24-8265_Exhibit_L-4_-Pavement_Design_Memorandum_S&S.pdf

Designed by Pavement Engineer: Jesse E. Gill, P.E. 80442

This report has been digitally signed and sealed by Jesse E. Gill, P.E. on the date indicated here. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

FLEXIBLE PAVEMENT DESIGN PACKAGE

16th Street Northeast Bridge

16th Street Northeast from Golden Gate Boulevard East to Randall Boulevard

County Project No.: 60212.1 FPID No.: 451283-1

January 13, 2023

Revised February 12, 2023

Kisinger Campo & Associates, Corp.

13461 Parker Commons Boulevard

Building 2, Suite 104

Fort Myers, FL 33912 jgill PE Seal

FLEXIBLE PAVEMENT DESIGN PACKAGE

16th Street Northeast Bridge

Project Description: 16th Street Northeast from Golden Gate Boulevard East to Randall Boulevard with improvements to the intersection of 16th Street

Northeast and Randall Boulevard

Submitted herewith is the Pavement Design Package for the above subject project. This package consists of the following required support information:

PROJECT PAVEMENT DESIGN SUMMARY

1. PROJECT LOCATION MAP

2. PROJECT DESCRIPTION AND PURPOSE

3. EXISTING PAVEMENT CONDITION

4. REFERENCES

5. FLEXIBLE PAVEMENT DESIGN SUMMARY SHEETS

6. DESIGN NOTES

APPENDIX

A. TYPICAL SECTION PACKAGE

B. TRAFFIC DATA (18 KIP EQUIVALENT SINGLE AXLE LOADS)

C. RESILIENT MODULUS

D. SUMMARY OF SEASONAL HIGH GROUNDWATER ESTIMATES

E. PAVEMENT DATA TABLE

F. 8TH STREET NE AS-BUILT TYPICAL SECTIONS

1. PROJECT LOCATION MAP

v

2. PROJECT DESCRIPTION AND PURPOSE

The Collier County Board of County Commissioners (County) in coordination with the Florida Department of Transportation (FDOT) proposes to install a new bridge connection along 16th St.

NE spanning the Golden Gate Main Canal through a Local Agency Program (LAP) Agreement.

This project was included in the Golden Gate Estates Bridges PD&E Study circa February 2017 which included the construction of three bridges: 8th Street NE and 16th Street NE from Golden Gate Boulevard to Randall Boulevard and 47th Avenue NE from Immokalee Road to Everglades Boulevard. The bridge and roadway improvements along 8th Street NE is the only one of the three projects constructed (circa 2019). As such, the design of 8th Street NE was considered in the development of the 16th Street NE pavement design.

The improvements will include widening of the existing 2-lane undivided local roadway section of 16th St NE from Golden Gate Boulevard E. to Randall Boulevard to 11 ft travel lanes with the addition of 6 ft. shoulders (4 ft paved). An ESAL of 2,400,000 (Appendix B) was calculated for this segment.

In addition, the County is also proposing to install turn lanes at the intersection of Randall Boulevard. and 16th St. NE including a proposed interim signal. Both the turn lanes and signal are considered interim due to the proposed future 4-laning (6-ln ultimate) of Randall Boulevard. east of Immokalee Road (CR 846). An ESAL of 5,700,000 (Appendix B) was calculated for this segment.

3. EXISTING PAVEMENT CONDITION

The existing roadway consists of flexible asphalt pavement. Based on the roadway core data (Appendix E) the pavement along 16th St. NE is in good to poor condition with locations of full depth cracking. The average asphalt thickness in the travel lanes was 2.5 inches south of the Golden Gate Main Canal and 3.5 inches north of the Golden Gate Main Canal. Several of the cracks were full depth through the entire asphalt layer. Therefore, full depth milling of these segments of 16th St NE are recommended since the act of preserving the pavement in this situation usually leads to inconsistent typical sections, joint cracking, and aesthetic issues.

Seasonal high groundwater elevations (Appendix D) are within two feet of the existing base elevation. As such, proposed pavement design assumes complete removal of the existing asphalt and replacement of the pavement section above the existing base elevation to provide required base clearance. B-12.5 (black base) is proposed within the full depth milling and widened portions of the mainline along 16th Street NE to maintain the required base clearance from seasonal high-water elevations as well as maintaining two-way traffic during construction and reducing construction duration.

Visual inspection shows the pavement along Randall Boulevard at the intersection of 16th Street NE to be in good to fair condition with no signs of cracking or pavement fatigue. Evidence of previous shoulder repairs are visible from the reflective cracking and off-tracking patterns along the SW and SE corners of the intersection. This will be addressed with the addition of proposed paved shoulders and right-turn lanes. The pavement strategy within the intersection of Randall Boulevard and 16th Street NE includes milling and resurfacing of the existing through lanes with full depth widening within proposed turn lanes.

4. REFERENCES

Flexible Pavement Design Manual, January 2023

FDOT Design Manual, 2023

FDOT Standard Plans for Road and Bridge Construction, FY 2023-24

FDOT Standard Specifications for Road and Bridge Construction, FY 2023-24

16th Street NE Bridge Roadway Geotechnical Report, TSFGeo, December 19, 2022

8th Street Final As-Built Plans, ASA Consultants, February 19, 2019

Golden Gate Estates Bridge Crossings Preliminary Engineering Report, William A.

Hartmann, PE, February 7, 2017

Designed by: Kisinger Campo & Associates, Corp Jesse E Gill, P.E. 13461 Parker Commons Blvd.

P.E. 80442 Building 2, Suite 400 104 Pavement Engineer Fort Myers, FL 33612

PAVEMENT DESIGN

LOCATION: 16TH STREET NE

GOLDEN GATE BOULEVARD EAST TO RANDALL BOULEVARD

Opening Year: 2025 Design LBR (Appendix C): 30

Design Year: 2045 Resilient Modulus (psi) (Table 5.1): 10,000

18 KIP (ESALD) x 1000 (Appendix B): 2,400 Reduced Resilient Modulus (psi): 7,500 (25% reduction)

Traffic Level (FPDM page 2-4): B Reliability % (Table 5.2): 90

Design Speed (mph): 30 Mainline SNR (Base Clearance 2'): 4.00

EXISTING PAVEMENT (Pavement Condition = Good to Poor)

SOUTH OF GOLDEN GATE MAIN CANAL

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

TYPE S 2.50 0.15 0.38

LIMEROCK 4 0.18 0.72

Type B Stabilization LBR 30 12.00 0.06 0.72

EXISTING SNE: 1.82

EXISTING PAVEMENT (Pavement Condition = Good to Fair)

NORTH OF GOLDEN GATE MAIN CANAL

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

TYPE S 3.50 0.25 0.88

LIMEROCK 3 0.18 0.54

Type B Stabilization LBR 30 12.00 0.06 0.72

EXISTING SNE: 2.14

MILLING AND RESURFACING

SOUTH OF GOLDEN GATE MAIN CANAL

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Mill Existing Asphalt 2.50” Average Depth 2.50 0.15 0.38 Friction Course (FC 12.5) (PG 76-22, TL B) 1.50 0.44 0.66

Type SP Structural Course (TL B) 2.00 0.44 0.88

Optional Base Group 6 (Type B-12.5) 5.00 0.30 1.50

Existing Remaining 1.44

PROPOSED SND: 4.48

SND = 4.48 > SNR = 4.00

5. FLEXIBLE PAVEMENT DESIGN SUMMARY SHEETS

Prepared by: Jesse E. Gill, P.E. Date: January 13, 2023

Road Name: 16th Street NE County: Collier

Jesse E Gill, P.E. 13461 Parker Commons Blvd.

P.E. 80442 Building 2, Suite 400 104 Pavement Engineer Fort Myers, FL 33612

MILLING AND RESURFACING

NORTH OF GOLDEN GATE MAIN CANAL

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Mill Existing Asphalt 3.50” Average Depth 3.50 0.25 0.88

Friction Course (FC 12.5) (PG 76-22, TL B) 1.50 0.44 0.66

Type SP Structural Course (TL B) 2.00 0.44 0.88

Optional Base Group 6 (Type B-12.5) 5.00 0.30 1.5

Existing Remaining 1.26

PROPOSED SND: 4.30

SND = 4.30 > SNR = 4.00

WIDENING PAVEMENT DESIGN

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Friction Course (FC 12.5) (PG 76-22, TL B) 1.50 0.44 0.66

Type SP Structural Course (TL B) 2.00 0.44 0.88

Optional Base Group 6 (Type B-12.5)) 5.00 0.30 1.50

Type B Stabilization LBR 40 12.00 0.08 0.96

PROPOSED SND: 4.00

SND = 4.00 = SNR = 4.00

SHOULDER PAVEMENT DESIGN

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Friction Course (FC 12.5) (PG 76-22, TL B) 1.50 0.44 0.66

Optional Base Group 1 (Type B-12.5)) 4.00 0.30 1.20

Type B Stabilization LBR 40 12.00 0.08 0.96

PROPOSED SND: 2.82

Jesse E Gill, P.E. 13461 Parker Commons Blvd.

