Geo_Tech_Report_-_H1245183_Ft._Florida_Road_Bridge_Replacement.pdf

Report Cover Page

Ft. Florida Road Bridge Replacement Geotechnical Engineering Report

November 26, 2024 | Terracon Project No. H1245183

Prepared for:

STANLEY CONSULTANTS

5775 Wayzata Blvd. Suite 300 Minneapolis, MN 55416

1675 Lee Road Winter Park, FL 32789

P (407) 740-6110 Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

November 26, 2024

STANLEY CONSULTANTS

5775 Wayzata Blvd. Suite 300 Minneapolis, MN 55416

Attn: Luis J. Santana II, PE, Sr. Structural Engineer P: 561.584.8717 E: SantanaLuis@stanleygroup.com

Re: Geotechnical Engineering Report Ft. Florida Road Bridge Replacement Ft. Florida Road City of Debary, Florida Terracon Project No. H1245183

Dear Mr. Santana:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PH1245183 dated May 24, 2024. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of bridge culvert foundations for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon

Liming Xue, P.E. Elias N. Jammal, P.E.

Project Engineer Department Manager

Florida PE #98384 Florida PE #60126

This item has been digitally signed and sealed by Elias N. Jammal, P.E. 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.

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Geotechnical Engineering Report Ft. Florida Road Bridge Replacement | City of Debary, Florida November 26, 2024 | Terracon Project No. H1245183

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

1.0 INTRODUCTION

2.0 REVIEW OF AVAILABLE DATA

3.0 SUBSURFACE EXPLORATION

4.0 GENERAL SUBSURFACE CONDITIONS

5.0 LABORATORY TESTING

6.0 EVALUATION AND RECOMMENDATIONS

General Comments

Appendix

Vicinity Map and Soil Map Site Location and Exploration Plans Subsurface Profile and GeoModel Exploration and Laboratory Results Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

Refer to each individual Attachment for a listing of contents.

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Facilities | Environmental | Geotechnical | Materials

Geotechnical Engineering Report Ft. Florida Road Bridge Replacement

City of Debary, Florida Terracon Project No. H1245183

1.0 INTRODUCTION

The project site is located on Ft. Florida Road, approximately 1,900 ft north of 10th street, in City of Debary, Florida. A vicinity map showing the project site location is presented on the attached Appendix. It is our understanding that the project consists of replacement of the existing bridge culvert with a multiple cell concrete box culvert, each cell is about 10’ span x 7’ rise; and restoring the associated paved road approaches with pavement section to match existing condition. The provided plan shows the proposed invert elevation of culvert is about +8 feet. The elevations provided in this report are based on the provided site grading plan prepared by Pegasus Engineers, dated December 19,2019.

2.0 REVIEW OF AVAILABLE DATA

Based on the United States Geological Survey (USGS) “Sanford, Florida” Quadrangle Map, the predeveloped subject site appears to be near elevation +15 to +20 feet, NGVD. An excerpt of the USGS “Sanford, Florida” Quadrangle Map for the project site is shown on Exhibit A-1 in the Appendix. The Konomac Lake reservoir is located immediately east of this project site along Ft.

Florida Road and is elevated above the adjacent roadway.

The United States Department of Agriculture (USDA) Volusia County Area Soil Survey of the project location identifies the predevelopment soil types at the subject site are shown on Exhibit A-2 in the Appendix. Soils found in the vicinity of the project are listed in the following table.

USDA

Map

Symbol

USDA Soil Name

Depth of Seasonal High

Groundwater Table for Site in its Natural Condition (inches)

23 Farmton fine sand within 10 inches

It should be noted that the Soil Survey is not intended as a substitute for site-specific geotechnical Exploration, rather it is a useful tool in planning in that it provides information on soil types likely to be encountered. Boundaries between adjacent soil types on the maps are approximate.

Based on review of the St. John’s River Water Management District (SJRWMD) potentiometric maps of the upper Floridan Aquifer for this project area, the estimated elevation of the artesian head appears to be near elevation +20 feet, NGVD, for the project site. Artesian conditions were not observed by the driller at the time that the soil borings were performed, and artesian conditions are not expected to be encountered for the proposed construction. Due to the presence of the elevated Konomac Lake reservoir immediately east of Ft. Florida Road, there is a strong potential for seepage

November 26, 2024 | Terracon Project No. H1245183

Facilities | Environmental | Geotechnical | Materials 2 to occur within excavations. Safety requirements for work adjacent to the reservoir should be utilized and followed.

