3-GeoTech Rpt Addendum 2 Monroe Cty Transfer Station 8.2.24.pdf

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

August 2, 2024

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

Subject: Addendum No. 2 to Geotechnical Exploration Report

Monroe Transfer Station, Monroe County Monroe County, FL UES Project No.: 0630.2400053.0000

Dear Mr. Bechtelheimer:

On July 12, 2024, GFA International, Inc. d/b/a Universal Engineering Sciences (UES) submitted a geotechnical report with recommendations for the use of pile foundations to support the proposed three landfill transfer stations at the above-mentioned location. On July 19, 2024, UES also provided Addendum No. 1, with slab and pavement recommendations.

Grading Plans for 740 Blimp Rd, Cudjoe Key, and 67900 Overseas Hwy, Layton, with the proposed retaining walls highlighted in red, dated July 19, 2024, prepared by CPH, Inc., were provided by the client. UES understands the height of the proposed retaining walls is approximately 2.5’. At your request, UES has provided recommendations for the retaining walls herein.

Soil Characterization – Retaining Wall

The characterization of the soils sampled is based on UES’s exploration and experience and is a shear strength and unit weight characterization for the purpose of proportioning the proposed retaining walls at each location mentioned above.

The water which may pond behind the wall has to be diverted away from the backfill of the wall, and any water that infiltrates has to be drained using weepholes or longitudinal drains.

The following geotechnical parameters were obtained by using empirically established relationships between the SPT “N” values with various soil/rock properties. The geotechnical soil parameters are presented below:

Recommended General Geotechnical Design Parameters

DESIGN COEFFICIENTS

Design Parameter Recommended Value Soil Internal Friction Angle (Φ) (deg) 30 At-rest Earth Pressure Coefficient Ko 0.50

Monroe Transfer Station, Monroe County Addendum No. 2 to Geotechnical Exploration Report Monroe County, FL August 2, 2024 UES Project No. 0630.2400053.0000 Page 2 of 3

Active Earth Pressure Coefficient Ka 0.33 Passive Earth Pressure Coefficient Kp 3.0 Hydrostatic Pressure for Design γw 62.4 Coefficient of Wall Friction Between Concrete and In-situ Soils 0.35 Modulus of Subgrade Reaction Kv 150 pci Poisson’s Ratio (ν´) 0.35 Dry Unit Weight of Soil γd 105 pcf Wet Unit Weight of Soil γwet 110 pcf Effective Unit Weight of Soil γeff 48 pcf Cohesion of Soil 0 psf

The earth coefficients presented above assume the retaining walls would be backfilled with clean granular soils. Where the potential exists for buildup of hydrostatic pressure due to the water table, hydrostatic pressure should be assumed and added to the earth pressure for design unless drainage is provided behind the retaining wall.

Lateral pressure coefficients are given for the active and for the at-rest case, depending on whether the contractor is to allow the wall to rotate at the top during construction or not. If the wall is allowed to rotate during backfill placement, the active (Rankine) state is mobilized in the backfill, and the KA value should be used in design. If the wall is not allowed to rotate at the top during backfill placement, it should be designed to resist "at rest" pressures, using the "at rest" coefficient.

It is recommended to use only granular, free-draining materials as backfill because of their normally good drainage. Fine-grained soils should not be used since they offer poor drainage conditions or swelling.

For the design of the base of the wall, a net allowable soil pressure of 3,000 psf may be assumed at a minimum depth of foundation of 2 feet taking from existing ground surface at the time of this exploration.

Soil parameters were given to verify the wall’s stability against overturning and bearing capacity. A third factor to consider is sliding of the wall. Resistance to sliding comes from shearing resistance between the footing base and the soil on which it rests, and in some cases, passive earth pressure at the front of the wall. Since considerably larger compressive strain is required to mobilize full passive resistance than is tensile strain to produce the active condition, it is unconservative to rely on the passive pressure to resist the active earth pressure. In other words, to reach the full passive resistance at the toe, the wall might have to slide horizontally a distance as great as 1% of the wall height, or more. Furthermore, the horizontal displacement necessary to mobilize the full resistance between the foundation and supporting soil is also much less than that necessary to reach passive.