P.E. 80442 Building 2, Suite 400 104 Pavement Engineer Fort Myers, FL 33612

LOCATION: RANDALL BOULEVARD AND 16TH ST NE INTERSECTION

Opening Year: 2025 Design LBR (Appendix C): 30

Design Year: 2045 Resilient Modulus (psi) (Table 5.1): 10,000

18 KIP (ESALD) x 1000 (Appendix B): 5,700 Reduced Resilient Modulus (psi): 7,500 (25% reduction)

Traffic Level (FPDM page 2-4): C Reliability % (Table 5.2): 90

Design Speed (mph): 45 Mainline SNR (Base Clearance 2'): 4.57

MILLING AND RESURFACING

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Mill Existing Asphalt 1.50” Average Depth 1.50 0.34 0.51

Friction Course (FC 12.5) (PG 76-22, TL C) 1.50 0.44 0.66

ADDED STRUCTURAL VALUE PROPOSED: +0.15

WIDENING PAVEMENT DESIGN

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Friction Course (FC 12.5) (PG 76-22, TL C) 1.50 0.44 0.66

Type SP Structural Course (TL C) 2.50 0.44 1.10

Optional Base Group 10 (Type B-12.5) 6.50 0.30 1.95

Type B Stabilization LBR 40 12.00 0.08 0.96

PROPOSED SND: 4.67

SND = 4.67 > SNR = 4.57

SHOULDER PAVEMENT DESIGN

PAVEMENT ITEM

THICKNESS

(inches)

STRUCTURAL

COEFFICIENT

SN

Friction Course (FC 12.5) (PG 76-22, TL C) 1.5 0.44 0.66

Optional Base Group 1 (Type B-12.5) 4 0.30 1.20

Type B Stabilization LBR 40 12.00 0.08 0.96

PROPOSED SND: 2.82

Jesse E Gill, P.E. 13461 Parker Commons Blvd.

P.E. 80442 Building 2, Suite 400 104 Pavement Engineer Fort Myers, FL 33612

6. DESIGN NOTES

1) The pavement description in the plans for 16th Street NE and Randall Boulevard shall read:

PAVEMENT DESIGN:

RECONSTRUCTION/WIDENING, MILLING & RESURFACING & SHOULDER

(BASE CLEARANCE 2’)

16th Street NE

Widening

OPTIONAL BASE GROUP 6 (TYPE B-12.5) WITH

TYPE SP STRUCTURAL COURSE (TRAFFIC LEVEL B) (2.00”)

AND FRICTION COURSE FC-12.5 (PG 76-22, TRAFFIC LEVEL B) (1.50”)

Milling (South of Golden Gate Main Canal)

MILL EXISTING ASPHALT PAVEMENT (2.50” AVG. DEPTH)

(North of Golden Gate Main Canal)

MILL EXISTING ASPHALT PAVEMENT (3.50” AVG. DEPTH)

Resurfacing

(North & South of Golden Gate Main Canal)

OPTIONAL BASE GROUP 6 (TYPE B-12.5) WITH

TYPE SP STRUCTURAL COURSE (TRAFFIC LEVEL B) (2.00”)

AND FRICTION COURSE FC-12.5 (PG 76-22, TRAFFIC LEVEL B) (1.50”)

Shoulder

OPTIONAL BASE GROUP 1 (TYPE B-12.5) WITH

FRICTION COURSE FC-12.5 (PG 76-22, TRAFFIC LEVEL B) (1.50”)

Randall Boulevard

Widening

OPTIONAL BASE GROUP 10 (TYPE B-12.5) WITH

TYPE SP STRUCTURAL COURSE (TRAFFIC LEVEL C) (2.50”)

AND FRICTION COURSE FC-12.5 (PG 76-22, TRAFFIC LEVEL C) (1.50”)

Milling

MILL EXISTING ASPHALT PAVEMENT (1.50” AVG. DEPTH)

Resurfacing

FRICTION COURSE FC-12.5 (PG 76-22, TRAFFIC LEVEL C) (1.50”)

Shoulder

OPTIONAL BASE GROUP 1 (TYPE B-12.5) WITH

FRICTION COURSE FC-12.5 (PG 76-22, TRAFFIC LEVEL B) (1.50”)

Jesse E Gill, P.E. 13461 Parker Commons Blvd.

P.E. 80442 Building 2, Suite 400 104 Pavement Engineer Fort Myers, FL 33612

2) The ESAL values used in this report have been calculated using FDOT worksheets and can be found in Appendix B.

3) The Limerock Bearing Ratios (LBR) were obtained based on laboratory test results. The

Limerock Bearing Ratio (LBR) was converted to a Resilient Modulus from Table 5.1 of the

FPDM. Appendix C includes a copy of the report. The Resilient Modulus was reduced by 25%

(page 5-3) per Section 5.2.2 of the FPDM for base clearance of 2.00’.

4) The required SN was determined by using the ESAL and resilient moduli values and Table

A.4A of the Flexible Pavement Design Manual (FPDM).

5) A traffic level “B” has been used for 16th Street NE based on ESAL (millions) 0 to < 3 (page

2-4) of FPDM.

6) A traffic level “C” has been used for Randall Boulevard based on ESAL (millions) 3 to < 10

(page 2-4) of FPDM.

7) A design life of 20 years has been selected for this project based on Table 3.1 of the FPDM.

8) A reliability factor of 90% was selected for this project based on Table 5.2 on the FPDM.

9) The design speed is 30 MPH for the pavement design along 16th Street NE.

10) The design speed is 45 MPH for the pavement design along Randall Blvd.

11) A 2’ base clearance is met in this design.

12) Existing pavement structural coefficients were determined in accordance with Table 7.1 of the

FPDM using pavement core data obtained in the field (Appendix E).

13) Existing and projected traffic data was obtained from the FDOT 2021 Annual Average Daily

Traffic Report for Collier County and the District One Regional Planning Model respectively.

PAVEMENT LAYER DETAIL DIAGRAMS

FLEXIBLE PAVEMENT MILLING, WIDENING AND SHOULDER

16TH ST NE SOUTH OF GOLDEN GATE MAIN CANAL

FPID# 451283-1

N. T. S.

16TH ST NE NORTH OF GOLDEN GATE MAIN CANAL

RANDALL BOULEVARD

APPENDIX A

TYPICAL SECTION PACKAGE

PROJECT LOCATION

https://goo.gl/maps/8h4bPNnURfNHNu42A

R -2

-E

R -2

-E

R -2

-E

R -2

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T-47-S

T-48-S

T-48-S

T-49-S

N

ENGINEER OF RECORD:

ROADWAY PLANS

CONTRACT PLANS

COLLIER COUNTY

growth management department

16TH STREET NE

FROM GOLDEN GATE BOULEVARD TO RANDALL BOULEVARD

R -2

-E

R -2

-E

T-48-S

T-49-S

T-47-S

T-48-S

R -2

-E

R -2

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R -2

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R -2

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R -2

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R -2

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NAPLES BEACH

TO

IMMOKALEE

TO

VENDOR NO.: F59-1677145

PROJECT NO.: 60212.1

PHONE: (239) 278-5999

FORT MYERS, FLORIDA 33912

13461 PARKER COMMONS BLVD., STE. 104

KISINGER CAMPO AND ASSOCIATES CORP.

P.E. NO.: 80442

JESSE E. GILL, P.E.

DENNIS F. McCOY, P.E.

STRUCTURES PLANS

LIGHTING PLANS

SIGNALIZATION PLANS

SIGNING AND PAVEMENT MARKINGS PLANS

ROADWAY PLANS

JANUARY 2023

TYPICAL SECTION SUBMITTAL

PROJECT MANAGER:

COLLIER COUNTY

TYPICAL SECTION

KEY SHEET

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NO.

