24-8265_Exhibit_L-1_-_BHR_Signed.pdf

Bridge Hydraulics Report

16TH STREET NE BRIDGE OVER GOLDEN GATE MAIN

CANAL

COLLIER COUNTY

PROJECT NUMBER: 22-7944

Courtney J. Richards State of Florida, Professional

Engineer, 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.

PREPARED BY:

Kisinger Campo and Associates, Corp.

13461 Parker Commons Blvd. Suite 104 Engineer of Record:

Fort Myers, Florida 33912 Courtney Richards

P.E. No. 93234

February 2024

16th Street NE Bridge

Project Number: 22-7944 i

TABLE OF CONTENTS

Page

1 Introduction

1.1 Project Datum

1.2 Existing Flood Stages

2 Existing Condition

2.1 General Description

3 Design Criteria

4 Proposed Condition

4.1 Proposed Bridge

5 Hydrologic Analysis

5.1 Design Flows

5.2 Tailwater

6 Hydraulic Analysis

6.1 Modeling Approach

6.2 Existing Condition Model

6.3 Proposed Condition Model

7 Scour Analysis

8 Deck Drainage

9 Conclusions and Recommendations

10 Materials and Documentation ii

LIST OF APPENDICES

Appendix A FEMA Firm Map

Appendix B GeoHEC-Ras Data

Appendix C Bridge Hydraulic Recommendations Sheet

Appendix D Correspondence

Appendix E Scour Calculations

Appendix F Typical Bridge Section

1 Introduction

The proposed bridge crosses over the Golden Gate Main Canal (GGMC) and will carry two 12’ traffic lanes. The purpose of this Bridge Hydraulics Report is to evaluate the hydraulic impacts of the proposed bridge.

The bridge crossing is located in Section 1, 2, 35, and 36, Township 48 South and 49 South, Range 27 East within the South Florida Water Management District (SFWMD) jurisdiction. The

GGMC flows from east to west and eventually discharges to the Gordon River. Refer to Figure 1 to view the project location.

Figure 1: Project Location Map

1.1 Project Datum

All elevations within this report are referenced to the North American Vertical Datum of 1988

(NAVD 88).

1.2 Existing Flood Stages

The proposed crossing is located on the FEMA Flood Insurance Rate Maps (FIRM), Community-Panel Number 12021C0430H, dated May 16, 2012, in Collier County, Florida. The project is located within floodzone AH and X with a FEMA elevation of 13.0’ NAVD at the bridge. The FEMA map is included in Appendix A.

2 Existing Condition

2.1 General Description

The GGMC is an East-West channel at the proposed bridge location, 110 feet wide at the top of the banks and is 90 feet wide at the toe of the slopes. The channel side slopes upstream and downstream of the crossing have an approximate slope of 1:2 (Vertical:Horizontal). The normal high water in the canal is 9.00 feet. The GGMC is weir-controlled operating under the jurisdiction of the Big Cypress Basin (BCB) a subset of SFWMD. All Canals in the project region are maintained and graded by BCB regularly.

3 Design Criteria

The FDOT includes hydraulic requirements of bridges within the FDOT Drainage Manual

(January 2023), FDOT Drainage Design Guide (January 2023), and the Florida Design Manual

(FDM). In addition, SFWMD includes hydraulic requirements of bridges outlined in the Right of

Way Criteria Manual (August 2013). A summary of the requirements is included below:

• Design Frequency

The proposed bridge will be considered a high use or essential facility since it will have a projected 20-year ADT greater than 1,500. Therefore, the FDOT Drainage Manual requires a

50-year design frequency (Section 4.3.1).

• Vertical Clearance

To allow debris to pass without causing damage, the clearance between the design flood stage and the low member of the bridge shall be a minimum of two feet (FDM 260.8.1). Per

SFWMD, the clearance between the design flood stage and the low member of the bridge shall be a minimum of four feet for the GGMC. The design flood stage is the maximum stage that would occur for the 50-year design frequency. Due to the constraints of the best available existing information, the 100-year 3-day design frequency was used to determine the maximum stage provided by BCB. A vertical clearance variation will be submitted to

BCB.

• Scour

Estimate scour depth resulting from the following: channel aggradation, channel degradation, channel migration, and pier scour.

• Backwater

Backwater created by the structure shall be consistent with the Flood Insurance Study requirements adopted by the local community in accordance with 23 CFR 650, Subpart A, National Flood Insurance Program, and FEMA guidelines.

• Center Bents

20’ minimum horizontal clearance between center bents per SFWMD.

• Headloss

Maximum headloss allowed is 0.05 ft per SFWMD.

4 Proposed Condition

4.1 Proposed Bridge

The proposed bridge will be a Florida Slab Beam bridge and will be approximately 147 feet long and 50’-5” wide. The bridge superstructure will consist of a 6 inch thick deck over 15 inch

Florida Slab Beams for an approximate superstructure depth of approximately 24”. The low chord elevation at the abutments of the proposed bridge is 14.93’ and at the center of the bridge is 15.74’. The 100-year design high water surface elevation is 12.64 feet. This will provide 2.29’ of vertical clearance at the bridge abutments and 3.10 feet of vertical clearance at the center of bridge. The proposed bridge will be a three equal spans of 49 feet with riprap protected banks.

The bridge deck will have a longitudinal slope of 2.541% and -2.668% with a crown at STA.

1061+75 and will have a 2% cross slope. The proposed channel bottom elevation is set at +0.5’.

This is based on the channel survey with elevations upstream and downstream of the proposed bridge location ranging from 0.5’ to 1.5’. The proposed bridge and channel are under review by

Big Cypress Basin who operates and maintains the canal. We have had significant coordination with BCB regarding the proposed channel cross section.

5 Hydrologic Analysis

The hydrologic data was provided by BCB. Specifically, the 100-year 3 day input and output data provided at the nodes local to the project site. Refer to Appendix D for correspondence with

BCB.

5.1 Design Flows

The total canal flows were provided by BCB and are shown in Appendix D. The flow in the

GGMC for 100 year 3-day storm event is 1025 cfs.

5.2 Tailwater

The tailwater values for the 100-year storm event were taken from the BCB data. The tailwater values used in the analysis are shown in Appendix D. The stage of 12.6’ was used as provided by BCB.

6 Hydraulic Analysis

6.1 Modeling Approach

Hydraulic analysis for the existing canal and proposed bridge was performed utilizing the

GeoHEC-RAS computer program (HEC-RAS version 5.0.7). GeoHEC-RAS was developed by the US Army Corps of Engineers and is used to model the hydraulics of water flow through a channel. Water surface profiles were determined for the 100-year/3-day flood event using a one-dimensional GeoHEC-RAS model.

6.2 Existing Condition Model

An existing HEC-RAS model was created to model the GGMC. To develop the model, a river reach was first added for the canal. Cross sections were then added to the model with the geometry being generated by a combination of surveyed contour lines and LiDAR contours.

