24-8265_Exhibit_L-8_-_Drainage_Design_Documentation_S&S.pdf

Courtney Richards, Professional Engineer, State of Florida, License No. 93234.

This item has been digitally signed and sealed by Courtney Richards, PE 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.

FINAL DRAINAGE DESIGN DOCUMENTATION

16TH STREET NE BRIDGE

FROM GOLDEN GATE BOULEVARD WEST TO RANDALL BOULEVARD

PROJECT NUMBER: 22-7944

COLLIER COUNTY

PREPARED FOR:

COLLIER COUNTY, FLORIDA

PREPARED BY:

KISINGER CAMPO & ASSOCIATES, CORP.

13461 Parker Commons Blvd., Suite 104

Fort Myers, FL 33912

FEBRUARY 2024

16th Street NE Bridge Drainage Design Document Project Number: 22-7944

TABLE OF CONTENTS

SECTION TITLE PAGE

1.0 INTRODUCTION 3

2.0 PROJECT DESCRIPTION 3

3.0 FLOODPLAIN 4

4.0 DESIGN CRITERIA 4

4.1 DITCHES 4

4.2 WATER QUALITY CRITERIA 4

4.3 WATER QUANITIY CRITERIA 5

4.4 STORMWATER MANAGEMENT FACILITIES 6

4.5 NUTRIENT LOADING 6

4.6 SPREAD 6

4.7 CROSSDRAINS 7

4.8 SIDEWALKS 7

5.0 BASINS 8

5.1 BASIN 1 8

5.2 BASIN 2 8

5.3 BASIN 3 9

5.4 BASIN 4 9

5.5 BASINS 5A & 5B 9

5.6 BASIN 6 10

5.7 BASINS 7, 9, 11, 13, 15, 17, 19, & 21 10

5.8 BASINS 8 & 10 11

5.9 BASINS 12, 14, 16, 18, 20, & 22 11

5.10 BASIN 23 11

5.11 BASIN 24 12

5.12 BASIN 25 12

5.13 BASIN 26 12

6.0 SOILS 14

7.0 BASE CLEARANCE WATER ELEVATION (BCWE) 15

8.0 CONCLUSION 16

LIST OF APPENDICIES

APPENDIX TITLE PAGE

APPENDIX A – PROJECT LOCATION MAP 17

APPENDIX B – TYPICAL SECTION 19

APPENDIX C – FLOODPLAIN MAP 28

APPENDIX D – GEOTECHNICAL REPORT 31

APPENDIX E – 25-YEAR, 3-DAY ICPR MODEL 158

APPENDIX F – NUTRIENT LOADING CALCULATIONS 347

APPENDIX G – FLOODPLAIN COMPENSATION CALCULATIONS 352

APPENDIX H – SPREAD CALCULATIONS 358

APPENDIX I – WATER QUALITY CALCULATIONS 360

APPENDIX J – DRAINAGE EXHIBIT 392

APPENDIX K – OPTIONAL PIPE ANALYSIS 394

APPENDIX L – CORRESPONDENCE 419

APPENDIX M – 5-YEAR, 24-HOUR ICPR MODEL 453

1.0 INTRODUCTION

Collier County proposes to construct a 2-lane bridge over the Golden Gate Main Canal

(GGMC) along 16th Street NE. In addition, the County proposes roadway improvements from Golden Gate Boulevard to Randall Boulevard and a sidewalk on the west side of the road. The existing roadway is a two-lane roadway with narrow flush shoulders and roadside stormwater conveyance. The stormwater runoff south of the GGMC discharges directly to the GGMC. The stormwater runoff north of the GGMC to 10th Avenue NE discharges directly to the GGMC. The stormwater runoff from 10th Avenue NE to Randall Boulevard discharges to the roadside swale of the crossing street, eventually discharging to the Orange

Tree Canal (OTC). All elevations within this report reference North American Vertical

Datum 1988 (NAVD88) unless otherwise stated.

2.0 PROJECT DESCRIPTION

The proposed roadway section will remain a two-lane facility with flush shoulders and roadside stormwater conveyance with proposed road widening and a proposed 6’ sidewalk along the west side of 16th Street NE. In addition, a bridge is proposed to connect the two deadend streets. The stormwater runoff south of the GGMC will continue to discharge directly to the GGMC. The stormwater runoff north of the GGMC to 10th Avenue NE will continue to discharge directly to the GGMC. The stormwater runoff from 10th Avenue NE to Randall Boulevard will continue to discharge to the roadside swale of the crossing street, eventually discharging to the Orange Tree Canal (OTC). The GGMC and OTC is weir controlled, therefore the seasonal high water (SHW) elevation is based on the wet season weir control elevation. Based on discussion with Big Cypress Basin who operates the weirs, adjacent permits, and wetlands, we have determined the seasonal high from Golden

Gate Boulevard to the GGMC is 9.0’ NAVD. North of the GGMC the seasonal high is on a gradient from 9.0’ NAVD at the GGMC to approximately 11.0’ NAVD at Randall

Boulevard. Please see Appendix A for the project location, Appendix B for the typical section, and Appendix J for the drainage exhibit with SHW information.

3.0 FLOODPLAIN

The project site is located on the FEMA Flood Insurance Rate Map (FIRM), Community-

Panel Numbers 12021C0240H and 12021C0430H, both dated May 16, 2012, in Collier

County, Florida. The project is located within floodzone AH and X with elevations of 13’, 13.5’, 14’, 14.5’, and 15’. The FEMA maps are included in Appendix C. Floodplain impacts from the proposed roadway and sidewalks improvements are mitigated through providing additional storage within the floodplain also known as a cup-for-cup analysis.

The proposed floodplain impacts are estimated to be 9.3 ac-ft. The proposed floodplain mitigation is estimated to be 14.1 ac-ft. There will be more cutting than filling in the floodplain. Therefore, there is a net floodplain storage and no additional floodplain compensation is required. Floodplain calculations can be found in Appendix G.

4.0 DESIGN CRITERIA

4.1 DITCHES

The proposed road improvements will impact some of the existing ditches. The project will provide positive drainage in the ditches to the outfall. The linear ponds have a flat ditch bottom.

