AZ FLAP SR181(1)_Hydraulics Tech Memo.pdf

Hydraulics Technical Memorandum FHWA CFLHD – Chiricahua Access Road

Federal Lands Access Program (FLAP)

AZ FLAP SR181(1)

Chiricahua Access Road SR 181

Hydraulics Technical Memorandum with

Off-Site Hydrology

Cochise County, Arizona

Prepared for:

U.S. Department of Transportation Federal Highway Administration

Central Federal Lands Highway Division IDIQ Contract No. DTFH70-15-D-00004L

February 2020

Prepared by:

101 North First Avenue, Suite 2600 Phoenix, Arizona 85003 Project No. W3X71263 i

TABLE OF CONTENTS

Page No.

I. Project Description and Location A. Description B. Location

II. Drainage Basins A. Major Basins B. Minor Basins

III. Drainage Design Criteria A. General Criteria B. Hydrologic Criteria C. Hydraulic Criteria

IV. Hydrology A. Major Basins B. Minor Basins

V. Hydraulics A. Pipe Culvert Design B. Pipe Culvert Outlet Protection Design C. Open Channel Design

VI. Conclusion

VII. References

Figures

1 - Location Map 2 – Vicinity Map 3 – Minor Basins

Appendices

Appendix A Rainfall and Site Data Appendix B Rational Method Hydrology Appendix C Pipe Culvert Computations Appendix D Open Channel Computations

I. PROJECT DESCRIPTION AND LOCATION

A. DESCRIPTION

Arizona State Route SR 181 is an existing 2-lane paved state highway that provides east-west access to the Chiricahua National Monument from the north-south regional route of SR 186.

The route also provides direct access to local farms and residents, as well as providing indirect access to the Coronado National Forest and other Cochise County roads.

The segment of SR 181 under study is approximately three miles long from milepost 61 to 64, with most of the route on a tangent alignment, starting at its intersection with SR 186 and continuing east. The far eastern end of the project does incorporate a turn to the northeast towards the entrance of the Chiricahua National Monument.

The intent of this project is to improve the ride and maintain a safe and smooth access to the Chiricahua National Monument and USFS lands and recreation sites. In addition, the intent is to provide safety improvements that fit within the application budget, including widening of the roadway to provide a desirable shoulder width, replacement of select drainage pipes, rehabilitation or replacement of guardrail and improved retro-reflectivity signing. No hydraulic improvements are proposed for the existing Pinery Creek Bridge.

B. LOCATION

The project is located on SR181 in Cochise County. The begin project coordinates are 32° 0'24.54"N, 109°26'23.95"W. The end project coordinates are 32° 0'25.28"N, 109°23'21.69"W. See Figure 1. The project length is approximately 3.03 miles and is located just west of the Chiricahua National Monument. Pinery Creek crosses the project and is the main receiving water associated with the project. See Figure 2.

Project Location

Figure 1 – Location Map

Project Limits

Figure 2 – Vicinity Map

II. DRAINAGE BASINS

A. MAJOR BASINS

NO MAJOR BASINS WERE IDENTIFIED IN THE PROJECT.

B. MINOR BASINS

Six minor basins, designated Basins 1, 2, 3, 4, 5a and 5b drain to SR 181. These basins are also located on the south side of the road and have been delineated using aerial mapping and USGS topographical mapping (7.5 minute quadrant maps). The point of concentration is located at the proposed drainage culverts. These minor basins have areas from 12.4 acres to 59.1 acres.

See Figures 4 – Minor Basins.

Figure 3 – Minor Basins

Basin B Basin E

Basin C Basin A

Basins F and G Basin D

III. DRAINAGE DESIGN CRITERIA

A. GENERAL CRITERIA

Drainage criteria for the SR 181 project was generally based on the guidelines outlined in FHWA Hydraulic Design Series No. 2 Second Edition, No. 4 Fourth Edition and No. 5 Third Edition. Site specific criteria were based on guidelines of Cochise County and the Arizona Department of Transportation.