3.0 SUBSURFACE EXPLORATION

Geotechnical field exploration for proposed box culvert replacement consisted of performing one Standard Penetration Testing (SPT) boring in the westbound shoulder, near the existing abutment, to about 40 feet below the existing surface. One hand auger boring was performed at the bottom of canal, in the upstream area, to assist with scour analysis. A total of two hand auger borings were performed near the edge of pavement and two pavement cores were performed in the traffic lanes, just north and south of the bridge, to obtain the existing pavement data. The approximate locations of the soil borings and pavement cores locations are presented on the Exploration Plan in the Appendix.

Standard Penetration Tests were performed continuously in the SPT borings to a depth of 10 feet, and at 5-foot depth intervals thereafter. Each sample was removed from the sampler in the field and was examined and visually classified by an Engineering Technician. Representative portions of each sample were packaged and sealed for transportation to our office for further examination and visual classification. Water levels were measured in the boreholes at the time of our field exploration to evaluate the depth to groundwater. The SPT borings were sealed with cement grout upon completion.

Adjacent to the SPT boring profile are the "N" values. These "N" values are the number of hammer blows required to advance the split spoon sampler a distance of 12 inches. The "N" values have been empirically correlated with various soil properties and are considered to be indicative of the relative density of cohesionless soils and consistency of cohesive soils.

A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation of the subsurface data for this report.

Pavement cores (6-inches) were performed at the requested locations, with a diamond tip core-barrel mounted to an electric drill. The pavement core locations were patched with asphalt cold patch upon completion.

The hand auger boring procedure consisted of manually turning a 3-inch-diameter, 6-inch-long sampler into the soil until it was full. The sampler was then retrieved and the soils in the sampler were visually examined and classified. This procedure was repeated until the desired termination depth was achieved. Samples of representative strata were obtained for further visual examination and classification in our laboratory. These boreholes were backfill with soil cutting upon completion.

November 26, 2024 | Terracon Project No. H1245183

Facilities | Environmental | Geotechnical | Materials 3

4.0 GENERAL SUBSURFACE CONDITIONS

Subsurface conditions encountered in the borings and existing pavement section at requested locations are shown in the Appendix.

Culvert: Generally, the subsurface conditions at boring B-1 location consists of loose fine sand to fine sand with silt (SP, SP-SM) to about 18 feet, underlain by soft sandy silt (ML) to about 23 feet, followed by medium stiff to stiff sandy clay (CH) to about 33 feet and medium dense sand with silt (SP-SM) to the explored depth of 40 feet. Note that medium stiff sandy silt with some organics (OC%=15%) (ML) was found in the boring from approximately 33 to 38 feet below the surface.

Auger boring HA-3 was performed at the bottom of canal, in the upstream. After manually removing approximately 24 inches of riprap, silty sand (SM) was encountered to about 36 inches below the water surface at the time of field exploration. The boring was terminated at 48 inches as further removal of riprap was not feasible. The water level at the boring location was about 6 inches above the surface at the time of field exploration was performed.

Roadway: Two auger borings performed near the edge of pavement at requested locations encountered two generalized soil strata to the maximum depths of about 5 feet below the surface.

Descriptions of the soils encountered in the roadway borings are accompanied by the AASHTO classification symbol (A-3, A-2-4, etc.) based on visual classification and laboratory testing. In general, the soil stratification is as follows:

Stratum No.

Description

AASHTO

Classification

1 Dark gray to brown fine sand to fine sand with silt A-3

2 Dark gray to brown silty to clayey sand A-2-4, A-2-6

The auger borings HA-1 and HA-2 mostly encountered Stratum 1 soils from the existing ground surface to about 2 to 3 feet, underlain by Stratum 2 to the explored depth of about 5 feet below the existing surface.

The above subsurface conditions are only general descriptions. For details at individual boring locations, refer to the boring profiles (GeoModel) in the Appendix.

