2-GeoTech Rpt Monroe Cty Transfer Station 7.12.24.pdf

8050 NW 77th Court • Medley, Florida 33166 • (305) 249-8434 • (305) 945-1911 (fax) • www.teamUES.com

OFFICES THROUGHOUT FLORIDA

Florida’s Leading Engineering Source

Geotechnical Exploration Report

Monroe Transfer Station, Monroe County Monroe County, Florida

July 12, 2024 UES Project No.: 0630.2400053.0000

Prepared for: CPH Consulting, LLC http://www.teamues.com/

8050 NW 77th Court • Medley, Florida 33166 • (305) 249-8434 • (305) 945-1911 (fax) • www.teamUES.com

OFFICES THROUGHOUT FLORIDA

Materials Testing Geotechnical Engineering Environmental Building Sciences & Safety Inspections & Code Compliance Virtual Design Consulting

July 12, 2024

Mr. Kyle Bechtelheimer CPH Consulting, LLC 500 W. Fulton Street Sanford, FL 32771 Phone: 407-322-6841

Email: amartin@cphcorp.com

RE: Geotechnical Exploration Report Monroe Transfer Station, Monroe County Monroe County, FL UES Project No.: 0630.2400053.0000

Dear Mr. Bechtelheimer:

In accordance with your authorization, GFA International, Inc. d/b/a Universal Engineering Sciences (UES) has completed the subsurface exploration for the above referenced project in accordance with the signed geotechnical service agreement for this project. The scope of UES’s services was planned in conjunction with and authorized by you.

The purpose of UES’s subsurface exploration was to classify the nature of the subsurface soils and general geomorphic conditions and to evaluate their impact upon the proposed construction. A determination of sinkhole potential at the site was outside the scope of this investigation. If a determination is requested, UES can propose and perform this service utilizing the appropriate geophysical methods.

This report contains the results and UES’s engineering interpretation of subsurface conditions of the site with respect to the project characteristics as described to UES, including foundation recommendations, groundwater conditions, and site preparation procedures.

1.0 PROJECT DESCRIPTION

The subject properties are located at 780 Blimp Road in Cudjoe Key, 11180 County Road 905 in Key Largo, and 67900 Overseas Highway in Layton, located in Monroe County, FL, as shown in Appendix A. It is UES’s understanding that this project is to consist of the construction of three (3) landfill transfer stations at the above-mentioned locations, one per location. Documents provided by the client included site plans for the three locations, prepared by CPH, Inc., dated November 28, 2023. The three sites currently consist of slightly vegetated areas and gravel. If conditions vary from those indicated above, UES should be requested to review the data to see if the recommendations contained herein are still valid.

Monroe Transfer Station, Monroe County Geotechnical Exploration Report Monroe County, FL July 12, 2024 UES Project No.: 0630.2400053.0000 Page 2 of 9

2.0 OBSERVATIONS

2.1 Site Observation and Historical Data

The subject property is located at 780 Blimp Road in Cudjoe Key, 11180 County Road 905 in Key Largo, and 67900 Overseas Highway in Layton, located in Monroe County, FL. The three sites currently consist of slightly vegetated areas and gravel. No soil staining or visual evidence of chemical or petroleum spillage was apparent. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. UES would be pleased to perform these services, if required.

UES reviewed historical data from 1952 to 2021. At 780 Blimp Road in Cudjoe Key, the site was an undeveloped, vegetated parcel of land until the construction of the building on the south side of the site in 1994. The site has remained relatively unchanged since then. The site located at 11180 County Road 905 in Key Largo was an undeveloped, vegetated parcel of land until the construction of the building on the northwest and southwest side of the site in 1984. The site has remained relatively unchanged since then. Lastly, the site located at 67900 Overseas Highway in Layton was an undeveloped, vegetated parcel of land with lots vegetation until the construction of the building on the northwest and southwest side of the site in 1994. The site has remained relatively unchanged since then.

2.2 Laboratory Testing and Procedures

Soil samples recovered from UES’s field exploration were returned to the laboratory. A geotechnical engineer visually examined and reviewed the field descriptions of the recovered soils in general accordance with ASTM D-2488. Samples were visually examined to accurately evaluate the subsurface soil properties and site geomorphic conditions. Based on UES’s analysis of the recovered samples, additional testing was deemed unnecessary.

Representative samples of the soils encountered during the field exploration will be held in the laboratory for your inspection for 30 days unless UES is notified otherwise.