Cross section placement took into consideration the proposed bridge location in order to provide an accurate representation of the channel. Cross sections 1003, 1004 and 1005 were placed upstream of the proposed bridge location and cross sections 1000, 1001, and 1002 were placed downstream of the proposed bridge. The contraction and expansion coefficients for all cross-sections was set to 0.1 and 0.3, respectively. A flow of 1025 cfs was used. The manning’s roughness coefficients entered into GeoHEC-RAS are 0.05 for the channel and 0.1 for the overbanks. These values were determined based on visual inspection of the channel and published manning’s roughness coefficients from the FDOT Drainage Design Guide. The determination of the channels Manning value also took into consideration the water surface elevations provided in the hydraulic data from BCB. This allowed for the existing model to be calibrated to produce similar results as shown in the BCB data. The water surface elevation results from the GeoHEC-RAS model for the existing condition are shown in Table 1 and in

Appendix B.

6.3 Proposed Condition Model

The proposed condition model was then created by making a copy of the existing condition model. The proposed bridge was added to the model using the typical sections detailed in Section

4. The proposed bridge section was added to the model between sections 1002 and 1003 as section 1002.49 BR U and 1002.49 BR D. The contraction and expansion ratios for sections

1001, 1002, 1003 and 1004 were then changed from 0.1 and 0.3 to 0.3 and 0.5, respectively, to account for the contraction and expansion through the new bridge. All other contraction and expansion ratios remained unchanged when compared to the existing condition model. All cross section locations and reach lengths remain the same as the existing conditions model. The canal geometry was updated for sections 1002.5 BR U and 1002.5 BR D to show the proposed 1:2 side slopes and 0.50’ channel bottom elevation. The bridge abutments will be riprap lined at a 1:2 slope and were added to the model as geometry changes to analyze the channel in the proposed condition. The manning’s value in the sections directly up and downstream were adjusted to show the presence of riprap. Refer to Appendix B to view the GeoHEC-RAS report. The water surface elevations for the 100-year/3-day storm event from the GeoHEC-RAS model for the proposed bridge is shown in Table 1.

Table 1: Summary of GeoHEC-RAS Results for the Existing and Proposed Conditions

Channel Location Storm

Event

Q

Total

(cfs)

Existing

W.S. Elev.

(ft)

Proposed

W.S. Elev.

(ft)

Difference

Post/Pre

(ft)

Approach 1004

100YR

3DY

1025 12.65 12.64 -0.01

Bridge US 1003

100YR

3DY

1025 12.64 12.64 0.00

Bridge DS 1002

100YR

3DY

1025 12.63 12.64 0.01

Exit 1001

100YR

3DY

1025 12.63 12.63 0.00

7 Scour Analysis

A contraction scour and pier scour analysis was performed for the proposed bridge. The contraction scour for the bridge is -4.1’ and therefore there is no contraction scour. The pier scour is 2.0’ for a total scour depth of 2.0’ and scour Elevation of -1.5’. See Appendix E for the scour calculations. Bank and shore rip rap will be placed at the abutments to protect against erosion.

8 Deck Drainage

The bridge will have a longitudinal slope of 2.541% and -2.668% with a crown at STA. 1061+73 which will drain water back to the beginning and end of the bridge. At the ends of the bridge, there will be a shoulder gutter and curb & gutter to collect runoff. The stormwater runoff on the west side of the bridge will be conveyed to curb & gutter inlets at the bridge approaches that will discharge to the Golden Gate Main Canal. The stormwater runoff on the east side of the bridge deck will drain to shoulder gutter inlets at the bridge approaches that will discharge to the

Golden Gate Main Canal. Riprap will be provided at bridge abutments for permanent erosion control.

9 Conclusions and Recommendations

The proposed bridge meets all design criteria and the effect on the existing channel is minimal.

The proposed bridge does cause minor stage rises in the Golden Gate Main Canal, but all are less than 0.05'. The GGMC is not a regulated FEMA floodway; therefore, a “no-rise” in stage is not necessary. The bridge abutments will be protected with FDOT standard bank and shore riprap to prevent any scour issues. The west side of the bridge deck will drain to inlets at the bridge approach that will be conveyed to the stormwater detention ponds for treatment on the west side of 16th St. The east side of the bridge deck will drain to inlets at the bridge approach that will discharge to the Golden Gate Main Canal. A ROW permit has been applied for and is under review from the Big Cypress Basin, application #230501-38473.

10 Materials and Documentation

Data used in the Bridge Hydraulic Report was based on the following sources:

• Survey

• FDOT Drainage Design Guide, January 2022

• FDOT Drainage Manual, January 2022

• SFWMD Right of Way Criteria Manual 2013

APPENDIX A

FEMA Firm Map

A-1

A-3

BEGIN

BRIDGE

PROPOSED

BRIDGE

END

BRIDGE

A-2

GOLDEN GATE MAIN CANAL

APPENDIX B

GeoHEC-Ras Data

B-1

B-2

HEC-RAS Model Cross Section Layout 16th St Bridge

Collier County, FL

NTS

HEC-RAS HEC-RAS 5.0.7 March 2019

U.S. Army Corps of Engineers

Hydrologic Engineering Center

609 Second Street

Davis, California

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PROJECT DATA

Project Title: HEC-RAS Model

Project File : 16th St Bridge.prj

Run Date and Time: 8/7/2023 3:54:21 PM

Project in English units

Project Description:

CRS Info=<SpatialReference> <CoordinateSystem Code="3512"

Unit="US_survey_Foot" AcadCode="NSRS07.FL-EF" /> <Registration OffsetX="0"

OffsetY="0" OffsetZ="0" ScaleX="1" ScaleY="1" ScaleZ="1" /></SpatialReference>

PLAN DATA

Plan Title: Existing2

Plan File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.p04

Geometry Title: Existing2

Geometry File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.g03

Flow Title : Default Steady Flow

Flow File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.f01

Plan Description:

Default Scenario

B-3

Plan Summary Information:

Number of: Cross Sections = 6 Multiple Openings = 0

Culverts = 0 Inline Structures = 0

Bridges = 0 Lateral Structures = 0

Computational Information

Water surface calculation tolerance = 0.01

Critical depth calculation tolerance = 0.01

Maximum number of iterations = 20

Maximum difference tolerance = 0.33

Flow tolerance factor = 0.001

Computation Options

Critical depth computed only where necessary

Conveyance Calculation Method: At breaks in n values only

Friction Slope Method: Average Conveyance

Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: Default Steady Flow

Flow File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.f01

Flow Data (cfs)

River Reach RS 100YR 3DY

GGMC GGMC1 1005 1025

Boundary Conditions

River Reach Profile Upstream

Downstream

GGMC GGMC1 100YR 3DY

Known WS = 12.6

GEOMETRY DATA

B-4

Geometry Title: Existing2

Geometry File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.g03

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1005

INPUT

Description:

Station Elevation Data num= 21

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-120.36 9.69 -50.22 9.69 -45.31 9.55 -43.43 9.5 -42.95 9.18