The existing pavement sections based on the field measurements, at P-1 and P-2 locations consist of about 3.5 to 4.5 inches of asphalt concrete and about 4 to 6 inches of cement modified soil base.

The approximate pavement section thickness of existing pavement, at individual core location are summarized in the following table. The pavement section thickness at other locations may vary from those reported herein.

Core No.

Approx.

Asphalt

Thickness (in.)

Approx. Base Thickness and Type

Approx. Total Length of Pavement

Section (in.)

P-1 4.5 4” cement modified soil 8.5

P-2 3.5 6” cement modified soil 9.5

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Facilities | Environmental | Geotechnical | Materials 4

Photos of the pavement cores are presented in the Appendix.

Groundwater Condition: The boreholes were observed during drilling for the presence and level of groundwater. Groundwater was not observed in boring B-1 to a depth of about 10 feet, at which point it was necessary to switch to a rotary wash drilling procedure and introducing drilling slurry, which tends to mask the presence or absence of groundwater. Groundwater was not observed to the explored depth of about 5 ft below the surface at HA-1 and HA-2 locations at the time of field exploration (August 2024). About 6 inches of standing water was observed at boring HA-3.

It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the boring was performed. In addition, perched water can develop within higher permeability soils overlying less permeable soils. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the boring logs.

We estimate that during the normal wet season, the groundwater level is estimated to be at a depth of about 4 feet below existing grade at the B-1, HA-1 and HA-2 boring locations. Our estimates of the seasonal groundwater conditions are based on review of the USDA Soil Survey, the encountered soil types, recent weather conditions, and the observed water levels.

These seasonal water table estimates do not represent the temporary rise in water table that occurs immediately following a storm event, including adjacent to other stormwater management facilities.

This is different from static groundwater levels in wet ponds and/or drainage canals which can affect the design water levels of new, nearby ponds. The seasonal high water table may vary from normal when affected by extreme weather changes, localized or regional flooding, karst activity, future grading, drainage improvements, or other construction that may occur on our around the site following the date of this report.

5.0 LABORATORY TESTING

The soil samples retrieved from the boring locations were transported to our laboratory for visual examination and selective soil testing. Testing consisted of moisture content, full gradation analysis, and Atterberg Limits testing. Laboratory testing was performed in general accordance with the appropriate Florida methods. Below D50 value obtained from the bottom of canal materials can be used in scout analysis.

Boring No.

Approx. Depth (ft)

Material Descriptions D50 (mm)

HA-3 2 - 2.5 Silty sand (SM) 0.16

HA-3 2.5 - 3 Silty sand (SM) 0.15

B-1 13.5 - 15 Silty sand (SM) 0.16

November 26, 2024 | Terracon Project No. H1245183

Facilities | Environmental | Geotechnical | Materials 5

5.1 Corrosion Series Testing

A series of 2 corrosion tests were performed on soil and water samples obtained at the project site.

These results indicate that the subsurface environment is classified as extremely aggressive (Chlorides=2,000 ppm) for use in selection of an appropriate class of concrete or steel; in accordance with the Florida Department of Transportation (FDOT) Standards. The environmental classifications are based on the Structures Design Guidelines. The corrosion series test results are summarized below

Boring No.

Sample

Depth (ft) pH

Minimum Resistivity (ohm-cm)

Chlorides (ppm)

Sulfates (ppm)

Water Sample -- 7.8 6,600 2,000 56

B-1 0 -2 8 11,000 30 B.D.

B.D. = below detection

6.0 EVALUATION AND RECOMMENDATIONS

The following conclusions and recommendations are based on the project characteristics previously described, the data obtained in our field exploration and our experience with similar subsurface conditions and construction types. If the final locations or grades are significantly different from those previously described, or if subsurface conditions different from those disclosed by the borings are encountered during construction, we should be notified immediately so that we might review the following recommendations regarding such changes.

Geotechnical Consideration: It is our opinion that the proposed box culvert replacement and wing walls could be supported on shallow footings if the recommended site preparation procedures are implemented at the site.

Subsoil Preparation: It is our understanding that the proposed toe slab and cut off wall will be constructed near an elevation of 8 feet, corresponding to about 10 feet below the roadway surface.