2.3 Field Exploration

For purposes of this study, two (2) standard penetration test (SPT) borings (ASTM D-1586) to a depth of approximately 20 feet below existing grade were performed at each of the locations mentioned at your request. Appendix B shows the approximate test locations performed at the sites. Note that boring locations were located using a measuring tape and existing landmarks as reference points. Locations shown on the plans are approximate.

The SPT boring method was used as the investigative tool within the borings. Penetration tests were performed in substantial accordance with ASTM Procedure D-1586, “Penetration Test and Split-Barrel Sampling of Soils”. This test procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound automatic hammer falling 30 inches. The number of blows per foot for the second and third 6-inch increments

UES Project No.: 0630.2400053.0000 Page 3 of 9 is an indication of soil strength. The SPT borings were performed using a CME-45, a truck-mounted drill rig equipped with an automatic hammer. The soil samples recovered from the soil borings were classified and stratified by a geotechnical engineer.

Following completion of the field services, all boreholes were backfilled with excavated soil/rock, and the site generally cleaned, as required. The results of the classification and stratification are encountered during UES’s exploration are presented in Appendix C "Record of Test Boring”. It should be noted that soil conditions might vary between what is depicted on the attached log and other areas of the site. The soil boring data reflect information from a specific test location only. Site specific survey staking for the test location was not provided for UES’s field exploration. The boring location was determined in the field by a project engineer by measuring distances and estimating right angles from existing site features. The latitude, longitude, and elevation noted in UES’s boring logs were taken from Google Earth. Google Earth uses WGS-84 or Local Mean Sea Level (MSL) as datum.

It should be noted that elevations may not always be correct if fill is added, or site grades change to a site after Google captures the image. The boring location and elevations noted should, therefore, be considered approximate. The boring depths were confined to the zone of soil likely to be stressed by the proposed construction.

The boring logs depict the observed soils in graphic detail. The Standard Penetration Test boring indicates the penetration resistance, or N-values logged during the drilling and sampling activities. Please refer to Appendix D “Notes Related to the Test Borings” for further clarification of UES’s field exploration. The classifications and descriptions shown on the log are generally based upon visual characterizations of the recovered soil samples.

All soil samples reviewed have been depicted and classified in accordance with the Unified Soil Classification System symbols (i.e., SP, SP-SM, SC, etc.). See in Appendix E "Discussion of Soil Groups", for a detailed description of various soil groups.

3.0 SUBSURFACE CONDITIONS

The subsurface conditions encountered generally consisted of fine to medium grained sand with varying amounts of limestone fragments from ground surface to the approximate depths of 6 to 8 feet below ground surface (BGS), underlain by limestone fragments with various amounts of sand to the termination depth of the boring at 20 feet BGS. The SPT N values ranged between 11 to over 50 blows per foot (refusal).

For a more precise description of the conditions encountered within the soil test borings, refer to the “Record of Test Boring” logs included in Appendix C.

3.1 Groundwater Conditions

At the time of exploration (June 2024), the depth of the groundwater table found in the locations tested during drilling operations is summarized below.

UES Project No.: 0630.2400053.0000 Page 4 of 9

Site Address Approximate Depth to Groundwater Table

Below Ground Surface

780 Blimp Road 4’

11180 County Road 905 10’

67900 Overseas Highway 4.5’

The groundwater table will fluctuate seasonally depending upon local rainfall and other local influences. Higher temporary water levels may be possible at this site after extended periods of rain. This is based upon the existing static groundwater levels at the time of UES's exploration and anticipating groundwater table rise through the type of soils encountered during the exploration.

No additional investigation was conducted in relation to any existing well field in the vicinity.

Well fields may influence water table levels and cause significant fluctuations. If a more comprehensive water table analysis is necessary, UES recommends contacting a registered professional specialized in hydrogeology.

4.0 FOUNDATION RECOMMENDATIONS AND EVALUTATIONS

4.1 Deep Foundation Design (Auger Cast-in-Place Piles)

Based on the Monroe County Florida – Land Development code, updated April 26, 2024, Section 122-25. – Building and Structures, all structures shall rest directly on natural rock and shall be anchored to such rock support by piles, 14 inches in minimum diameter, and with a minimum rock embedment of 3 feet. Deep foundations recommended are augered cast-in-place piles (ACIP). Design and installation criteria have been provided herein. The auger-cast piles will develop their axial compressive capacity through a combination of end-bearing and side shear (skin friction) between the periphery of the grouted pile and the layers of soil through which the piles penetrate. UES’s evaluation of the pile embedment necessary to achieve various capacities utilized the results of SPT tests. The table below summarizes the allowable capacities in tons for 14-inch diameter piles.

