440341-1-54-01_JYLinearPark_Structures_GeotechReport_SS_2025-05-09.pdf

GEOTECHNICAL ENGINEERING SERVICES

FINAL STRUCTURES REPORT

JOHN YARBROUGH LINEAR PARK (JYLP)

MULTI-USE TRAIL EXTENSION

FORT MYERS, LEE COUNTY, FLORIDA

Ardaman & Associates, Inc.

CORPORATE HEADQUARTERS

8008 S. Orange Avenue, Orlando, FL 32809 - Phone: (407) 855-3860

Branch Office Locations

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach

Louisiana: Baton Rouge, New Orleans, Shreveport

Texas: Houston

MEMBERS:

ASTM International American Concrete Institute

Geoprofessional Business Association Society of American Military Engineers

American Council of Engineering Companies

Geotechnical, Environmental and Materials Consultants

9970 Bavaria Rd., Fort Myers, Florida 33913 Phone: (239) 768-6600

Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach Louisiana: Baton Rouge, New Orleans, Shreveport

Texas: Houston

Ardaman Project No. 20-33-4506 February 04, 2025

Kisinger Campo and Associates 13461 Parker Commons Blvd, Suite 104 Fort Myers, Florida 33912

Attention: Adrienne Wisdom, P.E.

Senior Roadway Engineer

Subject: Geotechnical Engineering Services – Final Structures Report Rev.

John Yarbrough Linear Park Multi-Use Trail Extension Fort Myers, Lee County, Florida

Dear Ms. Wisdom:

Ardaman & Associates, Inc. (Ardaman) is pleased to submit this geotechnical engineering services report for the project, John Yarbrough Linear Park Multi-Use Trail Extension

(JYLPMTE), of the City of Fort Myers. This report is part of a study to provide geotechnical services for the extension of the JYLPMTE that includes a 12 ft wide multi-use path extension for 1.8 miles located from north of the existing John Yarbrough Linear Park Multi-

Use Trail’s current termination point at Colonial Boulevard to its new termination point at

Hanson Street. This report also includes the foundation analyses and designs of two bridge structures, JYLPMTE over Colonial Boulevard and JYLPMTE over the Ten Mile Canal. This study was requested and authorized by Kisinger Campo and Associates (KCA).

The following report presents the results of our study for the subject trail extension and bridges to date and includes the results of our subsurface soil and laboratory testing programs, the foundation design analyses, and our conclusions regarding foundation alternatives for the bridge structures.

This report revision was prepared due to comments received via the Electronic Review

Comments (ERC) system during the month of December 2024.

We have very much appreciated the opportunity to provide our services for this project. If you have any questions concerning the contents of this report or need additional information, please do not hesitate to contact our office.

Sincerely, Florida Registry 5950

Martin E. Millburg, P.E. Ivan F. Sokolic, P.E.

Senior Engineer Senior Engineer/Branch Manager Florida License No.: 36584 Florida License No.: 66114

This document has been digitally signed and sealed by on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 PROJECT DESCRIPTION

1.2 PROJECT APPROACH

2.0 SITE DESCRIPTION

2.1 GENERAL

2.2 USGS TOPOGRAPHICAL SURVEY

3.0 FIELD EXPLORATION

3.1 BORING LOCATIONS AND UTILITY CLEARANCE

3.2 STANDARD PENETRATION TEST (SPT)

4.0 LABORATORY TESTING

4.1 SOIL CLASSIFICATION TESTING

4.2 CORROSION PARAMETER TESTING

4.3 LABORATORY TEST RESULTS

5.0 GENERALIZED SUBSURFACE SOIL CONDITIONS

5.1 REGIONAL GEOLOGY

5.2 LEE COUNTY SOIL SURVEY

5.3 SOIL BORING RESULTS

5.4 GROUNDWATER

6.0 ENGINEERING EVALUATION

6.1 GENERAL

6.2 SHALLOW FOUNDATIONS

6.3 DRILLED SHAFTS

6.4 STEEL PILES

6.5 PRECAST PRESTRESSED CONCRETE PILES

6.5.1 SCOUR DEPTHS

6.5.2 PILE GROUP ACTION

6.5.3 LATERAL CAPACITY

6.5.4 DOWNDRAG (NEGATIVE SKIN FRICTION)

6.5.5 NOMINAL BEARING RESISTANCE

6.5.6 TEST PILE PROGRAM

6.5.7 PILE FOUNDATION CONSTRUCTABILITY

6.5.8 VIBRATION CONSIDERATIONS

6.5.9 ADJACENT SANITARY SEWER CONSIDERATIONS

7.0 EMBANKMENT ANALYSIS

8.0 ENVIRONMENTAL CLASSIFICATION

9.0 MSE WALL DESIGN PARAMETERS

10.0 REPORT LIMITATIONS

APPENDICES

APPENDIX A

FIGURE 1 - USGS TOPOGRAPHICAL MAP

FIGURE 2 - USDA SOIL SURVEY MAP

REPORT OF CORE BORINGS SHEETS

APPENDIX B

COMPUTER PROGRAM ‘FB-DEEP’ OUTPUTS AND PILE CAPACITY CURVES

APPENDIX C

COMPUTER PROGRAM ‘FB-MULTIPIER’ SOIL PARAMETER INPUT DATA

APPENDIX D

MSE WALL DESIGN PARAMETERS

APPENDIX E

PILE DATA TABLE PREPARED BY KCA INCLUDING COMMENTS FROM ARDAMAN

Ardaman Project No. 20-33-4506 Revised February 04, 2025 Geotechnical Engineering Final Structures Report – Rev. Page 1 of 12

1.0 INTRODUCTION

1.1 Project Description

City of Fort Myers of Lee County is planning to redevelop John Yarbrough Linear Park Multi-Use Trail by constructing an additional 12 feet wide multi-use path that will extend 1.8 miles north ending point at Colonial Boulevard (SR 884) to its new termination point at Hanson Street. The proposed construction will include a clear span bicycle/pedestrian overpass located about 250 feet south of Colonial Boulevard connecting the current multi-use trail on the east side of Ten Mile Canal to the west side of Ten-mile Canal. A second overpass clear span with a height of approximately 17.5 feet will be constructed at the west side of Ten Mile Canal to provide access to pedestrian/cyclist over Colonial Boulevard.

Mechanically Stabilized Earth (MSE) walls are planned for about 300 feet at the south end and 220 feet at the north end of the Colonial Boulevard bridge. The maximum retained height of these walls is approximately 15 feet.