4.2 WATER QUALITY CRITERIA

The method of stormwater treatment for this project will include dry retention ponds. The dry retention method involves storing stormwater in a dry pond above the SHW. Treatment will be provided for the first two and a half inches of stormwater runoff from the additional impervious area. For dry retention, the treatment volume requirement shall be reduced 50%. For discharging to an impaired waterbody, an additional 50% of treatment is required. The ponds on the west side of the project are providing compensating treatment for the entire project.

The project proposes an additional 6.17 acres of impervious area, requiring 0.97 ac-ft of water quality treatment, see Table 1 below for the pre vs post project areas within the right-of-way. The project provides 3.80 ac-ft of water quality volume.

See Appendix I for water quality calculations. Refer to Appendix E for the recovery calculations that show recovery of the treatment volume within 72 hours.

Table 1: Project Areas Pre-Project Area (acres) Post-Project Area (acres)

Impervious 12.18 18.35 Pervious 29.01 15.34

Open Water/ Retention Area

0.36 9.81

Wetlands 1.95 0.00 Total 43.50 43.50

4.3 WATER QUANITIY CRITERIA

The project is located in the Main Golden Gate Canal Basin which has an allowable discharge rate of 0.04 cfs/ac for the 25-year, 3-day storm. The allowable discharge rate is applicable to construction projects that are designed utilizing the Collier

County Land Development Code. Roadway projects are designed utilizing FDOT design criteria and are exempt from the Land Development Code; therefore, this project is not required to achieve the allowable discharge rate. The rainfall depth utilized for the 25-year, 3-day storm event was 11.0”. Basins that discharge down side streets that were not impacted by the project were not evaluated in the ICPR model (Basin 5A, 5B, 6, 8, 10, 12, 14, 16, 18, 20, 22, 24, 25, and 26). Basins that discharge directly to the GGMC and/or provide water quality volume were evaluated (Basin 1, 2, 3, 4, 7, 9, 11, 13, 15, 17, 19, 21, and 23). Although post project discharge rates are higher than pre project, the project is required to accept offsite flow and convey that offsite through the roadside swales. The project provides additional storage in the ROW to offset the additional runoff and to not exacerbate flooding. See discharge rates in Table 2 below. See discharge rates in

Appendix E (pages 192 and 234).

Table 2: Pre vs. Post Basin Discharge Rates

Basin # Pre Basin Discharge Rate (cfs) Post Basin Discharge Rate (cfs)

Basin 1 19.38 (Swale 1) 22.81 (Pond 1)

Basin 2 19.25 (Swale 2) 18.38 (Swale 2)

Basin 3 7.95 (Swale 3) 8.38 (Pond 3)

Basin 4 8.57 (Swale 4) 8.39 (Swale 4)

Basin 7 15.49 (Swale 7) 11.43 (Pond 7)

Basin 9 13.77 (Swale 9) 12.29 (Pond 9)

Basin 11 7.78 (Swale 11) 7.04 (Pond 11)

Basin 13 7.28 (Swale 13) 6.73 (Pond 13)

Basin 15 13.03 (Swale 15) 12.34 (Pond 15)

Basin 17 12.35 (Swale 17) 12.25 (Pond 17)

Basin 19 15.78 (Swale 19) 12.66 (Pond 19)

Basin 21 8.10 (Swale 21) 11.11 (Pond 21)

Basin 23 10.90 (Swale 23) 10.31 (Pond 23)

Total 159.63 154.12

4.4 STORMWATER MANAGEMENT FACILITIES

The proposed project includes linear ponds in the ditches to provide water quality and quantity for the project.

4.5 NUTRIENT LOADING

Site-specific nutrient loading was analyzed to ensure no additional nutrients are discharging into the GGMC or OTC. Utilizing the computer program, BMP Trains

Version 4.3.5, Nitrogen and Phosphorous loading of the project area was evaluated for pre and post conditions. The target load reduction for Nitrogen and Phosphorus is 16%. The project provides a 63% reduction in Nitrogen and Phosphorus. See

Appendix F for nutrient loading calculations.

4.6 SPREAD

Spread was limited based on Table 3.6 of the FDOT Drainage Manual using a rainfall intensity of 4.0 inches per hour for curb inlets and 7.4 inches per hour for shoulder gutter inlets. The design speed for the bridge is 30 mph. Therefore, spread is limited to keeping half of the travel lane clear. Please see Appendix H for the spread calculations.

4.7 CROSSDRAINS

There are three existing crossdrains along 16th St. one under 10th Ave NE, one under

12th Ave NE, and the last under 14th Ave NE. The crossdrains will be replaced using

18” pipes since the proposed roadway conflicts with the existing pipe and the existing pipes are 18” or smaller in size. The inverts provide proper cover over the proposed crossdrains.

4.8 SIDEWALKS

The proposed sidewalk along the west side of 16th St. was designed for the 5-year

24-hour storm event, see Table 3 below. Basin 1 and 3 are connected to the GGMC, therefore the tailwater used for those basins are set based on the GGMC staging.

Due to the high staging in the GGMC during 10-year events and higher, the 5-year

24-hour storm event was used to set the back of sidewalk elevation. Basin 1 was broken into multiple segments to better reflect the hydraulic grade line along the approximately mile long basin. The rainfall depth utilized for the 5-year, 24-hour storm event was 5.5”. Some of the sidewalk blocks offsite flow in Basin 1, double

4” PVC pipes are proposed under the sidewalk to connect the offsite to the proposed pond 1. The PVC pipe eastern invert will match the pond bottom elevation of 10.0’ and the wester invert will match the existing grade elevation at the ROW or the water quality treatment elevation of 10.3’, whichever is higher. See Appendix M for ICPR results for the 5-year 24-hour storm event for the back of sidewalk elevation.