Therefore, to compute the factor of safety against sliding, UES recommends not using more than ¼ of the passive pressure.

Since the nature of the supporting soil is coarse-grained soils (sands), the horizontal resisting force to be mobilized should be a drained resistance. Therefore, the designers may assume a coefficient

Monroe Transfer Station, Monroe County Addendum No. 2 to Geotechnical Exploration Report Monroe County, FL August 2, 2024 UES Project No. 0630.2400053.0000 Page 3 of 3

This document has been electronically signed and sealed by Alberto J. Mercado, P.E., using a digital signature.

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

of friction (f) of 0.35, where the horizontal resisting force is equal to sum (Σ) of the vertical forces multiply by “f”.

Lastly, the overall stability of the entire wall system was not studied within the scope of this investigation.

UES appreciates the opportunity to be of service to you and looks forward to working with you in future projects. Should you have any questions or comments, please do not hesitate to contact UES’s office at your convenience.

Respectfully Submitted, UES

Registry No. 4930

Alberto J. Mercado, P.E. David Lopez, E.I.T.

Geotechnical Department Manager Geotechnical Staff Engineer Professional Engineer No. 95703

Attachments:

Grading Plans for 740 Blimp Rd, Cudjoe Key, FL Grading Plans for 67900 Overseas Hwy, Layton, FL

SITE BENCHMARK #502

SITE BENCHMARK #101

FFE

11'

FFE

11'

PROPOSED RETAINING WALL

PROPOSED RETAINING WALL

PROPOSED RETAINING WALL

APPROXIMATE

PROPERTY LINE

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Architects Engineers

Environmental Landscape Architects

M / E / P Planners Structural Surveyors

Traffic / Transportation

Offices in:

· Florida

· Puerto Rico

· Connecticut

· Maryland

A Full Service A & E Firm

1992 SW 1st. St.

Miami, FL 33135 Ph: 305.274.4805

Licenses:

Eng. C.O.A. No. 3215 Survey L.B. No. 7143

Arch. Lic. No. AA2600926 Lndscp. Lic. No. LC0000298

Plans Prepared By:

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ELEVATIONS SHOWN HEREON ARE BASED ON THE

NATIONAL GEODETIC VERTICAL DATUM OF 1929

(NGVD29).

CONVERSION; NAVD88 = NGVD29 - 1.36

DEWATERING NOTE:

WHEN PERFORMING GRADING OPERATIONS DURING

PERIODS OF WET WEATHER, CONTRACTOR SHALL

PROVIDE ADEQUATE DEWATERING, DRAINAGE AND

GROUND WATER MANAGEMENT TO CONTROL

MOISTURE OF SOILS.

NOTE TO CONTRACTOR:

REFER TO UNIVERSAL ENGINEERING SCIENCES

REPORT DATED: JULY 12, 2024.

LEGEND

1. PRIOR TO ANY DEMOLITION OR CONSTRUCTION ACTIVITY THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENTATION CONTROL MEASURES SHOWN ON PLANS AND PROVIDED FOR IN FDOT INDEX NO. 102. AS CONSTRUCTION PROGRESSES, THE CONTRACTOR SHALL PERIODICALLY CHECK THE SEDIMENTATION CONTROLS AND REPAIR THEM AS NECESSARY TO KEEP THEM IN GOOD FUNCTIONING ORDER. THE CONTRACTOR SHALL ALSO PROTECT INLETS AND OTHER SITE APPURTENANCES FROM SEDIMENTATION USING

PROTECTION AS DETAILED IN FDOT INDEX 570-001, 010.

2. THE CONTRACTOR SHALL CONDUCT GROUND STABILIZING MEASURES (PAVING, GRASSING, MULCHING AND

SODDING) AS SOON AS PRACTICABLE FOLLOWING FINAL GRADING OF THE SITE.

3. FOLLOWING COMPLETION OF CONSTRUCTION AND COMPLETED STABILIZATION OF POTENTIAL EROSION AREAS, THE CONTRACTOR SHALL REMOVE SEDIMENTATION CONTROL MEASURES AND CLEAN AND REPAIR ANY AREAS AFFECTED BY THE CONSTRUCTION ACTIVITIES. ANY SILTATION IN THE STORMWATER SYSTEM

SHALL BE COMPLETELY FLUSHED PRIOR TO CERTIFICATION OF COMPLETION.