Results of soil borings are presented on the subsurface profile and GeoModel sheets in the Appendix.

If surficial organics are encountered below the proposed culvert foundation areas, this material should be over-excavated and replaced with clean granular soil. Subsoil preparation consisting of riprap removal, dewatering, stripping, subsoil compaction, and fill compaction will be required to provide adequate support for the proposed box culvert foundations. Preparation of the subsoil below a concrete box culvert should be performed in accordance with Specification 410 of the FDOT Standard Specifications.

Notes should be added to the culvert plans regarding:

■ Subsoil preparation includes removal and replacement of loose sediment material in the proposed foundation areas (per Standard Specification 410).

November 26, 2024 | Terracon Project No. H1245183

Facilities | Environmental | Geotechnical | Materials 6

■ Filter fabric specifications for wrapping box culvert joints.

■ Dewatering requirements

Suggested notes recommended to be included in the plans regarding filter fabric and dewatering are presented below. Dewatering methods should also account for the presence of the elevated Konomac Lake reservoir immediately east of Ft. Florida Road.

■ Filter fabric note: “All box culvert joints (top & sides) and wingwall/box culvert joints shall be covered with filter fabric a minimum of 2 feet in width and meeting the requirements of Section 985 of the FDOT Standard Specifications, Type D-3 with an AOS (sieve number) of 40 to 70.”

■ Dewatering note: “Contractor shall anticipate that dewatering by standard methods may not be adequate for proper densification of box culvert and headwall/wingwall foundation soils. Dewater foundation excavations in accordance with Sections 455-28 and 455-29.2.”

Temporary side slopes of open excavations up to 5 feet should be no steeper than 1.5 horizontal to 1 vertical (1.5H:1V). If steeper slopes or deeper excavations are required, then properly designed shoring and bracing of excavations would be required to provide safe working conditions.

Once dewatering has been accomplished, the subsoil should be examined by the Geotechnical Engineer, or a representative of the Geotechnical Engineer, and should be proofrolled using an adequately sized roller. At that time, any organic, plastic or highly compressive soils, such as clays, peat or muck, should be removed in accordance with Specification 125 of the FDOT Standard Specifications.

Foundation Design: Once existing subsoil or fill soils have been prepared in accordance with the recommendations above, the box culvert and headwalls can be supported on shallow foundations.

Erosion control measures should be provided at the culvert headwalls to prevent undermining of the foundation soils. General soil parameters for use in the design of the precast box culvert are presented below.

Design Recommendations:

Soil Parameter Description Soil Parameter Value

Nominal Bearing Capacity 1 6,000 lb/ft²

Allowable Bearing Capacity 1 2,000 lb/ft²

Modulus of Subgrade Reaction 60 lb/in³

Soil Friction Angle 30 1The recommended allowable bearing capacity is the pressure in excess of the minimum surrounding overburden pressure at the footing base depth. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with engineered fill.

Long-Term Settlement: Soft sandy silt and medium stiff to stiff sandy clay were encountered in the boring at a depth of about 18 to 33 feet. Soil with organics (OC=15%) was found in the sandy silt layer, about 33 to 38 feet below the surface.

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Facilities | Environmental | Geotechnical | Materials 7

Based on results of moisture content and Atterberg Limits testing, the clay soil layer is assumed to be pre-consolidated. Based on the depth and thickness of the clay layer, correlated parameters from the FDOT consolidation test database, and depth influence corrections, we estimated long-term settlement will be approximately one inch, with most of the estimated settlement should occur during construction. Considering the consistency of the clay layer in the boring, the differential settlement is anticipated to be less than 0.5 inches.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended.

Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others. Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report.

The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

November 26, 2024 | Terracon Project No. H1245183

Attachments

November 26, 2024 | Terracon Project No. H1245183

Facilities | Environmental | Geotechnical | Materials

Site Location and Exploration Plans

Contents:

Site Location Plan Soils Map Exploration Plan

Note: All attachments are one page unless noted above.

Drawn By:

Checked By:

Approved By:

Project Mngr:

File No.

