CR_183_S_Bridge_Hydraulics_Report.pdf

BRIDGE HYDRAULICS REPORT

CR 183 S at Spears Branch Creek Crossing

Existing Bridge No. 600011

Proposed Bridge No. 604259

Prepared By: Kimley-Horn and Associates, Inc.

2619 Centennial Boulevard Suite 200

Tallahassee, FL 32308

Prepared for: Walton County, Florida

76 N 6th Street P.O. Box 1355

DeFuniak Springs, FL 32433

September 2024

Table of Contents

INTRODUCTION

Project Location and Description

Existing Conditions

FEMA Involvement

Hydrology

Hydraulics

Existing

Proposed

Results

Scour Analysis

Long Term Scour

Contraction and Local Scour

Bridge Deck Drainage

List of Figures Figure 1: Project Location Map Figure 2: Downstream of Existing Culverts Figure 3: Upstream of Existing Culverts Figure 4: Looking West Figure 5: Looking East

List of Tables Table 1: Peak Discharge Rates Table 2: HEC-RAS Results

INTRODUCTION

Project Location and Description Walton County proposes to replace the existing double 8’x12’ corrugated arch pipe culverts which are structurally deficient on CR 183 S at Spears Branch Creek Crossing. CR 183 S is a rural 2-lane roadway with 11-foot travel lanes and 6-foot shoulders in each direction. The posted speed limit is 35 MPH.

The terrain is generally rolling, and the land usage is residential. There are two residential driveways on the southern side of the roadway. One driveway is located approximately 180 feet to the east of the pipe culverts. The other driveway is located approximately 180 feet to the west of the culvert.

Overhead and underground utilities exist in the vicinity of the pipe culverts.

Figure 1: Project Location Map

Existing Conditions The existing culvert was constructed in 1953 and has been identified as Structure # 600011 in the most recent Bridge Inspection Report. Scour was identified to be undermining both sides of the barrels. In addition, there is a small scour hole at the right end of Wall 2 and an island has been created on the downstream side due to sediment deposition. There is also an area of erosion near the left wingwall at the left approach guardrail.

Spears Branch is a tributary to Crooked Creek which flows to the Choctawhatchee River and ultimately to the Choctawhatchee Bay. Spears Branch begins just north of Crooked Creek Road in Red Bay Florida.

The nearest crossings upstream and downstream of CR 183 S are Crooked Creek Road, which is approximately 0.7 miles upstream and the only crossing and WC Currington Road which is approximately 0.7 miles downstream.

A site visit conducted on March 15th 2023. At CR 183 S the channel bottom is sandy but has been armored with rubble rip rap to help with the existing scour condition. The floodplain is narrow and heavily wooded. The main channel crosses under CR 183 S perpendicular to the roadway and the culvert

Figure 3: Upstream of Existing Culverts

Figure 2: Downstream of Existing Culverts is in line with the flow. The roadway profile slopes downward toward the culvert with the low in the profile just east of the Spears Branch Crossing. The floodplain does not include the roadway and there is no evidence of the roadway overtopping.

Figure 4: Looking West

Figure 5: Looking East

FEMA Involvement A floodway has not been designated for Spears Branch. The area is designated by FEMA as Zone A. The Flood Insurance Study of Walton County was revised by FEMA in December 2020. A detailed study of Spears Branch was not included as part of the Walton County Flood Insurance study. A no-rise certification will not be required for this project, but existing high-water elevations calculated in for this crossing will be met with the proposed culvert configuration.

Hydrology The drainage area to the existing crossing was determined from USGS Quad Maps and LIDAR data. USGS Streams Stats website was reviewed to try to gain additional knowledge of the project area, but no gage information is available for this crossing.

A drainage area of 604 ac was delineated and used to calculate the flows contributing to the existing culvert. The USGS Regression Equations from SIR 2011-5034 for Natural Flow Conditions in Florida Region 1 were used to determine the peak discharge rates at the crossing of CR 183 S at Spears Branch Creek. The storage area within the basin was estimated by measuring the wetland areas within the basin. A drainage map of the contributing area is included in Appendix A. Below is a summary of the peak discharge rates used in the analysis.

Table 1: Peak Discharge Rates

Frequency Discharge (cfs) 25 year 298 50 year 362

100 year 429 500 year 613

Hydraulics HEC-RAS version 5.0.7 was used to model the existing and proposed scenarios at the crossing.

Cross sections were derived from survey data prepared for this project. A Digital Terrain Model was created from the surveyed data and cross sections were cut using Civil 3D. The four required “bridge” cross section locations were selected based on the recommendations in the HEC-RAS Hydraulic Reference Manual. The two cross sections closest to the cross drain (Sections 39 and 93) were located approximately one bridge culvert length upstream and downstream of the crossing. The two outer cross sections (Sections 11 and 122) were located based on the recommended expansion and contraction ration range.

No gages or other locations with a known water surface for Spears Branch were found in the area of the project. Since this stream will be in subcritical flow, starting water surface elevations were originally determined by HEC-RAS using a boundary condition of downstream normal depth. A stream bed slope was calculated from the survey data (0.003 ft/ft) and was entered into HEC-RAS.

Manning’s Roughness Coefficients were determined using Table 3-1 from the HEC-RAS Hydraulic Reference Manual and USGS Water Supply Paper 2339: Guide for Selecting Manning’s Roughness Coefficient for Natural Channels and Floodplains.

Existing Culvert data from the survey was entered into the deck/roadway editor to represent the roadway surface over the existing culvert. The culvert data editor was used to enter the geometry and flow lines of the existing pipe arches at the crossing. In addition to the recommended placement around the culvert openings, an ineffective flow area was placed in the downstream channel where there is existing sedimentation blocking the actual flow area.

Proposed The County desired to replace the structurally deficient double 8’x12’ corrugated arch pipe culverts with a concrete box culvert. The size of the new concrete box culvert was determined by the physical constraints of the roadway elevations as well as a hydraulic analysis to provide a comparable conveyance opening as the existing condition. A double 10’x8’ concrete bridge culvert is proposed to replace the existing structure.

Results HEC-RAS input and results are included in detail in Appendix B. Results from the model shown in the Standard Table Output from HEC-RAS are summarized in Table 2 below. These results show the four cross sections used in modeling the bridge culvert, as well as the upstream and downstream bridge cross sections that HEC-RAS creates in all bridge models.

Table 2: HEC-RAS Results

River Station Profile Plan W.S. Elev.

(ft)

Vel Chnl (ft/s)

W.S. Elev Difference (ft)

122 Q50 Existing 60.14 3.24 122 Q50 Proposed 59.54 3.71 (0.60) 122 Q100 Existing 60.48 3.59 122 Q100 Proposed 59.95 4.01 (0.53) 122 Q500 Existing 61.33 4.33 122 Q500 Proposed 60.97 4.64 (0.36) 93 Q50 Existing 59.66 6.06 93 Q50 Proposed 59.15 5.85 (0.51) 93 Q100 Existing 59.99 6.32 93 Q100 Proposed 59.54 6.14 (0.45) 93 Q500 Existing 60.85 6.66 93 Q500 Proposed 60.51 6.79 (0.34) 39 Q50 Existing 58.17 7.92 39 Q50 Proposed 58.00 8.35 (0.17) 39 Q100 Existing 58.42 8.29 39 Q100 Proposed 58.27 8.84 (0.15) 39 Q500 Existing 59.02 9.17 39 Q500 Proposed 58.92 9.95 (0.10) 11 Q50 Existing 57.89 5.91 11 Q50 Proposed 57.89 5.91 (0.00) 11 Q100 Existing 58.26 6.19 11 Q100 Proposed 58.26 6.19 (0.00) 11 Q500 Existing 59.15 6.78 11 Q500 Proposed 59.15 6.78 (0.00)

Scour Analysis The Scour Design Flood Frequency is the 50-year event, and the Scour Design Check Flood Frequency is the 100-year event for this project.

Long Term Scour Historical aerials were inspected on Google Earth to determine if there is evidence of channel migration.

While the wooded aerial photographs do not clearly show the main channel, the is no evidence of channel migration.