This report discusses the foundations for the bridge structure over the Ten Mile Canal and the bridge structure over Colonial Boulevard. The typical section of the shared use path is 12-ft wide with rails on both sides. The canal bottom is at approximate elevation +6 feet North American Vertical Datum (NAVD) and its existing banks are approximately elevation +17 feet NAVD. The new bridges will cross the canal at an elevation of about +18 feet NAVD requiring limited embankment at the approaches.

1.2 Project Approach

For this geotechnical study, we performed and evaluated Standard Penetration Test (SPT) borings to determine feasible foundation systems for the planned bridges. Boring test locations were limited by site access constraints. This report presents the borings drilled for the structures and analyses with recommendations for the feasible foundation systems.

In completing this evaluation, we have performed the following services:

1. Reviewed plan and profile bridge plans for the subject bridges provided by KCA.

2. For the Ten Mile Canal overpass bridge design analyses, planned and performed an exploration program consisting of two SPT borings, SPT B-03 and SPT B-04, to a maximum depth of 95 feet below the existing grade.

3. For the Colonial Boulevard overpass bridge design analyses, planned and performed an exploration program of two SPT borings, SPT B-01 and SPT B-02, to a maximum depth of 25 feet below the existing grade. The information from these borings was supplemented by the previously performed 100-foot SPT borings, SPT-1 and SPT-2 as presented in

Ardaman Geotechnical Report No. 05-618 dated July 7, 2008. For the MSE walls, three additional SPT borings WB-01, WB-02 and WB-03 were performed in November 2021.

4. Visually classified the soil samples obtained from the SPT borings and performed laboratory tests on selected representative samples.

Geotechnical Engineering Final Structures Report – Rev. Page 2 of 12

5. Reviewed the field and laboratory data and then evaluated that data for alternative foundation systems.

6. Prepared this engineering report which summarizes our field and laboratory testing, the subsurface soil and groundwater conditions encountered and presents evaluations and design recommendations.

2.0 SITE DESCRIPTION

2.1 General

The John Yarbrough Linear Park (JYLP) Multi-Use Trail Extension project area encompasses approximately 1.8 miles north ending point at Colonial Boulevard (SR 884) to its new termination point at Hanson Street. The Ten-Mile Canal is located in the southwest quadrant of Section 31, Township 44 S., Range 25 E. in Lee County, Florida.

The proposed bridge structure over Colonial Boulevard extends from approximately Sta. 301+46 to approximately Sta. 302+85 and the bridge structure over the Ten Mile Canal from approximately Sta. 304+97 to approximately Sta. 314+09 of the proposed JYLP baseline of construction. These improvements to the JYLP will connect the current multi-use trail on the east side of Ten Mile Canal to a point north of Colonial Boulevard on the west side of Ten Mile Canal providing improving the mobility of pedestrians and cyclists.

2.2 USGS Topographical Survey

A USGS 7.5-minute quadrangle topographic map of the area is presented as Figure 1 in Appendix A. Average ground elevation in the area is approximately +15.8 feet NAVD.

3.0 FIELD EXPLORATION

3.1 Boring Locations and Utility Clearance

Utility clearances were coordinated by Ardaman. The field exploration program consisted of SPT borings performed as near as possible to the proposed bridge locations. The boring locations and soil profiles are presented on the Report of Core Borings sheets (Figure 3 - 5) included in Appendix A.

3.2 Standard Penetration Test (SPT)

The SPT borings were performed in general conformance with ASTM D-1586. Continuous soil sampling using a 1-3/8 inches I.D. split-barrel sampler was performed in the upper IO feet with a 5 feet sample interval used thereafter. After seating the sampler 6 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 to be indicative of the relative density of cohesionless soils and the consistency of cohesive soils. The recovered split spoon samples were visually classified in the field with representative portions of the samples placed in jars and transported to our office for review by a Geotechnical Engineer and confirmation of the field classification.

Geotechnical Engineering Final Structures Report – Rev. Page 3 of 12

4.0 LABORATORY TESTING

4.1 Soil Classification Testing

Representative soil samples collected from the SPT borings were visually classified in the laboratory by a geotechnical engineer to confirm the field classifications. The samples were described in general accordance with the Unified Soil Classification System (USCS), ASTM D- 2488. The results of laboratory tests were used to confirm the visual classification. The laboratory program consisted of percent fines, natural moisture content, Atterberg Limits and corrosion series testing. The tests were performed on selected samples believed to be representative of the materials encountered. The USCS classification for each soil stratum encountered is presented on the Report of Core Borings sheets (Figure 3 - 6) in Appendix A. Corrosion tests (pH, resistivity, chloride and sulfate) were performed on soil samples to provide a basis for environmental classification.

4.2 Corrosion Parameter Testing

Environmental corrosion tests were conducted in accordance with the Florida test method:

designations FM 5-550, FM 5-551, FM 5-552 and FM 5-553. These tests were performed on recovered soil samples obtained from borings SPT B-01 through SPT B-04 and from water samples taken from the canal. Environmental corrosion tests measure parameters such as pH, resistivity, sulfate content and chloride content. The results are as follows:

Location Depth (Feet)

Resistivity (ohm-cm)

Chlorides (ppm)

Sulfates (ppm) pH

FDOT Environmental Classification

Steel Concrete

SPT

B-01

1.5 – 2.5

21,480 5 BDL 8.8

Slightly

Aggressive Slightly

Aggressive

SPT

B-02

1.5 – 2.5

31,130 15 BDL 9.0

Slightly

Aggressive Slightly

Aggressive

SPT

B-03

1.5 – 2.5

13,920 15 15 8.7 Slightly

Aggressive Slightly

Aggressive

SPT

B-04

1.5 – 2.5

15,430 15 BDL 8.7

Slightly

Aggressive Slightly

Aggressive

Water (Canal)

2,488 105 9 8.4 Moderately Aggressive

Moderately Aggressive

4.3 Laboratory Test Results

The soil laboratory test data are shown on the soil profiles and environmental classification test results are included in the Report of Core Borings sheets on Figures 3, 4 5, and 6 in Appendix A.

Geotechnical Engineering Final Structures Report – Rev. Page 4 of 12

5.0 GENERALIZED SUBSURFACE SOIL CONDITIONS

5.1 Regional Geology

Most of Lee County lies within the physiographic region known as the Southwestern Slope and the Caloosahatchee Valley. These physiographic regions lie between the Gulf of Mexico and the western borders of the Immokalee Rise. Elevations range up to 23.8 feet NAVD. Most of this area is covered by a thin mantle of quartz sand overlying eroded beds of limestone, sandstone and shell.

The surficial soils throughout the central part of Lee County consist of Holocene sands. Below the surficial sands, a unit of hard, calcareous sandstone associated with the Limestone Member is typically found. This is a well indurated, slightly phosphatic, variably sandy fossiliferous limestone.