Date:

Scale:

Project No. EXHIBITTOPOGRAPHIC VICINITY MAP

7.5 MINUTE SERIES (QUADRANGLE)

ISSUED: 2021

SANFORD, FLORIDA

N

LX

AS

LX

ENJ

H1245183

AS SHOWN

H1245183

8-5-24

FT FLORIDA ROAD BRIDGE REPLACEMENT

FORT FLORIDA ROAD (28.865080, -81.348410)

GEOTECHNICAL ENGINEERING REPORT

DEBARY, VOLUSIA COUNTY, FLORIDA

1675 LEE ROAD WINTER PARK, FLORIDA 32789

FAX. (407) 740-6112PH. (407) 740-6110

50004500400030002500 3500200015005000 1000500

FEET

SCALE 1"=1000'

SIT

E

AutoCAD SHX Text

UNITED STATES - DEPARTMENT OF THE INTERIOR - GEOLOGICAL SURVEY

Approved By:

Project Mngr:

File No.

Date:

Scale:

Project No. EXHIBITSOILS MAP

N

LX

AS

LX

ENJ

H1245183

AS SHOWN

H1245183

8-5-24

FT FLORIDA ROAD BRIDGE REPLACEMENT

FORT FLORIDA ROAD (28.865080, -81.348410)

GEOTECHNICAL ENGINEERING REPORT

DEBARY, VOLUSIA COUNTY, FLORIDA

1675 LEE ROAD WINTER PARK, FLORIDA 32789

FAX. (407) 740-6112PH. (407) 740-6110

50004500400030002500 3500200015005000 1000500

FEET

SCALE 1"=1000'

FT FLORIDA RD

SOIL LEGEND

FARMTON FINE SAND23

U.S.D.A. SOIL SURVEY FOR VOLUSIA COUNTY, FLORIDA

SITE

Approved By:

Project Mngr:

File No.

Date:

Scale:

Project No. EXHIBITEXPLORATION PLANLX

AS

LX

ENJ

H1245183

AS SHOWN

H1245183

8-5-24

FT FLORIDA ROAD BRIDGE REPLACEMENT

FORT FLORIDA ROAD (28.865080, -81.348410)

GEOTECHNICAL ENGINEERING REPORT

DEBARY, VOLUSIA COUNTY, FLORIDA

1675 LEE ROAD WINTER PARK, FLORIDA 32789

FAX. (407) 740-6112PH. (407) 740-6110

N

LEGEND

APPROXIMATE LOCATION OF STANDARD

PENETRATION TEST BORING

FO

R

T

FL

O R

ID

A

R O

AD

APPROXIMATE LOCATION OF HAND

AUGER BORING

APPROXIMATE LOCATION OF

PAVEMENT CORE

B-1

HA-1

HA-2

C-1

C-2

HA-3

AutoCAD SHX Text

SCALE IN FEET

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

APPROXIMATE

Exploration and Laboratory Results

Contents:

Boring Logs (B-1, HA1 through HA-3) Grain Size Distribution Photo of Cores

N=4

N=3

N=5

N=11

N=4

N=3

N=2

N=4

N=7

N=5

N=23

BT-40.0 Ft.

B-1

NOTES:

Borehole Number

Liquid and Plastic Limits

AR

BT

LL PLMoisture Content

%w

B-1

Water Level Reading at time of drilling.

Water Level Reading after drilling.

Sampling (See General Notes)

Explanation

Borehole Lithology

Borehole Termination Type

Poorly-graded Sand

Poorly-graded Sand with Silt

Gravelly Lean Clay Silty Sand Gravelly Silt

Fat Clay

D E

P T

H B

E L

O W

G R

A D

E

F ee t)

See Exhibit A-2 for orientation of soil profile.

See General Notes in Appendix C for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ AR - Auger Refusal BT - Boring Termination

1675 Lee Rd Winter Park, FL

PH. 407-740-6110 FAX. 407-740-6112

SUBSURFACE PROFILE EXHIBITProject Manager: LX

FT. FLORIDA ROAD BRIDGE REPLACEMENT

FORT FLORIDA ROAD

DEBARY, FL

File Name:

Scale: N.T.S.