The Bridge Inspection Report dated 03/14/2022 does not indicate channel migration although it shows the development of an island on the downstream side between the two barrels. Based on this data, long term scour was estimated to be 0 ft. The bridge inspection report is included in Appendix C.

Contraction and Local Scour The Bridge Inspection Report dated 03/14/2022 indicated that there is scour undermining along both sides of the barrels. There is also a small scour hole at the right end of the endwall. The proposed bridge culvert and channel will be armored with rip rap rubble to protect from any new scour development around the structure. Since the structure will be armored the contraction and local scour was estimated to be 0 ft.

Bridge Deck Drainage The spread criteria from Section 3.9.1 of the FDOT Drainage Manual limits the spread resulting from a rainfall intensity of 4.0 in/hr to keeping 8 ft of the travel lane clear for a design speed of greater than 45 mph but less than or equal to 55 mph. The maximum allowable spread for this crossing is 11 ft. The typical section for this project will limit the spread to allow for 8 ft of the travel lane clear without the need for any longitudinal collection system. A flume is proposed at the eastern side of the bridge culvert to drain the runoff from the bridge deck.

Appendix A

Drainage Map

FEMA Map

Hydrology Calculations

WETLAND BOUNDARY

TOPOGRAPHIC CONTOURS

BASIN BOUNDARY

FLOW ARROW

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 TomTom

PROPOSED (2) 10'X8' BOX CULVERTS

BEGIN PROJECT

℄ CONST. COUNTY ROAD 183S

STA: 101+50.00

END PROJECT

℄ CONST. COUNTY ROAD 183S

STA: 104+06.30

BASIN CONTRIBUTING AREA = 604 AC

MAX FLOW UPSTREAM OF SPEARS

CREEK/CR 183S CROSS DRAIN

Q50 = 362 CFS

Q100 = 429 CFS

CR 183S CROSS DRAIN REPLACEMENT

OVER SPEARS BRANCH

ROAD NO. COUNTY

SHEET

NO.

K:\TAL_Civil\042113013 - CR183S Cross Drain Replac\Design\CADD\PlanSheets\Drainage Map.dwgDonahue, Jim 4/18/2024 3:02:27 PM

WALTON

PROJECT NO.

042113013CR 183 S

DRAINAGE MAP

42619 CENTENNIAL BOULEVARD, SUITE 200

TALLAHASSEE, FL 32308

PHONE: 850-553-3500

WWW.KIMLEY-HORN.COM REGISTRY 696

GRAPHIC SCALE IN FEET

500 1000 2000

NORTH

natalie.zierden Text Box Project Location natalie.zierden Line natalie.zierden Arrow

January 1, 2024 Drainage Design Guide Appendix B: Hydrology Design Aids

Appendix B: Hydrology Design Aids B-14

Table B-10: USGS Regression Equations – Natural Flow Conditions - Region 1

Standard Error of Prediction Peak Runoff Equation (%)

Q2 = 127 A0.656 (ST+1)-0.098 43

Q5 = 248 A0.662 (ST+1)-0.189 40

Q10 = 357 A0.666 (ST+1)-0.239 42

Q25 = 528 A0.671 (ST+1)-0.293 47

Q50 = 684 A0.675 (ST+1)-0.328 52

Q100 = 864 A0.679 (ST+1)-0.362 57

Q200 = 1072 A0.683 (ST+1)-0.392 62

Q500 = 1395 A0.688 (ST+1)-0.430 70

QT = Peak runoff rate for return period of T-years, in cfs A = Drainage area, in miles2 ST = Basin storage, the percentage of the drainage basin occupied by lakes, reservoirs, swamps, and wetland. In-channel storage of a temporary nature, resulting from detention ponds or roadway embankments, is not included in the computation of

ST

Basin Characteristic Range of Applicability

Drainage Area (A) 0.14 miles2 (89.6 acres) to 4,385 miles2 Storage Area (ST) 0% to 44.29%

Reference: Verdi (2006)

See Figure B-4 for region delineation.

A= 604.40 Ac Year C I A X Q A= 0.94 Sq-Mi 25 0.2 2.9 604.4 1.1 385.61 ST= 31.40 Ac 50 0.2 3.3 604.4 1.2 478.68

ST= 5.20 % 100 0.2 3.6 604.4 1.25 543.96

Q-25= 297.77 cfs Q-50= 361.81 cfs

Q-100= 429.45 cfs Q-500= 612.19 cfs

Regression

Appendix B

HEC RAS Data

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

X X X X X X X X X X 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: Spears Branch Project File : SpearsBranch.prj Run Date and Time: 9/18/2024 12:10:03 PM

Project in English units

PLAN DATA

Plan Title: Existing Plan File : C:\Users\natalie.zierden\HEC RAS\Walton County\Existing Model\SpearsBranch.p02

Geometry Title: Existing Spears Branch Geometry File : C:\Users\natalie.zierden\HEC RAS\Walton County\Existing Model\SpearsBranch.g01

Flow Title : USGS Flow Flow File : C:\Users\natalie.zierden\HEC RAS\Walton County\Existing Model\SpearsBranch.f01

Plan Summary Information:

Number of: Cross Sections = 4 Multiple Openings = 0 Culverts = 1 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 natalie.zierden

Existing

Maximum difference tolerance = 0.3 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: USGS Flow Flow File : C:\Users\natalie.zierden\HEC RAS\Walton County\Existing Model\SpearsBranch.f01

Flow Data (cfs)

River Reach RS Q50 Q100 Q500 River 1 Reach 1 122 361.81 429.45 612.19

Boundary Conditions

River Reach Profile Upstream Downstream

River 1 Reach 1 Q50 Normal S = 0.003 River 1 Reach 1 Q100 Normal S = 0.003 River 1 Reach 1 Q500

GEOMETRY DATA

Geometry Title: Existing Spears Branch Geometry File : C:\Users\natalie.zierden\HEC RAS\Walton County\Existing Model\SpearsBranch.g01

CROSS SECTION

RIVER: River 1 REACH: Reach 1 RS: 122

INPUT

Description:

Station Elevation Data num= 67 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 61.01 .8 61.01 4.8 60.92 5.8 60.92 7.8 60.85

8.8 60.85 9.8 60.82 10.8 60.82 12.8 60.76 13.8 60.76

14.8 60.73 15.8 60.73 17.8 60.66 18.8 60.66 20.6 60.61

21.8 60.6 22.8 60.57 23.8 60.57 25.8 60.51 28.8 60.5

29.9 60.47 32.7 60.46 33.8 60.44 36.8 60.43 37.8 60.41

41.8 60.41 42.8 60.38 45.8 60.38 46.8 60.35 49.8 60.35

50.7 60.32 51.8 60.32 53.8 60.25 54.7 59.692 54.8 59.63

55.8 58.63 56.8 57.6 57 57.44 59.8 55.13 60.8 54.46

62.6 54.18 63.8 53.96 64.8 53.82 65.8 53.73 66.8 53.67

67.8 53.57 68.8 53.51 69.8 53.42 70.8 53.34 71.8 53.34

72.8 54.4 74.8 56.59 77.8 59.8 78.4 60.016 78.8 60.16

81.8 60.5 83.8 60.75 85.8 60.92 88.8 61.11 90.8 61.26

97.8 61.7 98.8 61.79 99.8 61.86 100.8 61.95 107.8 62.38

109.8 62.54 117.9 63.04

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 54.7 .026 78.4 .2

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

Expan.