SHEET

YEAR

FISCAL

EXPRESSWAY

T U

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IK

E

PENSACOLA FORT WALTON

BEACH

PANAMA

CITY

CHIPLEY

TALLAHASSEE

JACKSONVILLE

ST AUGUSTINE

GAINESVILLE

OCALA DAYTONA BEACH

DELAND

NEW PORT RICHEY

TAMPA

LAKELAND

MELBOURNE -

COCOA

ORLANDO

BARTOWST PETERSBURG

SARASOTA -

BRADENTON

FT PIERCE

FT MYERS

WEST PALM

BEACH

FT LAUDERDALE

MIAMI

NAPLES

KEY WEST

CITY

LAKE

F

LO

R

ID

A 'S

BEACH LINE

NUMBER

PROJECT

60212.1

SHEET DESCRIPTIONSHEET NO.

INDEX OF ROADWAY PLANS

GOVERNING STANDARD SPECIFICATIONS:

CONTRACT PLANS COMPONENTS

ENGINEER OF RECORD:

ROADWAY PLANS

http://www.fdot.gov/programmanagement/Implemented/SpecBooks for Road and Bridge Construction at the following website:

Florida Department of Transportation, FY 2023-2024 Standard Specifications

GOVERNING STANDARD PLANS:

Component

Standard Plans for Bridge Construction are included in the Structures Plans following website: http://www.fdot.gov/design/standardplans

Standard Plans for Road Construction and associated IRs are available at the

Bridge Construction and applicable Interim Revisions (IRs).

Florida Department of Transportation, FY 2023-2024 Standard Plans for Road and

FINANCIAL PROJECT ID 451283-1 (FEDERAL FUNDS)

COLLIER COUNTY

AVE MARIA

TO

STA. 1175+00.00

¡ CONST. 16TH ST.

END PROJECT

STA. 1060+95.00

¡ CONST. 16TH ST.

BEGIN BRIDGE

STA. 1002+00.00

¡ CONST. 16TH ST.

BEGIN PROJECT

STA. 1062+45.00

¡ CONST. 16TH ST.

END BRIDGE

STA. 504+40.00

¡ CONST. RANDALL BLVD.

BEGIN PROJECT

STA. 524+60.00

¡ CONST. RANDALL BLVD.

END PROJECT

STA. 1069+82.00

¡ CONST. 16TH ST.

END ROADWAY CONST.

STA. 1080+82.00

¡ CONST. 16TH ST.

BEGIN ROADWAY CONST.

& ASSOCIATES

KISINGER CAMPO

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

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REVISIONS

DATE DESCRIPTION

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SHEET

T H

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O F

F I

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ROAD NAME

16TH ST. NE

COUNTY

COLLIER

451283-1

GROWTH MANAGEMENT DEPARTMENT

FINANCIAL PROJECT ID

11'11'

0.06

:4

M A X

(MAX.)

0.02

R1L1

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

STANDARD CLEARING AND GRUBBING

6' TURFVARIES (1' MIN.)

SOD SWK.

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

TURF

19' 31' R/W50' R/W

& GRUBBING

STANDARD CLEARING

VARIES*

± 17'

2' SOD

NATURAL GROUND

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

¡ CONST. 16TH. ST.£ SURVEY 16TH. ST.EXIST. R/W LINE EXIST. R/W LINE

LIMITS OF CONSTRUCTION

LIMITS OF CONSTRUCTION

NATURAL GROUND

LBR 40

TYPE B STABILIZATION

POINT

CONTROL

MILLING

EXIST. BASE

LBR 40

TYPE B STABILIZATION

MILLED SURFACE

LBR 40

TYPE B STABILIZATION

MILLING & RESURFACING

RESURFACING

MILLING

PAVT.

SHLDR.

4'

OPTIONAL BASE

WIDENING

± 3'

WIDENING

± 2'

6" CONC. SWK.

4"

4"

4"4" 4"4"

ASPH. PAVT.

WIDENING & SHOULDER PAVEMENT DETAIL

TYPICAL SECTION (1)

0.06 1 :4 (M

A X

MAX. DEPTH OF OVERBUILD VARIES

OVERBUILD

TYPE SP OVERBUILD (TRAFFIC B) THICKNESS VARIES

MILLING

(SEE CROSS SECTIONS FOR CROSS SLOPE)

MILL EXIST. ASPH. PAVT. FOR AVG. DEPTH (2 ƀ")

EXIST. BASE

OPTIONAL BASE

WIDENING

± 2'-3'**

0.06

:4

M A X

MILLED SURFACE

OF SP STRUCTURAL COURSE (TRAFFIC B).

PRIME/TACKED COATED PRIOR TO PLACEMENT

DURING MILLING OPERATIONS MUST BE

2) EXISTING LIMEROCK BASE THAT IS EXPOSED

DUE TO THE ACTUAL PAVT. WIDTH.

1) ACTUAL WIDTH OF BASE WIDENING MAY VARY

NOTE:

VARIES*

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC B) OVERBUILD

AT NO ADDITIONAL COMPENSATION

OF OPTIONAL BASE MATERIAL

THIS AREA MAY BE CONSTRUCTED

TARGET SPEED = 30 MPH

POSTED SPEED = 30 MPH

DESIGN SPEED = 30 MPH

DESIGN HOUR T = 6.35%

K = 9.5% D = 56.70% T = 12.70% (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 7300

ESTIMATED OPENING YEAR = 2025 AADT = 3600

CURRENT YEAR = 2021 AADT = 3300

TRAFFIC DATA

RESUFRACING

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 6 (TYPE B-12.5 ONLY) WITH

WIDENING

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 6 (TYPE B-12.5 ONLY) WITH

APRON CONSTRUCTION

SHOULDER PAVEMENT/DRIVEWAY/

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

:4 (M

A X .) V

A R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

N.T.S.

N.T.S.

STA. 1002+00.00 TO STA. 1055+00.00

TYPICAL SECTION

16TH ST. NE

VARIES*

AVOID A VERTICAL JOINT.

WIDENING ON THE SAME LIFT AS THE MILLED SECTION TO

** PLACE BASE, STRUCTURAL AND FRICTION COURSES FOR THE

OVERBUILD TO OBTAIN CROSS SLOPE (0.015 -0.03).

* MILL EXIST. ASPH. (AVG. 2 ƀ" DEPTH) AT CONTROL POINT.

1' MIN.

1' MIN.

& ASSOCIATES

KISINGER CAMPO

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

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DATE DESCRIPTION

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GROWTH MANAGEMENT DEPARTMENT

FINANCIAL PROJECT ID

:4 (M

A X

0.06

:4

M A X

(MAX.)

0.02

6'

SHLDR.

P A

V T

S H

L D

R

6'

SOD SWK.

6'

SHLDR.

0.02

:3

(M

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0.06

VARIES*

6"

4"

PAVT.

SHLDR.

PAVT.

SHLDR.

& GRUBBING

STANDARD CLEARING

SOD

VARIES

TURF

SWK.

VARIE

S*

& GRUBBING

STANDARD CLEARING

0.02

:3

(M

A X

6"

SOD

VARIES SWK.

PAVT.

SHLDR.

31' R/W0'-19'50' R/W

STANDARD CLEARING AND GRUBBING

TURF

11'-12'11'-12'

4'

4" 4"

4' TURF

VARIES (1' MIN.)

NATURAL GROUND

LBR 40

TYPE B STABILIZATION

POINT

GRADE

PROFILE

4" 4"

¡ CONST. 16TH. ST.£ SURVEY 16TH. ST. EXIST. R/W LINE

LIMITS OF CONSTRUCTION

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

EXIST. R/W LINE

LIMITS OF CONSTRUCTION

6" CONC. SWK.

NATURAL GROUND

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

2' SOD

P A

V T

S H

L D

R

6'6'6'6'

NATURAL GROUND

LIMITS OF CONSTRUCTION

EXIST. R/W LINE 2' SOD

VARIE

S*

0.02

:3

(M

A X

2" MISC. ASPH.

6" CONC. SWK.

& GUTTER

TYPE F CURB

LBR 40

TYPE B STABILIZATION

6" CONC. SWK.

& GUTTER

TYPE F CURB

LBR 40

TYPE B STABILIZATION

3'

LIMITS OF CONSTRUCTION

EXIST. R/W LINE

NATURAL GROUND

& GRUBBING

STANDARD CLEARING

3'

EXIST. R/W LINE

CONSTRUCTION

LIMITS OF

LBR 40

TYPE B STABILIZATION

SHLDR. GUTTER

2" MISC. ASPH.