4. ACCORDING TO THE NATIONAL FLOOD INSURANCE PROGRAM, FLOOD INSURANCE RATE MAP (FIRM) COMMUNITY PANEL NO. 12087C1292K, EFFECTIVE DATE 2/18/2005 THIS PROPERTY LIES IN ZONE "AE (EL 10)".

5. CONTRACTOR SHALL FIELD VERIFY EXISTING AND SURROUNDING DEVELOPMENT GRADES AND CONTACT

ENGINEER IF ANY DISCREPANCIES EXIST PRIOR TO CONSTRUCTION.

6. CONTRACTOR SHALL VERIFY POSITIVE DRAINAGE FLOW AWAY FROM BLDG. AND THAT A MINIMUM SLOPE OF AT

LEAST 1% IN THE DIRECTION OF DRAINAGE FLOW INDICATED CAN BE ACHIEVED.

1. APPROVAL BY MONROE COUNTY BUILDING DEPARTMENT IS REQUIRED TO BE PROCURED BY THE

CONTRACTOR PRIOR TO DEWATERING ACTIVITIES.

2. THIS AREA MAY CONTAIN SOIL AND/ OR GROUNDWATER CONTAMINATION. IF DEWATERING IS PERFORMED, TREATMENT OF THE EFFLUENT MAY BE REQUIRED AND/ OR THE EFFLUENT MUST BE

CONTAINED AND HAULED OFFSITE. HAULING MUST BE PERFORMED BY A LICENSED HAULER.

(T.O.W) (B.O.C)

PROPOSED TOP OF WALL SPOT ELEVATION

PROPOSED BOTTOM OF CURB SPOT ELEVATION

9.2

(B.O.W) PROPOSED BOTTOM OF WALL SPOT ELEVATION

EXISTING SPOT ELEVATION

PROPOSED DRAINAGE FLOW

DIRECTION

GENERAL GRADING NOTES

DEWATERING NOTES

POST-CONSTRUCTION

PROJECT

AREA TOTAL

SQUARE

IMPERVIOUS AREA

AREA SF %

IMPERVIOUS SITE RATIO (ISR)

PERVIOUS AREA

TOTAL SITE

PRE-CONSTRUCTION

439,654 100

PROJECT

AREA TOTAL

SQUARE

IMPERVIOUS AREA

AREA SF %

IMPERVIOUS SITE RATIO (ISR)

PERVIOUS AREA

TOTAL SITE 439,654 100

335,793 76

103,861 24

324,951 74

114,703 26

(E.O.P) PROPOSED EDGE OF PAVEMENT SPOT ELEVATION

www.sunshine811.com

PROPOSED HEAVY DUTY CONCRETE

PAVEMENT

PROPOSED STANDARD DUTY ASPHALT

PAVEMENT

PROPOSED CONCRETE SIDEWALK

31' x 10' DUMP TRUCK SERVICE

20' x 9' EXTENDED CAB TRUCK

SERVICE

APPROXIMATE PROPERTY LINE

-2

+2

Δ

020 20 40

Scale: 1" = 20'

N

PROPOSED CONCRETE SLAB

AutoCAD SHX Text TOP OF MAG NAIL & DISK WITH "BM" LB #7143 ELEV = 7.01 (NGVD '29) N:125731.48 E:487744.91

AutoCAD SHX Text TOP OF MAG NAIL & DISK WITH "BM" LB #7143 SET IN TOP OF CONCRETE WALL ELEV = 9.60 (NGVD '29) N:125798.32 E:487843.49