54.7 78.4 32.9 29.1 38.2 .1 .3

CROSS SECTION OUTPUT Profile #Q50

E.G. Elev (ft) 60.31 Element Left OB

Channel Right OB Vel Head (ft) 0.16 Wt. n-Val. 0.200

0.026 0.200 W.S. Elev (ft) 60.14 Reach Len. (ft) 32.90

29.10 38.20 Crit W.S. (ft) Flow Area (sq ft) 0.17

111.56 0.02 E.G. Slope (ft/ft) 0.000524 Area (sq ft) 0.17

111.56 0.02 Q Total (cfs) 361.81 Flow (cfs) 0.01

361.80 0.00 Top Width (ft) 24.79 Top Width (ft) 0.73

23.70 0.36 Vel Total (ft/s) 3.24 Avg. Vel. (ft/s) 0.06

3.24 0.03 Max Chl Dpth (ft) 6.80 Hydr. Depth (ft) 0.23

4.71 0.06 Conv. Total (cfs) 15805.9 Conv. (cfs) 0.4

15805.4 0.0 Length Wtd. (ft) 29.10 Wetted Per. (ft) 0.86

28.58 0.38 Min Ch El (ft) 53.34 Shear (lb/sq ft) 0.01

0.13 0.00 Alpha 1.00 Stream Power (lb/ft s) 0.00

0.41 0.00 Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 0.00

0.16 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.00

0.06 0.00

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than

1.4. This may indicate the need for additional cross sections.

CROSS SECTION OUTPUT Profile #Q100

E.G. Elev (ft) 60.68 Element Left OB

Vel Head (ft) 0.20 Wt. n-Val. 0.200

0.026 0.200 W.S. Elev (ft) 60.48 Reach Len. (ft) 32.90

29.10 38.20 Crit W.S. (ft) Flow Area (sq ft) 2.72

119.62 0.62 E.G. Slope (ft/ft) 0.000585 Area (sq ft) 2.72

119.62 0.62 Q Total (cfs) 429.45 Flow (cfs) 0.11

429.30 0.04 Top Width (ft) 52.31 Top Width (ft) 25.34

23.70 3.27

Vel Total (ft/s) 3.49 Avg. Vel. (ft/s) 0.04

3.59 0.06 Max Chl Dpth (ft) 7.14 Hydr. Depth (ft) 0.11

5.05 0.19 Conv. Total (cfs) 17759.9 Conv. (cfs) 4.5

17753.8 1.5 Length Wtd. (ft) 29.10 Wetted Per. (ft) 25.50

28.58 3.31 Min Ch El (ft) 53.34 Shear (lb/sq ft) 0.00

0.15 0.01 Alpha 1.06 Stream Power (lb/ft s) 0.00

0.55 0.00 Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 0.00

0.18 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.01

0.07 0.00

CROSS SECTION OUTPUT Profile #Q500

E.G. Elev (ft) 61.62 Element Left OB

Vel Head (ft) 0.29 Wt. n-Val. 0.200

0.026 0.200 W.S. Elev (ft) 61.33 Reach Len. (ft) 32.90

29.10 38.20 Crit W.S. (ft) Flow Area (sq ft) 41.80

139.76 7.23 E.G. Slope (ft/ft) 0.000690 Area (sq ft) 41.80

139.76 7.23 Q Total (cfs) 612.19 Flow (cfs) 6.78

604.49 0.92 Top Width (ft) 91.98 Top Width (ft) 54.70

23.70 13.58 Vel Total (ft/s) 3.24 Avg. Vel. (ft/s) 0.16

4.33 0.13 Max Chl Dpth (ft) 7.99 Hydr. Depth (ft) 0.76

5.90 0.53 Conv. Total (cfs) 23302.2 Conv. (cfs) 258.0

23009.1 35.1 Length Wtd. (ft) 29.13 Wetted Per. (ft) 55.19

28.58 13.66 Min Ch El (ft) 53.34 Shear (lb/sq ft) 0.03

0.21 0.02 Alpha 1.76 Stream Power (lb/ft s) 0.01

0.91 0.00 Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.02

0.22 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.02

0.07 0.01

Warning: The cross-section end points had to be extended vertically for the computed water surface.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than

1.4. This may indicate the need for additional cross sections.

CROSS SECTION

RIVER: River 1 REACH: Reach 1 RS: 93

INPUT

Description:

Station Elevation Data num= 100 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 62.51 3.1 62.86 4.1 62.95 6.1 63.19 8.1 63.37 10 63.49 11 63.58 12.1 63.65 13.1 63.74 14.1 63.8

15.1 63.9 16.1 63.96 17.1 64.05 18.1 64.11 19.1 64.2

20.1 64.27 21.1 64.36 23.1 64.48 24.1 64.51 27.1 64.69

28.2 64.73 29.1 64.79 32.1 64.87 33.1 64.84 33.9 64.73

35.1 64.56 36.1 64.43 37.1 64.27 39.1 64.02 40.2 63.85

41.2 63.78 41.9 63.75 45.1 63.54 46.1 63.5 49.1 63.32

50.1 63.33 51.1 63.42 52.1 63.55 56.1 63.92 57.1 63.98

58.9 63.94 60.1 63.87 60.2 63.71 60.663.08715 60.9 62.62

61.1 62.46 61.2 62.14 61.9 61.57 62.1 61.24 64.2 59.29

66.1 57.71 66.3 57.6 66.9 57.29 67.1 57.17 67.9 57.14

69.8 57.02 71.1 56.97 72.1 56.9 73.1 56.87 74.3 56.7

74.8 56.58 75.3 56.52 75.8 56.38 76.8 56.28 82.1 56.1

82.3 56.19 82.8 56.3 83.1 56.39 84.1 56.95 85.1 57.48

86.3 58.08 87.1 58.4 93.1 60.81 100.963.97875 101.1 64.06

101.3 64.15 101.8 64.33 102.3 64.5 102.8 64.67 103.3 64.83

103.8 65 104.1 65.08 105.1 65.26 105.8 65.37 107.8 65.61

109.1 65.75 110.1 65.83 111.1 65.86 112.1 65.92 113.1 65.96

122.1 66.23 123.1 66.24 127.1 66.35 131.7 66.3 133.4 66.3

139.1 66.13 141.1 66.1 145.1 65.97 148.1 65.95 152.4 65.94

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 60.6 .026 100.9 .2

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

Expan.

60.6 100.9 54 53.8 56.4 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 62.3 67 F

74.75 76.25 67 F

E.G. Elev (ft) 60.23 Element Left OB

Vel Head (ft) 0.57 Wt. n-Val.

0.026 W.S. Elev (ft) 59.66 Reach Len. (ft) 54.00

53.80 56.40 Crit W.S. (ft) 59.06 Flow Area (sq ft) 59.73 E.G. Slope (ft/ft) 0.003823 Area (sq ft) 64.54 Q Total (cfs) 361.81 Flow (cfs) 361.81 Top Width (ft) 26.45 Top Width (ft) 26.45 Vel Total (ft/s) 6.06 Avg. Vel. (ft/s) 6.06 Max Chl Dpth (ft) 3.56 Hydr. Depth (ft) 2.39 Conv. Total (cfs) 5851.3 Conv. (cfs) 5851.3 Length Wtd. (ft) 53.80 Wetted Per. (ft) 26.62 Min Ch El (ft) 56.10 Shear (lb/sq ft) 0.54 Alpha 1.00 Stream Power (lb/ft s) 3.24

Frctn Loss (ft) Cum Volume (acre-ft) 0.10 C & E Loss (ft) Cum SA (acres) 0.05

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

E.G. Elev (ft) 60.61 Element Left OB

Vel Head (ft) 0.62 Wt. n-Val.

0.026 W.S. Elev (ft) 59.99 Reach Len. (ft) 54.00

53.80 56.40 Crit W.S. (ft) 59.32 Flow Area (sq ft) 67.97 E.G. Slope (ft/ft) 0.003739 Area (sq ft) 73.26 Q Total (cfs) 429.45 Flow (cfs) 429.45 Top Width (ft) 27.60 Top Width (ft) 27.60 Vel Total (ft/s) 6.32 Avg. Vel. (ft/s) 6.32 Max Chl Dpth (ft) 3.89 Hydr. Depth (ft) 2.60 Conv. Total (cfs) 7023.2 Conv. (cfs) 7023.2 Length Wtd. (ft) 53.80 Wetted Per. (ft) 27.96 Min Ch El (ft) 56.10 Shear (lb/sq ft) 0.57 Alpha 1.00 Stream Power (lb/ft s) 3.59 Frctn Loss (ft) Cum Volume (acre-ft) 0.11

E.G. Elev (ft) 61.54 Element Left OB

Vel Head (ft) 0.69 Wt. n-Val.