Usually, this unit is 2 to 3 feet thick but may be as much as 10 feet thick in places and is absent in others. This limestone unit overlies the Peace River Formation of the upper part of the Hawthorn Group and is composed of the Upper Peace River Confining Unit (about 40 feet thick), the Sandstone Unit (about 50 feet thick) and the Basal Peace River Confining Unit (about 40 feet thick). These Miocene age sands and clays are generally about 150 feet thick in the project vicinity. Beneath this is the Arcadia Formation that forms the lower part of the Hawthorn Group and it consists of fine-grained carbonate sediments and sandy limestones, shellbeds, dolomites, phosphatic sand and carbonate sand, silt and clay.

5.2 Lee County Soil Survey

The "Soil Survey of Lee County, Florida”, published by the USDA NRCS was reviewed for the project vicinity. This soil survey map indicates that there are two (2) mapping units within the proposed bridge areas. The map soil units encountered are as follows:

USDA SOIL SURVEY INFORMATION – LEE COUNTY

Map Unit Symbol

Soil Series

Risk or Corrosion Seasonal High-Water

Table Bedrock Depth

(ft.)

Uncoated

Steel Concrete

Depth (Feet)

Months

64 Hallandale fine sand High Low 0 – 1.0 Jan – Nov 0 – 1.0

102 Boca fine sand High Moderate 0 – 1.0 Jan – Nov 0 – 1.0

Figures 2 included in Appendix A show the soil map unit delineations on a 2020 aerial photograph as presented in the Soil Survey.

It should be noted that the USDA NRCS Soil Survey information is based on the results of shallow hand-auger borings and may not accurately present some soil data. The borings did not encounter a shallow caprock layer.

5.3 Soil Boring Results

The results of the SPT boring program for the proposed bridges are presented in Appendix A on Figures 3, 4, 5 and 6 in the form of soil profiles, along with the profile legend and other pertinent

Geotechnical Engineering Final Structures Report – Rev. Page 5 of 12 information such as measured groundwater levels and laboratory test results. The soil stratification shown is based on the visual examination of recovered samples, laboratory results, and interpretation of the field logs by a geotechnical engineer. The soil types shown represent observations made in the test borings and may not reflect variations between the borings and beyond the depths explored.

In general, the SPT borings performed for the proposed bridge replacement encountered the following soil profile.

Depth (ft)

Soil Description USCS* Blows Per 12 Inches

Relative Density/

Consistency

Boring SPT B-01

0-25 Slightly Silty to Silty Fine SAND with

Shell and Rock Fragments

SP, SP-

SM, SM

3 to 31 Loose to Dense

Boring SPT B-02

0-25 Slightly Silty to Silty Fine SAND with

Shell and Rock Fragments

SP, SP-

SM, SM

2 to 25 Very Loose to

Dense

Boring SPT B-03

0-11

Clean Fine Sand, Slightly Silty to Silty Fine Sand with Trace Shells and Rocks

SP, SP-

SM, SM

3 to 15

Very Loose to

Medium Dense

11-15 Rock and Shell - 1 Very Loose

15-75 Silty Fine Sand, Clayey Fine Sand SM, SC 1 to 16 Very Loose to

Medium Dense

75-95 Slightly Silty to Silty Fine Sand with Some Shell and Rock Fragments

SP-SM,

SM

15-77 Medium Dense to Very Dense

Boring SPT B-04

0-25 Slightly Silty to Silty Fine Sand with

Trace Shells

SP, SP-

SM, SM

1 to 43 Very Loose to

Dense

25-70 Clayey Sand SC 0 to 3 Very Loose

70-95 Slightly Silty to Silty Fine Sand with

Trace Shells

SP, SP-

SM, SM

43 to 50/1” Dense to Very

Dense

Geotechnical Engineering Final Structures Report – Rev. Page 6 of 12

*USCS – Unified Soil Classification System (ASTM D-2487)

5.4 Groundwater

The groundwater table was encountered at depths ranging from 5.5 to 7.5 feet below existing ground surface. 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 ditches and ponds. The groundwater level will correspond to the water level in the canal.

6.0 ENGINEERING EVALUATION

6.1 General

Foundation design is required for all structures so that the loads imposed on the underlying soil will not cause shear failures or damaging settlements. In general bridge structures can be supported on shallow or deep foundation systems depending on the soil conditions, site characteristics, design criteria, construction considerations and cost. In Florida, the typical shallow foundation type used to support bridge structures is Spread Footings, while the deep foundations include Drilled Shafts, Steel Piles and Precast Prestressed Concrete Piles. Situations may exist where shallow foundations are inappropriate for support of the structural elements, such as the presence of unsuitable soil, adverse hydraulic conditions, or intolerable movements of the structure. Deep foundations are based on the concepts of transfer of load through skin friction and bearing capacity, whereas shallow foundations are based on the concepts of bearing capacity and tolerable settlement.

An evaluation of the foundation alternatives was performed by using the Load and Resistance Factor Design (LRFD) methodology to provide design information for this Bridge Development Report (BDR). The results are presented in the following sections.

Depth (ft)

Soil Description USCS* Blows Per 12 Inches

Relative Density/

Consistency

Boring WB-01

0-40

Fine Sand, Slightly Silty to Silty Fine SAND with Shell and Rock

Fragments. Clayey Silt (CL-ML) layer 16 to 23’

SP, SP-

SM, SM

5 to 11 Loose to

Medium Dense

Boring WB-02

0-40 Fine Sand, Slightly Silty to Silty Fine

SAND with Shell and Rock Fragments.

SP, SP-

SM, SM

1 to 17 Very Loose to

Dense

Boring WB-03

0-40

Fine Sand, Slightly Silty to Silty Fine SAND with Shell and Rock

Fragments. Clayey Sand (SC) layer 12 to 23’

SP, SP-

SM, SM

3 to 28

Very Loose to Very Dense

Geotechnical Engineering Final Structures Report – Rev. Page 7 of 12

6.2 Shallow Foundations

Shallow foundation design is governed by two basic criteria: soil bearing capacity and settlement due to the loads from the structure. The surficial soils throughout the project site will require soil improvement to achieve an adequate bearing resistance and minimize the potential for differential settlements. This soil improvement may require excavation with dewatering and densification techniques that will significantly increase construction costs. In addition, maintenance of traffic impacts, prolonged construction timing and staging requirements for construction adjacent to existing traffic usually interfere with the soil improvement operation. Therefore, considering the impact of the soil improvement operation and the associated high costs, shallow foundations will not be considered further.