-41.6 8.25 -39.61 7.22 -35.91 5.14 -18.19 2.51 -7.33 .83

0 .78 30.72 .58 37.27 1.46 54.06 5.61 55.79 5.96

61.81 7.78 62.62 8.32 64.28 8.58 76.12 8.82 78.61 8.87

157.27 8.87

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-120.36 .1 -43.43 .05 64.28 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-43.43 64.28 467.5 467.5 259.75 .1 .3

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1004

INPUT

Description:

Station Elevation Data num= 22

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-109.85 9.54 -54.5 9.54 -47.1 9.29 -44.85 9.2 -43.61 8.53

-43.2 8.32 -35.27 4.82 -34.01 4.22 -29.99 3.55 -11.32 .35

0 .49 17.75 .71 35.62 .96 39.73 1.98 50 4.63

55.43 6.59 65.48 10.25 67.7 11.04 70.26 11.82 79.67 12.22

86.24 12.35 155.16 12.35

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-109.85 .1 -44.85 .05 70.26 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-44.85 70.26 25 25 25 .1 .3

B-5

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1003

INPUT

Description:

Station Elevation Data num= 46

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-131.28 11.84 -129.63 11.84 -128.63 11.88 -123.2 11.92 -122.24 11.93

-111.71 12 -102.85 12.05 -96.3 12.11 -84.74 12.31 -82.42 12.24

-65.92 11.48 -61.34 11.24 -56.88 11.36 -56.49 10.93 -54.39 8.81

-52.58 8.3 -51.95 8.19 -50.02 7.69 -44.33 6.15 -21.68 3.51

-11.55 2.26 -7.17 2.3 -4.31 2.33 28.75 2.61 32.48 3.76

39.87 5.99 42.26 6.88 46.83 7.9 49.1 11.05 49.78 11.85

55.16 11.77 56.83 11.8 61.25 11.93 70.86 11.88 75.93 12.21

78.34 12.27 81.47 12.25 84.12 12.18 86.6 12.17 100.85 12.02

103.37 12.02 117.57 11.87 126.98 11.81 129.22 11.81 138.52 11.71

139.94 11.71

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-131.28 .1 -56.49 .05 55.16 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-56.88 49.78 94.72 94.72 94.72 .1 .3

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1002

INPUT

Description:

Station Elevation Data num= 33

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-134.37 10.96 -105.37 10.96 -104.37 10.95 -94.35 10.79 -83.13 10.62

-70.46 10.42 -62.09 10.29 -53.23 10.15 -49.07 9.8 -47.43 9.53

-45.9 8.43 -43.09 7.89 -43 7.87 -42.93 7.87 -42.86 7.84

-32.69 4.72 -29.83 4.48 -2.79 1.84 .77 1.84 29.83 1.89

34.23 1.9 44.92 5.48 45.64 5.71 47.45 6.27 54.51 8.4

56.91 10.26 57.64 10.96 67.85 11.33 72.03 11.44 79.84 11.67

94.43 12.19 103.49 12.18 147.09 12.18

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-134.37 .1 -49.07 .05 67.85 .1

B-6

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-53.23 57.64 25 25 25 .1 .3

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1001

INPUT

Description:

Station Elevation Data num= 27

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-143.5 11.01 -74.14 11.01 -64.44 10.59 -57.08 10.35 -54.06 9.87

-48.73 9.14 -47.88 8.59 -47.36 8.27 -36.72 3.26 -36.52 3.16

-35.98 3.11 -14.34 1.08 0 1.24 13.53 1.39 22.24 1.5

41.1 4.36 44.78 4.93 46 5.55 51.17 8.24 53.63 9.38

54.46 9.77 57.79 9.91 61.98 10.23 74.37 10.79 77.88 11.22

90.27 11.77 145.61 11.77

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-143.5 .1 -74.14 .05 90.27 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-74.14 90.27 459 459 459 .1 .3

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1000

INPUT

Description:

Station Elevation Data num= 24

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-142.03 11.3 -76.82 11.3 -62.34 10.75 -59.13 10.62 -57.43 10.35

-50.6 9.43 -49.4 9.15 -46.38 8.27 -40.05 6.27 -35.83 4.9

-25.48 3.68 -9.33 1.7 0 1.53 4.01 1.45 18.77 1.2

27.86 2.43 44 4.58 50.51 6.9 54.19 8.25 54.66 8.72

56.26 10.23 58.03 10.18 63.95 10.07 149.58 10.07

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-142.03 .1 -76.82 .05 56.26 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-76.82 56.26 0 0 0 .1 .3

B-7

SUMMARY OF MANNING'S N VALUES

River:GGMC

Reach River Sta. n1 n2 n3

GGMC1 1005 .1 .05 .1

GGMC1 1004 .1 .05 .1

GGMC1 1003 .1 .05 .1

GGMC1 1002 .1 .05 .1

GGMC1 1001 .1 .05 .1

GGMC1 1000 .1 .05 .1

SUMMARY OF REACH LENGTHS

River: GGMC

Reach River Sta. Left Channel Right

GGMC1 1005 467.5 467.5 259.75

GGMC1 1004 25 25 25

GGMC1 1003 94.72 94.72 94.72

GGMC1 1002 25 25 25

GGMC1 1001 459 459 459

GGMC1 1000 0 0 0

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS

Reach River Sta. Contr. Expan.

GGMC1 1005 .1 .3

GGMC1 1004 .1 .3

GGMC1 1003 .1 .3

GGMC1 1002 .1 .3

GGMC1 1001 .1 .3

GGMC1 1000 .1 .3

B-8

HEC-RAS Plan: Existing2 River: GGMC Reach: GGMC1 Profile: 100YR 3DY

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl

(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)