Table 3: 5-Year 24 Hour Basin Stages

Basin # Station Range 5-Year 24-

Hour Stage Minimum Back of Sidewalk Elevation

Basin 1A 1004+00 – 1015+00 11.00 11.68 Basin 1B 1015+00 – 1026+00 10.99 11.03 Basin 1C 1026+00 – 1037+00 10.97 11.01

Basin 1D 1037+00 – 1048+00 10.91 10.95 Basin 1E 1048+00 – 1059+00 10.67 10.69 Basin 3 1063+00 – 1068+00 10.61 11.00 Basin 7 1081+50 – 1095+00 11.61 11.72 Basin 9 1095+00 – 1108+20 12.21 12.21

Basin 11 1108+20 – 1114+80 12.58 12.92 Basin 13 1114+80 – 1121+50 13.09 13.28 Basin 15 1121+50 – 1134+50 12.63 13.23 Basin 17 1134+50 – 1147+80 12.62 12.73 Basin 19 1147+80 – 1161+00 13.12 13.42 Basin 21 1161+00 – 1147+80 13.21 13.31

5.0 BASINS

5.1 BASIN 1

The existing roadside swale in Basin 1 currently conveys runoff to the GGMC directly. The existing driveway culverts vary in size from 15” to 24”. The swales are being regraded to maximize the retention capacity. The proposed driveway culverts will be 18” to 24” or elliptical equivalent. The swale will be regraded flat, at least 1’ above the SHW, with an elevated control structure (S-603) to provide dry retention volume. This basin includes a portion of the bridge, which is captured by a curb inlet (S-604) and discharged to the GGMC. Pond 1 provides water quality treatment and attenuation through S-603. See Table 5 below for the maximum stage for the 25-year storm event. Due to the low and flat nature of the project area, no freeboard is provided in the pond.

5.2 BASIN 2

The existing roadside swale in Basin 2 currently conveys runoff to the GGMC directly. The existing driveway culverts vary in size from 15” to 24”. The swales are being regraded to provide positive drainage to the new outfall structure (S-701).

The proposed driveway culverts will be 18” to 24” or elliptical equivalent. This basin includes a portion of the bridge, which is captured by a shoulder gutter inlet

(S-703) and discharged to the GGMC. There is no control structure for Basin 2 as this basin does not provide any water quality treatment. There is a proposed stormsewer system to convey stormwater to the GGMC.

5.3 BASIN 3

The existing roadside swale in Basin 3 currently conveys runoff to the GGMC directly. The existing driveway culverts are 24”. The swales are being regraded to maximize the retention capacity. The proposed driveway culverts will be 24”. The swale will be regraded flat, at least 1’ above the SHW, with an elevated control structure (S-610 and S-611) to provide dry retention volume. This basin includes a portion of the bridge, which is captured by a curb inlet (S-608) and discharged to the GGMC. Pond 3 provides water quality treatment and attenuation through S-

611 and SD-150. See Table 5 below for the maximum stage for the 25-year storm event. Due to the low and flat nature of the project area, no freeboard is provided in the pond.

5.4 BASIN 4

The existing roadside swale in Basin 4 currently conveys runoff to the GGMC directly. The existing driveway culverts vary in size from 15” to 18”. The swales are being partially regraded to provide positive drainage to the new outfall structure

(S-708). This basin includes a portion of the bridge, which is captured by a shoulder gutter inlet and discharged to the GGMC. This basin is interconnected with basins

6, 8, and 10 via crossdrains. There is no control structure for Basin 4 as this basin does not provide any water quality treatment. There is a proposed stormsewer system to convey stormwater to the GGMC.

5.5 BASINS 5A & 5B

Basin 5A and 5B are part of the Vanderbilt Beach Road extension project. The proposed project includes constructing a sidewalk on the west side of 16th St. NE from 10th Ave NE to the future sidewalk ending and from 12th Ave NE to the future sidewalk ending. There has been coordination with Jacobs Engineering for these basins.

5.6 BASIN 6

Basin 6 is part of the Vanderbilt Beach Road extension project. The proposed project includes tying into the existing roadway in this location. There has been coordination with Jacobs Engineering for these three basins. This basin is interconnected with basins 4, 8, and 10 via crossdrains.

5.7 BASINS 7, 9, 11, 13, 15, 17, 19, & 21

The existing roadside swales in basins 7, 9, 11, 13, 15, 17, 19, and 21 currently convey runoff north and south to the crossroad which conveys water west to the

OTC. The existing driveway culverts vary in size from 15” to 18”. The swales are being regraded to maximize the retention capacity. The proposed driveway culverts will be 18”. The swale will be regraded flat, at least 1’ above the SHW, with a 6” high ditch block at the outfall to provide dry retention volume. The pipes are sumped up to 6” to ensure the pipes meet minimum cover criteria. Pond 7 provides water quality treatment and attenuation through SD-161 and SD-174. Pond 9 provides water quality treatment and attenuation through SD-177 and SD-192.

Pond 11 provides water quality treatment and attenuation through SD-195 and SD-

202. Pond 13 provides water quality treatment and attenuation through SD-205 and

SD-206. Pond 15 provides water quality treatment and attenuation through SD-209 and SD-220. Pond 17 provides water quality treatment and attenuation through SD-

223 and SD-228. Pond 19 provides water quality treatment and attenuation through

SD-231 and SD-244. Pond 21 provides water quality treatment and attenuation through SD-247. See Table 5 below for the maximum stages for each basin for the

25-year storm event. Due to the low and flat nature of the project area, no freeboard is provided in the ponds.

5.8 BASINS 8 & 10

The existing roadside swales in basins 8 and 10 currently convey runoff north and south to the crossroad as well as to crossdrains under 12th Ave NE and 14th Ave NE which conveys water east and south to the GGMC. These crossdrains connect basin

4, 6, 8, and 10. The existing driveway culverts vary in size from 15” to 18”. These swales are not impacted by the proposed project and shall remain as existing.

5.9 BASINS 12, 14, 16, 18, 20, & 22

The existing roadside swales in basins 12, 14, 16, 18, 20, and 22 currently convey runoff north and south to the crossroad which conveys water east to the GGMC.

The existing driveway culverts vary in size from 15” to 18”. These swales are generally not impacted by the proposed project and shall remain as existing. Four driveway culverts are being replaced with elliptical equivalents.