6.3 Drilled Shafts

Drilled Shafts are deep foundation elements and consist of machine-excavated shafts in soil or rock that are filled with concrete and reinforcing steel. Drilled Shafts are feasible foundation alternatives.

A Drilled Shaft has the advantage of being able to develop high axial and lateral capacities in a single unit. The other advantage is that the magnitude of construction vibration during the installation of a Drilled Shaft is much less than the vibration during the pile driving operation. However, the quality control of a Drilled Shaft installation requires more engineering judgment, inspection and precaution than is required with driven piles.

This type of foundation system is often the chosen alternative for sites where limestone or very dense bearing strata are present at a relatively shallow depth. At this bridge site, there are no shallow limestone strata to support a drilled shaft design. Since the soil characteristics within the project limits includes deep, very loose to loose sands and soft clay deposits, longer shafts will be required to develop significant load carrying capacity. As a result, the cost of drilled shaft will be much higher compared to driven piles; therefore, drilled shafts will not be considered further.

6.4 Steel Piles

Steel Piles are deep foundations and generally include Pipe Piles and H-Piles. Previous experience has shown that Steel Piles are generally more expensive than Prestressed Concrete Piles for the same required design load. Steel Piles are well suited to conditions with high variability in anticipated penetration depths where frequent splicing is expected. However, soil characteristics within the project limits do not show high variability warranting Steel Pile use. Therefore, Steel Piles will not be recommended.

6.5 Precast Prestressed Concrete Piles

Precast prestressed concrete piles are deep foundation elements and are a feasible foundation alternative. They are a widely used and proven foundation system in Florida. The minimum size for Prestressed Concrete Piles is 18-inch square, as referenced in the FDOT Structures Design Guidelines.

As indicated from the soil borings and the laboratory tests, the majority of the soils found in this area are sands underlain by plastic clays. Prestressed concrete piles are best suited for these types of soils as they develop most of their load carrying capacity from skin friction.

Geotechnical Engineering Final Structures Report – Rev. Page 8 of 12

Prestressed Concrete Pile is considered as the favored foundation alternative for the proposed bridges. For the purpose of this study, we have evaluated the capacity of 18-inch Prestressed Concrete Piles.

6.5.1 SCOUR DEPTHS

Scour depths have not been provided to Ardaman and have not been considered for our analysis.

The issue of scour will need to be evaluated by the design team. If significant scour is determined to be a potential threat, the Ardaman pile recommendations will need to be modified to consider scour.

6.5.2 PILE GROUP ACTION

No reduction of the individual pile capacities will be required if piles are spaced center-to-center at three times their width or greater.

6.5.3 LATERAL CAPACITY

Soil parameters for input into the ‘FB-MultiPier’ lateral load analysis computer program of two soil borings SPT-1 and SPT-2 of the previous Ardaman geotechnical report number 05-4618, and, four soil borings SPT B-01 through SPT B-04 of the current Ardaman geotechnical report 20-33-4506 for 18-inch prestressed concrete piles are summarized in Appendix C. The actual lateral analysis will be performed by others using these soil parameters provided.

6.5.4 DOWNDRAG (NEGATIVE SKIN FRICTION)

Based on the project plans, minimal amounts of fill are planned at the abutments. We do not expect the development of downdrag (negative skin friction) loads for the piling.

6.5.5 NOMINAL BEARING RESISTANCE

Based on the FDOT Structures Design Guidelines, effective January 2024, the Required Driving Resistance (which is the same as the Nominal Bearing Resistance) of the pile is calculated by combining the factored design load, the load lost by net scour, and the load added by downdrag as follows:

Nominal Bearing Resistance = (Factored Design Loads) + (Net Scour Resistance) + (Downdrag)

Where is determined based on the test pile program and ranges from 0.75 when a static load test is run to 0.65 when dynamic load tests (PDA) are conducted. As discussed, downdrag loads are not expected to act on the piles. Therefore, this value can be taken as zero (0). The net scour resistance is the ultimate side friction from the bottom of the preform elevation to the 100 year scour elevation and this value is also assumed to be zero.

Axial capacities for the piling were computed using FB-Deep for 18-inch square prestressed concrete piles. The capacities were calculated anticipating both end bearing and skin friction for the piling. The capacity results of these analyses are attached to this report. The axial pile

Geotechnical Engineering Final Structures Report – Rev. Page 9 of 12 capacities are based on the boring location and subsurface materials encountered and are referenced to the approximate boring elevations. The Davisson Capacity is equivalent to the LRFD's nominal bearing resistance. The Davisson Capacity is the sum of the Ultimate Side Friction and ⅓ of the Ultimate End Bearing calculated by FB-Deep. Because net scour and down-drag are zero, the Davisson Capacity will yield the Factored Design Load when multiplied by .

The following table shows anticipated pile tip elevations for each pile bent to achieve the calculated nominal bearing resistance based on the given factored design loads using a of 0.75 for vertical axial and of 0.60 for uplift with 100% dynamic load testing. These include the impact of predrilling for the Colonial Boulevard piles.

Bridge Pile

Location

Pile Size (in)

Factored Design Load (tons)

Factored Design Uplift Load (tons)

Down drag (tons)

Net Scour Resist.

(tons)

Nominal Bearing Resist.

(tons)

Anticipated Pile Tip

Elevation (feet

NAVD)

Ref.

Boring

Colonial Blvd.

Overpass Bridge

(EB)**

Colonial

Blvd.

18 112 0 0 0 149 -68

SPT-2 &

SPT B-03

(IP)**

Colonial

Blvd.(4&5) 18 154 74 0 0 205 -75

SPT-2 &

SPT B-03

(IP)**

Colonial

Blvd.

(2,3,6,7,8)

18 108 23 0 0 144 -67

SPT-2 &

SPT B-03

Ten Mile Canal

Overpass Bridge

(West) Ten Mile

Canal 18 96 0 0 0 128 -66

SPT-2 &

SPT B-03

(East) Ten Mile

Canal 18 96 0 0 0 128 -66

SPT-2 &

SPT B-03

***EB – End Bents, IP – Intermediate Piers.

6.5.6 TEST PILE PROGRAM

We recommend a test pile program be conducted to verify driving conditions and refine estimates of production pile lengths. We recommend that six (6) test piles be installed on the bridge over Colonial Boulevard and two (2) test piles for the bridge over the Ten Mile canal. The recommended test pile lengths are 15 feet longer than the required length based on the capacity curves in Appendix B. During test pile driving, we recommend that the test piles be dynamically monitored to assess pile bearing capacity, hammer performance, and driving stresses.