GGMC1 1005 100YR 3DY 1025.00 0.58 12.67 12.68 0.000040 0.85 1645.16 277.63 0.05

GGMC1 1004 100YR 3DY 1025.00 0.35 12.65 12.66 0.000047 0.90 1326.06 265.01 0.05

GGMC1 1003 100YR 3DY 1025.00 2.26 12.64 12.66 0.000094 1.14 999.55 271.22 0.07

GGMC1 1002 100YR 3DY 1025.00 1.84 12.63 12.65 0.000074 1.05 1156.62 281.46 0.06

GGMC1 1001 100YR 3DY 1025.00 1.08 12.63 12.65 0.000073 0.90 1276.49 289.11 0.06

GGMC1 1000 100YR 3DY 1025.00 1.20 12.60 4.12 12.61 0.000071 0.95 1324.86 291.61 0.06

B-9

-150 -100 -50 0 50 100 150 200

HEC-RAS Model Plan: Existing2 8/7/2023 River = GGMC Reach = GGMC1 RS = 1005

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Ground

Bank Sta

.1 .05 .1

HEC-RAS Model Plan: Existing2 8/7/2023 River = GGMC Reach = GGMC1 RS = 1004

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Ground

Bank Sta

B-10

-150 -100 -50 0 50 100 150

HEC-RAS Model Plan: Existing2 8/7/2023 River = GGMC Reach = GGMC1 RS = 1003

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Ground

HEC-RAS Model Plan: Existing2 8/7/2023 River = GGMC Reach = GGMC1 RS = 1002

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Ground

Bank Sta

B-11

HEC-RAS Model Plan: Existing2 8/7/2023 River = GGMC Reach = GGMC1 RS = 1001

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Ground

HEC-RAS Model Plan: Existing2 8/7/2023 River = GGMC Reach = GGMC1 RS = 1000

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Bank Sta

B-12

HEC-RAS HEC-RAS 5.0.7 March 2019

U.S. Army Corps of Engineers

Hydrologic Engineering Center

609 Second Street

Davis, California

X X XXXXXX XXXX XXXX XX XXXX

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X X X X X X X X X

XXXXXXX XXXX X XXX XXXX XXXXXX XXXX

X X X X X X X X X

X X X X X X X X X X

X X XXXXXX XXXX X X X X XXXXX

PROJECT DATA

Project Title: HEC-RAS Model

Project File : 16th St Bridge.prj

Run Date and Time: 8/7/2023 3:54:18 PM

Project in English units

Project Description:

CRS Info=<SpatialReference> <CoordinateSystem Code="3512"

Unit="US_survey_Foot" AcadCode="NSRS07.FL-EF" /> <Registration OffsetX="0"

OffsetY="0" OffsetZ="0" ScaleX="1" ScaleY="1" ScaleZ="1" /></SpatialReference>

PLAN DATA

Plan Title: Proposed

Plan File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.p02

Geometry Title: Default Geometry

Geometry File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.g01

Flow Title : Default Steady Flow

Flow File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.f01

Plan Description:

Default Scenario

B-13

Plan Summary Information:

Number of: Cross Sections = 6 Multiple Openings = 0

Culverts = 0 Inline Structures = 0

Bridges = 1 Lateral Structures = 0

Computational Information

Water surface calculation tolerance = 0.01

Critical depth calculation tolerance = 0.01

Maximum number of iterations = 20

Maximum difference tolerance = 0.33

Flow tolerance factor = 0.001

Computation Options

Critical depth computed only where necessary

Conveyance Calculation Method: At breaks in n values only

Friction Slope Method: Average Conveyance

Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: Default Steady Flow

Flow File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.f01

Flow Data (cfs)

River Reach RS 100YR 3DY

GGMC GGMC1 1005 1025

Boundary Conditions

River Reach Profile Upstream

Downstream

GGMC GGMC1 100YR 3DY

Known WS = 12.6

GEOMETRY DATA

B-14

Geometry Title: Default Geometry

Geometry File : C:\Users\crichards\KCA\1202208 16th St NE Bridge -

Documents\Drainage\Calculations\Proposed BHR-90%\16th St Bridge.g01

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1005

INPUT

Description:

Station Elevation Data num= 21

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-120.36 9.69 -50.22 9.69 -45.31 9.55 -43.43 9.5 -42.95 9.18

-41.6 8.25 -39.61 7.22 -35.91 5.14 -18.19 2.51 -7.33 .83

0 .78 30.72 .58 37.27 1.46 54.06 5.61 55.79 5.96

61.81 7.78 62.62 8.32 64.28 8.58 76.12 8.82 78.61 8.87

157.27 8.87

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-120.36 .1 -43.43 .05 64.28 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-43.43 64.28 467.5 467.5 467.5 .1 .3

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1004

INPUT

Description:

Station Elevation Data num= 22

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-109.85 9.54 -54.5 9.54 -47.1 9.29 -44.85 9.2 -43.61 8.53

-43.2 8.32 -35.27 4.82 -34.01 4.22 -29.99 3.55 -11.32 .35

0 .49 17.75 .71 35.62 .96 39.73 1.98 50 4.63

55.43 6.59 65.48 10.25 67.7 11.04 70.26 11.82 79.67 12.22

86.24 12.35 155.16 12.35

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-109.85 .1 -44.85 .05 70.26 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-44.85 70.26 25 25 25 .3 .5

B-15

Ineffective Flow num= 2

Sta L Sta R Elev Permanent

-109.85 -121.49 18 F

123.51 155.16 18 F

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1003

INPUT

Description:

Station Elevation Data num= 40

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-131.28 11.84 -129.63 11.84 -128.63 11.88 -123.2 11.92 -122.24 11.93

-111.71 12 -102.85 12.05 -96.3 12.11 -84.74 12.31 -82.42 12.24

-65.92 11.48 -61.34 11.24 -56.88 11.36 -56.49 10.93 -54.39 8.81

-52.58 8.3 -51.95 8.19 -50.02 7.69 -37.57 .5 39.47 .5

42.26 6.88 46.83 7.9 49.1 11.05 49.78 11.85 55.16 11.77

56.83 11.8 61.25 11.93 70.86 11.88 75.93 12.21 78.34 12.27

81.47 12.25 84.12 12.18 86.6 12.17 100.85 12.02 103.37 12.02

117.57 11.87 126.98 11.81 129.22 11.81 138.52 11.71 139.94 11.71

Manning's n Values num= 5

Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val

-131.28 .1 -50.02 .035 -37.57 .05 39.47 .035 55.16 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-56.88 49.78 94.72 94.72 94.72 .3 .5

Ineffective Flow num= 2

Sta L Sta R Elev Permanent

-131.28 -96.49 18 F

98.51 139.94 18 F

BRIDGE

RIVER: GGMC

REACH: GGMC1 RS: 1002.49

INPUT

Description:

Distance from Upstream XS = 24

Deck/Roadway Width = 50.4

Weir Coefficient = 2.6

Upstream Deck/Roadway Coordinates num= 9

Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord

-126 18 -78.01 18 1.84 -72.49 18 13.5

B-16

-72.49 18 14.93 -72.49 18 14.93 4.5 18 15.74

74.51 18 15.06 74.51 18 15.06 150.59 18

Upstream Bridge Cross Section Data

Station Elevation Data num= 30

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-126.08 11.84 -124.43 11.84 -123.43 11.88 -118 11.92 -117.04 11.93

-106.51 12 -97.65 12.05 -91.1 12.11 -75.7 13.5 -72.49 13.5

-69.49 13.5 -37.07 .5 -24.18 .5 -14.05 .5 -9.67 .5

-6.81 .5 31.25 .5 34.98 .5 38.97 .5 71.51 13.5

74.51 13.5 79.56 13.5 86.6 12.17 100.85 12.02 103.37 12.02

117.57 11.87 126.98 11.81 129.22 11.81 138.52 11.71 139.94 11.71

Manning's n Values num= 5

Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val

-126.08 .1 -72.49 .035 -37.07 .05 38.97 .035 79.56 .1

Bank Sta: Left Right Coeff Contr. Expan.