5.10 BASIN 23

The existing roadside swales in basin 23 currently conveys runoff west to the roadside swale that discharges to the OTC directly. The existing driveway culverts vary in size from 15” to 18”. The swales are being regraded to maximize the retention capacity. The proposed driveway culverts will be 18”. The swale will be regraded flat, at least 1’ above the SHW, and sumped 6” lower than the downstream ditch bottom to provide dry retention volume. The pipes are sumped 6” to ensure the pipes meet minimum cover criteria. Pond 23 provides water quality treatment and attenuation by being sumped 6” lower than the existing downstream ditch bottom. See Table 5 below for the maximum stage for the 25-year storm event.

Due to the low and flat nature of the project area, no freeboard is provided in the pond.

5.11 BASIN 24

The existing roadside swale in basin 24 currently conveys runoff to the east to the roadside swale that discharges to the GGMC directly. The existing driveway culverts vary in size from 15” to 18”. The swales are being regraded to provide positive drainage to the existing ditch bottom elevation at the end of the project.

The proposed driveway culverts will be 18”.

5.12 BASIN 25

The existing roadside swale in basin 25 generally conveys runoff to the west to the roadside swale that discharges to the OTC directly. The proposed project generally does not impact the existing roadside swale. The basin currently is connected to basin 26 with an existing 24” pipe. The existing culvert will be connected to a ditch bottom inlet with a concrete jacket and new pipe.

5.13 BASIN 26

The existing roadside swale in basin 26 currently conveys runoff to the east to the roadside swale that discharges directly to the GGMC. The basin currently is connected to basin 25 with an existing 24” pipe. The culvert end will be replaced with a manhole and connected to ditch bottom inlets to the east. The proposed project impacts the swales on the north of Randall, the proposed design regrades the swale to ditch bottom inlets before a bubble-up structure outfall to the roadside swale to convey to the east.

Table 4: Basin Station Ranges Basin Begin Station End Station Side

1 1003+00 1061+00 LT

2 1003+00 1061+00 RT

3 1063+00 1068+00 LT

4 1063+00 1068+00 RT

5A 1069+00 1075+50 LT

5B 1075+50 1081+50 LT

6 1068+50 1081+50 RT

7 1081+50 1095+00 LT

8 1081+50 1095+00 RT

9 1095+00 1108+20 LT

10 1095+00 1108+20 RT

11 1108+20 1114+80 LT

12 1108+20 1114+80 RT

13 1114+80 1121+50 LT

14 1114+80 1121+50 RT

15 1121+50 1134+50 LT

16 1121+50 1134+50 RT

17 1134+50 1147+80 LT

18 1134+50 1147+80 RT

19 1147+80 1161+00 LT

20 1147+80 1161+00 RT

21 1161+00 1174+50 LT

22 1161+00 1174+50 RT

23 504+00 514+00 RT

24 514+00 524+50 RT

25 504+00 514+00 LT

26 514+00 524+50 LT

Table 5: Basin Information

B as in

ICPR

Node

Existing Outfall

Proposed Control

Structure

Control Structure Top

El.

(ft-NAVD)

Pond Bottom El.(ft-

NAVD)

Seasonal High-Water Elevation

(ft-NAVD)

Pre 25-

YR

Peak El.

(ft-NAVD)

Post 25-

YR

Peak El.

(ft-NAVD)

Pond 1/ Swale 1

Roadside Swale

S-603 10.30 10.00 9.00 13.25 12.24

2 Swale 2 Roadside

Swale

- - - 9.00 13.23 13.26

Pond 3/ Swale 3

Roadside Swale

S-611 & Ditch block @

SD-150

10.30 (S-611) & 10.50

(SD-150)

10.00 9.00 12.45 12.42

4 Swale 4 Roadside

Swale

- - - 9.00 12.50 12.59

Pond 7/ Swale 7

Roadside Swale

Ditch block @

SD-161 & SD-

11.50 11.00 10.00 12.80 12.19

Pond 9/ Swale 9

Roadside Swale

Ditch block @

SD-177 & SD-

12.00 11.50 10.00 13.03 12.73

Pond 11/ Swale 11

Roadside Swale

Ditch block @

SD-195 & SD-

12.50 12.00 10.50 13.30 13.01

Pond 13/ Swale 13

Roadside Swale

Ditch block @

SD-205 & SD-

13.00 12.50 10.50 13.28 13.49

Pond 15/ Swale 15

Roadside Swale

Ditch block @

SD-209 & SD-

12.50 12.00 10.50 14.13 13.23

Pond 17/ Swale 17

Roadside Swale

Ditch block @

SD-223 & SD-

12.50 12.00 10.50 13.84 13.22

Pond 19/ Swale 19

Roadside Swale

Ditch block @

SD-231 & SD-

13.00 12.50 11.00 14.51 13.74

Pond 21/ Swale 21

Roadside Swale

Ditch block @

SD-247

13.00 12.50 11.00 15.17 14.06

Pond 23/ Swale 23

Roadside Swale

6" Ditch block

STA 504+50

13.20 12.80 11.00 15.62 14.22

6.0 SOILS

Tierra South Florida, Inc. prepared a geotechnical report including a roadway soil survey for 16th St. NE. Table 6 summarizes the hydrologic soil group (HSG) and depth to water table of the main soil types located within the project limits. Refer to Appendix D for

Geotechnical Report.

Table 6: Summary of Soils Map Unit Number

Map Unit Name Hydrologic

Group Depth to

SHGWT

102 Cypress Lake fine sand-Urban land complex A/D 0.3-1.5’

Chobee, limestone substratum-Dania, ponded-Urban land association

C/D 0.0’

113 Holopaw fine sand-Urban land complex A/D 0.3-1.5’ 125 Oldsmar fine sand-Urban land complex A/D 0.5-1.5’

Riviera fine sand, limestone substratum-Urban land complex

B/D 0.0’

Riviera, limestone substratum-Copeland fine sand-Urban land association

B/D 0.0’

7.0 BASE CLEARANCE WATER ELEVATION (BCWE)

The BCWE used for the design of the roadway profile grade is based on the highest elevation of standing water that is sustained for a 24-hour duration. The BCWE typically corresponds with the seasonal high water (SHW) elevation in close proximity to the proposed roadway. Section 210.10.3 of the FDOT Design Manual (FDM) specifies base clearance between the BCWE and the roadway base course. 16th Street SE has a required base clearance of 3 feet. A portion of the roadway does not meet the minimum base clearance requirement due to connecting to existing roadway and ROW constraints. The pavement structure has been modified to accommodate the reduced base clearance. These elevations were determined using the estimated SHW boring elevations provided by Tierra

South Florida, Inc. Refer to Table 7. Please Refer to Appendix D for Geotechnical Report.