GUARDRAIL

NATURAL GROUND

AND FROM (-) 0.02 TO (-) 0.06

* SUPERELEVATION TRANSITION FROM (-) 0.06 TO (-) 0.02

OF SP STRUCTURAL COURSE (TRAFFIC B)

PRIME/TACKED COATED PRIOR TO PLACEMENT

DURING MILLING OPERATIONS MUST BE

1) EXISTING LIMEROCK BASE THAT IS EXPOSED

NOTE:

0.06

TYPICAL SECTION (2)

SHOULDER CONSTRUCTION

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

SHOULDER CONSTRUCTION

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

TARGET SPEED = 30 MPH

POSTED SPEED = 30 MPH

DESIGN SPEED = 30 MPH

DESIGN HOUR T = 6.35%

K = 9.5% D = 56.70% T = 12.70% (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 7300

ESTIMATED OPENING YEAR = 2025 AADT = 3600

CURRENT YEAR = 2021 AADT = 3300

TRAFFIC DATA

SHOULDER CONSTRUCTION

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

APRON CONSTRUCTION

SHOULDER PAVEMENT/DRIVEWAY/

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

:4 (M

A X

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

N.T.S. N.T.S. N.T.S.

N.T.S.

STA. 1062+45.00 TO STA 1068+34.00

STA. 1055+00.00 TO STA. 1060+95.00

TYPICAL SECTION

16TH ST. NE

STA. 1059+00.00 TO STA 1060+95.00

4'-6'

STA. 1059+00.00 TO STA 1060+95.00

STA. 1062+45.00 TO STA. 1063+20.00

PAVEMENT

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 6 (TYPE B-12.5 ONLY) WITH

0.02

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

1/13/2023jvillafuerte c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\juan villafuerte-albor\dms38688\TYPSRD01.dgn11:12:20 AM

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FINANCIAL PROJECT ID

TYPICAL SECTION (3)

12'12'

0.02

6' 12'6'

PERMITTED

CONST. JOINT

0.02

SWK. SHLDR. SHLDR.

BARRIER (INDEX 521-427)

36" SINGLE SLOPE TRAFFIC

1'-1" 1'-4"

EXIST. R/W LINE

LIMITS OF CONSTRUCTION

EXIST. R/W LINE

50' R/W 50' R/W

LIMITS OF CONSTRUCTION

STANDARD CLEARING AND GRUBBING

TARGET SPEED = 30 MPH

POSTED SPEED = 30 MPH

DESIGN SPEED = 30 MPH

DESIGN HOUR T = 6.35%

K = 9.5% D = 56.70% T = 12.70% (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 7300

ESTIMATED OPENING YEAR = 2025 AADT = 3600

CURRENT YEAR = 2021 AADT = 3300

TRAFFIC DATA

POST C1)

RAILING (INDEX 515-022,

W/ PEDESTRIAN BULLET

RAILING (INDEX 521-423)

32" VERTICAL TRAFFIC

¡ CONST. 16TH. ST.

£ SURVEY 16TH. ST.

N.T.S.

STA. 1060+95.00 TO STA. 1062+45.00

BRIDGE TYPICAL SECTION

16TH ST. NE

0.02

0.02 0.02

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

1/13/2023jvillafuerte c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\juan villafuerte-albor\dms38688\TYPSRD01.dgn11:12:21 AM

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FINANCIAL PROJECT ID

11'11'

:4 (M

A X

0.060.06

:4

M A X

(MAX.)

0.02

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

STANDARD CLEARING AND GRUBBING

6' TURFVARIES (1' MIN.)

SOD SWK.

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

TURF

19' 31' R/W50' R/W

& GRUBBING

STANDARD CLEARING

2' SOD

NATURAL GROUND

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

¡ CONST. 16TH. ST.£ SURVEY 16TH. ST.EXIST. R/W LINE EXIST. R/W LINE

LIMITS OF CONSTRUCTION

LIMITS OF CONSTRUCTION

NATURAL GROUND

MILLING & RESURFACING

6" CONC. SWK.

POINT

CONTROL

MILLING

TYPICAL SECTION (4)

MILLED SURFACE

LBR 40

TYPE B STABILIZATION

MAX. DEPTH OF OVERBUILD VARIES

EXIST. BASE

ASPH. PAVT.

OPTIONAL BASE

LBR 40

TYPE B STABILIZATION

OF SP STRUCTURAL COURSE (TRAFFIC B).

PRIME/TACKED COATED PRIOR TO PLACEMENT

DURING MILLING OPERATIONS MUST BE

2) EXISTING LIMEROCK BASE THAT IS EXPOSED

DUE TO THE ACTUAL PAVT. WIDTH.

1) ACTUAL WIDTH OF BASE WIDENING MAY VARY

NOTE:

OVERBUILD

TYPE SP OVERBUILD (TRAFFIC B) THICKNESS VARIES

MILLING

(SEE CROSS SECTIONS FOR CROSS SLOPE)

MILL EXIST. ASPH. PAVT. FOR AVG. DEPTH (3 ƀ")

R1L1

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC B) OVERBUILD

TARGET SPEED = 30 MPH

POSTED SPEED = 30 MPH

DESIGN SPEED = 30 MPH

DESIGN HOUR T = 6.35%

K = 9.5% D = 56.70% T = 12.70% (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 7300

ESTIMATED OPENING YEAR = 2025 AADT = 3600

CURRENT YEAR = 2021 AADT = 3300

TRAFFIC DATA

RESUFRACING

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 6 (TYPE B-12.5 ONLY) WITH

APRON CONSTRUCTION

SHOULDER PAVEMENT/DRIVEWAY/

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

:4 (M

A X

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

N.T.S.

OVERBUILD TO OBTAIN CROSS SLOPE (0.015 -0.03).

* MILL EXIST. ASPH. (AVG. 3 ƀ" DEPTH) AT CONTROL POINT.

STA. 1080+82.00 TO STA. STA. 1168+00.00

STA. 1068+34.00 TO STA. 1069+82.00

TYPICAL SECTION

16TH ST. NE

VARIES*VARIES*

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

1/13/2023jvillafuerte c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\juan villafuerte-albor\dms38688\TYPSRD01.dgn11:12:22 AM

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FINANCIAL PROJECT ID

TYPICAL SECTION (5)

6" CONC. SWK.

NATURAL GROUND

6'VARIES (1' MIN.)

SWK.

2' SOD

AND GRUBBING

CLEARING

STANDARD STA. 1069+82.00 TO STA. 1080+82.00

TYPICAL SECTION

16TH ST. NE

11' 11' 11'11' 5' 2'5'2'

¡ CONST.

3'VARIES

V A

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3' VARIES

V A

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EXISTING R/W

VARIES

EXISTING R/W

VARIES

0.02 0.02 0.020.02

0.06 0.06

PGL

:4

:3

:3

:4

GROUND

NATURAL

12"

SHOULDER

UNPAVED

PAVED SHOULDER

SHOULDER

UNPAVED

PAVED SHOULDER

TYPE B STABILIZATION LBR 40

EXIST. R/W LINE

0.02 (MAX.)

GROUND

NATURAL

1) ROADWAY WORK BY OTHERS (PROJECT NUMBER 60168).

NOTE:

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

1/13/2023jvillafuerte c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\juan villafuerte-albor\dms38688\TYPSRD01.dgn11:12:24 AM

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FINANCIAL PROJECT ID

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

TURF (INDEX 570-010)

TREATMENT 1

2'-8" SOD

:4

M A X

:4 (M

A X

(MAX.)

0.02NATURAL GROUND

6" CONC. SWK.

6'VARIES (1' MIN.)

SOD SWK.

2' SOD

11'

0.06

(M A X

(M

X

0'-3.6' 11' 6'

SHLDR.

4'

PAVT.

SHLDR.

4"

TURF

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

0'-5'

POINT

CONTROL

MILLING

MILLING & RESURFACING

& GRUBBING

STANDARD CLEARING STANDARD CLEARING AND GRUBBING

19'50' R/W 31' R/W

¡ CONST. 16TH. ST.£ SURVEY 16TH. ST. EXIST. R/W LINEEXIST. R/W LINE

LIMITS OF CONSTRUCTION LIMITS OF CONSTRUCTION

TYPICAL SECTION (6)

GORETURN LANE

VARIES*VARIES*

MAX. DEPTH OF OVERBUILD VARIES

LBR 40

TYPE B STABILIZATION

EXIST. BASE

ASPH. PAVT.

OPTIONAL BASE

OF SP STRUCTURAL COURSE (TRAFFIC B)

PRIME/TACKED COATED PRIOR TO PLACEMENT

DURING MILLING OPERATIONS MUST BE

2) EXISTING LIMEROCK BASE THAT IS EXPOSED

DUE TO THE ACTUAL PAVT. WIDTH.