AutoCAD SHX Text 2.00%%%

AutoCAD SHX Text 1.00%%%

AutoCAD SHX Text 2.16%%%

AutoCAD SHX Text 2.44%%%

AutoCAD SHX Text 2.00%%%

AutoCAD SHX Text 2.00%%%

AutoCAD SHX Text 3.00%%%

AutoCAD SHX Text 1.00%%%

AutoCAD SHX Text 1.67%%%

AutoCAD SHX Text 2.20%%%

AutoCAD SHX Text T.O.W. 10.4510.45

AutoCAD SHX Text B.O.C. 9.959.95

AutoCAD SHX Text M.E. ±5.60

AutoCAD SHX Text M.E. ±6.40

AutoCAD SHX Text 10.35

AutoCAD SHX Text 9.85

AutoCAD SHX Text 11.40

AutoCAD SHX Text 10.90

AutoCAD SHX Text 10.05

AutoCAD SHX Text 10.25

AutoCAD SHX Text 10.45

AutoCAD SHX Text 10.55

AutoCAD SHX Text 11.35

AutoCAD SHX Text 10.85

AutoCAD SHX Text 11.35

AutoCAD SHX Text 10.85

AutoCAD SHX Text 11.50

AutoCAD SHX Text 11.00

AutoCAD SHX Text T.O.W. 9.959.95

AutoCAD SHX Text E.O.P. 9.459.45

AutoCAD SHX Text T.O.W. 7.757.75

AutoCAD SHX Text E.O.P. 7.257.25

AutoCAD SHX Text T.O.W. 7.807.80

AutoCAD SHX Text E.O.P. 7.307.30

AutoCAD SHX Text B.O.W.M.E.±4.00

AutoCAD SHX Text T.O.W. 9.159.15

AutoCAD SHX Text E.O.P. 8.658.65

AutoCAD SHX Text B.O.W.M.E.±4.65

AutoCAD SHX Text T.O.W. 10.5510.55

AutoCAD SHX Text E.O.P. 10.0510.05

AutoCAD SHX Text B.O.W.M.E.±6.28

AutoCAD SHX Text 10.75

AutoCAD SHX Text T.O.W. 10.8510.85

AutoCAD SHX Text E.O.P. 10.3510.35

AutoCAD SHX Text T.O.W. 11.2511.25

AutoCAD SHX Text E.O.P. 10.7510.75

AutoCAD SHX Text 11.00

AutoCAD SHX Text T.O.W. 11.5011.50

AutoCAD SHX Text 11.00

AutoCAD SHX Text T.O.W. 11.5011.50

AutoCAD SHX Text T.O.W. 8.858.85

AutoCAD SHX Text E.O.P. 8.358.35

AutoCAD SHX Text 7.00

AutoCAD SHX Text 6.50

AutoCAD SHX Text 6.20

AutoCAD SHX Text 5.70

AutoCAD SHX Text B.O.W.M.E.±3.50

AutoCAD SHX Text B.O.W.M.E.±4.20

AutoCAD SHX Text B.O.W.M.E.±4.50

AutoCAD SHX Text B.O.W.M.E.±4.80

AutoCAD SHX Text B.O.W.M.E.±7.00

AutoCAD SHX Text B.O.W.M.E.±7.00

AutoCAD SHX Text B.O.W.M.E.±7.10

AutoCAD SHX Text B.O.W.M.E.±6.00

AutoCAD SHX Text 10.75

AutoCAD SHX Text CPH, Inc.

SITE BENCHMARK #504

CONCRETE APRON

FFE=10'

PROPOSED 25% SLOPE

OF LANDSCAPE

PROPOSED

RETAINING WALL

APPROXIMATE PROPERTY

LINE

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Scale: 1" = 20'

N

PROPOSED SOD/GRASS AREA

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1. PRIOR TO ANY DEMOLITION OR CONSTRUCTION ACTIVITY THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENTATION CONTROL MEASURES SHOWN ON PLANS AND PROVIDED FOR IN FDOT INDEX NO. 102. AS CONSTRUCTION PROGRESSES, THE CONTRACTOR SHALL PERIODICALLY CHECK THE SEDIMENTATION CONTROLS AND REPAIR THEM AS NECESSARY TO KEEP THEM IN GOOD FUNCTIONING ORDER. THE CONTRACTOR SHALL ALSO PROTECT INLETS AND OTHER SITE APPURTENANCES FROM SEDIMENTATION USING

PROTECTION AS DETAILED IN FDOT INDEX 570-001, 010.