B. HYDROLOGIC CRITERIA

MAJOR BASINS

Basins larger than 100 acres were considered major basins. Peak discharges were computed using the Corps of Engineers’ HEC-1 Version 4.1 Flood Hydrograph package. Rainfall data was derived from NOAA Atlas 14, see Appendix A. Data for soil type was obtained from the Natural Resources Conservation Service, see Appendix B. Vegetation growth was estimated based on observations along the roadway and by experience from similar projects in the area. Topography was obtained from aerial mapping and from USGS topographic maps. The 25-year peak discharge was computed. See Appendix B for detailed calculations and program outputs.

MINOR BASINS

Minor basins are those with drainage areas less than 100 acres. Runoff computations were based on the Hydraulic Design Series No. 2, Highway Hydrology, Rational Method. This method relies on basin parameters such as soil cover, hydrologic soils group, vegetation, area, length, slope, rainfall and time of concentration. In accordance with project criteria, the design storm is the 25-year event. Rainfall intensities were obtained from NOAA Atlas 14. Soil characteristics were obtained from the Natural Resources Conservation Service. Topography was obtained from aerial mapping and from USGS topographic maps. See Appendix C for the minor basin hydrology computations.

C. HYDRAULIC CRITERIA

Based on a current ADT of 191, SR 181 is classified as a Rural Minor Collector, Drainage Class

3. Therefore, all drainage structures were designed to meet the following criteria.

Agency Criteria Storm Event ADOT Flow Passes under Roadway* 25-year

IV. HYDROLOGY

A. MAJOR BASINS

NO MAJOR BASINS WERE IDENTIFIED IN THIS PROJECT.

B. MINOR BASINS

For the Rational Method computations, the time of concentration was computed for each basin.

In accordance with design criteria, the minimum value was set at 10 minutes. Peak discharge rates were calculated using the following equation:

Q = C I A where

C = runoff coefficient based on soil type, one hour rainfall, vegetation cover

I = rainfall intensity (inches per hour)

A = basin area (acres)

RESULTS

The Rational Method computations are included in the Appendix C. The results are summarized in the following table.

RATIONAL METHOD BASIN RESULTS

Basin Area (acres) Q25 (cfs) A 28.2 21.8 B 12.4 15.4 C 12.8 15.4 D 19.0 17.3 E 59.1 53.8 F 23.5 46.9 G 26.8 39.3

V. HYDRAULICS

The proposed drainage improvements along SR 181 will consist of roadside ditches, cross culverts, end sections and riprap. The proposed drainage design will accomplish the following objectives:

• Provide improved roadway drainage capacity with earthen lined embankment and riprap lined ditches.

• Intercept flows from off-site drainage basins and convey under the roadway through culverts or cattle guards.

• Provide outlet protection at the proposed culverts or cattle guards with riprap.

• Develop an all-weather roadway for the improved transportation of the area.

• Design improvements to meet the project goals in an environmentally sound manner.

A. PIPE CULVERT DESIGN

This section generally refers to the widening potion of the project. Minor basins will be drained by corrugated metal pipe culverts (CMP) of various sizes. A minimum of 12” of cover will be provided at all culverts. Concrete headwalls will be provided for all pipe culverts 48” diameter and larger. Smaller pipe culverts will have end sections. The pipes were designed using HY8.

Tailwater depths were set at 0.5 pipe diameter. The results including computed HW/D are summarized in the following table. The final design will be performed after pipe profiles are established. The pipe culvert sizes, slopes and lengths were established using HY-8. End treatments will consist of end sections or headwalls. Again headwater depths were based on the PDDM. Due to topography, Basins 4 and E will be conveyed to Piney Creek by roadside ditches.