1) ACTUAL WIDTH OF BASE WIDENING MAY VARY

NOTE:

OVERBUILD

TYPE SP OVERBUILD (TRAFFIC B) THICKNESS VARIES

MILLING

(SEE CROSS SECTIONS FOR CROSS SLOPE)

MILL EXIST. ASPH. PAVT. FOR AVG. DEPTH (3 ƀ")

4"

NATURAL GROUND

R1

RL1

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC B) OVERBUILD

WIDENING

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 6 (TYPE B-12.5 ONLY) WITH

RESUFRACING

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC B) (2")

OPTIONAL BASE GROUP 6 (TYPE B-12.5 ONLY) WITH

TARGET SPEED = 30 MPH

POSTED SPEED = 30 MPH

DESIGN SPEED = 30 MPH

DESIGN HOUR T = 6.35%

K = 9.5% D = 56.70% T = 12.70% (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 7300

ESTIMATED OPENING YEAR = 2025 AADT = 3600

CURRENT YEAR = 2021 AADT = 3300

TRAFFIC DATA

V A

R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

N.T.S.

0'-11'4'

STA. 1168+00.00 TO STA. 1175+00.00

TYPICAL SECTION

16TH ST. NE

0.02

PROPOSED BASE

6"-12"

1 ƀ" FRICTION COURSE

2" SP STRUCTURAL COURSE

N.T.S.

WIDENING PAVEMENT JOINT DETAIL

EXIST. BASE

APRON CONSTRUCTION

SHOULDER PAVEMENT/DRIVEWAY/

FRICTION COURSE FC-12.5 (TRAFFIC B) (1 b") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

PAVEMENT WIDENING JOINT

AVOID A VERTICAL JOINT.

WIDENING ON THE SAME LIFT AS THE MILLED SECTION TO

** PLACE BASE, STRUCTURAL AND FRICTION COURSES FOR THE

OVERBUILD TO OBTAIN CROSS SLOPE (0.015 -0.03).

* MILL EXIST. ASPH. (AVG. 3 ƀ" DEPTH) AT CONTROL POINT.

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

1/13/2023jvillafuerte c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\juan villafuerte-albor\dms38688\TYPSRD01.dgn11:12:25 AM

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FINANCIAL PROJECT ID

0'-12'

:4 (M

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:4

M A X

MILLING & RESURFACING

22'

¡ CONST. RANDALL BLVD. £ SURVEY RANDALL BLVD. EXIST. R/W LINEEXIST. R/W LINE

0'-12'12'

28' R/W 50' R/W

6'

PAVT.

SHLDR.

4"

TURF

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

4'

4"

SHLDR.

CONSTRUCTION

LIMITS OF

& GRUBBING

STANDARD CLEARING

LIMITS OF CONSTRUCTION

POINT

CONTROL

MILLING

TYPICAL SECTION (7)

TURN LANETURN LANE

12'

OF SP STRUCTURAL COURSE (TRAFFIC C)

PRIME/TACKED COATED PRIOR TO PLACEMENT

DURING MILLING OPERATIONS MUST BE

2) EXISTING LIMEROCK BASE THAT IS EXPOSED

DUE TO THE ACTUAL PAVT. WIDTH.

1) ACTUAL WIDTH OF BASE WIDENING MAY VARY

NOTE:

OVERBUILD

TYPE SP OVERBUILD (TRAFFIC C) THICKNESS VARIES

MILLING

(SEE CROSS SECTIONS FOR CROSS SLOPE)

MILL EXIST. ASPH. PAVT. FOR AVG. DEPTH (1 ƀ")

WIDENING

FRICTION COURSE FC-12.5 (TRAFFIC C) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC C) (2 ƀ")

OPTIONAL BASE GROUP 10 (TYPE B-12.5 ONLY) WITH

RESUFRACING

FRICTION COURSE FC-12.5 (TRAFFIC C) (1 ƀ") (PG 76-22)

0.02 0.03

0.06

EXIST. BASE

AL1

AR1

OVERBUILD VARIES

MAX. DEPTH OF

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC C) OVERBUILD

TARGET SPEED = 45 MPH

POSTED SPEED = 45 MPH

DESIGN SPEED = 45 MPH

DESIGN HOUR T = 3.35%

K = 9.0% D = 56.70% T = 6.70 % (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 28500

ESTIMATED OPENING YEAR = 2025 AADT = 17400

CURRENT YEAR = 2021 AADT = 16300

TRAFFIC DATA

APRON CONSTRUCTION

SHOULDER PAVEMENT/DRIVEWAY/

FRICTION COURSE FC-12.5 (TRAFFIC C) (1 ƀ") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

STANDARD CLEARING AND GRUBBING

N.T.S.

STA. 504+40.00 TO STA. 514+00.00

TYPICAL SECTION

RANDALL BLVD.

VARIES* VARIES*

6"-12"

OVERBUILD

MILLED SURFACE

1 ƀ" FRICTION COURSE

PROPOSED BASE

EXIST. BASE

N.T.S.

2 ƀ" SP STRUCTURAL COURSE

WIDENING PAVEMENT JOINT DETAIL

OVERBUILD TO OBTAIN CROSS SLOPE (0.015 -0.03).

* MILL EXIST. ASPH. (1 ƀ" DEPTH) AT CONTROL POINT.

PAVEMENT WIDENING JOINT

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

1/13/2023jvillafuerte c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\juan villafuerte-albor\dms38688\TYPSRD01.dgn11:12:26 AM

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FINANCIAL PROJECT ID

12' 12'0'-12' 0'-12'

:4 (M

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:4

M A X

NATURAL GROUND

MILLING & RESURFACING

6'

PAVT.

SHLDR.

4"

TURF

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

4"4"

4'

LIMITS OF CONSTRUCTION

STANDARD CLEARING AND GRUBBING

50' R/W23'27' R/W

¡ CONST. RANDALL BLVD.

£ SURVEY RANDALL BLVD.

EXIST. R/W LINE

EXIST. R/W LINELIMITS OF CONSTRUCTION

TEMP. CONST. EASEMENT

SHLDR.

POINT

CONTROL

MILLING

LBR 40

TYPE B STABILIZATION

CURB & GUTTER

TYPE F

TURN LANE TURN LANE

TYPICAL SECTION (8)

RR1

AL1

OF SP STRUCTURAL COURSE (TRAFFIC C)

PRIME/TACKED COATED PRIOR TO PLACEMENT

DURING MILLING OPERATIONS MUST BE

2) EXISTING LIMEROCK BASE THAT IS EXPOSED

DUE TO THE ACTUAL PAVT. WIDTH.

1) ACTUAL WIDTH OF BASE WIDENING MAY VARY

NOTE:

OVERBUILD

TYPE SP OVERBUILD (TRAFFIC C) THICKNESS VARIES

MILLING

(SEE CROSS SECTIONS FOR CROSS SLOPE)

MILL EXIST. ASPH. PAVT. FOR AVG. DEPTH (1 ƀ")

WIDENING

FRICTION COURSE FC-12.5 (TRAFFIC C) (1 ƀ") (PG 76-22)

TYPE SP STRUCTURAL COURSE (TRAFFIC C) (2 ƀ")

OPTIONAL BASE GROUP 10 (TYPE B-12.5 ONLY) WITH

RESUFRACING

FRICTION COURSE FC-12.5 (TRAFFIC C) (1 ƀ") (PG 76-22)

0.06

0.020.02

MILLED SURFACE

EXIST. BASE

OVERBUILD VARIES

MAX. DEPTH OF

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC C) OVERBUILD

0'-15'

TARGET SPEED = 45 MPH

POSTED SPEED = 45 MPH

DESIGN SPEED = 45 MPH

DESIGN HOUR T = 3.35%

K = 9.0% D = 56.70% T = 6.70 % (24 HOUR)

ESTIMATED DESIGN YEAR = 2045 AADT = 28500

ESTIMATED OPENING YEAR = 2025 AADT = 17400

CURRENT YEAR = 2021 AADT = 16300

TRAFFIC DATA

STANDARD CLEARING AND GRUBBING

V A

R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

N.T.S.

STA. 514+00.00 TO STA. 524+60.00

TYPICAL SECTION

RANDALL BLVD.

TO AVOID A VERTICAL JOINT.

COURSES 6" TO 12" BETWEEN WIDENING AND MILLED SECTIONS

*** STAGGER THE PLACEMENT OF THE STRUCTURAL AND FRICTION

OVERBUILD TO OBTAIN CROSS SLOPE (0.015 -0.03).

* MILL EXIST. ASPH. (1 ƀ" DEPTH) AT CONTROL POINT.