Project No.: H1245183

Drawn by:

Date: 9/3/2024

Approved by:

T H

IS

B

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L O

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P A

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D E

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A D

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F ee

t) Ft. Florida Road Bridge Replacement DeBary, FL Terracon Project No. H1245183

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

HA-1 HA-2 HA -3

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

GEOMODEL

3 Rip·rap Rock

LEGEND

Poorly-graded Sand with Silt

Silty Clayey Sand

Silty Sand

Clayey Sand

Water 1

Aggregate Base Course

Model Layer General DescriptionLayer Name

Fine sand to fine sand with silt (SP, SP-SM)

Silty sand to clayey sand (SM, SC-SM, SC)2

Riprap

Sand

Silty Sand

SAND (SP), fine grained, brown, loose

POORLY GRADED SAND WITH SILT (SP-SM), fine grained, brown, loose

CLAYEY FINE SAND (SC), gray, loose

SILTY SAND (SM), fine grained, gray, medium dense

POORLY GRADED SAND WITH SILT (SP-SM), fine grained, orange grayish brown, loose

SILTY SAND (SM), fine grained, gray, loose

SANDY SILT (ML), gray, soft

Boring Log No. B-1

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

17.1

31.0

64.1

31-19-12

2.0

4.0

6.0

8.0

13.5

18.5

2-2-2-2 N=4

2-1-2-3 N=3

3-2-3-4 N=5

4-5-6-7 N=11

2-2-2-2 N=4

1-1-2 N=3

1-1-1 N=2

Fort Florida Road | DeBary, FL

Terracon Project No. H1245183 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Hammer Type Automatic

Driller Chris

Logged by

Boring Started 08-07-2024

Boring Completed 08-07-2024

Abandonment Method Boring backfilled with cement-bentonite grout upon completion.

Advancement Method Rotary Wash Standard Penetration Testing (SPT)

Notes

Water Level Observations GNE to 10 ft

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Ft. Florida Road Bridge Replacement

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 28.8651° Longitude: -81.3481°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u lt s

SANDY SILT (ML), gray, soft (continued)

FAT CLAY WITH SAND (CH), gray, medium stiff to stiff

SANDY SILT (ML), dark brown, medium stiff, ,with some organics

SAND WITH SILT (SP-SM), fine grained, gray, medium dense

Boring Terminated at 40 Feet

Boring Log No. B-1

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

38.9

74.2

87-24-63

23.5

33.5

38.5

40.0

14.9

1-2-2 N=4

2-3-4 N=7

1-2-3 N=5

2-7-16 N=23

Fort Florida Road | DeBary, FL

Terracon Project No. H1245183 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Hammer Type Automatic

Driller Chris

Logged by

Boring Started 08-07-2024

Boring Completed 08-07-2024

Abandonment Method Boring backfilled with cement-bentonite grout upon completion.

Advancement Method Rotary Wash Standard Penetration Testing (SPT)

Notes

Water Level Observations GNE to 10 ft

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Ft. Florida Road Bridge Replacement

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 28.8651° Longitude: -81.3481°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

SAND WITH SILT (SP-SM), dark gray to gray

SILTY CLAYEY SAND (SC-SM), brownish gray

Boring Terminated at 5 Feet

Boring Log No. HA-1

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

10.2

15.6

3.0

5.0

Fort Florida Road | DeBary, FL

Terracon Project No. H1245183 Winter Park, FL

1675 Lee Rd

Drill Rig

Driller Mack C.

Logged by

Boring Started 08-07-2024

Boring Completed 08-07-2024

Abandonment Method Boring backfilled with Auger Cuttings and/or Bentonite

Advancement Method Auger

Notes

Water Level Observations GNE to 5 ft

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Ft. Florida Road Bridge Replacement

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 28.8656° Longitude: -81.3480°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

SAND WITH SILT (SP-SM), dark gray

SILTY SAND (SM), brownish gray

CLAYEY SAND (SC), brownish gray

Boring Terminated at 5 Feet

Boring Log No. HA-2

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

1916.4 2.0

4.5

5.0

Fort Florida Road | DeBary, FL

Terracon Project No. H1245183 Winter Park, FL

1675 Lee Rd

Drill Rig

Driller Mack C.