UES Project No.: 0630.2400053.0000 Page 5 of 9

Site Address

Pile

Diameter

(inches)

Assumed

Ground

Elevation

Surface

Minimum

Pile Tip

Elevation

Allowable

Compression

Capacity

(Tons)

Allowable

Tension

Capacity

(Tons)

Lateral Load

Capacity – Rigid

Cap fixed against rotation at ground surface (Tons)

780 Blimp Road 14 + 5 ft NAVD -5 ft

NAVD

10 4 5

11180 County

Road 905 14 + 8 ft NAVD

-2 ft

NAVD

15 6 5

67900 Overseas

Highway 14 + 4 ft NAVD

-6 ft

NAVD

25 12 5

UES recommends a minimum grout strength of 3,000 psi. The minimum required grout strength is to be determined in conjunction between the structural engineer and FBC (latest edition).

Please note that structural stresses in the piles may impose a more severe limitation on the design capacity; therefore, UES recommends the allowable stresses be verified for the selected pile section.

Lateral load capacity was given for 0.25-inch displacement, and a factor of safety was not applied to these figures.

4.1.1 Pile Installation

Pile design and installation shall be in accordance with the applicable sections of the Florida Building Code and other applicable federal, state, and local requirements.

In addition, ACIP pile installation procedures should be performed in accordance with the guidelines presented in the latest edition of the Deep Foundations Institute’s Augered Cast- In-Place Pile Manual. The minimum required grout strength is to be determined in conjunction between the structural engineer and FBC (latest edition).

In addition, piles should be installed in accordance with the following:

1. Depth - The proposed piles should be constructed to a minimum tip elevation shown in the table above) as determined by the inspecting Geotechnical Engineer. The contractor should note that hard drilling may be encountered in dense limestone layers.

If practical refusal (less than 1 foot per minute of drilling) is obtained, the allowable compression and tension capacities will be affected.

2. Spacing - Piles installed in groups should be spaced at a center-to-center distance of not less than 3 pile diameters.

UES Project No.: 0630.2400053.0000 Page 6 of 9

3. Plan Location - The center of the top of any pile at cut-off should be displaced laterally no more than 3 inches from the position shown on the plans. This applies to both single piles and piles installed in groups.

4. Vertical Alignment - The vertical alignment of the piling should not deviate from the plumb by more than 1/4 inch per foot of length.

5. Reinforcing Cage Positioning - The top of the reinforcing cages installed in the piling should not be more than 6 inches above and no more than 3 inches below the positions shown in the plans. The reinforcing cages should be positioned concentrically within the grouted pile shaft. The grout cover over longitudinal reinforcing bars should not be less than 3 inches.

6. Adjacent Piles - A minimum time period of 12 hours should be specified for the installation of piles located within 6 pile diameters, center-to-center, of each other.

7. Grout Factor - The minimum acceptable grout factor (i.e. actual grout volume divided by theoretical grout volume) should be 1.2.

4.1.2 Pile Foundation Settlement

Pile foundations designed and constructed in accordance with the previous recommendations are estimated to sustain a maximum total settlement of about 1 inch.

Differential settlements occurring between adjacent foundations are not expected to exceed 0.5 inch.

Because of the granular nature of the material, UES expects the majority of the predicted settlement to occur fairly rapidly once the structural loads are applied.

4.1.3 Site Preparation Recommendations

The following steps shall be incorporated in the construction plans in order to prepare the subgrade soils. The earthwork and testing required herein should be performed under the supervision of UES personnel:

1. The demolition and removal of existing structures, paved roads, etc., including utilities and footings is required prior to construction. Following site stripping, clearing, and grubbing, areas of surficial sand should be compacted prior to the placement of any fill. UES recommends a steel drum vibratory roller with a minimum static weight of 20,000 lbs. and minimum vibratory impact energy of 50,000 lbs. The roller should be operated at 2 mph making at least 10 perpendicular overlapping passes. Densification should continue until no further settlement can be visually discerned at the excavated surface. No section of the subgrade should receive less than 4 passes of the roller or until at least 95% maximum density (ASTM D 1557) is achieved for a depth of at least 1 foot below the excavated surface. Upon completion of the proof rolling, backfill shall be placed in maximum 12-inch loose lifts and

UES Project No.: 0630.2400053.0000 Page 7 of 9 compacted to a minimum density of 98 percent of the Modified Proctor maximum dry density (ASTM D-1557).

2. Place fill material as required. The excavated site soils that do not contain organics or other deleterious material should be suitable for use as engineered fill. The fill material should be inorganic (classified as SP, SW, GP or GW) containing not more than 5 percent (by weight) organic materials. Fill should be placed in maximum 12-inch loose lifts and compacted to a minimum density of 95 percent of the Modified Proctor maximum dry density (ASTM D-1557) with a vibratory roller as mentioned in item #1. If more than 2 feet of fill above existing grade is needed, the designers should contact UES’s office to evaluate its impact.