VARIES*VARIES*

APRON CONSTRUCTION

SHOULDER PAVEMENT/DRIVEWAY/

FRICTION COURSE FC-12.5 (TRAFFIC C) (1 b") (PG 76-22)

OPTIONAL BASE GROUP 1 (TYPE B-12.5 ONLY) WITH

APPENDIX B

TRAFFIC DATA (18 KIP EQUIVALENT SINGLE

AXLE LOADS)

Collier 16th St NE

A: Interpolation B: Enter Growth Rate A C: Enter All AADTs D: New Facility X % If "A" select an interpolation function % If "B" enter rate as decimals (1%=1.01) % If ""C", or "D" continue to next section

AADT Daily Direction Split 2021 3300 50% 2025 N/A 1 2035 N/A 2045 7300 Existing to Opening Year 12.00%

Note: AADT values have been rounded to the nearest 100 Opening to Mid-Year 12.00% Mid-Year to Design-Year 12.00%

(selected with an X) FLEXIBLE PAVEMENT RIGID PAVEMENT

SN = 5/THICK SN = 12/THICK

1.050 1.600

0.900 1.270

0.960 X 1.350

0.890 1.220

(1) Equivalency Factors are based on Updated Pavement Damage Factors Memorandum, dated July 2, 1998.

Lane Factors developed by Copes equation

Prepared by:

Name Title Org. Unit or Firm Date

Signature

Reviewed by: Name Title Org. Unit or Firm Date

Signature

I have reviewed the 18 kip Equivalent Single Axle Loads (ESAL's) to be used for pavement design on this project. I hereby attest that these have been developed in accordance with the FDOT Project Traffic Forecasting Procedure using historical traffic data and other available information.

Design Year

RURAL HIGHWAY:

URBAN HIGHWAY:

OTHER (Enter Factor and X):

1995 EQUIVALENCY FACTORS |u(1)|

RURAL FREEWAY:

URBAN FREEWAY:

(select one)

Compounded Growth Rate Linear Growth Rate

GROWTH RATE FORMULA

Choose A, B, C, or D here:

Decaying Growth Rate

T24 values

(50% or 100%)

DESIGN INFORMATION

Existing Year Opening Year

Mid-Design Year Lanes in One Direction

LOCATION DESCRIPTION: Randall Blvd to Golden Gate Blvd

PROJECT TRAFFIC FOR PD&E and DESIGN ANALYSIS INFO / FACTORS

18 kip EQUIVALENT SINGLE AXLE LOAD ANALYSIS

LOCATION #:

PIN #:

COUNTY:

ROADWAYID:

PROJECT DESCRIPTION:

YEARS:

SECTION #: 0 COUNTY: Collier PIN #: 451283-1

0.960 16th St NE A

ESAL ACCUM

YEAR AADT (1000S) (1000s) D T LF EF

2021 3300 70 0 0.5 12.00% 1.000 0.960 2022 3400 72 0 0.5 12.00% 1.000 0.960 2023 3600 76 0 0.5 12.00% 1.000 0.960 2024 3800 80 0 0.5 12.00% 1.000 0.960 2025 3900 82 82 0.5 12.00% 1.000 0.960 2026 4100 87 169 0.5 12.00% 1.000 0.960 2027 4300 91 260 0.5 12.00% 1.000 0.960 2028 4400 93 353 0.5 12.00% 1.000 0.960 2029 4600 97 450 0.5 12.00% 1.000 0.960 2030 4800 101 551 0.5 12.00% 1.000 0.960 2031 4900 104 655 0.5 12.00% 1.000 0.960 2032 5100 108 763 0.5 12.00% 1.000 0.960 2033 5300 112 875 0.5 12.00% 1.000 0.960 2034 5400 114 989 0.5 12.00% 1.000 0.960 2035 5600 118 1107 0.5 12.00% 1.000 0.960 2036 5800 122 1229 0.5 12.00% 1.000 0.960 2037 5900 125 1354 0.5 12.00% 1.000 0.960 2038 6100 129 1483 0.5 12.00% 1.000 0.960 2039 6300 133 1616 0.5 12.00% 1.000 0.960 2040 6400 135 1751 0.5 12.00% 1.000 0.960 2041 6600 139 1890 0.5 12.00% 1.000 0.960 2042 6800 143 2033 0.5 12.00% 1.000 0.960 2043 6900 146 2179 0.5 12.00% 1.000 0.960 2044 7100 150 2329 0.5 12.00% 1.000 0.960 2045 7300 154 2483 0.5 12.00% 1.000 0.960

Prepared by:

Name Title Org.Unit or F Date

Signature

Reviewed By: Name Title Org.Unit or F Date

Signature

18 kip EQUIVALENT SINGLE AXLE LOAD ANALYSIS - LOCATION 1

PROJECT TRAFFIC FOR PD&E and DESIGN ANALYSIS INFO / FACTORS

SN=5/THICK

2021 to 2045

FLEXIBLE PAVEMENT RURAL HIGHWAY

I have reviewed the 18 kip Equivalent Single Axle Loads (ESAL's) to be used for pavement design on this project. I hereby attest that these have been developed in accordance with the FDOT Project Traffic Forecasting Procedure using historical traffic data and other available information.

Opening to Mid-Design Year ESAL Accumulation (1000s):

Opening to Design Year ESAL Accumulation (1000s):

Collier 16th St NE

A: Interpolation B: Enter Growth Rate A C: Enter All AADTs D: New Facility X % If "A" select an interpolation function % If "B" enter rate as decimals (1%=1.01) % If ""C", or "D" continue to next section

AADT Daily Direction Split 2021 15200 50% 2025 N/A 1 2035 N/A 2045 28541 Existing to Opening Year 7.00%

Note: AADT values have been rounded to the nearest 100 Opening to Mid-Year 7.00% Mid-Year to Design-Year 7.00%

(selected with an X) FLEXIBLE PAVEMENT RIGID PAVEMENT

SN = 5/THICK SN = 12/THICK

1.050 1.600

0.900 1.270

0.960 X 1.350

0.890 1.220

(1) Equivalency Factors are based on Updated Pavement Damage Factors Memorandum, dated July 2, 1998.

Lane Factors developed by Copes equation

Prepared by:

Name Title Org. Unit or Firm Date

Signature

Reviewed by: Name Title Org. Unit or Firm Date

Signature

LOCATION DESCRIPTION: Randall Blvd at 16th St NE

PROJECT TRAFFIC FOR PD&E and DESIGN ANALYSIS INFO / FACTORS

18 kip EQUIVALENT SINGLE AXLE LOAD ANALYSIS

LOCATION #:

PIN #:

COUNTY:

ROADWAYID:

PROJECT DESCRIPTION:

T24 values

(50% or 100%)

DESIGN INFORMATION

Existing Year Opening Year

Mid-Design Year Lanes in One Direction

(select one)

Compounded Growth Rate Linear Growth Rate

GROWTH RATE FORMULA

Choose A, B, C, or D here:

Decaying Growth Rate

I have reviewed the 18 kip Equivalent Single Axle Loads (ESAL's) to be used for pavement design on this project. I hereby attest that these have been developed in accordance with the FDOT Project Traffic Forecasting Procedure using historical traffic data and other available information.

Design Year

RURAL HIGHWAY:

URBAN HIGHWAY:

OTHER (Enter Factor and X):

1995 EQUIVALENCY FACTORS |u(1)|

RURAL FREEWAY:

URBAN FREEWAY:

YEARS:

SECTION #: 0 COUNTY: Collier PIN #: 451283-1

0.960 16th St NE A

ESAL ACCUM

YEAR AADT (1000S) (1000s) D T LF EF

2021 15200 187 0 0.5 7.00% 1.000 0.960 2022 15700 193 0 0.5 7.00% 1.000 0.960 2023 16300 200 0 0.5 7.00% 1.000 0.960 2024 16800 207 0 0.5 7.00% 1.000 0.960 2025 17400 214 214 0.5 7.00% 1.000 0.960 2026 17900 220 434 0.5 7.00% 1.000 0.960 2027 18500 227 661 0.5 7.00% 1.000 0.960 2028 19000 234 895 0.5 7.00% 1.000 0.960 2029 19600 241 1136 0.5 7.00% 1.000 0.960 2030 20200 248 1384 0.5 7.00% 1.000 0.960 2031 20700 254 1638 0.5 7.00% 1.000 0.960 2032 21300 262 1900 0.5 7.00% 1.000 0.960 2033 21800 268 2168 0.5 7.00% 1.000 0.960 2034 22400 275 2443 0.5 7.00% 1.000 0.960 2035 22900 281 2724 0.5 7.00% 1.000 0.960 2036 23500 289 3013 0.5 7.00% 1.000 0.960 2037 24000 295 3308 0.5 7.00% 1.000 0.960 2038 24600 302 3610 0.5 7.00% 1.000 0.960 2039 25200 310 3920 0.5 7.00% 1.000 0.960 2040 25700 316 4236 0.5 7.00% 1.000 0.960 2041 26300 323 4559 0.5 7.00% 1.000 0.960 2042 26800 329 4888 0.5 7.00% 1.000 0.960 2043 27400 337 5225 0.5 7.00% 1.000 0.960 2044 27900 343 5568 0.5 7.00% 1.000 0.960 2045 28500 350 5918 0.5 7.00% 1.000 0.960

Prepared by:

Name Title Org.Unit or F Date

Signature

Reviewed By: Name Title Org.Unit or F Date

Signature

I have reviewed the 18 kip Equivalent Single Axle Loads (ESAL's) to be used for pavement design on this project. I hereby attest that these have been developed in accordance with the FDOT Project Traffic Forecasting Procedure using historical traffic data and other available information.