The monitoring should conform to the FDOT Specification’s Section 455. The monitoring will ensure that the allowable stresses are not exceeded during driving and provide documentation regarding ultimate capacities. The test pile should be located at a permanent pile location so that it may be incorporated into the structure.

As mentioned previously, the axial capacities were calculated anticipating both end bearing and skin friction for the piling. We expect the 18-inch square piles to achieve the indicated capacities

Geotechnical Engineering Final Structures Report – Rev. Page 10 of 12 at the approximate elevations indicated on the tables below. These tables include the recommended test pile lengths.

RECOMMENDED TEST PILE LENGTHS - BRIDGE STRUCTURE OVER COLONIAL BOULEVARD

BENT

PILE

SIZE

(INCHES)

NOMINAL

BEARING

RESISTANCE

(TONS)

ANTICIPATED TIP

ELEVATION*

(ft)

MAXIMUM CUT-OFF

ELEVATION*

(ft)

TEST PILE

LENGTH

(ft)

End Bent 1 18 149 -68 +22.3 106

Pier 3 18 144 -67 +14.0 96

Pier 4 18 205 -75 +11.2 102

Pier 5 18 205 -75 +11.8 102

Pier 7 18 144 -67 +9.5 92

End. Bent 9 18 149 -68 +20.1 104

RECOMMENDED TEST PILE LENGTHS - BRIDGE STRUCTURE OVER TEN MILE CANAL

BENT

PILE

SIZE

(INCHES)

NOMINAL

BEARING

RESISTANCE

(TONS)

ANTICIPATED TIP

ELEVATION*

(ft)

MAXIMUM CUT-OFF

ELEVATION*

(ft)

TEST PILE

LENGTH

(ft)

End Bent 1 18 128 -66 +14.7 96

End Bent 2 18 128 -66 +15.6 97

A pre-construction wave equation analyses should be performed to determine if the proposed hammer system meets the project specifications and to determine a preliminary driving criterion.

The preliminary driving criteria should be established prior to test pile driving using the contractor's hammer and drive assembly. The production pile lengths should be determined on the basis of the dynamic test results, CAPWAP analyses and in situ soil conditions.

Ardaman has reviewed a Pile Data Table plan sheet provided by KCA via email dated October 23, 2024. Comments made to the Pile Data Table have been included in Appendix E.

6.5.7 PILE FOUNDATION CONSTRUCTABILITY

The FDOT Specifications’ Section 455 shall be followed for structure foundations and pile driving requirements. Very dense sandy soils were encountered at some boring locations, these conditions would result in premature pile refusal, therefore a need for preforming is warranted.

Considering that the very dense were not consistently encountered throughout the borings, we

Geotechnical Engineering Final Structures Report – Rev. Page 11 of 12 recommend that preforming is performed to elevation +10 feet at all pile locations.

6.5.8 VIBRATION CONSIDERATIONS

The FDOT Specification’s Section 455 outlines general requirements for protection of existing structures during pile driving operations. This article requires settlement monitoring settlement and condition surveys for structures within a certain zone of influence dependent upon hammer energy.

For a typical 36,000 ft-lb hammer, settlement monitoring is needed for structures within about a 100-foot radius. Structures within about a 50-foot radius require a condition survey before and after pile driving operations. The existing Colonial Boulevard Ten Mile Canal bridge will be within an approximate 25-feet distance of pile driving operations. We anticipate this bridge is supported on a pile foundation and is resistant to significant impacts from adjacent pile driving operations.

6.5.9 ADJACENT SANITARY SEWER CONSIDERATIONS

Foundation Layout plans provided to Ardaman (KCA Plan Sheets B2-9 through B2-11, 90% Structures Plans) show a buried Sanitary Sewer Force Main (SSFM) is present less than 10 feet east of the proposed 18-inch square driven pre-cast piles. At Sta. 308+20, the SSFM is shown very close, less than 5 feet from proposed driven piles.

Ardaman was provided with Barraco and Associates, Inc. prepared plans for a 24-inch SSFM.

Plan sheet C3.1 for Project/File No. 23274 shows the top of this SSFM is at an elevation ranging from about +14.0-ft to +14.6-ft with the existing ground surface ranging from about elevation +18.5-ft to +19.0-ft. Accordingly, the top of this SSFM has about 4 to 5 feet of cover.

There is concern that pile driving operations may induce vibrations and/or soil pressures sufficient to damage this buried SSFM. When driven piles are advanced into soil, each pile hammer impact generates a pulse wave that is transmitted to the soil at the bottom of the pipe. Some energy is transmitted to the soil through skin friction on the exterior pile. The impact of skin friction on soil vibrations negligible compared to the pulse waves generated at the bottom of the pile. The impact of vibrations from pile installation are most pronounced during the first few feet of pile driving, as the pulse wave is generated to shallow soils with reduced damping effect from overburden soil. As pile driving advances to depths of 20 feet or more, minimal impact from pile driving has been observed to structures at the surface. Impacts to operations that are highly sensitive to vibrations can be observed at greater distances and regardless of the depth of pile driving.

Since the adjacent SSFM has at least 4 feet of overburden, we do not think vibrations from the adjacent pile driving will have a significant negative impact on the structural integrity of this pipeline. Pile driving does displace soil and can create very high lateral soil pressures. It is possible that high soil pressures from pile driving could impact adjacent SSFM pipelines, especially if the SSFM is less than 5 feet from pile driving.

Monitoring vibrations and soil pressure on the buried pipeline can be performed. In order to get meaningful data on the pipeline, buried vibration and earth pressure sensors would need to be installed. This is a relatively expensive process. Data would need to be obtained and monitored real time. If the data suggested excessive vibrations or earth pressures, pile driving would need to be suspended and effective remedial measures implemented. To effectively eliminate the potential for damage to the adjacent SSFM, we recommend pre-forming/pre-drilling be performed for driven piles within 10 feet from the SSFM. Predrilling should be advanced at least 5 feet below the bottom of the SSFM.

Geotechnical Engineering Final Structures Report – Rev. Page 12 of 12

7.0 EMBANKMENT ANALYSIS

Based on the plans provided, about 2 feet of fill is planned for the project at the abutments. Settlement analyses for this condition is negligible. Since the upper site soils are predominately sandy, the settlement should occur during construction as the loads are applied.

8.0 ENVIRONMENTAL CLASSIFICATION

Based on the laboratory test results and the January 2020 FDOT Structures Design Guidelines, SDG 1.3.2-1, the soils are classified as slightly aggressive for the substructure and superstructure for the bridge structure over Colonial Blvd. Based on the test results obtained for the bridge structure over the Ten Mile Canal, the environmental classification is slightly to moderately aggressive for the substructure and slightly aggressive for the superstructure.