Table 7: BCWE Summary

Roadway Station Geotechnical

Estimated Seasonal High Groundwater

Table El.

(ft)

Bottom of Base El.

(ft)

Provided Base

Clearance (ft)

Base Clearance

Met?

(Y/N) From To

1002+60 1011+80 9.50 12.13 2.63 N 1011+80 1024+60 9.50 12.73 3.23 Y 1024+60 1036+70 9.50 12.01 2.51 N 1036+70 1044+50 9.50 12.02 2.52 N 1044+50 1050+50 8.50 11.94 3.44 Y 1050+50 1057+50 8.50 11.74 3.24 Y 1057+50 1070+50 8.50 11.08 2.58 N 1070+50 1072+50 8.50 12.71 4.21 Y 1072+50 1082+00 9.00 11.46 2.46 N 1082+00 1087+20 9.00 11.56 2.56 N 1087+20 1101+50 9.00 11.58 2.58 N 1101+50 1132+40 8.50 12.17 3.67 Y 1132+40 1139+50 8.50 12.70 4.20 Y 1139+50 1146+80 9.00 13.03 4.03 Y 1146+80 1160+50 9.50 13.33 3.83 Y 1160+50 1171+60 10.50 13.58 3.08 Y 1171+60 1174+00 10.50 12.88 2.38 N 504+40 524+60 10.50 12.40 1.90 N

The pavement design has accounted for the potentially high groundwater table and utilized a reduced modulus for design since the project does not meet the required 3 feet of base clearance at all locations.

8.0 CONCLUSION

The proposed two lane bridge over the GGMC, roadway improvements and a sidewalk on the west side of 16th St NE from Golden Gate Boulevard to Randall Boulevard in Naples, Collier County will include maintaining stormwater conveyance elements such as swales and driveway culverts. This project was permitted as an Individual Environmental

Resource permit from the South Florida Water Management District, permit #: 11-108960-

P issued on December 1, 2023 (Appendix L).

APPENDIX A

PROJECT LOCATION MAP

PROJECT LOCATION

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

R -2

-E

R -2

-E

T-47-S

T-48-S

T-48-S

T-49-S

N

CONTRACT PLANS

COLLIER COUNTY

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

-E

R -2

-E

R -2

-E

NAPLES BEACH

TO

IMMOKALEE

TO

DENNIS F. McCOY, P.E.

STRUCTURES PLANS

LIGHTING PLANS

SIGNALIZATION PLANS

SIGNING AND PAVEMENT MARKINGS PLANS

ROADWAY PLANS

PROJECT MANAGER:

COLLIER COUNTY

AVE MARIA

TO

COLLIER COUNTY PROJECT NO. 60212.1

T H

E

O F

F I

C I

A L

R

C O

D

T

I

S

E E

T

E C

T R

O N

C

G I

T A

L

Y

G N

A L

U

D

L E

G

A

C

VENDOR NO.: F59-1677145

CONTRACT NO.: 22-7944

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.

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 2023-24 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 2023-24 Standard Plans for Road and

(FEDERAL FUNDS)

FINANCIAL PROJECT ID 451283-1-58-01

EXPRESSWAY

T U

R N P

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

COLLIER COUNTY (03000302)

transportation management services department

STA. 524+56.74

¡ CONST. RANDALL BLVD.

END CONSTRUCTION

STA. 1080+81.87

¡ CONST. 16TH ST.

BEGIN ROADWAY CONST.

PROJECT NO. 60212.1

BEGIN COUNTY

END FPID 451283-1-58-01

STA. 1002+68.39

¡ CONST. 16TH ST.

BEGIN FPID 451283-1-58-01

BEGIN CONSTRUCTION

BEGIN PROJECT

STA. 514+00.00 AH.

STA. 514+01.00 BK. =

EQUATION:

¡ CONST. RANDALL BLVD.

STA. 1175+10.66

¡ CONST. 16TH ST.

END CONSTRUCTION

END PROJECT

PROJECT NO. 60212.1

END COUNTY

STA. 1069+81.87

¡ CONST. 16TH ST.

END ROADWAY CONST.

STA. 1060+96.75

¡ CONST. 16TH ST.

BEGIN BRIDGE NO. 034186

STA. 504+41.00

¡ CONST. RANDALL BLVD.

BEGIN CONSTRUCTION

NO.

SHEET

YEAR

FISCAL

CONTRACT NO.

CONSTRUCTION

TBD

c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\courtney richards\dms38688\KEYSRD01.dgncrichards 11/14/2023 9:55:01 AM Default

STA. 1062+43.79

¡ CONST. 16TH ST.

END BRIDGE NO. 034186

SUMMARY OF QUANTITIES

UTILITY ADJUSTMENTS

TEMPORARY TRAFFIC CONTROL PLANS

EROSION CONTROL

STORMWATER POLLUTION PREVENTION PLAN

CANAL CROSS SECTIONS

CANAL DETAIL SHEET

DRIVEWAY HALF-SECTIONS

CROSS SECTIONS

ROADWAY SOIL PROFILES

ROADWAY SOIL SURVEY

DRAINAGE DETAILS

DRAINAGE STRUCTURES

INTERSECTION DETAIL

DITCH PROFILE RT

ROADWAY PLAN PROFILE

GENERAL NOTES

PROJECT CONTROL

PROJECT LAYOUT

OPTIONAL MATERIALS TABULATION

SUMMARY OF DRAINAGE STRUCTURES

CROSS SLOPE CORRECTION TABLES

TYPICAL SECTION

EXISTING DRAINAGE STRUCTURES

DRAINAGE MAP

SUMMARY OF PAY ITEMS

SIGNATURE SHEET

NOTES TO REVIEWERS

KEY SHEET

R -2

-E

R -2

-E

R -2

-E

R -2

-E

- SQ-48SQ-1

- 314284

- 283280

- 279265

- 264262

- 261258

- 256209

- 208103

- 10290

- 8780

- 7869

- 6839

- 3732

29 - 31

- 2726

22 - 25

14 - 21

12 - 13

8 - 11

3 - 7

NTR

APPENDIX B

TYPICAL SECTION

& ASSOCIATES

KISINGER CAMPO

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:09 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEET

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

ROAD NAME

16TH. ST. NE

COUNTY

COLLIER

451283-1-58-01

COLLIER COUNTY TRANSPORTATION

MANAGEMENT SERVICES 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

VARIES (1' MIN.)