-69.49 74.51 .3 .5

Ineffective Flow num= 2

Sta L Sta R Elev Permanent

-126.08 -96.49 18 F

98.51 139.94 18 F

Downstream Deck/Roadway Coordinates num= 9

Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord

-126 18 -78.01 18 1.84 -72.49 18 13.5

-72.49 18 14.93 -72.49 18 14.93 4.5 18 15.74

74.51 18 15.06 74.51 18 15.06 150.59 18

Downstream Bridge Cross Section Data

Station Elevation Data num= 30

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-126.08 11.84 -124.43 11.84 -123.43 11.88 -118 11.92 -117.04 11.93

-106.51 12 -97.65 12.05 -91.1 12.11 -75.7 13.5 -72.49 13.5

-69.49 13.5 -37.07 .5 -24.18 .5 -14.05 .5 -9.67 .5

-6.81 .5 31.25 .5 34.98 .5 38.97 .5 71.51 13.5

74.51 13.5 79.56 13.5 86.6 12.17 100.85 12.02 103.37 12.02

117.57 11.87 126.98 11.81 129.22 11.81 138.52 11.71 139.94 11.71

Manning's n Values num= 5

Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val

-126.08 .1 -72.49 .035 -37.07 .05 38.97 .035 79.56 .1

Bank Sta: Left Right Coeff Contr. Expan.

-69.49 74.51 .3 .5

Ineffective Flow num= 2

Sta L Sta R Elev Permanent

-126.08 -92.81 18 F

B-17

94.83 139.94 18 F

Upstream Embankment side slope = 2 horiz. to 1.0 vertical

Downstream Embankment side slope = 2 horiz. to 1.0 vertical

Maximum allowable submergence for weir flow = .98

Elevation at which weir flow begins = 17.94

Energy head used in spillway design =

Spillway height used in design =

Weir crest shape = Broad Crested

Number of Abutments = 2

Abutment Data

Upstream num= 2

Sta Elev Sta Elev

-69.49 13.5 -37.07 .5

Downstream num= 2

Sta Elev Sta Elev

-69.49 13.5 -37.07 .5

Abutment Data

Upstream num= 2

Sta Elev Sta Elev

38.97 .5 71.51 13.5

Downstream num= 2

Sta Elev Sta Elev

38.97 .5 71.51 13.5

Number of Piers = 2

Pier Data

Pier Station Upstream= -21.44 Downstream= -21.44

Upstream num= 4

Width Elev Width Elev Width Elev Width Elev

1.5 2.26 1.5 11.6 3.67 11.6 3.67 15.74

Downstream num= 4

Width Elev Width Elev Width Elev Width Elev

1.5 1.84 1.5 11.6 3.67 11.6 3.67 15.74

Pier Data

Pier Station Upstream= 27.56 Downstream= 27.56

Upstream num= 4

Width Elev Width Elev Width Elev Width Elev

1.5 2.26 1.5 11.6 3.67 11.6 3.67 15.74

Downstream num= 4

Width Elev Width Elev Width Elev Width Elev

1.5 1.84 1.5 11.6 3.67 11.6 3.67 15.74

Number of Bridge Coefficient Sets = 1

B-18

Low Flow Methods and Data

Energy

Selected Low Flow Methods = Highest Energy Answer

High Flow Method

Energy Only

Additional Bridge Parameters

Add Friction component to Momentum

Do not add Weight component to Momentum

Class B flow critical depth computations use critical depth inside the bridge at the upstream end

Criteria to check for pressure flow = Upstream energy grade line

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1002

INPUT

Description:

Station Elevation Data num= 17

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-134.37 10.96 -105.37 10.96 -104.37 10.95 -94.35 10.79 -83.13 10.62

-70.46 10.42 -62.09 10.29 -57.85 10.15 -36.57 .5 39.47 .5

57.64 10.96 67.85 11.33 72.03 11.44 79.84 11.67 94.43 12.19

103.49 12.18 147.09 12.18

Manning's n Values num= 5

Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val

-134.37 .1 -57.85 .035 -36.57 .05 39.47 .035 57.64 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-57.85 57.64 25 25 25 .3 .5

Ineffective Flow num= 2

Sta L Sta R Elev Permanent

-134.37 -92.81 18 F

94.83 147.09 18 F

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1001

INPUT

Description:

Station Elevation Data num= 27

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

B-19

-143.5 11.01 -74.14 11.01 -64.44 10.59 -57.08 10.35 -54.06 9.87

-48.73 9.14 -47.88 8.59 -47.36 8.27 -36.72 3.26 -36.52 3.16

-35.98 3.11 -14.34 1.08 0 1.24 13.53 1.39 22.24 1.5

41.1 4.36 44.78 4.93 46 5.55 51.17 8.24 53.63 9.38

54.46 9.77 57.79 9.91 61.98 10.23 74.37 10.79 77.88 11.22

90.27 11.77 145.61 11.77

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-143.5 .1 -74.14 .05 90.27 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-74.14 90.27 459 459 459 .3 .5

Ineffective Flow num= 2

Sta L Sta R Elev Permanent

-143.5 -117.81 18 F

119.83 145.61 18 F

CROSS SECTION

RIVER: GGMC

REACH: GGMC1 RS: 1000

INPUT

Description:

Station Elevation Data num= 24

Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-142.03 11.3 -76.82 11.3 -62.34 10.75 -59.13 10.62 -57.43 10.35

-50.6 9.43 -49.4 9.15 -46.38 8.27 -40.05 6.27 -35.83 4.9

-25.48 3.68 -9.33 1.7 0 1.53 4.01 1.45 18.77 1.2

27.86 2.43 44 4.58 50.51 6.9 54.19 8.25 54.66 8.72

56.26 10.23 58.03 10.18 63.95 10.07 149.58 10.07

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val

-142.03 .1 -76.82 .05 56.26 .1

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

-76.82 56.26 0 0 0 .1 .3

SUMMARY OF MANNING'S N VALUES

River:GGMC

Reach River Sta. n1 n2 n3 n4 n5

B-20

GGMC1 1005 .1 .05 .1

GGMC1 1004 .1 .05 .1

GGMC1 1003 .1 .035 .05 .035 .1

GGMC1 1002.49 Bridge

GGMC1 1002 .1 .035 .05 .035 .1

GGMC1 1001 .1 .05 .1

GGMC1 1000 .1 .05 .1

SUMMARY OF REACH LENGTHS

Reach River Sta. Left Channel Right

GGMC1 1005 467.5 467.5 467.5

GGMC1 1004 25 25 25

GGMC1 1003 94.72 94.72 94.72

GGMC1 1002.49 Bridge

GGMC1 1002 25 25 25

GGMC1 1001 459 459 459

GGMC1 1000 0 0 0

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS

Reach River Sta. Contr. Expan.