2. THE CONTRACTOR SHALL CONDUCT GROUND STABILIZING MEASURES (PAVING, GRASSING, MULCHING AND

SODDING) AS SOON AS PRACTICABLE FOLLOWING FINAL GRADING OF THE SITE.

3. FOLLOWING COMPLETION OF CONSTRUCTION AND COMPLETED STABILIZATION OF POTENTIAL EROSION AREAS, THE CONTRACTOR SHALL REMOVE SEDIMENTATION CONTROL MEASURES AND CLEAN AND REPAIR ANY AREAS AFFECTED BY THE CONSTRUCTION ACTIVITIES. ANY SILTATION IN THE STORMWATER SYSTEM

SHALL BE COMPLETELY FLUSHED PRIOR TO CERTIFICATION OF COMPLETION.

4. ACCORDING TO THE NATIONAL FLOOD INSURANCE PROGRAM, FLOOD INSURANCE RATE MAP (FIRM) COMMUNITY PANEL NO. 12087C1179K, EFFECTIVE DATE 2/18/2005 THIS PROPERTY LIES IN ZONE "AE (EL 9)".

5. CONTRACTOR SHALL FIELD VERIFY EXISTING AND SURROUNDING DEVELOPMENT GRADES AND CONTACT

ENGINEER IF ANY DISCREPANCIES EXIST PRIOR TO CONSTRUCTION.

6. CONTRACTOR SHALL VERIFY POSITIVE DRAINAGE FLOW AWAY FROM BLDG. AND THAT A MINIMUM SLOPE OF AT

LEAST 1% IN THE DIRECTION OF DRAINAGE FLOW INDICATED CAN BE ACHIEVED.

1. APPROVAL BY MONROE COUNTY BUILDING DEPARTMENT IS REQUIRED TO BE PROCURED BY THE

CONTRACTOR PRIOR TO DEWATERING ACTIVITIES.

2. THIS AREA MAY CONTAIN SOIL AND/ OR GROUNDWATER CONTAMINATION. IF DEWATERING IS PERFORMED, TREATMENT OF THE EFFLUENT MAY BE REQUIRED AND/ OR THE EFFLUENT MUST BE

CONTAINED AND HAULED OFFSITE. HAULING MUST BE PERFORMED BY A LICENSED HAULER.

DEWATERING NOTE:

WHEN PERFORMING GRADING OPERATIONS DURING

PERIODS OF WET WEATHER, CONTRACTOR SHALL

PROVIDE ADEQUATE DEWATERING, DRAINAGE AND

GROUND WATER MANAGEMENT TO CONTROL

MOISTURE OF SOILS.

NOTE TO CONTRACTOR:

REFER TO UNIVERSAL ENGINEERING SCIENCES

REPORT DATED: JULY 12, 2024.

PROJECT

AREA TOTAL

SQUARE

IMPERVIOUS AREA

AREA SF %

IMPERVIOUS SITE RATIO (ISR)

PERVIOUS AREA

TOTAL SITE 1,089,218 100

PROJECT

AREA TOTAL

SQUARE

IMPERVIOUS AREA

AREA SF %

IMPERVIOUS SITE RATIO (ISR)

PERVIOUS AREA

TOTAL SITE 100

ELEVATIONS SHOWN HEREON ARE BASED ON THE

NATIONAL GEODETIC VERTICAL DATUM OF 1929

(NGVD29).

CONVERSION; NAVD88 = NGVD29 - 1.49

1,089,218

1,016,734

72,484

1,025,423

63,795

Δ

-1

+1

(T.O.W) (B.O.C)

PROPOSED TOP OF WALL SPOT ELEVATION

PROPOSED BOTTOM OF CURB SPOT ELEVATION

9.2

(B.O.W) PROPOSED BOTTOM OF WALL SPOT ELEVATION

EXISTING SPOT ELEVATION

PROPOSED DRAINAGE FLOW

DIRECTION

(E.O.P) PROPOSED EDGE OF PAVEMENT SPOT ELEVATION

PROPOSED HEAVY DUTY CONCRETE

PAVEMENT

PROPOSED STANDARD DUTY ASPHALT

PAVEMENT

PROPOSED CONCRETE SIDEWALK

31' x 10' DUMP TRUCK SERVICE

20' x 9' EXTENDED CAB TRUCK

SERVICE

APPROXIMATE PROPERTY LINE

PROPOSED CONCRETE SLAB

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R ev is io n By www.cphcorp.com