SOD SWK.

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

19'50' R/W

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

LIMITS OF CONSTRUCTION

LBR 40

TYPE B STABILIZATION

POINT

CONTROL

MILLING

LBR 40

TYPE B STABILIZATION

MILLED SURFACE

LBR 40

TYPE B STABILIZATION

MILLING & RESURFACING

RESURFACING

MILLING

PAVT.

SHLDR.

4'

OPTIONAL BASE

6" CONC. SWK.

4"

4"

4"4" 4"4"

ASPH. PAVT.

TYPICAL SECTION (1)

0.06 1 :4 (M

A X

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

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

RESURFACING

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

V A

R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

N.T.S.

N.T.S.

STA. 1003+82.94 TO STA. 1054+91.91

TYPICAL SECTION

16TH ST. NE

VARIES*

MAX. DEPTH OF OVERBUILD (SEE TABLE 1)

:3 M

A X

:4 T

Y P

3' WIDENING 3' WIDENING

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

VARIES

TURF

VARIES

TURF

CONTEXT CLASSIFICATION = C2T

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

STA. 1002+98.78 TO STA. 1054+91.91 RT.

STA. 1002+82.94 TO STA. 1054+91.91 LT.

WIDENING & SHOULDER PAVEMENT DETAIL

6'

1:6 (MAX.)

0.02 (MAX.)

V A

R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

:3 M

A X

:4 T

Y P

NATURAL GROUND

STANDARD CLEARING & GRUBBING

R/W VARIES (31' MIN.)

EXIST. R/W LINE

LIMITS OF CONSTRUCTION

SHOULDER PAVEMENT

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

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

EXIST. BASE

MORE INFORMATION.

TO DEWATER. SEE GENERAL NOTES #20 FOR

LIMESTONE/CAPROCK IS POROUS AND WILL BE DIFFICULT

TECHNIQUES AND SPECIALIZED EQUIPMENT.

AND MAY REQUIRE NONCONVENTIONAL CONSTRUCTION

THROUGH LIMESTONE/CAPROCK WILL BE DIFFICULT

AT SHALLOW DEPTHS. EXCAVATION INTO AND/OR

3) WEATHERED LIMESTONE/CAPROCK WAS ENCOUNTERED

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:

SHLDR.

6'

POINT

GRADE

# PROFILE

# PROPOSED PROFILE FROM STA. 1003+82.94 TO STA. 1005+00.00

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.

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:10 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES 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

0.06

VARIES*

PAVT.

SHLDR.

PAVT.

SHLDR.

& GRUBBING

STANDARD CLEARING

SOD

VARIES

TURF

SWK.

0'-19'50' R/W

STANDARD CLEARING AND GRUBBING

TURF

11'-12'11'-12'

4'

4" 4"

4' TURF

VARIES (1' MIN.)

NATURAL GROUND

POINT

GRADE

PROFILE

4" 4"

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

(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'

2' SOD

VARIE

S*

6" CONC. SWK.

LBR 40

TYPE B STABILIZATION

EXIST. R/W LINE

NATURAL GROUND

& GRUBBING

STANDARD CLEARING

EXIST. R/W LINE

CONSTRUCTION

LIMITS OF

LBR 40

TYPE B STABILIZATION

SHLDR. GUTTER

AND FROM (-) 0.02 TO (-) 0.06

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

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)

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

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

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

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

N.T.S.

STA. 1062+43.79 TO STA 1068+34.00

STA. 1054+91.91 TO STA. 1060+96.75

TYPICAL SECTION

16TH ST. NE

4'-6'

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

:3 M

A X

:4 T

Y P

:3

M

A X

:4

T

Y P

NATURAL GROUND

:3 M

A X

:4 T

Y P

4'-12'

LBR 40

TYPE B STABILIZATION

CONSTRUCTION

LIMITS OF

3' SOD

TYPE F CURB & GUTTER

LIMITS OF CONSTRUCTION

0.06

PAVT.

SHLDR.

SOD

VARIES

& GRUBBING

STANDARD CLEARING

EXIST. R/W LINE

CONSTRUCTION

LIMITS OF

LBR 40

TYPE B STABILIZATION

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

N.T.S.

NATURAL GROUND

:3 M

A X

:4 T

Y P

3' SOD

VARIES*

12'

CONTEXT CLASSIFICATION = C2T

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

STA. 1062+43.79 LT. TO STA. 1063+60.00 LT.

STA. 1059+69.55 LT. TO STA. 1060+66.75 LT.

INDEX 521-001

CONC. SHOULDER BARRIER WALL

STA. 1062+83.79 TO STA. 1063+60.00 RT.

STA. 1059+50.00 TO STA 1060+41.75 RT.

STA. 1062+43.79 TO STA. 1062+83.79 RT.

STA. 1060+41.75 TO STA. 1060+66.75 RT.

1:6 (MAX.)

0.02 (MAX.)

SHOULDER PAVEMENT

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

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

31' - 50' R/W

(MAX)

0.02

V A

R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

:3 M

A X

:4 T

Y P

MORE INFORMATION.

TO DEWATER. SEE GENERAL NOTES #20 FOR

LIMESTONE/CAPROCK IS POROUS AND WILL BE DIFFICULT

TECHNIQUES AND SPECIALIZED EQUIPMENT.