Opening to Mid-Design Year ESAL Accumulation (1000s):

Opening to Design Year ESAL Accumulation (1000s):

18 kip EQUIVALENT SINGLE AXLE LOAD ANALYSIS - LOCATION 1

PROJECT TRAFFIC FOR PD&E and DESIGN ANALYSIS INFO / FACTORS

SN=5/THICK

2021 to 2045

FLEXIBLE PAVEMENT RURAL HIGHWAY

FLORIDA DEPARTMENT OF TRANSPORTATION

TRANSPORTATION STATISTICS OFFICE

2021 HISTORICAL AADT REPORT

COUNTY: 03 - COLLIER

SITE: 0273 - 16TH ST NE, SOUTH OF RANDALL BLVD

YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR

2021 3300 C N 1600 S 1700 9.50 56.70 12.70

AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE

S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE

V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN

*K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES

FLORIDA DEPARTMENT OF TRANSPORTATION

2021 ANNUAL AVERAGE DAILY TRAFFIC REPORT - REPORT TYPE: ALL

COUNTY: 03 COLLIER

SITE AADT "K" "D" "T"

SITE TYPE DESCRIPTION DIRECTION 1 DIRECTION 2 TWO-WAY FCTR FCTR FCTR

4104 GOODLETTE-FRANK RD, 850 FT N OF CR-896/PINE RIDG N 11000E S 10500E 21500 F 9.0 56.7F 4.1P

4106 SEAGATE DRIVE, EAST OF CRAYTON ROAD E 3000E W 2700E 5700 F 9.0 56.7F 7.5F

4108 GREEN BLVD, 400 FT E OF LOGAN/SANTA BARBARA E 5700E W 5400E 11100 T 9.0 56.7F 6.7F

4110 ORANGE BLOSSOM DR, 200 FT E OF GOODLETTE-FRANK R E 5300E W 5300E 10600 T 9.0 56.7F 3.7F

4111 CRAYTON RD, 250 FT N OF BANYAN BLVD N 1900E S 2000E 3900 S 9.0 56.7F 3.7F

4112 CR-901/VANDERBILT DR, 300 FT N OF CR-862 N 2300E S 2000E 4300 F 9.0 56.7F 3.2P

4113 CR-864/THOMASSON DR, 150 FT E OF ORCHARD LN E 3400E W 3300E 6700 T 9.0 56.7F 14.2F

4114 WILSON BLVD N, 400 FT N OF GOLDEN GATE BLVD N 3300E S 3100E 6400 T 9.0 56.7F 6.7F

4116 RANDALL BLVD, 900 FT E OF CR-846/IMMOKALEE RD E 7700E W 7500E 15200 S 9.0 56.7F 6.7F

4117 WESTCLOX RD, 300 FT E OF CARSON RD E 1800E W 1900E 3700 T 9.0 56.7F 8.5F

4118 CARSON RD, 400 FT N OF CR-890/LK TRAFFORD RD N 2500E S 2600E 5100 T 9.0 56.7F 8.5F

4119 GULF SHORE DR, 800 FT N OF VANDERBILT BCH RD (HP N 1800E S 1900E 3700 S 9.0 56.7F 3.7F

4121 CHARLOTTE ST, 150 FT NE OF IMMOKALEE DR N 3500E S 3400E 6900 T 9.0 56.7F 8.5F

4122 N 1ST ST, 150 FT N OF SR-29/MAIN ST N 4500E S 4300E 8800 T 9.0 56.7F 8.5F

4123 S CHURCH RD, 400 FT N OF SR-82/IMMOKALEE RD N 400E S 350E 750 F 9.5 56.7F 35.4P

4124 VINEYARDS BLVD, 650 FT N OF CR-896/PINE RIDGE RD N 2600E S 2700E 5300 T 9.0 56.7F 8.5F

SITE TYPE : BLANK= PORTABLE; T= TELEMETERED

"K" FACTOR : DEPARTMENT ADOPTED STANDARD K FACTOR BEGINING WITH COUNT YEAR 2011

AADT FLAGS : C= COMPUTED; E= MANUAL EST; F= FIRST YEAR EST; S= SECOND YEAR EST; T= THIRD YEAR EST; R= FOURTH YEAR EST;

V= FIFTH YEAR EST; 6= SIXTH YEAR EST; X= UNKNOWN

"D/T" FLAGS : A= ACTUAL; F= FACTOR CATG; D= DIST FUNCL; P= PRIOR YEAR; S= STATEWIDE DEFAULT; W= ONE-WAY ROAD; X= CROSS REF

11-MAR-2022 17:06:56 PAGE -06- 622UPD 1_03_CAADT.TXT

Rectangle

(Licensed to KISINGER CAMPO & ASSOCIATES CORP)

13689 13689

18425

18425

GOLDEN GATE

GOLDEN GATE

18425

18425

36556

36556

Vanderbilt Beach Rd

10110

10110

Vanderbilt Beach Rd

Vanderbilt Beach Rd

18596

18596

W

ILSO

N

BL

W

ILSO

N

BL

Vanderbilt Beach Rd

Vanderbilt Beach Rd

1 81

Vanderbilt Beach Rd

Vanderbilt Beach Rd

6 365

1 6TH

1 6TH

4 089 7

4 089 7

EVE R

G

LAD

ES

E VE R

G

LAD

ES

4369 9 4369 9

EV ER

G

L AD

ES

EV ER

G

L AD

ES

27932

27932

RANDALL

RANDALL

27932

27932

RANDALL

RANDALL

1 6TH

1 6TH

20 0

20 0

16 TH

16 TH

72 1

72 1

16 TH

16 TH

72 1

72 1

1 81

1 81 1 81

1 81

0 0

36175

36175

RANDALL

RANDALL

28541

28541

72 96

16 TH

16 TH

GOLDEN GATE

GOLDEN GATE

W

IL SO

N

BL

W

IL SO

N

BL

50815 50815

30236

30236

EV ER

G

L AD

ES B L

EV ER

G

L AD

ES B L

25871

25871

18890

18 890

W

ILSO

N

BL

W

ILSO

N

BL

59822 59822

741 9

W

ILSO

N

BL

W

ILSO

N

BL

26718

26718

21 2

W

IL SO

N

BL

W

IL SO

N

BL

2 716 5

2 716 5

IM

M

O

KAL EE

IM

M

O

KAL EE

28 445 28445

CR-858 OIL WELL RD

CR-858 OIL WELL RD

21537

21537

IM

M

O

KALEE

IM

M

O

KALEE

IM

M

O

KA

LE

E

IM

M

O

KA

LE

E500

22482

22482

GOLDEN GATE

GOLDEN GATE

22576

22576

GOLDEN GATE

GOLDEN GATE

OIL WELL

OIL WELL

12872

12872

CR-858 OIL WELL RD

CR-858 OIL WELL RD

12872

12872

OIL WELL

OIL WELL

18425

18425

GOLDEN GATE

GOLDEN GATE

12231

122 31

EV ER

G

LA

D

ES

EV ER

G

LA

D

ES

43236

43236

OIL WELL

OIL WELL

29823

298 23

EV ER

G

LA

D

ES

EV ER

G

LA

D

ES

29558

29558

EV ER

G

L AD

ES

EV ER

G

L AD

ES

2 961 6

2 961 6

28 22 2 28 22 2

E VE R

G

LA D

ES

E VE R

G

LA D

ES

2 93 23

2 93 23

E VER

G

LA D

E S B L

E VER

G

LA D

E S B L

29 558

29 558

EV ER

G

LAD

E S

EV ER

G

LAD

E S

DESOTO RD

DESOTO RD

jgill Rectangle jgill Callout 16th ST BRIDGE PROJECT LIMITS jgill Highlight jgill Text Box

DIRPM 2045 OUTPUT DATE ACCESSED: DECEMBER 15, 2022

jgill Highlight 28541

APPENDIX C

RESILIENT MODULUS

Roadway Geotechnical Report 6 16th Street NE Bridge Collier County, Florida

FPID: 431895-3-52-01

TSF Project No. 7511-22-279

6.6 Limerock Bearing Ratio

A total of thirteen (13) bulk soil samples were tested for LBR. The recommended design LBR, for the in-situ soils, is 30 psi based on the 90% method.