Logged by

Boring Started 08-07-2024

Boring Completed 08-07-2024

Abandonment Method Boring backfilled with Auger Cuttings and/or Bentonite

Advancement Method Auger

Notes

Water Level Observations GNE to 5 ft

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Ft. Florida Road Bridge Replacement

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 28.8647° Longitude: -81.3481°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

Riprap, Vary in sizes

SILTY SAND (SM), gray

Riprap, Vary in sizes

Boring Terminated at 4 Feet

Boring Log No. HA -3

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

30.0

32.9

0.5

2.0

3.0

4.0

Fort Florida Road | DeBary, FL

Terracon Project No. H1245183 Winter Park, FL

1675 Lee Rd

Drill Rig

Driller Mack C.

Logged by

Boring Started 08-07-2024

Boring Completed 08-07-2024

Abandonment Method

Advancement Method Auger

Notes

Water Level Observations Approximately 6 inches of standing water

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Ft. Florida Road Bridge Replacement

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 28.8647° Longitude: -81.3481°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

AASHTO T-88

PROJECT NUMBER: H1245183

PROJECT: Ft. Florida Road Bridge Replacement

SITE: Fort Florida Road DeBary, FL

CLIENT: Stanley Consultants Inc West Palm Beach, FL

EXHIBIT: B-1

1675 Lee Rd Winter Park, FL

LA

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/3 /2

B-1

SAND

SILT OR CLAY

D30

D60

BORING ID

#10 #20 #40 #60 #100 #140 #200

99.06 98.83 98.69 97.71 50.16 22.68 16.91

COARSE MATERIAL

fine

16.9

CC

CU

D10

13.5 - 15

0.167

0.116

82.1 coarse

Sieve

REMARKS

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

COEFFICIENTS

GRAIN SIZE

Xue, Liming Arrow

Xue, Liming Arrow

Xue, Liming Callout D50 = 0.16

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

AASHTO T-88

PROJECT NUMBER: H1245183

PROJECT: Ft. Florida Road Bridge Replacement

SITE: Fort Florida Road DeBary, FL

CLIENT: Stanley Consultants Inc West Palm Beach, FL

EXHIBIT: B-1

1675 Lee Rd Winter Park, FL

LA

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B-1

D30

D60

BORING ID

#4 #10 #20 #40 #60 #100 #140 #200

100.0 99.34 97.71 96.8 95.87 86.15 67.57 60.96

COARSE MATERIAL

fine

61.0

18.5 - 20 0.0 0.7 38.4

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

COEFFICIENTS

GRAIN SIZE

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

P E

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GRAIN SIZE DISTRIBUTION

AASHTO T-88

PROJECT NUMBER: H1245183

PROJECT: Ft. Florida Road Bridge Replacement

SITE: Fort Florida Road DeBary, FL

CLIENT: Stanley Consultants Inc West Palm Beach, FL

EXHIBIT: B-1

1675 Lee Rd Winter Park, FL

LA

B

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HA-1

D30

D60

BORING ID

#4 #10 #20 #40 #60 #100 #140 #200

100.0 99.81 99.65 98.27 90.29 31.31 10.93 6.38

COARSE MATERIAL

fine

6.4

1.5 - 2

0.192

0.147

0.099

1.95

1.13

0.0 0.2 93.4

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

AASHTO T-88

PROJECT NUMBER: H1245183

PROJECT: Ft. Florida Road Bridge Replacement

SITE: Fort Florida Road DeBary, FL

CLIENT: Stanley Consultants Inc West Palm Beach, FL

EXHIBIT: B-1

1675 Lee Rd Winter Park, FL

LA

B

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HA-2

D30

D60

BORING ID

#10 #20 #40 #60 #100 #140 #200

100.0 99.96 99.05 91.95 43.63 23.71 19.47

COARSE MATERIAL

fine

19.5

2 - 2.5

0.178

0.118

0.0 0.0 80.5

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

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GRAIN SIZE DISTRIBUTION

AASHTO T-88

PROJECT NUMBER: H1245183

PROJECT: Ft. Florida Road Bridge Replacement

SITE: Fort Florida Road DeBary, FL

CLIENT: Stanley Consultants Inc West Palm Beach, FL

EXHIBIT: B-1

1675 Lee Rd Winter Park, FL

LA

B

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HA -3

D30

D60

BORING ID

#10 #20 #40 #60 #100 #140 #200

100.0 94.67 90.63 87.6 45.75 19.65 13.88

COARSE MATERIAL

fine

13.9

2 - 2.5

0.178

0.122