PIPE CULVERT RESULTS

Pipe Station Diameter Q 25 (cfs) HW/D Q bypass (cfs)

1 1000+43 1@18 nuisance 1.00 0.00 2 1009+20 1@24 21.8 2.44 0.00 3 1031+89 1@24 15.4 1.42 0.00 4 1047+54 1@24 15.4 1.45 0.00 5 1113+57 1@24 17.3 1.72 0.00 6 1124+56 1@24 existing 0.00 7 1140+49 1@30 53.8 1.26 0.00 8 1149+72 2@36 46.9 1.46 0.00 9 1149+72 2@30 39.3 1.76 0.00

B. PIPE CULVERT OUTLET PROTECTION

To protect against erosion and scour, it is proposed to construct riprap aprons at the outlets.

These aprons have been designed in accordance with HEC-14, Hydraulic Design of Energy Dissipators for Culverts and Channels and standard CFLHD plans. The 25-year peak discharges were considered the design flow. Following is a summary of the proposed riprap aprons. It is recommended to size and depth in the table below as a minimum. If the calculated apron length extends beyond the natural drop off of the wash, the apron would be terminated at that point.

See Appendix G for detailed computations.

RIPRAP APRON RESULTS

Culvert Station D 50 (in) L A (ft) Apron Depth Width (3D) W A (ft) Vol (cu yd) 1 1000+43 6 6 1.65 5 9 3 2 1009+20 8 8 2.74 6 11 7 3 1031+89 6 10 1.20 6 13 5 4 1047+54 6 10 1.20 6 13 5 5 1113+57 6 8 1.65 6 11 4 7 1140+49 12 13 2.40 8 16 14* 8 1149+72 6 24 1.65 18 34 38 9 1149+72 6 20 1.65 15 28 26

*This section of pipe fell within an Environmental Clearance Zone, where no work outside of the existing pavement limits could be completed. Therefore, no outfall improvements were done.

C. OPEN CHANNELS (Initial Design Approach)

Roadside ditches will be constructed as unlined trapezoidal or vee ditch sections with 4:1 sideslopes and 4 foot bottom width (for flat bottom ditches). Riprap was required because without protection the ditch capacities and depths of flow provide velocities of more than 4 feet per second. The computations were based on riprap with D50 = 6” and a Mannings n value of 0.069 per ADOT standards.

Beginning Station Ending Station Slope (ft/ft) Q50 (cfs) Depth (ft) Velocity (fps)

1149+72, RT 1140+49, RT 0.0110 53.8 1.40 4.04**

1140+49, RT 1124+56, RT 0.0110 5.0 0.43 2.11

1124+56, RT 1113+57, RT 0.0110 17.3 0.81 2.99

1113+57, RT 1080+65, RT 0.0110 17.3 0.81 2.99

1080+65, RT 1058+10, RT 0.0110 15.4 0.76 2.88

1009+20, RT 1000+43, RT 0.0108 21.8 0.91 3.18

**This section of channel fell within an Environmental Clearance Zone, where no work outside of the existing pavement limits could be completed. Therefore, no channel was excavated.

Final Design Notes: The ditch analysis above was limited to flat bottom ditches only, as was the assumption during the initial design. As noted in the cross sections, the only flat bottom ditch is located between 1056+00 to 1059+50. After the initial drainage report was developed, the team did not re-evaluate if v-ditch open channels would require erosion protection. The opinion of the design team was that the remaining channels/ditches were so flat, that when combined with the observation they will be lined with grass quickly, we didn’t believe any additional erosion control measures were necessary.

VI. CONCLUSION

The proposed improvements to SR 181 require extensive upgrades to the existing drainage system. The existing roadside ditches and wash crossings within the project limits were inadequate to properly drain the roadway. The drainage recommendations detailed in this report will greatly improve drainage conditions along the roadway once construction is complete. An all-weather roadway facility will be provided and greatly improve transportation considerations in the project vicinity. These proposed improvements are based on using current hydrologic and hydraulic methodologies.