9.0 MECHANICALLY STABILIZED EARTH (MSE) WALLS

The John Yarbrough Linear Park Multi-Use Trail Extension project features Mechanically Stabilized Earth (MSE) walls flanking both sides of the Colonial Blvd. overpass. MSE Wall 1 is planned for the south side of the bridge, while MSE Wall 2 will be located on the north side, measuring approximately 215 feet and 275 feet in length, respectively.

Ardaman previously had estimated a maximum settlement value for the walls within a range of 4 to 7 inches as presented in a previous version of the geotechnical engineering report. That report included up to 15 feet of fill on existing unimproved/uncompacted soils. The settlement estimate methodology was relatively conservative.

Further review of this settlement issue in December 2024 included review of plans dated October 30, 2024, provided to Ardaman showing the existing ground at approximately elevation +19-ft, the top of the leveling pad at elevation +13.5-ft, and the top of MSE wall fill/pavement at +28.5-ft. This results in about 10½ feet of MSE wall fill. We modeled soils from elevation +14-ft to elevation +19-ft as well compacted and made significantly less compressible by conventional compaction equipment.

Ardaman also used more sophisticated methodology for estimating settlement. Due to less new fill, consideration of compaction of the soil making it less compressible, and more refined settlement estimate methodology, we estimate settlement will be approximately 2± 0.5 inches.

Settle 3, a 3D Soil Settlement and Consolidation Analysis computer program developed by Rocscience, was used for the refined analysis. Soil data from soil boring SPT 2 was used in the analyses of elastic and consolidation settlement. Appendix F includes these data along with an illustration of the wall settlement output from computer program Settle 3.

Geotechnical engineering design parameters, estimated settlement, and recommended reinforcing strap lengths have been prepared and are included in Appendix D of this report.

10.0 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.

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

Geotechnical Engineering Final Structures Report – Rev. Page 13 of 12

The analyses and recommendations submitted in this report are based upon the anticipated location and type of construction and 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 construction, 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. When final design plans and specifications are available, a general review by our office is made to check that the assumptions made in preparation of this report are correct and that earthwork and foundation recommendations are properly interpreted and implemented. The scope of our services does not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater or surface water within or beyond the site studied. Any statements in this report regarding odors, staining of soils or other unusual conditions observed are strictly for the information of our client.

APPENDIX A

FIGURE 1 - USGS TOPOGRAPHICAL MAP

FIGURE 2 - USDA SOIL SURVEY MAP

REPORT OF CORE BORINGS SHEETS

DRAWN BY: AA CHECKED BY: IS APPROVED BY: IS DATE: 12/03/2020

FIGURE No.: 1 ARDAMAN PROJECT No.:

SCALE: NTS Source: Google Earth Pro 20-33-4506

Ardaman & Associates, Inc.

Geotechnical, Environmental, and Materials Consultants

JY Linear Park Multi-Use Trail Extension

Fort Myers, Lee County, Florida

LEE COUNTY, FL

TOPOGRAPHIC MAP (NAD 1983)

APPROXIMATE PROJECT

LIMITS

DRAWN BY: AA CHECKED BY: IS APPROVED BY: IS DATE: 12/03/2020

FIGURE No.: 2 ARDAMAN PROJECT No.:

SCALE: NTS Source: Google Earth Pro, USDA - NCRS 20-33-4506

Ardaman & Associates, Inc.

Geotechnical, Environmental, and Materials Consultants

JY Linear Park Multi-Use Trail Extension

Fort Myers, Lee County, Florida

LEE COUNTY, FL

SOIL MAP

APPROXIMATE PROJECT

LIMITS

ENGINEER OF RECORD:

9970 BAVARIA ROAD

IVAN F. SOKOLIC, P.E. No. 64114

ARDAMAN AND ASSOCIATES, INC.

FORT MYERS, FLORIDA 33913

CERTIFICATE OF AUTHORIZATION No. 5950

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DATE BY DESCRIPTION DATE BY DESCRIPTION

REVISIONS CITY OF FORT MYERS

ROAD NO. FINANCIAL PROJECT ID

REPORT OF CORE BORINGS FOR BRIDGE

SHEET

No.

COUNTY JOHN YARBROUGH LINEAR PARK

OVER SR 884

30 - 50 10 - 30

4 - 10 Very Loose

Medium Dense Loose

Very Dense Dense

2 - 4 4 - 8

Very Stiff Stiff Firm Soft Very Soft Consistency

Relative Density

Hard

Safety Hammer SPT N-Value

Automatic Hammer SPT N-Value

Less than 3

Greater than 50

Less than 4

Safety Hammer Automatic Hammer SPT N-Value SPT N-Value

Less than 2 Less than 1

8 - 15

Greater than 30

3 - 6 1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8 8 - 24 24 - 40

Greater than 40

Blows/Foot

Blows/Foot Blows/Foot

15 - 30 Greater than 24

12 - 24 6 - 12

30 - 50 10 - 30

4 - 10 Very Loose

Medium Dense Loose

Very Dense Dense

2 - 4 4 - 8

Very Stiff Stiff Firm Soft Very Soft Consistency

Relative Density

Hard

Safety Hammer SPT N-Value

Automatic Hammer SPT N-Value

Less than 3

Greater than 50

Less than 4

Safety Hammer Automatic Hammer SPT N-Value SPT N-Value

Less than 2 Less than 1

8 - 15

Greater than 30

3 - 6 1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8 8 - 24 24 - 40

Greater than 40

Blows/Foot

Blows/Foot Blows/Foot

15 - 30 Greater than 24

12 - 24 6 - 12

CORROSION SERIES TEST RESULTS

Sulfate ppm Chlorides ppm Resistivity Ohms - cm pH

B-1 21,480 5 BDL 8.8

B-2 31,130 15 BDL 9.0

B-3 13,920 15 15 8.7

B-4 15,430 15 BDL 8.7

WATER 2,488 105 9 8.4

(CANAL)

*BDL: Below Detactable Limit

ENVIRONMENTAL CLASSIFICATION

Superstructure - Slightly Aggressive (Steel) Substructure - Slightly Aggressive (Concrete)

Notes:

1. UPON COMPLETION OF EACH SPT BORING, THE BOREHOLE WAS GROUTED WITH CEMENT-BENTONITE SLURRY.

2. ALL SPT BORINGS WERE PERFORMED USING AN AUTOMATIC HAMMER TO THE BORING TERMINATION DEPTH.

3. GEOGRAPHICAL GPS COORDINATE LOCATIONS WERE DETERMINED USING A 4 SATELLITE MINIMUM AUTONOMOUS SOLUTION

FROM A WAAS HAND HELD GPS UNIT.