AND MAY REQUIRE NONCONVENTIONAL CONSTRUCTION

THROUGH LIMESTONE/CAPROCK WILL BE DIFFICULT

AT SHALLOW DEPTHS. EXCAVATION INTO AND/OR

2) WEATHERED LIMESTONE/CAPROCK WAS ENCOUNTERED

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:

APPROACH SLABPAVEMENT

ROADWAY

PG 76-22

1.75" FC-12.5

12" CONC SLAB

AT APPROACH SLABS

PAVEMENT PROFILE DETAIL

STA. 1062+43.79 TO STA. 1062+73.79.

STA. 1060+66.75 TO STA. 1060+96.75

BRIDGE

B-12.5 ONLY)

OBG 6 (TYPE

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:10 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID

TYPICAL SECTION (3)

12'12'

0.02

6' 12'6'

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

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+96.75 TO STA. 1062+43.79

BRIDGE TYPICAL SECTION

16TH ST. NE

0.02

0.02 0.02

CONTEXT CLASSIFICATION = C2T

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

REQUIRED

CONST. JOINT

(MAX)

0.02

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:10 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES DEPARTMENT

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'VARIES (1' MIN.)

SOD SWK.

6'

SHLDR.

4'

PAVT.

19'50' R/W

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

MILLING & RESURFACING

6" CONC. SWK.

POINT

CONTROL

MILLING

TYPICAL SECTION (4)

MILLED SURFACE

LBR 40

TYPE B STABILIZATION

EXIST. BASE

ASPH. PAVT.

OPTIONAL BASE

LBR 40

TYPE B STABILIZATION

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

RESURFACING

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

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

N.T.S.

VARIES*VARIES*

MAX. DEPTH OF OVERBUILD (SEE TABLE 3)

:3 M

A X

:4 T

Y P

CONTEXT CLASSIFICATION = C2T

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

STA. 1080+81.87 TO STA. 1167+96.40

STA. 1068+34.00 TO STA. 1069+81.87

TYPICAL SECTION

16TH ST. NE

R/W VARIES (31' MIN.)

STANDARD CLEARING & GRUBBING

VARIES

TURF

1:6 (MAX.)

0.02 (MAX.)

TURF

NATURAL GROUND

SHOULDER PAVEMENT

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

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

MORE INFORMATION.

TO DEWATER. SEE GENERAL NOTES #20 FOR

LIMESTONE/CAPROCK IS POROUS AND WILL BE DIFFICULT

TECHNIQUES AND SPECIALIZED EQUIPMENT.

AND MAY REQUIRE NONCONVENTIONAL CONSTRUCTION

THROUGH LIMESTONE/CAPROCK WILL BE DIFFICULT

AT SHALLOW DEPTHS. EXCAVATION INTO AND/OR

3) WEATHERED LIMESTONE/CAPROCK WAS ENCOUNTERED

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:

LBR 40

TYPE B STABILIZATION

RESURFACING

MILLING

PAVT.

SHLDR.

OPTIONAL BASE

4"

4"

EXIST. BASE

WIDENING

± 2'-5'**

0.06

:4

M A X

MILLED SURFACE

VARIES*

AT NO ADDITIONAL COMPENSATION

OF OPTIONAL BASE MATERIAL

THIS AREA MAY BE CONSTRUCTED

N.T.S.

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

STA. 1114+88.50 TO STA. 1115+30.50 RT.

STA. 1114+32.83 TO STA. 1114+74.83 LT.

STA. 1114+31.80 TO STA. 1114+73.82 RT.

STA. 1108+28.04 TO STA. 1108+70.40 RT.

STA. 1107+72.08 TO STA. 1108+14.08 RT.

STA. 1081+88.82 TO STA. 1082+30.82 LT.

STA. 1081+86.69 TO STA. 1082+30.70 RT.

STA. 1081+32.07 TO STA. 1081+75.07 RT.

STA. 1081+25.00 TO STA. 1081+52.31 LT.

STA. 1161+08.86 TO STA. 1161+50.86 LT.

STA. 1160+49.73 TO STA. 1160+93.27 RT.

STA. 1160+47.58 TO STA. 1160+94.58 LT.

STA. 1147+90.36 TO STA. 1148+32.38 RT.

STA. 1147+34.44 TO STA. 1147+77.43 RT.

STA. 1134+70.62 TO STA. 1135+17.63 LT.

STA. 1134+06.33 TO STA. 1134+57.31 LT.

STA. 1121+53.05 TO STA. 1121+95.05 RT.

STA. 1120+91.19 TO STA. 1121+36.18 RT.

WIDENING & SHOULDER PAVEMENT DETAIL

0-4'

SHLDR.

0'-6'

POINT

GRADE

# PROFILE

AND STA. 1080+81.87 TO STA. 1082+40.00

# PROPOSED PROFILE FROM STA. 1068+34.00 TO STA. 1069+81.87

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

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:11 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID

TYPICAL SECTION (5)

STA. 1069+81.87 TO STA. 1080+81.87

TYPICAL SECTION

16TH ST. NE

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

¡ CONST.

3'VARIES

V A

R I E

S

3' VARIES

V A

R I E

S

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

GROUND

NATURAL

0.02

0.02 (MAX.)

6" CONC. SWK.

GROUND

NATURAL

6'

SWK.

2' SOD2' SOD

14.25'

EXISTING R/W

STA. 1068+78.06 TO STA. 1080+81.87 LT.

EDGE OF UNPAVED SHLDR.

6.25'

ROADWAY WORK BY OTHERS (PROJECT NUMBER 60168) UNDER CONSTRUCTION .

1) SIDEWALK CONSTRUCTION ONLY FROM STA. 1069+81.87 TO STA. 1080+81.87

NOTE:

AND GRUBBING

STANDARD CLEARING

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:11 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID

6'

SHLDR.

4'

PAVT.

SHLDR.

4"

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

: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

:4

0'-3.6' 11' 6'

4'

PAVT.

SHLDR.

4"

TURF

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

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)

TYPE B STABILIZATION

GORETURN LANE

VARIES*VARIES*

LBR 40

TYPE B STABILIZATION

EXIST. BASE

ASPH. PAVT.