3. Perform compliance tests within the fill at a frequency of not less than one test per

2,500 square feet per lift in the building areas, or at a minimum of 2 test locations per lift, whichever is greater.

4. The contractor shall take into account the final contours and grades as established by the plan when executing his backfilling and compaction operations.

Using vibratory compaction equipment can disturb adjacent structures. If vibration related disturbance to nearby structures may be of concern, vibration levels should be monitored during compaction operations. A representative from this office can monitor the vibration disturbance of adjacent structures; and a proposal for these services can be provided upon your request.

5.0 EXCAVATION CONDITIONS

In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its “Construction Standards for Excavations, 29 CFR, part 1926, Subpart P”. This document was issued to better ensure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that all excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the OSHA guidelines.

It is UES’s understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor’s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. UES is providing this information solely as a service to UES’s client. UES is not assuming responsibility for

UES Project No.: 0630.2400053.0000 Page 8 of 9 construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred.

6.0 REPORT LIMITATIONS

This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for the proposed project. This report has been prepared in accordance with generally accepted local geotechnical engineering practices;

no other warranty is expressed or implied.

The evaluation submitted in this report is based in part upon the data collected during a field exploration. However, the nature and extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to reevaluate information and professional opinions as provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, the evaluation and opinions contained in this report shall not be considered valid unless the changes are reviewed and conclusions modified or verified in writing by UES.

Lastly, in accepting this report, the client understands that the data obtained from the soil borings is intended for foundation analysis only and is not to be used for excavating or backfilling pricing estimates.

The analysis and recommendations submitted in this report are based on the data obtained from the tests performed at the location indicated on the attached Figure 3. This report does not reflect any variations, which may occur between borings. While the borings are representative of the subsurface conditions at their respective locations and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered.

The delineation between soil types shown on the soil logs is approximate and the description represents UES’s interpretation of the subsurface conditions at the designated boring locations on the particular date drilled.

The scope of UES’s services did not include an environmental assessment for the presence or absence of hazardous or toxic materials in the soil and groundwater. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of UES’s client.

Any third-party reliance of UES’s geotechnical report or parts thereof is strictly prohibited without the expressed written consent of UES. The SPT methodology (ASTM D-1586) used in performing UES’s borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty of advancing other tools, equipment, or materials. In addition, an environmental assessment regarding the potential for contaminated soil and/or groundwater on this site has not been performed as part of this study.

UES Project No.: 0630.2400053.0000 Page 9 of 9

This item has been digitally signed and sealed by [Alberto

J. Mercado] 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.

7.0 CLOSURE

UES appreciates the opportunity to be a part of the project team and looks forward to a continued association. Please do not hesitate to contact the undersigned if you have any questions or comments, or if UES can provide further assistance as your project proceeds.

Respectfully Submitted, UES

Registry No. 4930

Alberto J. Mercado, P.E.

Geotechnical Department Manager Professional Engineer #95703 State of Florida

Appendices Appendix A Site Locations Appendix B Test Location Plans Appendix C Record of Test Borings Appendix D Notes Related to the Test Borings Appendix E Discussion of Soil Groups

APPENDIX A

Site Locations

CC

AM

07/12/2024

780 Blimp Road, Cudjoe Key, FL

GEOTECHNICAL ENGINEERING SERVICES

Monroe Transfer Station

Monroe County, Florida

DATE:

DRAWN:

CHKD::1SHEET No.: UES PROJECT No.: 0630.2400053.0000

Florida’s Leading

Engineering Source

Legend:

Approximate Site Location

07/12/2024

11180 County Road 905, Key Largo, FL

GEOTECHNICAL ENGINEERING SERVICES

Monroe Transfer Station

Monroe County, Florida

DATE:

DRAWN:

CHKD::2SHEET No.: UES PROJECT No.: 0630.2400053.0000

Florida’s Leading

Engineering Source

07/12/2024

67900 Overseas Highway, Layton, FL

GEOTECHNICAL ENGINEERING SERVICES

Monroe Transfer Station

Monroe County, Florida

DATE:

DRAWN:

CHKD::3SHEET No.: UES PROJECT No.: 0630.2400053.0000

Florida’s Leading

Engineering Source

APPENDIX B

Test Location Plans

07/12/2024

780 Blimp Road, Cudjoe Key, FL

GEOTECHNICAL ENGINEERING SERVICES

Monroe Transfer Station

Monroe County, Florida

DATE:

DRAWN:

CHKD::1SHEET No.: UES PROJECT No.: 0630.2400053.0000

Florida’s Leading

Engineering Source

SPT Boring

07/12/2024

11180 County Road 905, Key Largo, FL

GEOTECHNICAL ENGINEERING SERVICES

Monroe Transfer Station

Monroe County, Florida

DATE:

DRAWN:

CHKD::2SHEET No.: UES PROJECT No.: 0630.2400053.0000

Florida’s Leading

Engineering Source

07/12/2024

67900 Overseas Highway, Layton, FL

GEOTECHNICAL ENGINEERING SERVICES

Monroe Transfer Station

Monroe County, Florida

DATE:

DRAWN:

CHKD::3SHEET No.: UES PROJECT No.: 0630.2400053.0000

Florida’s Leading

Engineering Source

APPENDIX C

Record of Test Borings

LIMESTONE fragments with trace of sand.

Medium dense, tan, fine to medium grained SAND (SP) with LIMESTONE fragments.

Dense, tan, fine to medium grained SAND (SP) with some limestone fragments and silt.

Medium dense, light gray, fine to medium grained SAND (SP) with LIMESTONE fragments and some silt.

LIMESTONE fragments with some sand.

Moderately hard, LIMESTONE.

LIMESTONE fragments with trace of sand.

Bottom of borehole at 20.0 feet.

/4"

2.0

4.0

6.0

8.0

13.0

18.0

20.0

HAMMER TYPE 140# with 30 in Drop - Automatic Hammer

HOLE DIAMETER

DRILLER Chris Bell

DRILL RIG CME45

METHOD SPT

HOLE DEPTH 20 ft

DATE STARTED 6/24/24 COMPLETED 6/24/24

AT TIME OF DRILLING 4.00 ft / Elev 1.00 ft

NOTE:

GROUND WATER LEVEL:

DRILLING CONTRACTOR UES

LATITUDE 24.678683 LONGITUDE -81.506959

S A

M P

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FINES CONTENT (%)

20 40 60 80

SPT N VALUE

20 40 60 80

20 40 60 80

PL LLMC

PROJECT NUMBER 0630.2400053.0000 PROJECT LOCATION 780 Blimp Road, Cudjoe Key, FL

PROJECT NAME Monroe Transfer Station, Monroe County

LOG OF BORING B01

MATERIAL DESCRIPTION

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8050 NW 77th Ct.

Medley, FL 33166 561-347-0070

Dense, tan, fine to medium grained SAND (SP) with LIMESTONE fragments.

LIMESTONE fragments with some sand.

Dense, tan, fine to medium grianed SAND (SP) with LIMESTONE fragments and some silt.

Moderately hard, LIMESTONE.

LIMESTONE fragments with some sand.

Moderately hard, LIMESTONE.

LIMESTONE fragments with some sand.

Bottom of borehole at 20.0 feet.

/4"

/4"

2.0

4.0

6.0

8.0

13.0

18.0

20.0

HAMMER TYPE 140# with 30 in Drop - Automatic Hammer

HOLE DIAMETER

DRILLER Chris Bell

DRILL RIG CME45

METHOD SPT

HOLE DEPTH 20 ft

DATE STARTED 6/24/24 COMPLETED 6/24/24

AT TIME OF DRILLING 4.00 ft / Elev 1.00 ft

NOTE:

GROUND WATER LEVEL:

DRILLING CONTRACTOR UES

LATITUDE 24.67857 LONGITUDE -81.507015

S A

M P

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FINES CONTENT (%)

20 40 60 80

SPT N VALUE

20 40 60 80

20 40 60 80

PL LLMC

PROJECT NUMBER 0630.2400053.0000 PROJECT LOCATION 780 Blimp Road, Cudjoe Key, FL

PROJECT NAME Monroe Transfer Station, Monroe County

LOG OF BORING B02

MATERIAL DESCRIPTION

CLIENT CPH Consulting, LLC

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8050 NW 77th Ct.

Medley, FL 33166 561-347-0070

ASPHALT fragments and LIMESTONE fragments with some sand.

LIMESTONE fragments with trace of sand.

Hard, LIMESTONE.

Moderately hard, LIMESTONE.

LIMESTONE fragments with trace of sand.

Bottom of borehole at 20.0 feet.