0.026 W.S. Elev (ft) 60.85 Reach Len. (ft) 54.00

53.80 56.40 Crit W.S. (ft) 59.95 Flow Area (sq ft) 91.94 E.G. Slope (ft/ft) 0.003262 Area (sq ft) 98.53 Q Total (cfs) 612.19 Flow (cfs) 612.19 Top Width (ft) 30.69 Top Width (ft) 30.69 Vel Total (ft/s) 6.66 Avg. Vel. (ft/s) 6.66 Max Chl Dpth (ft) 4.75 Hydr. Depth (ft) 3.15 Conv. Total (cfs) 10718.4 Conv. (cfs) 10718.4 Length Wtd. (ft) 53.80 Wetted Per. (ft) 31.55 Min Ch El (ft) 56.10 Shear (lb/sq ft) 0.59 Alpha 1.00 Stream Power (lb/ft s) 3.95 Frctn Loss (ft) Cum Volume (acre-ft) 0.14

CULVERT

RIVER: River 1 REACH: Reach 1 RS: 66

INPUT

Description:

Distance from Upstream XS = 5 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 67 0 30 67 0 130 67 0 160 67 0

Upstream Bridge Cross Section Data

Station Elevation Data num= 100 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 62.51 3.1 62.86 4.1 62.95 6.1 63.19 8.1 63.37 10 63.49 11 63.58 12.1 63.65 13.1 63.74 14.1 63.8

15.1 63.9 16.1 63.96 17.1 64.05 18.1 64.11 19.1 64.2

20.1 64.27 21.1 64.36 23.1 64.48 24.1 64.51 27.1 64.69

28.2 64.73 29.1 64.79 32.1 64.87 33.1 64.84 33.9 64.73

35.1 64.56 36.1 64.43 37.1 64.27 39.1 64.02 40.2 63.85

41.2 63.78 41.9 63.75 45.1 63.54 46.1 63.5 49.1 63.32

50.1 63.33 51.1 63.42 52.1 63.55 56.1 63.92 57.1 63.98

58.9 63.94 60.1 63.87 60.2 63.71 60.663.08715 60.9 62.62

61.1 62.46 61.2 62.14 61.9 61.57 62.1 61.24 64.2 59.29

66.1 57.71 66.3 57.6 66.9 57.29 67.1 57.17 67.9 57.14

69.8 57.02 71.1 56.97 72.1 56.9 73.1 56.87 74.3 56.7

74.8 56.58 75.3 56.52 75.8 56.38 76.8 56.28 82.1 56.1

82.3 56.19 82.8 56.3 83.1 56.39 84.1 56.95 85.1 57.48

86.3 58.08 87.1 58.4 93.1 60.81 100.963.97875 101.1 64.06

101.3 64.15 101.8 64.33 102.3 64.5 102.8 64.67 103.3 64.83

103.8 65 104.1 65.08 105.1 65.26 105.8 65.37 107.8 65.61

109.1 65.75 110.1 65.83 111.1 65.86 112.1 65.92 113.1 65.96

122.1 66.23 123.1 66.24 127.1 66.35 131.7 66.3 133.4 66.3

139.1 66.13 141.1 66.1 145.1 65.97 148.1 65.95 152.4 65.94

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 60.6 .026 100.9 .2

Bank Sta: Left Right Coeff Contr. Expan.

60.6 100.9 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 62.3 67 F

74.75 76.25 67 F

Downstream Deck/Roadway Coordinates num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 67 0 19 67 0 119 67 0 160 67 0

Downstream Bridge Cross Section Data Station Elevation Data num= 79 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 64.61 1.2 64.65 4.2 64.63 5.2 64.6 6.2 64.6

7.2 64.57 8.2 64.58 9.2 64.55 10.2 64.55 12.2 64.49

13.2 64.49 14.2 64.46 15.2 64.46 17.2 64.41 18.2 64.31

19.2 64.25 21.2 64.07 22.2 64.01 24.2 63.82 25.2 63.76

27.2 63.59 31.2 63.12 32.2 63.02 40.2 62.05 41.2 61.94

43.8 61.73 45.5 61.58 49.2 61.4 51.2 61.32 51.5 61.13

51.8 61 52.2 60.81 52.3 60.7332 57.2 56.97 58.2 56.16

59.2 55.4 60.2 55.48 61.2 55.66 61.7 55.72 62.2 55.75

63.2 55.75 65.2 57.08 66.2 57.66 67.2 58.07 68.2 58.16

69.2 57.52 71.2 55.79 72.2 54.98 73.2 54.92 75.2 54.83

76.2 55.11 77.2 55.8 78.2 56.45 85.161.20115 85.2 61.27

86.2 61.68 88.2 61.89 89.2 62.05 90.2 62.17 92.2 62.46

93.2 62.57 94.2 62.64 95.7 62.74 101.5 63.01 103.2 63.1

108.5 63.35 110.2 63.45 117.2 63.77 119.2 63.89 120.2 63.89

123.2 63.98 125.2 63.99 127.2 63.96 130.2 63.96 131.2 63.93

134.9 63.93 136.2 63.9 139 63.9 140.8 63.87

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 52.3 .026 85.1 .2

Bank Sta: Left Right Coeff Contr. Expan.

52.3 85.1 .1 .3 Ineffective Flow num= 3 Sta L Sta R Elev Permanent 0 53.6 67 F

66.75 68.25 67 F

81.65 160 67 F

Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested

Number of Culverts = 2

Culvert Name Shape Rise Span Culvert #1 Arch 8.2 13.5 FHWA Chart # 41- Arch; Corrugated metal FHWA Scale # 2 - Mitered to slope Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 4 40 .024 .024 0 .5 .5 Upstream Elevation = 56.68 Centerline Station = 68 Downstream Elevation = 57.05 Centerline Station = 60

Culvert Name Shape Rise Span Culvert #2 Arch 8.2 13.5 FHWA Chart # 41- Arch; Corrugated metal FHWA Scale # 2 - Mitered to slope Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 4 40 .024 .024 0 .5 .5 Upstream Elevation = 57.3 Centerline Station = 83 Downstream Elevation = 57.26 Centerline Station = 75

CULVERT OUTPUT Profile #Q50 Culv Group: Culvert #1

Q Culv Group (cfs) 197.74 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 5.02 Q Barrel (cfs) 197.74 Culv Vel DS (ft/s) 7.85 E.G. US. (ft) 60.24 Culv Inv El Up (ft) 56.68 W.S. US. (ft) 59.66 Culv Inv El Dn (ft) 57.05 E.G. DS (ft) 59.14 Culv Frctn Ls (ft) 0.16 W.S. DS (ft) 58.17 Culv Exit Loss (ft) 0.75 Delta EG (ft) 1.10 Culv Entr Loss (ft) 0.20 Delta WS (ft) 1.50 Q Weir (cfs) E.G. IC (ft) 59.66 Weir Sta Lft (ft)

E.G. OC (ft) 60.25 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 59.66 Weir Max Depth (ft) Culv WS Outlet (ft) 58.93 Weir Avg Depth (ft) Culv Nml Depth (ft) Weir Flow Area (sq ft) Culv Crt Depth (ft) 1.88 Min El Weir Flow (ft) 67.01

Note: During subcritical analysis, critical depth was assumed at the outlet of the culvert because the tailwater energy was below critical energy.

CULVERT OUTPUT Profile #Q100 Culv Group: Culvert #1

Q Culv Group (cfs) 232.58 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 5.44 Q Barrel (cfs) 232.58 Culv Vel DS (ft/s) 8.33 E.G. US. (ft) 60.61 Culv Inv El Up (ft) 56.68 W.S. US. (ft) 59.99 Culv Inv El Dn (ft) 57.05 E.G. DS (ft) 59.49 Culv Frctn Ls (ft) 0.17 W.S. DS (ft) 58.42 Culv Exit Loss (ft) 0.73 Delta EG (ft) 1.12 Culv Entr Loss (ft) 0.23 Delta WS (ft) 1.56 Q Weir (cfs) E.G. IC (ft) 60.03 Weir Sta Lft (ft) E.G. OC (ft) 60.62 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 59.93 Weir Max Depth (ft) Culv WS Outlet (ft) 59.14 Weir Avg Depth (ft)

Culv Crt Depth (ft) 2.09 Min El Weir Flow (ft) 67.01 below critical energy.