GGMC1 1005 .1 .3

GGMC1 1004 .3 .5

GGMC1 1003 .3 .5

GGMC1 1002.49 Bridge

GGMC1 1002 .3 .5

GGMC1 1001 .3 .5

GGMC1 1000 .1 .3

B-21

HEC-RAS Plan: Proposed River: GGMC Reach: GGMC1 Profile: 100YR 3DY

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl

(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)

GGMC1 1005 100YR 3DY 1025.00 0.58 12.67 12.68 0.000040 0.85 1643.78 277.63 0.05

GGMC1 1004 100YR 3DY 1025.00 0.35 12.64 2.88 12.66 0.000047 0.90 1315.33 265.01 0.05

GGMC1 1003 100YR 3DY 1025.00 0.50 12.64 2.25 12.65 0.000046 0.91 1185.33 271.22 0.05

GGMC1 1002.49 Bridge

GGMC1 1002 100YR 3DY 1025.00 0.50 12.64 2.25 12.65 0.000030 0.84 1318.52 281.46 0.05

GGMC1 1001 100YR 3DY 1025.00 1.08 12.63 3.62 12.65 0.000074 0.90 1212.50 289.11 0.06

GGMC1 1000 100YR 3DY 1025.00 1.20 12.60 4.12 12.61 0.000071 0.95 1324.86 291.61 0.06

B-22

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1005

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Ground

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1004

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Ineff

Bank Sta

B-23

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1003

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Ineff

Bank Sta

.1 .

.05 .

.1

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1002.49 BR

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Ineff

Bank Sta

.1 .035 .05 .035 .1

B-24

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1002.49 BR

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Ineff

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1002

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Ineff

Bank Sta

B-25

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1001

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Ineff

HEC-RAS Model Plan: Proposed 8/7/2023 River = GGMC Reach = GGMC1 RS = 1000

Station (ft)

E le v a ti o n ft

Legend

EG 100YR 3DY

WS 100YR 3DY

Crit 100YR 3DY

Ground

Bank Sta

B-26

APPENDIX C

Bridge Hydraulic Recommendations Sheet

C-1

.5

.5

.0

.3

.0

.1

.4

.6

.9

.1

.8

.3

.9

.1

.1

.4

6 1 .1

.4

.9

.3

.8

.6

.8

.9

.9

.8

.7

.6

.6

.1

.2

.1

.1

.0

.6

.8

.1

.1

.7

.6

.7

.7

.7

.9

.1

.4

.2

.0

.9

.8

.6

.2

.3

.2

.0

.9

.9

.6

.7

.5

.5

.6

.5

.7

.1

.5

.7

.9

.5

.7

.8

.8

.7

.3

.7

.7

.2

.2

.1

.3

.3

.1

.4

.2

.1

.4

.1

.4

.5

.6

.2

.5

.1

.5

.0

.6

.3

.0

.0

.6

.0

.8

.6

.0

.0

.2

.3

.0

.4

.9

.6

.3

.1

.1

.0

.9

.8

.2

.0

.5

.1

.8

.5

.0

.8

.8

.3

.5

.4

.9

.1

.3

.2

.2

.9

.2

.7

.4

.3

.0

.4

.5

.8

.0

.8

.1

.8

.2

.4

.8

.8

.0

.9

.1

.9

.9

.2

.7

.9

.5

.4

.0

.4

.2

.9

.7

.2

.2

.2

.1

.5

.2

.7

.5

.5

.4

.4

.6

.8

.4

.3

.0

.0

.2

.4

.8

.8

.2

.3

.7

.8

.7

.4

.0

.0

.7

.3

.8

.2

.7

.2

.6

.0

E L E

V

.7

C M

P

S I N

V

E L E

V

.9

C M

P

N I N

V

E L E

V

.8

C M

P

S I N

V

E L E

V

.5

C M

P

I N

V

140'

140'

S-705 S-704

S-606

S-607

S-605

S-703

S-609

S-608

S-707

S-604

76.04'

BOTTOM WIDTH

& ASSOCIATES

KISINGER CAMPO

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 71549

Engineer of Record: Brian J. Rose

1061+00 1062+00 1063+00 1064+00

N

Feet

0 10

N

1.0

100 YR 500 YR

100 500

N/A

N/A

N/A

N/A

N/A

N/A

N/A N/A

BURIED BURIED

UNKNOWN

UNKNOWN

UNKNOWN

UNKNOWN

EXISTING STRUCTURES

STRUCTURE

PROPOSED

HYDRAULIC DESIGN DATA

HYDRAULIC RECOMMENDATIONS

REMARKS:

AREA OF OPENING @ D.F.

TYPE CONSTRUCTION

ELEV. LOW MEMBER

BRIDGE WIDTH

FOUNDATION

(REFERENCE)

SPAN LENGTH

OVERALL LENGTH

( 1 ) ( 2 ) ( 3 ) ( 4 )

WATER SURFACE ELEVATIONS:

TERMS:

NOTE:

STAGE ELEV. NAVD (ft)

GREATEST FLOOD

OVERTOPPING or

BASE FLOOD

DISCHARGE (cfs)

FREQUENCY ( yr.)

EXCEEDANCE PROB. (%)

AVERAGE VELOCITY (f/s)

M.H.W. (Tidal)

CONTROL (Non-Tidal)

N.H.W. (Non-Tidal)

M.L.W. (Tidal)

DESIGN FLOODMAX. EVENT OF RECORDFLOOD DATA:

WORST CASE < 100 yr.

FREQ. (yr.)

TOTAL SCOUR ELEVATION

FREQ. (yr.)

WORST CASE < 500 yr.

NUMBERS

PIER INFORMATION

SIZE AND TYPE SCOUR ELEV.

LONG TERM

ABOVE EL.

ABOVE EL.

BEGIN BRIDGE

VERT.

DRIFT: HORIZ.

DRIFT: HORIZ.

VERT.

END BRIDGE

LIMIT OF PROTECTION:

DECK DRAINAGE:5.

TOE HORIZ. DISTANCE:

RUBBLE GRADE:

SLOPE:

BURIED OR NON-BURIED HORIZ. TOE:

ABOVE EL.

1.

2.

3.

ABUTMENTS:

BEGIN BRIDGE STATION

CLEARANCE PROVIDED:

MINIMUM CLEARANCE:

4.

VERT.

VERT.

ABOVE EL.

SKEW ANGLE

NAV: HORIZ.

NAV: HORIZ.

END BRIDGE STATION

SCOUR PREDICTIONS FOR PROPOSED STRUCTURE DESCRIBED ABOVE:

and land use. Users of this data are cautioned against the assumption of precision which cannot be obtained.

The resultant hydraulic data is sensitive to changes, particularly antecedent conditions, urbanization, channelization determined by a study of the watershed. Many judgements and assumptions are required to establish these factors.

elevations which may be anticipated in any given year. This data was generated using highly variable factors

The hydraulic data is shown for informational purposes only to indicate the flood discharges and water surface

Greatest Flood: The most severe that can be predicted where overtopping is not practicable.

Overtopping Flood: Causes flow over the highway, over a watershed divide, or thru emergency relief structures.