Architects Engineers

Environmental Landscape Architects

M / E / P Planners Structural Surveyors

Traffic / Transportation

Offices in:

· Florida

· Puerto Rico

· Connecticut

· Maryland

A Full Service A & E Firm

1992 SW 1st. St.

Miami, FL 33135 Ph: 305.274.4805

Licenses:

Eng. C.O.A. No. 3215 Survey L.B. No. 7143

Arch. Lic. No. AA2600926 Lndscp. Lic. No. LC0000298

Plans Prepared By:

A.

G www.sunshine811.com

LEGEND

GENERAL GRADING NOTES

DEWATERING NOTES

AutoCAD SHX Text 1.00%%%

AutoCAD SHX Text 10.00

AutoCAD SHX Text 10.00

AutoCAD SHX Text 10.00

AutoCAD SHX Text 9.75

AutoCAD SHX Text 9.75

AutoCAD SHX Text 9.75

AutoCAD SHX Text 9.45

AutoCAD SHX Text 9.25

AutoCAD SHX Text 9.55

AutoCAD SHX Text 9.85

AutoCAD SHX Text 10.00

AutoCAD SHX Text 9.40

AutoCAD SHX Text 9.00

AutoCAD SHX Text 8.30

AutoCAD SHX Text 7.00

AutoCAD SHX Text M.E. ±5.70

AutoCAD SHX Text 3.10%%%

AutoCAD SHX Text 2.00%%%

AutoCAD SHX Text T.O.W. 9.459.45

AutoCAD SHX Text B.O.C. 8.958.95

AutoCAD SHX Text T.O.W. 10.5010.50

AutoCAD SHX Text B.O.C. 10.0010.00

AutoCAD SHX Text T.O.W. 8.658.65

AutoCAD SHX Text E.O.P. 8.158.15

AutoCAD SHX Text T.O.W. 8.258.25

AutoCAD SHX Text E.O.P. 7.757.75

AutoCAD SHX Text T.O.W. 10.2510.25

AutoCAD SHX Text E.O.P. 9.759.75

AutoCAD SHX Text T.O.W. 10.5010.50

AutoCAD SHX Text E.O.P. 10.0010.00

AutoCAD SHX Text T.O.W. 10.0010.00

AutoCAD SHX Text B.O.W. 9.309.30

AutoCAD SHX Text B.O.W. 9.409.40

AutoCAD SHX Text B.O.W. 7.007.00

AutoCAD SHX Text M.E. ±5.60

AutoCAD SHX Text M.E. ±5.75

AutoCAD SHX Text M.E. ±6.00

AutoCAD SHX Text M.E. ±5.80

AutoCAD SHX Text 2.30%%%

AutoCAD SHX Text 10.40

AutoCAD SHX Text 10.50

AutoCAD SHX Text 9.85

AutoCAD SHX Text 9.90

AutoCAD SHX Text 10.35

AutoCAD SHX Text 10.35

AutoCAD SHX Text 8.90

AutoCAD SHX Text 8.50

AutoCAD SHX Text 7.80

AutoCAD SHX Text 6.50

AutoCAD SHX Text 8.85

AutoCAD SHX Text 1.67%%%

AutoCAD SHX Text 3.10%%%

AutoCAD SHX Text 2.90%%%

AutoCAD SHX Text B.O.W. M.E. 4.70M.E.±4.70

AutoCAD SHX Text B.O.W. M.E. 4.70M.E.±4.70

AutoCAD SHX Text B.O.W. M.E. 4.75M.E.±4.75

AutoCAD SHX Text B.O.W. M.E. 5.80M.E.±5.80

AutoCAD SHX Text 1.00%%%

AutoCAD SHX Text 1.00%%%

AutoCAD SHX Text CPH, Inc.