-4

NADIC Project No. PR.GEO-RD24015

NADIC ENGINEERING SERVICES, INC

REPORT OF TESTS

ROADWAY CROSS SECTION OF SOIL SURVEY

PROJECT No.: PR.GEO-RD24015

PROJECT DESCRIPTION: SEIDEL ROAD @ SUMMERLAKE PARK

BOULEVARD ROUNDABOUT INTERSECTION

IMPROVEMENTS

SUBMITTED BY: NADIC

QUADRANGLE: WINDERMERE,

FLORIDA

SECTION: 34

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

DATE REPORTED: NOVEMBER, 2024

3 (FULL)

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) STRATA 1 AND 2 SHALL BE TREATED AS SELECT (S) MATERIALS PER FDOT STANDARD

INDEX No. 120-001.

GNE

BROWN TO LIGHT BROWN SILTY SAND,

OCCASIONALLY LIMEROCK FRAGMENTS

N A

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S H

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. 1

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1 (FULL)

En gi ne er in g

- O rla nd o\

R oa dw ay

(R D

)\2

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PR

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-R D

- S um m er la ke P ar k

S ei de l R oa d R ou nd ab ou t\P ro je ct

W or ki ng

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Seidel Road @ Summerlake Park Boulevard Roundabout Design Intersection Improvements

Boring No.:

Approx. Station:

Approx. Offset:

Approx. Latitude:

Approx. Longitude:

Approx. Elevation:

Date Drilled:

EL

EV

A

TI

O N

IN

F

EE

T

(N A

V D

-8 8)

AB -1

31+39

25.6 RT

28°26'45.71"N 81°36'6.74"W

106.3 10/28/2024

AB - 2

34+23

22.4 LT

28°26'47.18"N 81°36'3.98"W

104.8 10/28/2024

EL

EV

A

TI

O N

IN

F

EE

T

(N A

V D

-8 8)

Boring Terminated @ Elevation 100.4' Auger Boring

10/28/2024

AB - 3

35+83

27.4 RT

28°26'47.48"N 81°36'2.13"W

104.6 10/28/2024

AB - 4

13+10

41.1 RT

28°26'45.85"N 81°36'3.22"W

104.1 10/28/2024

Boring Terminated @ Elevation 98.8' Auger Boring

110/28/2024

Boring Terminated @ Elevation 98.1' Auger Boring

GNE

PROJECT NAME: SHEET NO.

Drawn by:

Checked by:

Designed by:

Checked by:

Approved by:

NAMES

GNN

GNN

N/A N/A

DATES

N/A N/A

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

SHEET TITLE:

NADIC Project No. PR.GEO-RD24015

REPORT OF AUGER BORINGSORANGE COUNTY,

FLORIDA

PROJECT NO.COUNTY

ORANGE

N A

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. 2

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IS

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IC

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-2

3.

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.A .C

JC ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

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

GNE

Approximate Boring Location

LEGEND

Groundwater not encountered

NOT TO SCALE

11-07-2024 11-07-2024

Y21-906B

Estimated seasonal high groundwater level

Groundwater level encountered on date shown10/28/2024

(A-3) A.A.S.H.T.O.: Soil classification group symbol as determined by visual examination

GNE

1 Brown to gray fine SAND with silt, occasionally with trace organic and roots, (A-3)

2 Brown to dark brown silty SAND, occasionally trace roots and limerock fragments, (A-2-4)

Groundwater not encountered

AB-1

AB-1

AB-2 AB-3

AB-4

Seidel Road @ Summerlake Park Boulevard Roundabout Design Intersection ImprovementsEn gi ne er in g

- O rla nd o\ R oa dw ay (R

D )\2

4\

PR

.G

EO

-R

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- S um m er la ke

P ar k

S ei de l R oa d

R ou nd ab ou t\P ro je ct W or ki ng F ile \A ut oc ad

Boring Terminated @ Elevation 100.6' (terminated at

4FT due to encountered utilities) Auger Boring

GNE

Summerlake Park Blvd

Seidel Rd

Approximate Coring LocationC-1

C-1 C-4

C-3

C-2

2.9" Asphalt 10.3" Base

C - 1 31+83

6.96' RT

28°26'46.02"N 81°36'6.34"W

+105.5 10/28/2024

GNE

Coring Terminated @

Elevation 104.4' 2.6" Asphalt 10.3" Base

GNE

Coring Terminated @

Elevation 102.3'