Base Flood: Has a 1% chance of being exceeded in any given year (100 year frequency)

Design Flood: Utilized to assure a desired level of hydraulic performance.

50'-5"

N/A

N/A

N/A

N/A

1.5'x1.5' CONCRETE

N/A N/A

N/A

N/A

BRIDGE LOCATION

1:2 1:2

BANK AND SHOREBANK AND SHORE

0.2

CONCRETE

147'

9.00

UNKNOWN

0 deg.

STAGE DATA WAS PROVIDED BY BIG CYPRESS BASIN

1060+00

1"= 10' VERT.

SCALE: 1"= 50' HORIZ.

1251 FT�

0 0

2.54

1%

NHW EL 9.00'

DHW EL 12.64'

-5

(-) 2.668%

RIPRAP

0.82

RIPRAP

49' LT. & 49' RT. 49' LT. & 49' RT.

PROFILE GRADE

EXISTING R/W

EXISTING EASEMENT

EXISTING EASEMENT

EXISTING R/W

1060+96.75 1062+43.79

12.64

12.64

12.64

-1.5

3.10

2.29

AT CENTER OF BRIDGE

GOLDEN GATE MAIN CANAL

APPROX. SUPERSTRUCTURE DEPTH = 1.875'

STA. 1062+43.79

¡ CONST. 16TH ST.

END BRIDGE

EXIST. GROUND @ CL CONST. 16TH ST.

1-4

10'10'

14.93'

3 @ 49'

NOT TO SCALE

FOR CONSTRUCTION PURPOSES.

PLANS FOR DOCUMENTATION. DO NOT USE

THIS SHEET HAS BEEN INCLUDED IN THE

STA. 1060+96.75

¡ CONST. 16TH ST.

BEGIN BRIDGE

STA. 1062+43.79

¡ CONST. 16TH ST.

END BRIDGE

N/A

N/A

EL. = 0.5'

CANAL BOTTOM

.2

M V

C

STA. 1060+96.75

¡ CONST. 16TH ST.

BEGIN BRIDGE

EASEMENT

EXISTING SFWMD

EASEMENT

EXISTING SFWMD

RIPRAP (TYP.)

32' 52'

ELEVATION = 14.93'

POINT OF LOW MEMBER MVC

LOW MEMBER AT BRIDGE CENTER EL. 15.74'

S L

O P

E

P

R O

T E

C T I O

N

L I

M I T

S

R O

W

L I

M I T

S

EL. -1.50

BOUNDARY

ESTIMATED SCOUR

EL. -1.50

BOUNDARY

ESTIMATED SCOUR

STA. 1061+45.79

¡ INT. BENT 2

STA. 1061+94.75

¡ INT. BENT 3

BRIDGE NO. 034186

:2

(M

A X

:2

(M

A X

TO THE GOLDEN GATE MAIN CANAL

RUNOFF FROM THE BRIDGE WILL BE CAPTURED BY CURB AND SHOULDER GUTTER INLETS BEFORE DISCHARGING

WBID 3278S

22.10 ACRES

BASIN 2

22.57 ACRES

BASIN 1

1.93 ACRES

BASIN 4

1.81 ACRES

BASIN 3

BASIN BOUNDARY

DRAINAGE

BASIN BOUNDARY

DRAINAGE

BASIN BOUNDARY

DRAINAGE

BASIN BOUNDARY

DRAINAGE

BRIDGE HYDRAULIC

RECOMMENDATIONS

11/7/2023crichards c:\pwworkingdir\kca-pw.bentley.com_kca-pw-01\courtney richards\dms38687\PLPRRD01.dgn2:53:49 PM

COUNTY

COLLIER

451283-1-58-01

COLLIER COUNTY TRANSPORTATION

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID

B-7

NO.

SHEET

T H

E

O F

F I

C I

A L

R

C O

D

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

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

16TH ST. NE

ROAD NAME

FFAS END BENT 1

FFAS END BENT 4

LEGEND

RIP RAP

6" CONC. DRIVEWAY

6" CONC. SIDEWALK

1061 1062 1063

C-2

APPENDIX D

Correspondence

D-1

Courtney Richards

From: Feng, Ke <kfeng@sfwmd.gov>

Sent: Wednesday, December 21, 2022 3:47 PM

To: Courtney Richards

Cc: Brian Rose; Jackson, Brad

Subject: RE: 16th St NE Bridge

Courtney, Sorry I was in the teleconference when you called me. The simulated 100-yr flow along the Golden Gate Canal near your project location is around 1,025 cfs.

Thank you and Happy holidays!

Kent

Lead Hydrologic Modeler

South Florida Water Management District

Working from home – call my cell at 239-273-6351

From: Courtney Richards <CRichards@kcaeng.com>

Sent: Monday, December 19, 2022 4:07 PM

To: Feng, Ke <kfeng@sfwmd.gov>

Cc: Brian Rose <BRose@kcaeng.com>; Jackson, Brad <brjackso@sfwmd.gov>

[Please remember, this is an external email]

Hi Kent, Thank you for this information, the only thing I am still needing is the flow rate for the canal for the 100 year storm event.

Thanks, Courtney Richards, PE Drainage Engineer

Email: CRichards@kcaeng.com Office: 239.278.5999 13461 Parker Commons Blvd, Suite 104, Ft. Myers, FL 33912

Caution: External email.

Some people who received this message don't often get email from crichards@kcaeng.com. Learn why this is important

D-2

From: Feng, Ke <kfeng@sfwmd.gov>

Sent: Wednesday, November 30, 2022 3:03 PM

To: Courtney Richards <CRichards@kcaeng.com>

Courtney, Sorry to get back to you late.

The District does have two nearby water level monitoring stations around the project area, the headwater stage at

Miller#3 and Headwater stage at GG4. The seasonal high water is around 10.3 ft NGVD or 9 ft NAVD.

Attached is the water level records at Miler3_H for your information.

Caution: External email.

D-3

Sent: Tuesday, November 1, 2022 2:30 PM

To: Feng, Ke <kfeng@sfwmd.gov>

Good afternoon Kent, I am following up on the request below. In addition are you able to provide any seasonal high water elevations around the project area.

Some people who received this message don't often get email from crichards@kcaeng.com. Learn why this is important

D-4

Email: CRichards@kcaeng.com

Sent: Tuesday, August 30, 2022 2:16 PM

To: kfeng@sfwmd.gov

Cc: Brian Rose <BRose@kcaeng.com>; brjackso@sfwmd.gov

Subject: 16th St NE Bridge

Good afternoon Kent, Thank you for providing some information to us for the 16th St bridge already. I was hoping to get the flow rate for the

100 year storm event from your model. Do you have model results for the 25 and 100 year storm events in a PDF available?

Email: CRichards@kcaeng.com

CONFIDENTIALITY NOTE: This communication may be privileged and confidential. It should not be disseminated to others. If received in error, please immediately reply that you have received this communication in error and then delete it. Thank you.