CULVERT OUTPUT Profile #Q500 Culv Group: Culvert #1

Q Culv Group (cfs) 326.22 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 6.43 Q Barrel (cfs) 326.22 Culv Vel DS (ft/s) 9.34 E.G. US. (ft) 61.55 Culv Inv El Up (ft) 56.68 W.S. US. (ft) 60.85 Culv Inv El Dn (ft) 57.05 E.G. DS (ft) 60.33 Culv Frctn Ls (ft) 0.20 W.S. DS (ft) 59.02 Culv Exit Loss (ft) 0.71 Delta EG (ft) 1.22 Culv Entr Loss (ft) 0.32 Delta WS (ft) 1.83 Q Weir (cfs) E.G. IC (ft) 60.94 Weir Sta Lft (ft) E.G. OC (ft) 61.56 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 60.60 Weir Max Depth (ft) Culv WS Outlet (ft) 59.68 Weir Avg Depth (ft)

Culv Crt Depth (ft) 2.63 Min El Weir Flow (ft) 67.01 below critical energy.

CULVERT OUTPUT Profile #Q50 Culv Group: Culvert #2

Q Culv Group (cfs) 164.07 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 5.60 Q Barrel (cfs) 164.07 Culv Vel DS (ft/s) 7.38 E.G. US. (ft) 60.24 Culv Inv El Up (ft) 57.30 W.S. US. (ft) 59.66 Culv Inv El Dn (ft) 57.26 E.G. DS (ft) 59.14 Culv Frctn Ls (ft) 0.22 W.S. DS (ft) 58.17 Culv Exit Loss (ft) 0.62 Delta EG (ft) 1.10 Culv Entr Loss (ft) 0.24 Delta WS (ft) 1.50 Q Weir (cfs) E.G. IC (ft) 59.97 Weir Sta Lft (ft) E.G. OC (ft) 60.23 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 59.50 Weir Max Depth (ft) Culv WS Outlet (ft) 58.92 Weir Avg Depth (ft) Culv Nml Depth (ft) 3.71 Weir Flow Area (sq ft) Culv Crt Depth (ft) 1.66 Min El Weir Flow (ft) 67.01 below critical energy.

CULVERT OUTPUT Profile #Q100 Culv Group: Culvert #2

Q Culv Group (cfs) 196.87 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 6.04 Q Barrel (cfs) 196.87 Culv Vel DS (ft/s) 7.82 E.G. US. (ft) 60.61 Culv Inv El Up (ft) 57.30 W.S. US. (ft) 59.99 Culv Inv El Dn (ft) 57.26 E.G. DS (ft) 59.49 Culv Frctn Ls (ft) 0.23 W.S. DS (ft) 58.42 Culv Exit Loss (ft) 0.60 Delta EG (ft) 1.12 Culv Entr Loss (ft) 0.28 Delta WS (ft) 1.56 Q Weir (cfs) E.G. IC (ft) 60.33 Weir Sta Lft (ft) E.G. OC (ft) 60.60 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 59.75 Weir Max Depth (ft) Culv WS Outlet (ft) 59.14 Weir Avg Depth (ft) Culv Nml Depth (ft) 4.29 Weir Flow Area (sq ft) Culv Crt Depth (ft) 1.88 Min El Weir Flow (ft) 67.01 below critical energy.

CULVERT OUTPUT Profile #Q500 Culv Group: Culvert #2

Q Culv Group (cfs) 285.97 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 7.05 Q Barrel (cfs) 285.97 Culv Vel DS (ft/s) 8.92 E.G. US. (ft) 61.55 Culv Inv El Up (ft) 57.30 W.S. US. (ft) 60.85 Culv Inv El Dn (ft) 57.26 E.G. DS (ft) 60.33 Culv Frctn Ls (ft) 0.25 W.S. DS (ft) 59.02 Culv Exit Loss (ft) 0.58 Delta EG (ft) 1.22 Culv Entr Loss (ft) 0.39 Delta WS (ft) 1.83 Q Weir (cfs) E.G. IC (ft) 61.23 Weir Sta Lft (ft) E.G. OC (ft) 61.54 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 60.38 Weir Max Depth (ft) Culv WS Outlet (ft) 59.67 Weir Avg Depth (ft) Culv Nml Depth (ft) 6.13 Weir Flow Area (sq ft) Culv Crt Depth (ft) 2.41 Min El Weir Flow (ft) 67.01 below critical energy.

CROSS SECTION

RIVER: River 1 REACH: Reach 1 RS: 39

INPUT

Description:

Station Elevation Data num= 79 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 64.61 1.2 64.65 4.2 64.63 5.2 64.6 6.2 64.6

7.2 64.57 8.2 64.58 9.2 64.55 10.2 64.55 12.2 64.49

13.2 64.49 14.2 64.46 15.2 64.46 17.2 64.41 18.2 64.31

19.2 64.25 21.2 64.07 22.2 64.01 24.2 63.82 25.2 63.76

27.2 63.59 31.2 63.12 32.2 63.02 40.2 62.05 41.2 61.94

43.8 61.73 45.5 61.58 49.2 61.4 51.2 61.32 51.5 61.13

51.8 61 52.2 60.81 52.3 60.7332 57.2 56.97 58.2 56.16

59.2 55.4 60.2 55.48 61.2 55.66 61.7 55.72 62.2 55.75

63.2 55.75 65.2 57.08 66.2 57.66 67.2 58.07 68.2 58.16

69.2 57.52 71.2 55.79 72.2 54.98 73.2 54.92 75.2 54.83

76.2 55.11 77.2 55.8 78.2 56.45 85.161.20115 85.2 61.27

86.2 61.68 88.2 61.89 89.2 62.05 90.2 62.17 92.2 62.46

93.2 62.57 94.2 62.64 95.7 62.74 101.5 63.01 103.2 63.1

108.5 63.35 110.2 63.45 117.2 63.77 119.2 63.89 120.2 63.89

123.2 63.98 125.2 63.99 127.2 63.96 130.2 63.96 131.2 63.93

134.9 63.93 136.2 63.9 139 63.9 140.8 63.87

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 52.3 .026 85.1 .2

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

Expan.

52.3 85.1 31.6 27.4 28.5 .1 .3 Ineffective Flow num= 3 Sta L Sta R Elev Permanent 0 53.6 67 F

66.75 68.25 67 F

81.65 160 67 F

E.G. Elev (ft) 59.14 Element Left OB

Vel Head (ft) 0.97 Wt. n-Val.

0.026 W.S. Elev (ft) 58.17 Reach Len. (ft) 31.60

27.40 28.50 Crit W.S. (ft) 58.17 Flow Area (sq ft) 45.70 E.G. Slope (ft/ft) 0.009620 Area (sq ft) 45.84 Q Total (cfs) 361.81 Flow (cfs) 361.81 Top Width (ft) 25.06 Top Width (ft) 25.06 Vel Total (ft/s) 7.92 Avg. Vel. (ft/s) 7.92 Max Chl Dpth (ft) 3.34 Hydr. Depth (ft) 1.94 Conv. Total (cfs) 3688.9 Conv. (cfs) 3688.9

Length Wtd. (ft) 27.40 Wetted Per. (ft) 27.23 Min Ch El (ft) 54.83 Shear (lb/sq ft) 1.01 Alpha 1.00 Stream Power (lb/ft s) 7.98 Frctn Loss (ft) 0.14 Cum Volume (acre-ft) 0.03 C & E Loss (ft) 0.13 Cum SA (acres) 0.01

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than

1.4. This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

Note: Multiple critical depths were found at this location. The critical

E.G. Elev (ft) 59.49 Element Left OB

Vel Head (ft) 1.07 Wt. n-Val.