6.7 Environmental Classification

Environmental classification tests were performed on soil samples obtained from the drainage structure borings along the project alignment. Based on these results, the environmental classification for sub-structures is moderately aggressive for steel and slightly aggressive for concrete. The test results are presented in the Appendix.

6.8 Monitor Existing Structures

Vibration-producing construction activities such as pile driving, sheet pile installation, and extraction, drilled shaft casing installation, and extraction, drilled shaft excavations, and compaction with vibratory rollers can cause vibration and vibration-induced settlement and damage to the adjacent structures. Hence, inspection and vibration and settlement monitoring of existing structures will be required in accordance with Standard Specifications Section 108.

7.0 REPORT LIMITATIONS

Our geotechnical engineering evaluation of the site and subsurface conditions concerning the planned roadway improvements and our recommendations for site preparation and foundation construction is based upon the following: (1) site observations, (2) the field exploratory test data obtained during the geotechnical study, and (3) our understanding of the project information and anticipated final grades as presented in this report.

If the final grades vary considerably from those stated, or when final cross-sectional data becomes available, please contact our offices so that we can review our recommendations. Furthermore, upon the discovery of any site or subsurface conditions during construction, which appears to deviate from the data obtained during this Geotechnical exploration, please contact us immediately so that we may visit the site, observe the differing conditions, and evaluate the new information with regards to our evaluation and recommendations contained herein.

The recommendations presented previously represent design and construction techniques that we feel are both applicable and feasible for the planned construction. We recommend, however, that we be provided the opportunity to review the final plans to evaluate whether our recommendations have been properly interpreted and implemented.

jgill Misc Markups The recommended design LBR, for the in-situ soils, is 30 psi based on the 90% method

APPENDIX D

SUMMARY OF SEASONAL HIGH

GROUNDWATER ESTIMATES

From To Name Symbol Depth to Water Table

(inches) Minimum Maximum

4.62.9

3.2 3.9

0.6 1.2

0.0 4.7

1.3 5.0

2.6 3.0

0.6 2.9

1.8 2.8

1.2 2.9

2.0 2.4

2.3 2.8

2.2 3.0

1.6 3.2

1160+501146+80

1160+50 1171+60

1132+40 1139+50

1139+50 1146+80

1082+00 1087+20

1087+20 1101+50

1101+50 1132+40

1050+50 1057+50

1057+50 1070+50

1072+501070+50

1072+50 1082+00

1036+70 1044+50

1044+50 1050+50

1002+60 1011+80

1011+80 1024+60

1024+60 1036+70

9 ± 1/2

9½ ± 1/2

10½ ± 1/2

8 ½ ± 1/2

8 ½ ± 1/2

8 ½ ± 1/2

8 ½ ± 1/2

9 ½ ± 1/2

10 ± 1/2

10 ± 1/2

8½ ± 1/2

8½ ± 1/2

2.4 2.9

9 ½ ± 1/2

9 ½ ± 1/2

9 ½ ± 1/2

9 ½ ± 1/2

Summary of Seasonal High Groundwater Table Estimates - Roadway USDA Soil Survey for Collier County

Estimated SHGWT Elevation (ft, NAVD)

Roadway Station C/L Measure Groundwater, October 2022 (feet)

Cypress Lake fine sand-Urban land complex, 0 to 2 percent slopes

102 3 to 18

Riviera fine sand, limestone substratum- Urban land complex, 0 to 2 percent slopes

131 0

Cypress Lake fine sand-Urban land complex, 0 to 2 percent slopes

102 3 to 18

Riviera, limestone substratum-Copeland fine sand-Urban land association, 0 to 2 percent slopes

132 0

Chobee, limestone substratum-Dania, ponded-Urban land association, 0 to 1 percent slopes

105 0

Riviera, limestone substratum-Copeland fine sand-Urban land association, 0 to 2 percent slopes

132 0

Cypress Lake fine sand-Urban land complex, 0 to 2 percent slopes

102 3 to 18

Riviera, limestone substratum-Copeland fine sand-Urban land association, 0 to 2 percent slopes

132 0

Cypress Lake fine sand-Urban land complex, 0 to 2 percent slopes

102 3 to 18

Riviera fine sand, limestone substratum- Urban land complex, 0 to 2 percent slopes

131 0

10½ ± 1/2

Oldsmar fine sand- Urban land complex, 0 to 2 percent slopes 125 6 to 18

Holopaw fine sand- Urban land complex, 0 to 2 percent slopes 113 3 to 181171+60 1174+00

4.23.3

1.9 4.0

2.3 11.8

APPENDIX E

PAVEMENT DATA TABLE

SP1C SP3C S1 S2 S3 SAHM S3 S2 S1 S3 S2 Base Stratum 1

LR

Total Base Thickness

(in.)

Type Stratum

Thickness (in.)

Depth (in.)

26.23067747 -81.57424027 PC-01 10/25/2022 2 0.9 2.4 3.3 11 11.0 Sand with limerock

12.0 GOOD 0.1 2.1 Out

26.23341361 -81.57425711 PC-02 10/25/2022 1 2.2 2.2 4 4.0 Sand 12.0 1 FAIR 0.3 4.7 Out trace shell

26.2361637 -81.57427008 PC-03 10/25/2022 2 2.35 0.9 3.25 3 3.0 Sand 12.0 0.85 POOR 0.1 5.5 Out Unbonded at 2.35"

26.2389196 -81.57434262 PC-04 10/28/2022 1 2.65 2.65 4 4.0 Sand 12.0 0.5 GOOD 0.1 3.4 Out with shells

26.2416763 -81.57434202 PC-05 10/25/2022 1 2.7 2.7 5 5.0 Sand 12.0 2.7 POOR 0.1 3.1 Out with shells

26.2444322 -81.57441587 PC-06 10/25/2022 1 2.3 2.3 4 4.0 Sand 12.0 2.3 POOR 0.1 2.3 Out with trace shell

26.24718229 -81.57441717 PC-07 10/25/2022 1 1.75 1.75 4 4.0 Sand with limerock and shell

12.0 GOOD 0.1 3.4 Out

26.24993935 -81.5744988 PC-08 10/31/2022 1 2.55 2.55 8 8.0 limerock with sand

12.0 1.6 GOOD 0.1 3.4 Out with few shell

26.25270021 -81.57450443 PC-09 9/21/2022 2 1.6 1.7 3.3 2.25 2.3 Sand with limerock and shell

12.0 0.25 GOOD 0.1 2.3 Out Layer 1 w/ shell, Layer 2 w/ trace shell

26.25545591 -81.5745738 PC-10 10/31/2022 1 2.25 2.25 5 5.0 Sand 12.0 1.95 GOOD 0.1 2.6 Out with trace shell

26.25820357 -81.57457755 PC-11 10/31/2022 1 3.1 3.1 3 3.0 Sand 12.0 GOOD 0.1 1 Out with trace shell

26.26095831 -81.57466048 PC-12 10/31/2022 3 2 0.8 0.6 3.4 2 2.0 Sand 12.0 GOOD 0.1 3.1 Out with few shell

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

Pavement and Base Material Data Sheet

Latitude Longitude Core ID Core Date

Number of Layers Estimated

Pavement Layers (in.) Total Core

Length (in.)

NotesCross Slope

Cross Slope

Direction

Base Material Subgrade Crack Pavement Condition*

Rut Depth (in.)

SP1C SP3C S1 S2 S3 SAHM S3 S2 S1 S3 S2 Base Stratum 1

LR

Total Base Thickness

(in.)

Type Stratum

Thickness (in.)

Depth (in.)

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

Pavement and Base Material Data Sheet

Latitude Longitude Core ID Core Date

Number of Layers Estimated

Pavement Layers (in.) Total Core

Length (in.)

NotesCross Slope

Cross Slope

Direction

Base Material Subgrade Crack Pavement Condition*

Rut Depth (in.)

26.2637055 -81.57465291 PC-13 10/31/2022 1 3.6 3.6 2 2.0 Sand 12.0 3.6 FAIR 0.3 2.9 Out with few shell

26.26645771 -81.57473233 PC-14 10/31/2022 1 4.85 4.85 3 3.0 Sand 12.0 0.6 GOOD 0.3 3.1 Out with few shell

26.26920661 -81.