4. THE BORING LOGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING. NO

WARRANTY AS TO THE SUBSURFACE CONDITION. STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE BORING

LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING.

5. WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIR RESPECTIVE LOCATIONS AND FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONS CHARACTERISTIC OF THE SUBSURFACE MATERIALS OF THE REGION

ARE ANTICIPATED AND MAY BE ENCOUNTERED.

6. THE BORING LOGS AND RELATED INFORMATION ARE BASED ON THE DRILLER'S LOGS AND VISUAL EXAMINATION OF SELECTED SAMPLES IN THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROXIMATE AND THE DESCRIPTION REPRESENTS OUR INTERPRETATION OF SUBSURFACE CONDITIONS AT THE DESIGNATED BORING LOCATIONS

ON THE PARTICULAR DATE DRILLED.

7. NO WARRANTY AS TO THE SUBSURFACE CONDITION, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE BORING

LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING.

8. GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATER SURFACES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN WATER TABLE LEVELS SHOULD BE ANTICIPATED THROUGHOUT THE YEAR.

SAND: Sand with ≤ 5% fines (SP)

Silty Fine SAND: Sand with 12% to 50% Silt (SM)

LEGEND:

Slightly silty Fine SAND: Sand with 5% to 12% Silt (SP-SM)

Clayey SAND: Sand with 12% to 50% Clay (SC)

Water Table existing at time of boring SPT Boring Location Percent Passing the no. 200 Standard Sieve Plasticity Index Liquid Limit Percent Moisture Content Sampler Advanced by Static Weight of Hammer and Rods Only Number of Blows for Given Penetration (I.E. 50 blows for 4") Casing Used

-200

PI

LL

MC

WOH

50/4"

-10

EL

EV

AT

IO

N (F

EE

T)

-5

EL

EV

AT

IO

N (F

EE

T)

-10

-5

BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX. OFFSET

APPROX. ELEV.

LAT.

LONG.

B-01 11/07/2020

LOCKLEY

AUTO

MOBILE B-57

311+05

25' RT

+20' N 26°35'51.37" W 81°51'20.37"

N

Boring Terminated at -5.0FT

NO CASING

Silty fine SAND (SM) with rock fragments

BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX OFFSET

APPROX. ELEV.

LAT.

LONG.

B-02 11/07/2020

LOCKLEY

AUTO

MOBILE B-57

306+45

24' RT

+18' N 26°35'48.40" W 81°51'20.38"

N

Boring Terminated at -7.0FT

NO CASING

Fine SAND (SP)

Silty fine SAND (SM) with rock and shell

Fine SAND (SP)

Slightly silty fine SAND (SP-SM) with trace rock

Slightly Silty fine SAND (SP-SM) with rock fragments

Silty fine SAND (SM) with shell

MC = 16.9

-200 = 6.6

MC = 20.3

-200 = 36.8

MC = 18.0

-200 = 17.8

MC = 16.3

-200 = 21.5

B-02

B-01

COLONIAL BLVD

N

AutoCAD SHX Text

LEE

AutoCAD SHX Text

AutoCAD SHX Text 447515-1-54-01

AutoCAD SHX Text 0'

AutoCAD SHX Text 100'

AutoCAD SHX Text 200'

9970 BAVARIA ROAD

IVAN F. SOKOLIC, P.E. No. 64114

ARDAMAN AND ASSOCIATES, INC.

FORT MYERS, FLORIDA 33913

CERTIFICATE OF AUTHORIZATION No. 5950

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.A .C

DATE BY DESCRIPTION DATE BY DESCRIPTION

REVISIONS CITY OF FORT MYERS

ROAD NO. FINANCIAL PROJECT ID

REPORT OF CORE BORINGS FOR BRIDGE

SHEET

No.

COUNTY JOHN YARBROUGH LINEAR PARK

OVER SR 884

30 - 50 10 - 30

4 - 10 Very Loose

Medium Dense Loose

Very Dense Dense

2 - 4 4 - 8

Very Stiff Stiff Firm Soft Very Soft Consistency

Relative Density

Hard

Safety Hammer SPT N-Value

Automatic Hammer SPT N-Value

Less than 3

Greater than 50

Less than 4

Safety Hammer Automatic Hammer SPT N-Value SPT N-Value

Less than 2 Less than 1

8 - 15

Greater than 30

3 - 6 1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8 8 - 24 24 - 40

Greater than 40

Blows/Foot

Blows/Foot Blows/Foot

15 - 30 Greater than 24

12 - 24 6 - 12

30 - 50 10 - 30

4 - 10 Very Loose

Medium Dense Loose

Very Dense Dense

2 - 4 4 - 8

Very Stiff Stiff Firm Soft Very Soft Consistency

Relative Density

Hard

Safety Hammer SPT N-Value

Automatic Hammer SPT N-Value

Less than 3

Greater than 50

Less than 4

Safety Hammer Automatic Hammer SPT N-Value SPT N-Value

Less than 2 Less than 1

8 - 15

Greater than 30

3 - 6 1 - 3

GRANULAR MATERIALS

SILTS AND CLAYS

Blows/Foot

3 - 8 8 - 24 24 - 40

Greater than 40

Blows/Foot

Blows/Foot Blows/Foot

15 - 30 Greater than 24

12 - 24 6 - 12

CORROSION SERIES TEST RESULTS

Sulfate ppm Chlorides ppm Resistivity Ohms - cm pH

B-1 21,480 5 BDL 8.8

B-2 31,130 15 BDL 9.0

B-3 13,920 15 15 8.7

B-4 15,430 15 BDL 8.7

WATER 2,488 105 9 8.4

(CANAL)

*BDL: Below Detactable Limit

ENVIRONMENTAL CLASSIFICATION

Superstructure - Slightly Aggressive (Steel) Substructure - Slightly Aggressive (Concrete)

Notes:

1. UPON COMPLETION OF EACH SPT BORING, THE BOREHOLE WAS GROUTED WITH CEMENT-BENTONITE SLURRY.

2. ALL SPT BORINGS WERE PERFORMED USING AN AUTOMATIC HAMMER TO THE BORING TERMINATION DEPTH.

3. GEOGRAPHICAL GPS COORDINATE LOCATIONS WERE DETERMINED USING A 4 SATELLITE MINIMUM AUTONOMOUS SOLUTION

FROM A WAAS HAND HELD GPS UNIT.

4. THE BORING LOGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING. NO

WARRANTY AS TO THE SUBSURFACE CONDITION. STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE BORING

LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING.

5. WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIR RESPECTIVE LOCATIONS AND FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONS CHARACTERISTIC OF THE SUBSURFACE MATERIALS OF THE REGION

ARE ANTICIPATED AND MAY BE ENCOUNTERED.

6. THE BORING LOGS AND RELATED INFORMATION ARE BASED ON THE DRILLER'S LOGS AND VISUAL EXAMINATION OF SELECTED SAMPLES IN THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROXIMATE AND THE DESCRIPTION REPRESENTS OUR INTERPRETATION OF SUBSURFACE CONDITIONS AT THE DESIGNATED BORING LOCATIONS

ON THE PARTICULAR DATE DRILLED.

7. NO WARRANTY AS TO THE SUBSURFACE CONDITION, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE BORING

LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING.

8. GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATER SURFACES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN WATER TABLE LEVELS SHOULD BE ANTICIPATED THROUGHOUT THE YEAR.

SAND: Sand with ≤ 5% fines (SP)

Silty Fine SAND: Sand with 12% to 50% Silt (SM)

LEGEND:

Slightly silty Fine SAND: Sand with 5% to 12% Silt (SP-SM)

Clayey SAND: Sand with 12% to 50% Clay (SC)

Water Table existing at time of boring SPT Boring Location Percent Passing the no. 200 Standard Sieve Plasticity Index Liquid Limit Percent Moisture Content Sampler Advanced by Static Weight of Hammer and Rods Only Number of Blows for Given Penetration (I.E. 50 blows for 4") Casing Used

-200

PI

LL

MC

WOH

50/4"

-10

EL

EV

AT

IO

N (F

EE

T)

-5

EL

EV

AT

IO

N (F

EE

T)

BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX. OFFSET

APPROX. ELEV.

LAT.

LONG.

SPT-01

10/18/2005

LOCKLEY

AUTO

MOBILE B-57

310+05

4' RT

+17' N 26°35'50.94" W 81°51'20.76"

N

Boring Terminated at -83.5FT

Casing to +2.0FT

Poorly Graded SAND with Silt (SP-SM)

BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX. OFFSET

APPROX. ELEV.

LAT.

LONG.

SPT-02

10/15/2020

LOCKLEY

AUTO

MOBILE B-57

308+69

6' LT

+17' N 26°35'49.28" W 81°51'20.86"

N

Boring Terminated at -83.5FT

Casing to +2.0FT

-15

-20

Poorly Graded SAND (SP)

-25

-50

-30

-35

-40

-45

-55

-60

-65

-70

-75

100/3"

WOH

WOH

50/4"

MC = 19

-80

-85

76 29

Poorly Graded SAND (SP)

Poorly Graded SAND with Silt (SP-SM)

Silty SAND with Gravel (SM)

Silty SAND (SM)

Clayey SAND (SC)

Sandy Lean CLAY (CL)

Weathered or Fractured Limerock

Poorly Graded SAND with Silt (SP-SM)

MC = 36

-200 = 41

LL = 40

PI = 19

MC = 31

MC = 36

MC = 22

-200 = 5

Silty SAND with Gravel (SM)

Silty SAND (SM)

Clayey SAND (SC)

Sandy Lean CLAY (CL)

Clayey SAND (SC)

Silty SAND with Gravel (SM)

Poorly Graded SAND (SP)

Sandy CLAY: Clay with > 30% Sand (CL)

Weathered or Fractured LIMESTONE

SPT-02

SPT-01

STATE ROAD 884

N

AutoCAD SHX Text

LEE

AutoCAD SHX Text

AutoCAD SHX Text 447515-1-54-01

AutoCAD SHX Text 0'

AutoCAD SHX Text 60'

120'

Stiff

9970 BAVARIA ROAD

IVAN F. SOKOLIC, P.E. No. 64114

ARDAMAN AND ASSOCIATES, INC.

FORT MYERS, FLORIDA 33913

CERTIFICATE OF AUTHORIZATION No. 5950

TH

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BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX. OFFSET

APPROX. ELEV.

LAT.

LONG.

WB-01

11/04/2021

LOCKLEY

AUTO

MOBILE B-57

316+37

16' RT

+18' N 26°35'37.41" W 81°51'20.63"

N

Boring Terminated at -22.0FT

NO CASING

Fine SAND (SP) with trace rock fragments

Silty fine SAND (SM) with some rock fragments

SAND: Sand with ≤ 5% fines (SP)

Silty Fine SAND: Sand with 12% to 50% Silt (SM)

Hard weathered LIMESTONE

LEGEND:

Numbers to the left of borings indicate SPT values for 12" penetration (unless otherwise noted).

50/4" Number of blows for 4 inches of penetration

Geographical GPS coordinate locations were determined using a 4 satellite minimum autonomous solution from WAAS enabled hand held GPS unit. The boring logs shown represent subsurface condition. Strata depth of soil consistency between or outside locations is expressed or implied by this drawing.

Water Table existing at time of boring SPT Boring Location Percent Passing the no. 200 Standard Sieve Plasticity Index Liquid Limit Percent Moisture Content

-200

PI

LL

MC

Relative Density Very Loose Loose Medium Dense Dense Very Dense

Safety Hammer SPT N-Value Blows/Foot Less than 4

4 - 10 10 - 30 30 - 50

Greater than 50

Automatic Hammer SPT N-Value Blows/Foot Less than 3

3 - 8 8 - 24 24 - 40

Greater than 40

GRANULAR MATERIALS SILTS AND CLAYS

Consistency Very Soft Soft Firm

Very Stiff

Safety Hammer SPT N-Value Blows/Foot Less than 2

2 - 4

8 - 15 15 - 30

Automatic Hammer SPT N-Value Blows/Foot Less than 1

1 - 3 3 - 6 6 - 12

12 - 24

4 - 8

Hard Greater than 30 Greater than 24

DATE BY DESCRIPTION DATE BY DESCRIPTION

REVISIONS CITY OF FORT MYERS

ROAD NO. FINANCIAL PROJECT ID

REPORT OF CORE BORINGS FOR BRIDGE

SHEET

No.

N

COUNTY

Silty fine SAND (SM)

Clayey SILT (CL-ML)

BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX. OFFSET

APPROX. ELEV.

LAT.

LONG.

WB-03

11/04/2021

LOCKLEY

AUTO

MOBILE B-57

304+28

11' RT

+20' N 26°35'44.96" W 81°51'20.64"

N

Boring Terminated at -20.0FT

NO CASING

BOR#

DATE

DRILLER

HAMMER

RIG

APPROX. STA.

APPROX. OFFSET

APPROX. ELEV.

LAT.

LONG.

WB-02

11/04/2021

LOCKLEY

AUTO

MOBILE B-57

314+61

14' RT

+19' N…