0.026 W.S. Elev (ft) 58.42 Reach Len. (ft) 31.60

27.40 28.50 Crit W.S. (ft) 58.42 Flow Area (sq ft) 51.83 E.G. Slope (ft/ft) 0.009294 Area (sq ft) 52.35 Q Total (cfs) 429.45 Flow (cfs) 429.45 Top Width (ft) 25.76 Top Width (ft) 25.76 Vel Total (ft/s) 8.29 Avg. Vel. (ft/s) 8.29 Max Chl Dpth (ft) 3.59 Hydr. Depth (ft) 2.14 Conv. Total (cfs) 4454.7 Conv. (cfs) 4454.7 Length Wtd. (ft) 27.40 Wetted Per. (ft) 28.10 Min Ch El (ft) 54.83 Shear (lb/sq ft)

1.07

8.87 Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 0.04 C & E Loss (ft) 0.14 Cum SA (acres) 0.02 depth for the water surface and continued on with the calculations.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than

1.4. This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

Note: Multiple critical depths were found at this location. The critical

E.G. Elev (ft) 60.33 Element Left OB

Vel Head (ft) 1.31 Wt. n-Val.

0.026 W.S. Elev (ft) 59.02 Reach Len. (ft) 31.60

27.40 28.50 Crit W.S. (ft) 59.02 Flow Area (sq ft) 66.77 E.G. Slope (ft/ft) 0.008771 Area (sq ft) 68.22 Q Total (cfs) 612.19 Flow (cfs) 612.19 Top Width (ft) 27.41 Top Width (ft) 27.41 Vel Total (ft/s) 9.17 Avg. Vel. (ft/s) 9.17 Max Chl Dpth (ft) 4.19 Hydr. Depth (ft) 2.61 Conv. Total (cfs) 6536.7 Conv. (cfs) 6536.7 Length Wtd. (ft) 27.40 Wetted Per. (ft) 29.79 Min Ch El (ft) 54.83 Shear (lb/sq ft) 1.23

11.25

Frctn Loss (ft) 0.13 Cum Volume (acre-ft)

C & E Loss (ft) 0.18 Cum SA (acres) 0.02 depth for the water surface and continued on with the calculations.

Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than

1.4. This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

CROSS SECTION

RIVER: River 1 REACH: Reach 1 RS: 11

INPUT

Description:

Station Elevation Data num= 64 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 61.52 12.6 61.6 13.6 61.63 21.7 61.68 22.6 61.66

28.7 61.3 30.7 61.21 31.8 61.14 32.7 61.06 37.7 60.76

38.7 60.72 40.7 60.73 41.7 60.76 42.7 60.75 42.8 60.72

43.260.64889 43.7 60.56 48.7 57.38 50.8 55.92 52.8 54.42

52.9 54.36 53.7 53.87 53.8 53.85 54.8 53.81 55.7 53.81

56.8 53.77 58.1 53.88 58.8 53.91 59.8 53.92 62.8 54.11 63 54.16 63.7 54.23 63.8 54.26 64.8 54.95 65.9 55.72

67.8 57.01 68.8 57.72 69.8 58.4 70.8 59.03 73.9 60.53 74 60.54 74.8 60.71 75.9 60.78 78.9 60.88 81.9 60.94

83.2 60.98 84.1 61.04 84.9 61.12 86.9 61.32 88.9 61.55

90.5 61.65 95.1 61.88 97 62 99 62.08 100 62.08 105 62.27 106 62.27 111 62.46 112 62.47 117 62.65

118.1 62.66 123.1 62.84 124.1 62.85 126.5 62.94

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 43.2 .026 74 .2

Bank Sta: Left Right Coeff Contr. Expan.

43.2 74 .1 .3

E.G. Elev (ft) 58.43 Element Left OB

Vel Head (ft) 0.54 Wt. n-Val.

0.026 W.S. Elev (ft) 57.89 Reach Len. (ft)

Crit W.S. (ft) 56.91 Flow Area (sq ft) 61.19 E.G. Slope (ft/ft) 0.003001 Area (sq ft) 61.19 Q Total (cfs) 361.81 Flow (cfs) 361.81 Top Width (ft) 21.15 Top Width (ft) 21.15 Vel Total (ft/s) 5.91 Avg. Vel. (ft/s) 5.91 Max Chl Dpth (ft) 4.12 Hydr. Depth (ft) 2.89 Conv. Total (cfs) 6604.8 Conv. (cfs) 6604.8 Length Wtd. (ft) Wetted Per. (ft) 23.58 Min Ch El (ft) 53.77 Shear (lb/sq ft) 0.49 Alpha 1.00 Stream Power (lb/ft s) 2.88

E.G. Elev (ft) 58.86 Element Left OB

Vel Head (ft) 0.60 Wt. n-Val.

0.026 W.S. Elev (ft) 58.26 Reach Len. (ft)

Crit W.S. (ft) 57.22 Flow Area (sq ft) 69.33 E.G. Slope (ft/ft) 0.003006 Area (sq ft) 69.33 Q Total (cfs) 429.45 Flow (cfs) 429.45 Top Width (ft) 22.29 Top Width (ft) 22.29 Vel Total (ft/s) 6.19 Avg. Vel. (ft/s) 6.19 Max Chl Dpth (ft) 4.49 Hydr. Depth (ft) 3.11 Conv. Total (cfs) 7833.4 Conv. (cfs) 7833.4 Length Wtd. (ft) Wetted Per. (ft) 24.94 Min Ch El (ft) 53.77 Shear (lb/sq ft) 0.52 Alpha 1.00 Stream Power (lb/ft s) 3.23

E.G. Elev (ft) 59.86 Element Left OB

Vel Head (ft) 0.72 Wt. n-Val.

0.026 W.S. Elev (ft) 59.15 Reach Len. (ft)

Crit W.S. (ft) 57.96 Flow Area (sq ft) 90.23 E.G. Slope (ft/ft) 0.003000 Area (sq ft) 90.23 Q Total (cfs) 612.19 Flow (cfs) 612.19 Top Width (ft) 25.12 Top Width (ft) 25.12 Vel Total (ft/s) 6.78 Avg. Vel. (ft/s) 6.78

Max Chl Dpth (ft) 5.38 Hydr. Depth (ft) 3.59 Conv. Total (cfs) 11176.8 Conv. (cfs) 11176.8 Length Wtd. (ft) Wetted Per. (ft) 28.28 Min Ch El (ft) 53.77 Shear (lb/sq ft) 0.60 Alpha 1.00 Stream Power (lb/ft s) 4.05

SUMMARY OF MANNING'S N VALUES

River:River 1

Reach River Sta. n1 n2 n3

Reach 1 122 .2 .026 .2 Reach 1 93 .2 .026 .2 Reach 1 66 Culvert Reach 1 39 .2 .026 .2 Reach 1 11 .2 .026 .2

SUMMARY OF REACH LENGTHS

River: River 1

Reach River Sta. Left Channel Right

Reach 1 122 32.9 29.1 38.2 Reach 1 93 54 53.8 56.4 Reach 1 66 Culvert Reach 1 39 31.6 27.4 28.5 Reach 1 11

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS

River: River 1

Reach River Sta. Contr. Expan.