50/1"

/4"

1.0

8.0

18.0

20.0

HAMMER TYPE 140# with 30 in Drop - Automatic Hammer

HOLE DIAMETER

DRILLER Chris Bell

DRILL RIG CME45

METHOD SPT

HOLE DEPTH 20 ft

DATE STARTED 6/28/24 COMPLETED 6/28/24

AT TIME OF DRILLING 10.00 ft / Elev -3.00 ft

NOTE:

GROUND WATER LEVEL:

DRILLING CONTRACTOR UES

LATITUDE 25.23704 LONGITUDE -80.324937

S A

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FINES CONTENT (%)

20 40 60 80

SPT N VALUE

20 40 60 80

20 40 60 80

PL LLMC

PROJECT NUMBER 0630.2400053.0000 PROJECT LOCATION 11180 County Road 905, Key Largo, FL

PROJECT NAME Monroe Transfer Station, Monroe County

LOG OF BORING B03

MATERIAL DESCRIPTION

CLIENT CPH Consulting, LLC

B

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R S

\A M

E R

C A

D O

\U N

IV

E

R S

A L

E N

G

IN

E E

R

IN

G -T

E A

M U

E S

\U E

S S

F L

G E

O

D O

C U

M E

N T

S \A

C T

IV

E

P R

O

JE

C T

S \0

0.

.0

M O

N R

O E

T R

A N

S F

E R

S T

A T

IO

N

, M O

N R

O E

C O

U N

T Y

\6

G

IN

T \0

0.

3.

C O

U N

T Y

R O

A D

K

E Y

L A

R G

O .G

P J

UES

8050 NW 77th Ct.

Medley, FL 33166 561-347-0070

Medium dense, tan, fine to meidum grained SAND (SP) with LIMESTONE fragments and ASPHALT fragments.

Very dense, tan, fine to medium grained SAND (SP) with LIMESTONE fragments.

Moderately hard, LIMESTONE.

LIMESTONE fragments.

Bottom of borehole at 20.0 feet.

50/5"

/4"

2.0

8.0

18.0

20.0

HAMMER TYPE 140# with 30 in Drop - Automatic Hammer

HOLE DIAMETER

DRILLER Chris Bell

DRILL RIG CME45

METHOD SPT

HOLE DEPTH 20 ft

DATE STARTED 6/28/24 COMPLETED 6/28/24

AT TIME OF DRILLING 10.00 ft / Elev -2.00 ft

NOTE:

GROUND WATER LEVEL:

DRILLING CONTRACTOR UES

LATITUDE 25.237124 LONGITUDE -80.324824

S A

M P

LE

T

Y P

E N

U M

B E

R

N V

A

LU

E

G R

A P

H

IC

LO

G

FINES CONTENT (%)

20 40 60 80

SPT N VALUE

20 40 60 80

20 40 60 80

PL LLMC

PROJECT NUMBER 0630.2400053.0000 PROJECT LOCATION 11180 County Road 905, Key Largo, FL

PROJECT NAME Monroe Transfer Station, Monroe County

LOG OF BORING B04

MATERIAL DESCRIPTION

CLIENT CPH Consulting, LLC

B

LO

W C

O U

N T

S

R E

C O

V E

R Y

O R

G A

N

IC

C O

N T

E N

T

M O

IS

T

U R

E C

O N

T E

N T

E

LE

V A

T

IO

N (f t)

-5

-10

D E

P T

H (f t)

G F

A G

E O

T E

C H

B H

G

F A

D A

T A

T E

M P

LA

T

E .G

D T

/1 2/

:0

C :\U

S E

R S

\A M

E R

C A

D O

\U N

IV

E

R S

A L

E N

G

IN

E E

R

IN

G -T

E A

M U

E S

\U E

S S

F L

G E

O

D O

C U

M E

N T

S \A

C T

IV

E

P R

O

JE

C T

S \0

0.

.0

M O

N R

O E

T R

A N

S F

E R

S T

A T

IO

N

, M O

N R

O E

C O

U N

T Y

\6

G

IN

T \0

0.

3.

C O

U N

T Y

R O

A D

K

E Y

L A

R G

O .G

P J

UES

8050 NW 77th Ct.

Medley, FL 33166 561-347-0070

Medium dense, gray, fine to medium grianed SNAD (SP) with LIMESTONE fragments.

Moderately hard, LIMESTONE.

Hard, LIMESTONE.

Moderately hard, LIMESTONE.

LIMESTONE fragments.

Bottom of borehole at 20.0 feet.