D-5

Courtney Richards

From: Courtney Richards

Sent: Monday, February 13, 2023 9:26 AM

To: Courtney Richards

Subject: RE: Golden Gate Main Bridge

Email: CRichards@kcaeng.com

Sent: Tuesday, August 30, 2022 9:32 AM

To: Brian Rose <BRose@kcaeng.com>

Cc: Jackson, Bradley <brjackso@sfwmd.gov>

Brian, The 100-year peak stage is 12.6 ft NAVD.

We don’t have 50-yr simulation data.

The cross section I send to you is the old design typical cross section of Golden Gate Canal in that portion of canal. It does not indicate the exact canal cross section condition at your project location, it provided to you for your reference.

Thanks, Kent

From: Brian Rose <BRose@kcaeng.com>

Sent: Tuesday, August 30, 2022 8:07 AM

To: Feng, Ke <kfeng@sfwmd.gov>

Kent, Thank you very much.

One more question. I am also looking for the 50 and 100-year storm event information. I see the 25 year peak stage is

12.2’ NAVD. The section depicts the berm at approximate elevation 12.0. We are working on obtaining survey of the

D-6 area. The project is in the yellow circle in the snapshot below. The FEMA map has a contour of elevation 13.0’. I realize these contours are not ground truthed what do we know what the 50 and 100 year design stage would be for this area of the Golden Gate Main Canal?

Thank you.

Brian Rose, PE Drainage Department Manager

Email: BRose@kcaeng.com Office: 239.278.5999 Cell: 239.671.4545

Sent: Monday, August 29, 2022 2:02 PM

To: Brian Rose <BRose@kcaeng.com>

Brian, We evaluated both several modeling results and available monitoring data near your project location, here comes 25-yr peak stage and flow at your project location:

D-7

25-yr peak stage: 12.2 ft NAVD

25-yr peak flow: 750 cfs

The reference cross section at your project location is as following:

Please let us know if you need further help, From: Brian Rose <BRose@kcaeng.com>

Sent: Friday, August 26, 2022 11:40 AM

To: Jackson, Bradley <brjackso@sfwmd.gov>; Feng, Ke <kfeng@sfwmd.gov>

D-8

APPENDIX E

Scour Calculations

E-1

Scour Calculations For

16th St over GGMC

Collier County, FL

Contraction Scour y1 = 9.49 ft Piers? 1

D50 = 0.20 mm

D50 = 0.000656168 ft Vapproach= 0.9 ft/s

Vc = 11.17 y1 1/6

D50 1/3

= 1.41 ft/s eq.= Clear Water

Vc = Critical velocity above which bed material of size D or smaller will be transported (fps) y1 = Average depth of flow upstream of bridge

D50 = Particle size in a mixture of which 50 percent are smaller, ft

V approach = Mean velocity of the flow upstream of the bridge opening

Contraction Scour - Main Channel - Clear Water y2 = (Ku*Q /Dm

2/3 *W

3/7

(HEC-18 Chapter 6) y2 = Average equilibrium depth in the contracted section after contraction scour, ft (m)

Q = Discharge through the bridge associated with the width (Qchannel), ft3 /s (m3/s )

Dm = Diameter of the smallest nontransportable particle in the bed material (1.25*D50) in the contracted section, ft (m)

D50 = Median diameter of bed material, ft (m)

W = Top width of the contracted section less pier widths, ft (m) yo = Average existing depth in the contracted section, ft (m)

Ku = 0.0077 English units

Ku = 0.025 SI units y2 = 5.58

Q = 1025

Dm = 0.00082 pw= 7.34

W = 136.71 W2act= 129.37 yo = 9.67

Ku = 0.0077

Contraction Scour, ys = y2 - y0 = -4.09 ft (100-year)

Local Scour - HEC-18 -ys/a=2.0K1K2K3K4[y1/a] 0.35

Fr1 0.43

(HEC-18 Equation 7.1)

K1 = 1.1 ( For Square nose, Table 7.1, HEC-18 )

K2 = 1 ( Table 7.2 , HEC-18, For Angle of Attack = 0, L/a=9 )

K3 = 1.1 ( Table 7.3 , HEC-18 )

K4 = 1 ( For D50 < 2 mm ) a= 1.5 (Pier width, ft) y1 = 12.14 (Depth of water in the upstream section of the bridge, ft)

Fr1 = V1/ [gy1] 0.5

= 0.05

V1 = 0.91 ft/s (Velocity of flow in main channel, fps) g = 32.2 ft/s ys = 2.0 a K1K2K3K4[y1/a] 0.35

Fr1 0.43

= 2.01 ft

Summary of Total Scour

Local Scour ft = 2.0 feet

Contraction Scour = -4.1 feet

Total Scour = 2.0 feet

Scour Elevation:

Channel Bottom El. = 0.5 feet

Total Scour = 2.0 feet

Scour Elevation -1.5 feet

E-2

APPENDIX E

Scour Calculations

E-1

APPENDIX F

Typical Bridge Section

F-1

F I

C I

C O

E E

T

E C

T R

O N

C

G I

T A

L

Y

G N

A L

D

L E

G

A

C

& ASSOCIATES

KISINGER CAMPO

Fort Myers, Florida 33912

13461 Parker Commons Blvd, Suite 104

P.E. No.: 82380

Engineer of Record: Lucio Martinez

$DATE$$USER$ $FILE$$TIME$

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEET

ROAD NAME

16TH ST. NE

COUNTY

COLLIER

451283-1-58-01

COLLIER COUNTY TRANSPORTATION

MANAGEMENT SERVICES DEPARTMENT

FINANCIAL PROJECT ID TYPICAL SECTION

B-6

25'-1" 25'-4"

SIDEWALK

6'-0"

SHOULDER

6'-0"

LANE

12'-0"

LANE

12'-0"

SHOULDER

12'-0"

1'-4"

1'-1"

"2 12'-4 "2

12'-6 "2 12'-6 2'-6"

(INDEX 450-452)

FSB 15X57

(INDEX 450-452)

FSB 15X60 (UNO)

"2 14'-11

1~FSB 15X57 AND 9~FSB 15X60 = 50'-6" OUT-TO-OUT

3 SPACES @ 5'-1" = 15'-3" 4 SPACES @ 5'-1" = 20'-4"

POINT

SLOPE BREAK

REQUIRED

CONSTRUCTION JOINT

(INDEX 521-423 & 515-022)

WITH POST "C" RAILING

FACE BARRIER

32" VERTICAL

(MIN.)

" TOPPING2

(INDEX 521-427)

(36" SINGLE SLOPE)

TRAFFIC RAILING

(INDEX 630-010, TYP.)

3~2" Ø PVC CONDUITS

AND PGL

¡ CONST. 16TH ST.

EXIST. R/W EXIST. R/W

COPING-TO-COPING

50'-5"

BRIDGE NO. 034186

TYPICAL SECTION

SLOPE: 0.02 FT/FT SLOPE: 0.02 FT/FT

SLOPE:

0.02 FT/FT

24'-11" 24'-8"

F-2