Reach 1 122 .1 .3 Reach 1 93 .1 .3 Reach 1 66 Culvert Reach 1 39 .1 .3 Reach 1 11 .1 .3

HEC-RAS Plan: Exist River: River 1 Reach: Reach 1

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)

Reach 1 122 Q50 361.81 53.34 60.14 60.31 0.000524 3.24 111.75 24.79 0.26

Reach 1 122 Q100 429.45 53.34 60.48 60.68 0.000585 3.59 122.96 52.31 0.28

Reach 1 122 Q500 612.19 53.34 61.33 61.62 0.000690 4.33 188.78 91.98 0.31

Reach 1 93 Q50 361.81 56.10 59.66 59.06 60.23 0.003823 6.06 59.73 26.45 0.69

Reach 1 93 Q100 429.45 56.10 59.99 59.32 60.61 0.003739 6.32 67.97 27.60 0.69

Reach 1 93 Q500 612.19 56.10 60.85 59.95 61.54 0.003262 6.66 91.94 30.69 0.66

Reach 1 66 Culvert

Reach 1 39 Q50 361.81 54.83 58.17 58.17 59.14 0.009620 7.92 45.70 25.06 1.00

Reach 1 39 Q100 429.45 54.83 58.42 58.42 59.49 0.009294 8.29 51.83 25.76 1.00

Reach 1 39 Q500 612.19 54.83 59.02 59.02 60.33 0.008771 9.17 66.77 27.41 1.00

Reach 1 11 Q50 361.81 53.77 57.89 56.91 58.43 0.003001 5.91 61.19 21.15 0.61

Reach 1 11 Q100 429.45 53.77 58.26 57.22 58.86 0.003006 6.19 69.33 22.29 0.62

Reach 1 11 Q500 612.19 53.77 59.15 57.96 59.86 0.003000 6.78 90.23 25.12 0.63

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

X X X X X X X X X X 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: Spears Branch Project File : SpearsProposed.prj Run Date and Time: 9/18/2024 12:25:53 PM

Project in English units

PLAN DATA

Plan Title: Plan 06 Plan File : C:\Users\natalie.zierden\HEC RAS\Walton County\Proposed\SpearsProposed.p06

Geometry Title: Proposed Spears Branch Geometry File : C:\Users\natalie.zierden\HEC RAS\Walton County\Proposed\SpearsProposed.g02

Flow Title : USGS Flow Flow File : C:\Users\natalie.zierden\HEC RAS\Walton County\Proposed\SpearsProposed.f01

Plan Summary Information:

Number of: Cross Sections = 4 Multiple Openings = 0 Culverts = 1 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 natalie.zierden

Proposed

Maximum difference tolerance = 0.3 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: USGS Flow Flow File : C:\Users\natalie.zierden\HEC RAS\Walton County\Proposed\SpearsProposed.f01

Flow Data (cfs)

River Reach RS Q50 Q100 Q500 River 1 Reach 1 122 361.81 429.45 612.19

Boundary Conditions

River Reach Profile Upstream Downstream

River 1 Reach 1 Q50

River 1 Reach 1 Q100 Normal S = 0.003 River 1 Reach 1 Q500

GEOMETRY DATA

Geometry Title: Proposed Spears Branch Geometry File : C:\Users\natalie.zierden\HEC RAS\Walton County\Proposed\SpearsProposed.g02

RIVER: River 1 REACH: Reach 1 RS: 122

INPUT

Description:

Station Elevation Data num= 67 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 61.01 .8 61.01 4.8 60.92 5.8 60.92 7.8 60.85

8.8 60.85 9.8 60.82 10.8 60.82 12.8 60.76 13.8 60.76

14.8 60.73 15.8 60.73 17.8 60.66 18.8 60.66 20.6 60.61

21.8 60.6 22.8 60.57 23.8 60.57 25.8 60.51 28.8 60.5

29.9 60.47 32.7 60.46 33.8 60.44 36.8 60.43 37.8 60.41

41.8 60.41 42.8 60.38 45.8 60.38 46.8 60.35 49.8 60.35

50.7 60.32 51.8 60.32 53.8 60.25 54.7 59.692 54.8 59.63

55.8 58.63 56.8 57.6 57 57.44 59.8 55.13 60.8 54.46

62.6 54.18 63.8 53.96 64.8 53.82 65.8 53.73 66.8 53.67

67.8 53.57 68.8 53.51 69.8 53.42 70.8 53.34 71.8 53.34

72.8 54.4 74.8 56.59 77.8 59.8 78.4 60.016 78.8 60.16

81.8 60.5 83.8 60.75 85.8 60.92 88.8 61.11 90.8 61.26

97.8 61.7 98.8 61.79 99.8 61.86 100.8 61.95 107.8 62.38

109.8 62.54 117.9 63.04

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 54.7 .026 78.4 .2

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

Expan.

54.7 78.4 32.9 29.1 38.2 .1 .3

E.G. Elev (ft) 59.75 Element Left OB

Vel Head (ft) 0.21 Wt. n-Val.

0.026 W.S. Elev (ft) 59.54 Reach Len. (ft) 32.90

29.10 38.20 Crit W.S. (ft) Flow Area (sq ft) 97.45 E.G. Slope (ft/ft) 0.000775 Area (sq ft) 97.45 Q Total (cfs) 361.81 Flow (cfs) 361.81 Top Width (ft) 22.66 Top Width (ft) 22.66 Vel Total (ft/s) 3.71 Avg. Vel. (ft/s) 3.71 Max Chl Dpth (ft) 6.20 Hydr. Depth (ft) 4.30 Conv. Total (cfs) 12995.7 Conv. (cfs) 12995.7 Length Wtd. (ft) 29.10 Wetted Per. (ft) 27.34 Min Ch El (ft) 53.34 Shear (lb/sq ft) 0.17 Alpha 1.00 Stream Power (lb/ft s) 0.64 Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.12 C & E Loss (ft) 0.03 Cum SA (acres) 0.06

E.G. Elev (ft) 60.20 Element Left OB

Vel Head (ft) 0.25 Wt. n-Val. 0.200 0.026 W.S. Elev (ft) 59.95 Reach Len. (ft) 32.90

29.10 38.20 Crit W.S. (ft) Flow Area (sq ft) 0.05 106.97 E.G. Slope (ft/ft) 0.000842 Area (sq ft) 0.05 106.97 Q Total (cfs) 429.45 Flow (cfs) 0.00 429.45 Top Width (ft) 23.94 Top Width (ft) 0.42 23.52

Vel Total (ft/s) 4.01 Avg. Vel. (ft/s) 0.05 4.01 Max Chl Dpth (ft) 6.61 Hydr. Depth (ft) 0.13 4.55 Conv. Total (cfs) 14803.3 Conv. (cfs) 0.1 14803.2 Length Wtd. (ft) 29.10 Wetted Per. (ft) 0.49 28.39 Min Ch El (ft) 53.34 Shear (lb/sq ft) 0.01 0.20 Alpha 1.00 Stream Power (lb/ft s) 0.00 0.79 Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.00 0.14 C & E Loss (ft) 0.03 Cum SA (acres) 0.00 0.07

E.G. Elev (ft) 61.31 Element Left OB

Vel Head (ft) 0.33 Wt. n-Val. 0.200

0.026 0.200 W.S. Elev (ft) 60.97 Reach Len. (ft) 32.90

29.10 38.20 Crit W.S. (ft) Flow Area (sq ft) 22.10

131.20 3.28 E.G. Slope (ft/ft) 0.000865 Area (sq ft) 22.10

131.20 3.28 Q Total (cfs) 612.19 Flow (cfs) 2.72

609.09 0.39 Top Width (ft) 84.21 Top Width (ft) 52.27

23.70 8.24 Vel Total (ft/s) 3.91 Avg. Vel. (ft/s) 0.12

4.64 0.12 Max Chl Dpth (ft) 7.63 Hydr. Depth (ft) 0.42

5.54 0.40 Conv. Total (cfs) 20814.5 Conv. (cfs) 92.3

20709.1 13.1 Length Wtd. (ft) 29.11 Wetted Per. (ft) 52.43

28.58 8.31 Min Ch El (ft) 53.34 Shear (lb/sq ft) 0.02

0.25 0.02 Alpha 1.40 Stream Power (lb/ft s) 0.00

1.15 0.00 Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.01

0.17 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.02

0.07 0.00

1.4. This may indicate the need for additional cross sections.

CROSS SECTION

RIVER: River 1 REACH: Reach 1 RS: 93

INPUT

Description:

Station Elevation Data num= 86 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 62.51 3.1 62.86 4.1 62.95 6.1 63.19 8.1 63.37 10 63.49 11 63.58 12.1 63.65 13.1 63.74 14.1 63.8

15.1 63.9 16.1 63.96 17.1 64.05 18.1 64.11 19.1 64.2

20.1 64.27 21.1 64.36 23.1 64.48 24.1 64.51 27.1 64.69

28.2 64.73 29.1 64.79 32.1 64.87 33.1 64.84 33.9 64.73

35.1 64.56 36.1 64.43 37.1 64.27 39.1 64.02 40.2 63.85

41.2 63.78 41.9 63.75 45.1 63.54 46.1 63.5 49.1 63.32

50.1 63.33 51.1 63.42 52.1 63.55 56.1 63.92 57.1 63.98

58.9 63.94 60.1 63.87 60.2 63.71 60.663.08715 60.9 62.62

61.1 62.46 61.2 62.14 61.9 61.57 62.1 61.24 64.2 59.29

66.1 57.71 66.3 57.6 66.9 57.29 67.1 57.17 67.9 57.14

69.8 57.02 70.5 56 91 56 93.1 60.81 100.963.97875

101.1 64.06 101.3 64.15 101.8 64.33 102.3 64.5 102.8 64.67

103.3 64.83 103.8 65 104.1 65.08 105.1 65.26 105.8 65.37

107.8 65.61 109.1 65.75 110.1 65.83 111.1 65.86 112.1 65.92

113.1 65.96 122.1 66.23 123.1 66.24 127.1 66.35 131.7 66.3

133.4 66.3 139.1 66.13 141.1 66.1 145.1 65.97 148.1 65.95

152.4 65.94

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 60.6 .026 100.9 .2

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

Expan.