VII. REFERENCES

1. Federal Lands Highway, Project Development and Design Manual (PDDM), Federal Highway Administration, January 2014

2. Scoping Summary, AZ FLAP SR (1), Chiricahua Access Road Jacobs Engineering, July

3. Highway Drainage Design Manual, Arizona Department of Transportation, January 2007

4. NOAA Atlas 14, Volume 1, Version 5, National Oceanic and Atmospheric Administration

5. 7.5 min. series, Topographic Maps, US Geological Survey, 2011

6. Federal Highway Administration Hydraulic Design Series No. 2, Highway Hydrology, latest revision

7. Federal Highway Administration HY-8 ver 7.2, August 23, 2011

8. Drainage Design Manual for Maricopa County, Volume 2, January 28, 1996

9. Erosion and Sediment Control, Surface Mining in the Eastern US, US Environmental Protection Agency, 1976

APPENDIX A

RAINFALL AND SITE DATA

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ary By Map Unit Summary by Map Unit — San Simon A

Collapse Summary by Map Unit — San Simon Area Parts of Cochise Graham and Greenlee Counties, Arizona (AZ664) Summary by Map Unit — San Simon Area Parts of Cochise Graham and Greenlee Counties, Arizona (AZ664)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Atascosa-Graham-Rock outcrop complex D 491.1 13.6% 18 Faraway-Rock outcrop complex D 53.8 1.5% 27 Guest and Hantz soils 56.3 1.6% 30 Kimbrough gravelly fine sandy loam D 53.3 1.5% 34 Pima-Grabe association C 1,503.0 41.5% 36 Santo Tomas soils 208.8 5.8% 45 White House-Forrest association C 1,257.6 34.7%

Totals for Area of Interest 3,623.9 100.0%

APPENDIX B

RATIONAL METHOD HYDROLOGY

Project: SR 181 By:

Subject: Hydrology 25 Year Event Date:

Rational Method Checked:

Jacobs Project No.:

Area S Sub‐Basin Station (ac) Kb % Veg C50 L, ft L, mile High Low ft/mile Tc 25 i25 Q25

1000+43 nuisance flows A 1009+20 28.20 0.30 50 0.325 3,062 0.5799 4970.0 4930.0 69 53.9 2.38 21.8 B 1031+89 12.40 0.30 50 0.325 1,320 0.2500 4972.0 4952.0 80 26.3 3.83 15.4 C 1047+54 12.80 0.30 50 0.325 1,848 0.3500 4954.0 4926.0 80 27.4 3.71 15.4 D 1113+57 19.00 0.30 50 0.325 3,307 0.6263 5093.0 5017.0 121 44.2 2.80 17.3 E 1140+49 59.10 0.30 50 0.325 3,307 0.6263 5093.0 5017.0 121 44.2 2.80 53.8 F 1149+72 23.50 0.30 50 0.325 930 0.1761 5710.0 5200.0 2895 10.0 6.14 46.9 G 1149+72 26.80 0.30 50 0.325 2,070 0.3920 5200.0 5120.0 204 20.1 4.51 39.3

NOAA 14

10 6.14 15 5.07 30 3.42

A Segment Station Elevation L H j S, Segment Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) 0 5070 I 25 Tc 25

1 612 5062 612 8 5353 0.013 3.09 48.8 2 1224 5054 612 8 5353 0.013 2.60 52.1 3 1836 5046 612 8 5353 0.013 2.45 53.3 4 2448 5038 612 8 5353 0.013 2.40 53.7 5 3062 5030 614 8 5379 0.013 2.39 53.8

3062 40 26790 0.013 Avg 2.38 53.9 S= 0.0131

S, ft/mi= 69

Frequency

Time

JPF

2/1/2020

W3X71263

Profile Profile

B Segment Station Elevation L H j S, Segment Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) 0 230 I 25 Tc 25

1 264 225 264 5 1918 0.019 3.42 27.5 2 528 220 264 5 1918 0.019 3.70 26.6 3 792 215 264 5 1918 0.019 3.79 26.4 4 1056 210 264 5 1918 0.019 3.82 26.3 5 1320 204.9 264 5.1 1899 0.019 3.83 26.3