0.0 0.0 86.1

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

COEFFICIENTS

GRAIN SIZE

Xue, Liming Arrow

Xue, Liming Arrow

Xue, Liming

D50 =0.16

0.0010.010.1110100

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

P E

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GRAIN SIZE DISTRIBUTION

AASHTO T-88

PROJECT NUMBER: H1245183

PROJECT: Ft. Florida Road Bridge Replacement

SITE: Fort Florida Road DeBary, FL

CLIENT: Stanley Consultants Inc West Palm Beach, FL

EXHIBIT: B-1

1675 Lee Rd Winter Park, FL

LA

B

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HA -3

D30

D60

BORING ID

#10 #20 #40 #60 #100 #140 #200

98.22 97.73 97.56 96.39 54.64 23.69 17.06

COARSE MATERIAL

fine

17.1

2.5 - 3

0.16

0.114

81.2

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

COEFFICIENTS

GRAIN SIZE

Xue, Liming Arrow

Xue, Liming Arrow

Xue, Liming

D50 = 0.15

Supporting Information

Contents:

General Notes Unified Soil Classification System

General Notes

SAMPLING WATER LEVEL FIELD TESTS

(N) Standard Penetration Test Resistance

(HP) Hand Penetrometer

(T) Torvane

(DCP) Dynamic Cone Penetrometer

(PID) Photo-Ionization Detector

(OVA) Organic Vapor Analyzer

(DRI) Double Ring Infiltrometer

Descriptive Soil Classification

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a

#200 sieve; their principal descriptors are: boulders, cobbles, gravel, or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In a ddition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Location And Elevation Notes

Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

RELATIVE DENSITY OF COARSE-GRAINED SOILS

More than 50% retained on No. 200 sieve. Density determined by Standard

Penetration Resistance

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

Descriptive Term (Density) Automatic Hammer SPT N-Value

(Blow/Ft.)

Descriptive

Term

(Consistency)

Unconfined Compressive

Strength Qu, (psf)

Automatic Hammer

SPT N-Value

(Blow/Ft.)

Very Loose <3 Very Soft less than 500 <1

Loose 3 – 8 Soft 500 to 1,000 1 – 3

Medium Dense 8 – 24 Medium

Stiff 1,000 to 2,000 3 – 6

Dense 24 – 40 Stiff 2,000 to 4,000 6 – 12

Very Dense >40 Very Stiff 4,000 to 8,000 12 – 24

Refusal >50 / 1” Hard >8,000 >24

RELATIVE PROPORTIONS

GRAIN SIZE TERMINOLOGY

Descriptive term(s) of other constituents

Percent of Dry Weight

Sand and Gravel Sand and

Gravel Major Component of

Sample Particle Size

Trace <15 <5 Boulders Over 12 in. (300mm)

With 15 – 29 5 – 12 Cobbles 12 in. to 3 in. (300mm to 75mm)

Modifier >30 >12 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)

Plasticity Description: Non-Plastic (PI=0); Low (1<PI<10)

Medium (11<PI<30), High (PI>30)

Sand #4 to #200 sieve (4.75mm to 0.075mm

Silt or Clay Passing #200 sieve (0.075mm)

Relevance of Exploration and Laboratory Test Results: Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document.

Standard

Penetration

Test

Rock Core

No

Recovery

Water Initially Encountered

Water Level After a Specified Period of Time

Water Level After a Specified Period of Time

Caved in Encountered

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

Grab

Sampl e

Auger

Cuttin gs

Shelby

Tube

Unified Soil Classification System

Criteria for Assigning Group Symbols and Group Names Using

Laboratory Tests A

Soil Classification

Group Symbol Group Name

B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F

Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I

Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than

Inorganic:

PI > 7 and plots above “A” line J CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OL

Organic clay K, L, M, N

Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OH

Organic clay K, L, M, P

Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =

F If soil contains ≥ 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains ≥ 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or

“with gravel,” whichever is predominant.

L If soil contains ≥ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

DxD

)(D