60.6 100.9 54 53.8 56.4 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 69.8 67 F

79.7 81.83 67 F

E.G. Elev (ft) 59.68 Element Left OB

Vel Head (ft) 0.53 Wt. n-Val.

0.026 W.S. Elev (ft) 59.15 Reach Len. (ft) 54.00

53.80 56.40 Crit W.S. (ft) 58.24 Flow Area (sq ft) 61.89 E.G. Slope (ft/ft) 0.002804 Area (sq ft) 77.08 Q Total (cfs) 361.81 Flow (cfs) 361.81 Top Width (ft) 28.01 Top Width (ft) 28.01 Vel Total (ft/s) 5.85 Avg. Vel. (ft/s) 5.85 Max Chl Dpth (ft) 3.15 Hydr. Depth (ft) 3.03 Conv. Total (cfs) 6833.3 Conv. (cfs) 6833.3 Length Wtd. (ft) 53.80 Wetted Per. (ft) 23.04 Min Ch El (ft) 56.00 Shear (lb/sq ft) 0.47 Alpha 1.00 Stream Power (lb/ft s) 2.75 Frctn Loss (ft) Cum Volume (acre-ft) 0.06

E.G. Elev (ft) 60.13 Element Left OB

Vel Head (ft) 0.59 Wt. n-Val.

0.026 W.S. Elev (ft) 59.54 Reach Len. (ft) 54.00

53.80 56.40 Crit W.S. (ft) 58.50 Flow Area (sq ft) 69.90 E.G. Slope (ft/ft) 0.002697 Area (sq ft) 88.13 Q Total (cfs) 429.45 Flow (cfs) 429.45 Top Width (ft) 28.62 Top Width (ft) 28.62 Vel Total (ft/s) 6.14 Avg. Vel. (ft/s) 6.14 Max Chl Dpth (ft) 3.54 Hydr. Depth (ft) 3.39 Conv. Total (cfs) 8269.1 Conv. (cfs) 8269.1 Length Wtd. (ft) 53.80 Wetted Per. (ft) 23.47 Min Ch El (ft) 56.00 Shear (lb/sq ft) 0.50 Alpha 1.00 Stream Power (lb/ft s) 3.08 Frctn Loss (ft) Cum Volume (acre-ft) 0.07

E.G. Elev (ft) 61.23 Element Left OB

Vel Head (ft) 0.72 Wt. n-Val.

0.026 W.S. Elev (ft) 60.51 Reach Len. (ft) 54.00

53.80 56.40 Crit W.S. (ft) 59.15 Flow Area (sq ft) 90.10

E.G. Slope (ft/ft) 0.002494 Area (sq ft) 116.60 Q Total (cfs) 612.19 Flow (cfs) 612.19 Top Width (ft) 30.08 Top Width (ft) 30.08 Vel Total (ft/s) 6.79 Avg. Vel. (ft/s) 6.79 Max Chl Dpth (ft) 4.51 Hydr. Depth (ft) 4.28 Conv. Total (cfs) 12258.7 Conv. (cfs) 12258.7 Length Wtd. (ft) 53.80 Wetted Per. (ft) 24.53 Min Ch El (ft) 56.00 Shear (lb/sq ft) 0.57 Alpha 1.00 Stream Power (lb/ft s) 3.89 Frctn Loss (ft) Cum Volume (acre-ft) 0.09

CULVERT

RIVER: River 1 REACH: Reach 1 RS: 66

INPUT

Description:

Distance from Upstream XS = 5 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 67 0 30 67 0 130 67 0 160 67 0

Upstream Bridge Cross Section Data Station Elevation Data num= 86 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 62.51 3.1 62.86 4.1 62.95 6.1 63.19 8.1 63.37 10 63.49 11 63.58 12.1 63.65 13.1 63.74 14.1 63.8

15.1 63.9 16.1 63.96 17.1 64.05 18.1 64.11 19.1 64.2

20.1 64.27 21.1 64.36 23.1 64.48 24.1 64.51 27.1 64.69

28.2 64.73 29.1 64.79 32.1 64.87 33.1 64.84 33.9 64.73

35.1 64.56 36.1 64.43 37.1 64.27 39.1 64.02 40.2 63.85

41.2 63.78 41.9 63.75 45.1 63.54 46.1 63.5 49.1 63.32

50.1 63.33 51.1 63.42 52.1 63.55 56.1 63.92 57.1 63.98

58.9 63.94 60.1 63.87 60.2 63.71 60.663.08715 60.9 62.62

61.1 62.46 61.2 62.14 61.9 61.57 62.1 61.24 64.2 59.29

66.1 57.71 66.3 57.6 66.9 57.29 67.1 57.17 67.9 57.14

69.8 57.02 70.5 56 91 56 93.1 60.81 100.963.97875

101.1 64.06 101.3 64.15 101.8 64.33 102.3 64.5 102.8 64.67

103.3 64.83 103.8 65 104.1 65.08 105.1 65.26 105.8 65.37

107.8 65.61 109.1 65.75 110.1 65.83 111.1 65.86 112.1 65.92

113.1 65.96 122.1 66.23 123.1 66.24 127.1 66.35 131.7 66.3

133.4 66.3 139.1 66.13 141.1 66.1 145.1 65.97 148.1 65.95

152.4 65.94

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 60.6 .026 100.9 .2

Bank Sta: Left Right Coeff Contr. Expan.

60.6 100.9 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 69.8 67 F

79.7 81.83 67 F

Downstream Deck/Roadway Coordinates num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 67 0 19 67 0 119 67 0 160 67 0

Downstream Bridge Cross Section Data Station Elevation Data num= 63 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

0 64.61 1.2 64.65 4.2 64.63 5.2 64.6 6.2 64.6

7.2 64.57 8.2 64.58 9.2 64.55 10.2 64.55 12.2 64.49

13.2 64.49 14.2 64.46 15.2 64.46 17.2 64.41 18.2 64.31

19.2 64.25 21.2 64.07 22.2 64.01 24.2 63.82 25.2 63.76

27.2 63.59 31.2 63.12 32.2 63.02 40.2 62.05 41.2 61.94

43.8 61.73 45.5 61.58 49.2 61.4 51.2 61.32 51.5 61.13

51.8 61 52.2 60.81 52.3 60.7332 57.2 56.97 58.2 56.16

58.35 55.8 78.85 55.8 85.161.20115 85.2 61.27 86.2 61.68

88.2 61.89 89.2 62.05 90.2 62.17 92.2 62.46 93.2 62.57

94.2 62.64 95.7 62.74 101.5 63.01 103.2 63.1 108.5 63.35

110.2 63.45 117.2 63.77 119.2 63.89 120.2 63.89 123.2 63.98

125.2 63.99 127.2 63.96 130.2 63.96 131.2 63.93 134.9 63.93

136.2 63.9 139 63.9 140.8 63.87

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .2 52.3 .026 85.1 .2

Bank Sta: Left Right Coeff Contr. Expan.

52.3 85.1 .1 .3 Ineffective Flow num= 3 Sta L Sta R Elev Permanent 0 57.52 67 F

67.52 69.68 67 F

79.68 160 67 F

Upstream Embankment side slope = 0…