3.3" Asphalt 10.5" Base

GNE

Coring Terminated @

Elevation 101.8'

4.3" Asphalt 10.8" Base

GNE

Coring Terminated @

Elevation 102.4'

C - 2 37+01

12.44' LT

28°26'48.43"N 81°36'1.23"W

+103.4 10/28/2024

C - 3 11+96.27

27.80' RT

28°26'44.67"N 81°36'3.18"W

+102.9 10/28/2024

C - 4 13+06

30.15' LT

28°26'45.66"N 81°36'3.99"W

+103.6 10/28/2024

AutoCAD SHX Text

NADIC

AutoCAD SHX Text

ENGINEERING

APPENDIX C

Table 3 Pavement Evaluation and Condition Data Sheet

Plates 1 to 4 Pavement Core Photographic Log

Seidel Road at Summerlake Park Boulevard Roundabout Design Intersection Improvements NADIC Project No.: PR.GEO-RD24015 Page No.: | 1

NADIC

Table 3

PAVEMENT EVALUATION AND CONDITION DATA SHEET

Orange County Project No.: Y21-906B Cored By: Nadic Date: 10/28/2024 Page No.: 1 of 1

County: Orange Location: Seidel Road at Summerlake Park Boulevard From: Seidel Road To: Summerlake Park Blvd

Intersection Name:

Seidel Road at Summerlake Park Boulevard Approx. Begin Station: 31+00 Approx. End Station: 38+00 Approx. Length: 700 ft

Core No.: Approx.

Station

Approx.

Offset Lane Wheel

Path

Pavement Layer (in) Base Crack Pavt Cond

Rut Depth (in)

Cross Slope

Comments Type S-1

Type

S-II

Core Length

(in) Type Thickness

(in) Depth

(in) Type Class Extent

C-1 31+82 7’ RT R1 X 2.9 - 2.9 SC 10.3 - - - - F - 1.6 Summer Lake Bvld.

Alignment

C-2 37+01 12’ LT L1 X 2.6 - 2.6 SC 10.3 - - - - F - 1.7 Summer Lake Bvld.

Alignment

C-3 11+96 28’ RT R1 X 3.3 - 3.3 SC 10.5 - - - - F - 0.8 Seidel Rd. Alignment

C-4 13+06 30’ LT L1 X 4.3 - 4.3 SC 10.8 - - - - F - 0.9 Seidel Rd. Alignment

Remarks:

R1 = Northbound/Eastbound Lane L1 = Southbound/Westbound Lane

SC = Soil Cement

SB = Single Branch

L = Light

F = Fair

SEIDEL ROAD AT SUMMERLAKE PARK BOULEVARD ROUNDABOUT

Core No.: C-1 Asphalt Thickness: 2.9 inches Approx. Location: Summerlake Park Blvd Eastbound Lane Base Type: Soil Cement Approx. Station: 31+39 Base Thickness: 10.3” inches Approx. Offset: 25.6’ RT

NADIC Plate 1

Core No.: C-2 Asphalt Thickness: 2.6 inches Approx. Location: Summerlake Park Blvd Westbound Lane Base Type: Soil Cement Approx. Station: 34+23 Base Thickness: 10.3” inches Approx. Offset: 22.4’ LT

NADIC Plate 2

Core No.: C-3 Asphalt Thickness: 3.3 inches Approx. Location: Seidel Rd Northbound Lane Base Type: Soil Cement Approx. Station: 35+83 Base Thickness: 10.5” inches Approx. Offset: 27.4’ RT

NADIC Plate 3

Core No.: C-4 Asphalt Thickness: 4.3 inches Approx. Location: Seidel Rd Southbound Lane Base Type: Soil Cement Approx. Station: 13+10 Base Thickness: 10.8” inches Approx. Offset: 41.1’ LT

NADIC Plate 4