50/3"

50/4"

/4"

50/1"

/4"

2.0

18.0

20.0

HAMMER TYPE 140# with 30 in Drop - Automatic Hammer

HOLE DIAMETER

DRILLER Chris Bell

DRILL RIG CME45

METHOD SPT

HOLE DEPTH 20 ft

DATE STARTED 6/27/24 COMPLETED 6/27/24

AT TIME OF DRILLING 4.50 ft / Elev -0.50 ft

NOTE:

GROUND WATER LEVEL:

DRILLING CONTRACTOR UES

LATITUDE 24.821262 LONGITUDE -80.820772

S A

M P

LE

T

Y P

E N

U M

B E

R

N V

A

LU

E

G R

A P

H

IC

LO

G

FINES CONTENT (%)

20 40 60 80

SPT N VALUE

20 40 60 80

20 40 60 80

PL LLMC

PROJECT NUMBER 0630.2400053.0000 PROJECT LOCATION 67900 Overseas Highway, Layton, FL

PROJECT NAME Monroe Transfer Station, Monroe County

LOG OF BORING B05

MATERIAL DESCRIPTION

CLIENT CPH Consulting, LLC

B

LO

W C

O U

N T

S

R E

C O

V E

R Y

O R

G A

N

IC

C O

N T

E N

T

M O

IS

T

U R

E C

O N

T E

N T

E

LE

V A

T

IO

N (f t)

-5

-10

-15

D E

P T

H (f t)

G F

A G

E O

T E

C H

B H

G

F A

D A

T A

T E

M P

LA

T

E .G

D T

/1 2/

:1

C :\U

S E

R S

\A M

E R

C A

D O

\U N

IV

E

R S

A L

E N

G

IN

E E

R

IN

G -T

E A

M U

E S

\U E

S S

F L

G E

O

D O

C U

M E

N T

S \A

C T

IV

E

P R

O

JE

C T

S \0

0.

.0

M O

N R

O E

T R

A N

S F

E R

S T

A T

IO

N

, M O

N R

O E

C O

U N

T Y

\6

G

IN

T \0

0.

3.

O V

E R

S E

A S

H

IG

H W

A Y

, L A

Y T

O N

.G P

J

UES

8050 NW 77th Ct.

Medley, FL 33166 561-347-0070

Very dense, gray, fine to medium grained SAND (SP) with LIMESTONE fragments and ASPHALT fragments.

Moderately hard, LIMESTONE.

Hard, LIMESTONE.

LIMESTONE fragments.

Hard, LIMESTONE.

Moderately hard, LIMESTONE.

LIMESTONE fragments.

Bottom of borehole at 20.0 feet.

/3"

50/2"

50/1"

/4"

2.0

6.0

8.0

18.0

20.0

HAMMER TYPE 140# with 30 in Drop - Automatic Hammer

HOLE DIAMETER

DRILLER Chris Bell

DRILL RIG CME45

METHOD SPT

HOLE DEPTH 20 ft

DATE STARTED 6/27/24 COMPLETED 6/27/24

AT TIME OF DRILLING 4.50 ft / Elev -1.50 ft

NOTE:

GROUND WATER LEVEL:

DRILLING CONTRACTOR UES

LATITUDE 24.821342 LONGITUDE -80.820646

S A

M P

LE

T

Y P

E N

U M

B E

R

N V

A

LU

E

G R

A P

H

IC

LO

G

FINES CONTENT (%)

20 40 60 80

SPT N VALUE

20 40 60 80

20 40 60 80

PL LLMC

PROJECT NUMBER 0630.2400053.0000 PROJECT LOCATION 67900 Overseas Highway, Layton, FL

PROJECT NAME Monroe Transfer Station, Monroe County

LOG OF BORING B06

MATERIAL DESCRIPTION

CLIENT CPH Consulting, LLC

B

LO

W C

O U

N T

S

R E

C O

V E

R Y

O R

G A

N

IC

C O

N T

E N

T

M O

IS

T

U R

E C

O N

T E

N T

E

LE

V A

T

IO

N (f t)

-5

-10

-15

D E

P T

H (f t)

G F

A G

E O

T E

C H

B H

G

F A

D A

T A

T E

M P

LA

T

E .G

D T

/1 2/

:1

C :\U

S E

R S

\A M

E R

C A

D O

\U N

IV

E

R S

A L

E N

G

IN

E E

R

IN

G -T

E A

M U

E S

\U E

S S

F L

G E

O

D O

C U

M E

N T

S \A

C T

IV

E

P R

O

JE

C T

S \0

0.

.0

M O

N R

O E

T R

A N

S F

E R

S T

A T

IO

N

, M O

N R

O E

C O

U N

T Y

\6

G

IN

T \0

0.

3.

O V

E R

S E

A S

H

IG

H W

A Y

, L A

Y T

O N

.G P

J

UES

8050 NW 77th Ct.

Medley, FL 33166 561-347-0070

APPENDIX D

Notes Related to Test Borings

NOTES RELATED TO

RECORDS OF TEST BORING AND

GENERALIZED SUBSURFACE PROFILE

1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.