OPTIONAL BASE

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

RESURFACING

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

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'

STA. 1167+96.40 TO STA. 1175+10.66

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

PAVEMENT WIDENING JOINT

:3 M

A X

:4 T

Y P

MAX. DEPTH OF OVERBUILD (SEE TABLE 4)

M

A X

:4 T

Y P

CONTEXT CLASSIFICATION = C2T

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

MILLED SURFACE

LBR 40

TYPE B STABILIZATION

11'

VARIES*VARIES*

1:6 (MAX.)

0.02 (MAX.)

TURF

SHOULDER PAVEMENT

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

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

MORE INFORMATION.

TO DEWATER. SEE GENERAL NOTES #20 FOR

LIMESTONE/CAPROCK IS POROUS AND WILL BE DIFFICULT

TECHNIQUES AND SPECIALIZED EQUIPMENT.

AND MAY REQUIRE NONCONVENTIONAL CONSTRUCTION

THROUGH LIMESTONE/CAPROCK WILL BE DIFFICULT

AT SHALLOW DEPTHS. EXCAVATION INTO AND/OR

3) WEATHERED LIMESTONE/CAPROCK WAS ENCOUNTERED

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:

WIDENING

0'-5'

2'-15' WIDENING

STA. 1172+66.00 TO STA. 1174+53.66

NEW CONSTRUCTION

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

RL1

R1

12.6'-14.3'

16TH ST.

¡ CONST.

POINT

GRADE

# PROFILE

POINT

GRADE

# PROFILE

# PROPOSED PROFILE FROM STA. 1172+10.00 TO STA. 1174+63.16

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.

4'

& GRUBBING

STANDARD CLEARING

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:11 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID

0'-12'

: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

POINT

CONTROL

MILLING

TYPICAL SECTION (7)

TURN LANETURN LANE

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

RESURFACING

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

0.02 0.03

EXIST. BASE

AL1

AR1

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC C) OVERBUILD

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

V A

R I E

S

STANDARD CLEARING AND GRUBBING

N.T.S.

STA. 504+41.00 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

(SEE TABLE 5)

OVERBUILD

MAX. DEPTH OF

:3 M

A X

:4 T

Y P

NATURAL GROUND

CONTEXT CLASSIFICATION = C3R

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

SHOULDER PAVEMENT

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

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

MORE INFORMATION.

TO DEWATER. SEE GENERAL NOTES #20 FOR

LIMESTONE/CAPROCK IS POROUS AND WILL BE DIFFICULT

TECHNIQUES AND SPECIALIZED EQUIPMENT.

AND MAY REQUIRE NONCONVENTIONAL CONSTRUCTION

THROUGH LIMESTONE/CAPROCK WILL BE DIFFICULT

AT SHALLOW DEPTHS. EXCAVATION INTO AND/OR

3) WEATHERED LIMESTONE/CAPROCK WAS ENCOUNTERED

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:

CONSTRUCTION

LIMITS OF

0'-20'

NATURAL GROUND

PROPOSED R/W LINE

11'-13'

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

0.061:4 (MAX.)

TURF VARIES

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 80442

Engineer of Record: Jesse E. Gill

8/7/2023rdevonish c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\rafael devonish\dms38688\TYPSRD01.dgn4:57:11 PM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID

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

: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

SHLDR.

POINT

CONTROL

MILLING

LBR 40

TURN LANE TURN LANE

TYPICAL SECTION (8)

RR1

AL1

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

RESURFACING

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

0.06

0.020.02

EXIST. BASE

WITH SPECS

PLACE LIFT IN ACCORDANCE

TYPE SP (TRAFFIC C) OVERBUILD

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+56.74

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*

PROPOSED R/W LINE

0'-20'

(SEE TABLE 6)

OVERBUILD

MAX. DEPTH OF

:3 M

A X

:4 T

Y P

NATURAL GROUND

0.06

SHLDR.

4'

PAVT.

SHLDR.

4"4"

(INDEX 570-010)

TREATMENT 1

2'-8" SOD

6'

:4

M A X

:3 M

A X

:4 T

Y P

V A

R I E

S

FOR DEPTH AND WIDTH

SEE CROSS SECTIONS

CONTEXT CLASSIFICATION = C3R

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

SHOULDER PAVEMENT

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

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

MORE INFORMATION.

TO DEWATER. SEE GENERAL NOTES #20 FOR

LIMESTONE/CAPROCK IS POROUS AND WILL BE DIFFICULT

TECHNIQUES AND SPECIALIZED EQUIPMENT.

AND MAY REQUIRE NONCONVENTIONAL CONSTRUCTION

THROUGH LIMESTONE/CAPROCK WILL BE DIFFICULT

AT SHALLOW DEPTHS. EXCAVATION INTO AND/OR

3) WEATHERED LIMESTONE/CAPROCK WAS ENCOUNTERED

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:

APPENDIX C

FLOODPLAIN MAP

BEGIN

PROJECT

PROJECT

AREA

BEGIN

PROJECT

PROJECT

AREA

APPENDIX D

SOIL SURVEY REPORT

APPENDIX D

GEOTECHNICAL REPORT

6011 Benjamin Road, Suite 106 Tampa, Florida 33634 813-993-0093 www.TSFGeo.com

State of Florida Registration No. 28073

January 16, 2023

Kisinger Campo & Associates 13461 Parker Commons Blvd, Suite 104 Ft. Myers, FL 33912

Attn: Jesse E. Gill, PE Project Manager

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

FPID: 431895-3-52-01

TSF Project No. 7511-22-279

TIERRA SOUTH FLORIDA, Inc. (TSF) performed a geotechnical exploration and soil survey for the subject project. This study is performed in accordance with our Subconsultant Agreement. The results of the exploration program and subsequent geotechnical recommendations are presented in this report.

If you have any questions or comments regarding this report, please contact our office at your earliest convenience.

Sincerely

TSF, INC.

This document has been digitally signed and sealed by:

Amy L. Guisinger, P.E. Esvard Janvier Principal Engineer Staff…