2. The boring location was identified and located in the field based on measured and estimated distances from existing site features.

3. The borehole was backfilled to site grade following boring completion, patched with asphalt cold patch mix when pavement was encountered.

4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples.

5. The Record of Test Boring is subject to the limitations, conclusions, and recommendations presented in the report text.

6. The Standard Penetration Test (SPT) was performed in accordance ASTM Procedure D-1586. SPT testing procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer falling 30 inches.

7. On the Record of Test Boring listed as “Blow Counts”, the N-value is the sum of the SPT hammer blows required to drive the split-tube sampler through the second and third 6-inch increment of the sampling layer, and is an indication of soil strength.

8. Shown on the Record of Test Boring an SPT N-value expressed as 50/2” is descriptive of the fact that 50 hammer blows were required to drive the split-spoon sampler a distance of approximately 2 inches.

9. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those in the field. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations.

10. Relative density and consistency for sands/gravels, silts/clays, and limestone are described as follows:

Cohesionless Soils Silts and Clays Limestone

SPT (N-Value) Relative Density SPT (N-Value) Consistency SPT (N-Value) Relative Density 0 – 3 Very Loose 0 – 1 Very Soft 0 – 19 Very Soft 4 – 8 Loose 2 – 4 Soft 20 – 49 Soft

9 – 24 Medium Dense 4 – 6 Firm 50 – 100 Medium Hard 25 – 40 Dense 7 – 12 Stiff 50 for 3 to 5” Moderately Hard Over 40 Very Dense 13 – 24 Very Stiff 50 for 0 to 2” Hard

Over 24 Hard

11. Definition of descriptive terms of modifiers for silts/clays/shells/gravels are described as follows:

Percentage of Modifier Material First Qualifier Second Qualifier

0 – 5 With a Trace of + Silt, Clay, Shell With a Trace 5 – 12 Slightly + Silty, Clayey, Shelly With Some 12 – 30 Silty, Clayey, Shelly With 30 – 50 Very + Silty, Clayey, Shelly And

12. Descriptive characteristics for organic content percentages are described as follows:

Percentage of Organic Material Descriptor

0 – 5 With a Trace 5 – 20 With Organics 20 – 75 Highly Organic

75 – 100 Peat

APPENDIX E

Discussion of Soil Groups

DISCUSSION OF SOIL GROUPS

COARSE GRAINED SOILS

GW and SW GROUPS. These groups comprise well‐graded gravelly and sandy soils having little or no plastic fines (less than 5 percent passing the No. 200 sieve). The presence of the fines must not noticeably change the strength characteristics of the coarse‐grained fraction and must not interface with it's free‐draining characteristics.

GP and SP GROUPS. Poorly graded gravels and sands containing little of no plastic fines (less than 5 percent passing the No. 200 sieve) are classed in GP and SP groups. The materials may be called uniform gravels, uniform sands or non‐uniform mixtures of very coarse material and very fine sands, with intermediate sizes lacking (sometimes called skip‐graded, gap‐graded or step‐graded). This last group often results from borrow pit excavation in which gravel and sand layers are mixed.

GM and SM GROUPS. In general, the GM and SM groups comprise gravels or sands with fines (more than 12 percent passing the No. 200 sieve) having low or no plasticity. The plasticity index and liquid limit of soils in the group should plot below the "A" line on the plasticity chart. The gradation of the material is not considered significant and both well and poorly graded materials are included.

GC and SC GROUPS. In general, the GC and SC groups comprise gravelly or sandy soils with fines (more than 12 percent passing the No. 200 sieve), which have a fairly high plasticity. The liquid limit and plasticity index should plot above the "A” line on the plasticity chart.

FINE GRAINED SOILS

ML and MH GROUPS. In these groups, the symbol M has been used to designate predominantly silty material. The symbols L and H represent low and high liquid limits, respectively, and an arbitrary dividing line between the two is set at a liquid limit of 50. The soils in the ML and MH groups are sandy silts, clayey silts or inorganic silts with relatively low plasticity. Also included are loess type soils and rock flours.

CL and CH GROUPS. In these groups the symbol C stands for clay, with L and H denoting low or high liquid limits, with the dividing line again set at a liquid limit of 50. The soils are primarily inorganic clays.

Low plasticity clays are classified as CL and are usually lean clays, sandy clays or silty clays. The medium and high plasticity clays are classified as CH. These include the fat clays, gumbo clays and some volcanic clays.