1320 25.1 9573 0.019 Avg S= 0.0190

S, ft/mi= 100

C Segment Station Elevation L H j S, Segment Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) 0 5075 I 25 Tc 25

1 370 5064 370 11 2146 0.030 3.42 28.3 2 740 5053 370 11 2146 0.030 3.61 27.7 3 1110 5042 370 11 2146 0.030 3.67 27.5 4 1480 5031 370 11 2146 0.030 3.70 27.4 5 1848 5020 368 11 2129 0.030 3.71 27.4

1848 55 10712 0.030 Avg S= 0.0298

S, ft/mi= 157

Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) D Segment Station Elevation L H j S, Segment I 25 Tc 25

0 5093 3.42 41.0 1 661 5077.8 661 15.2 4359 0.023 2.94 43.4 2 1322 5062.6 661 15.2 4359 0.023 2.83 44.0 3 1983 5047.4 661 15.2 4359 0.023 2.81 44.2 4 2644 5032.2 661 15.2 4359 0.023 2.80 44.2 5 3307 5017 663 15.2 4379 0.023

3307 76 21814 0.023 Avg S= 0.0230

S, ft/mi= 121

Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) E Segment Station Elevation L H j S, Segment I 25 Tc 25

0 5093 3.42 41.0 1 661 5077.8 661 15.2 4359 0.023 2.94 43.4 2 1322 5062.6 661 15.2 4359 0.023 2.83 44.0 3 1983 5047.4 661 15.2 4359 0.023 2.81 44.2 4 2644 5032.2 661 15.2 4359 0.023 2.80 44.2 5 3307 5017 663 15.2 4379 0.023

3307 76 21814 0.023 Avg S= 0.0230

S, ft/mi= 121

Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) F Segment Station Elevation L H j S, Segment I 25 Tc 25

0 5710 6.14 5.9 1 186 5608 186 102 251 0.548 2 372 5506 186 102 251 0.548 3 558 5404 186 102 251 0.548 4 744 5302 186 102 251 0.548 5 930 5200 186 102 251 0.548

930 510 1256 0.548 Avg S= 0.5484

S, ft/mi= 2895

Tc=11.4*Kb^0.52*L^0.5/(S^0.31*i^0.38) G Segment Station Elevation L H j S, Segment I 25 Tc 25

0 5200 6.14 12.5 1 414 5184 414 16 2106 0.039 5.60 18.5 2 828 5168 414 16 2106 0.039 4.68 19.8 3 1242 5152 414 16 2106 0.039 4.54 20.1 4 1656 5136 414 16 2106 0.039 4.51 20.1 5 2070 5120 414 16 2106 0.039

2070 80 10530 0.039 Avg S= 0.0386

S, ft/mi= 204

APPENDIX C

PIPE CULVERTS COMPUTATIONS

Subject: Hydraulics Date:

Pipe Culvert Outlet Protection Checked:

Jacobs Project No.:

Reference:

HEC-14, Hydraulic Design of Energy Dissipators for Culverts and Channels Hydrology using Rational Method with 50-year peak discharge Pipe design from HY8 analyses D50 = 0.2D (Q/g0.5 D2.5) (D/TW)

D50 = riprap size (ft) Q = design discharge (cfs) TW = tailwater depth (ft) = 0.4 D g = gravity = 32.2 ft/s2

Calculations:

Calc Select Length Apron Width Width

Culvert Location D Q TW D50 D50 Class La Depth 3 D Wa 1 1000+43 1.5 10.4 0.6 0.43 0.50 2 6 1.65 5 9 2 1009+20 3.0 49.1 1.2 0.68 0.83 3 12 2.74 9 17 3 1031+89 2.5 30.1 1.0 0.55 0.83 3 13 2.00 8 16 4 1047+54 2.5 30.5 1.0 0.55 0.83 3 13 2.00 8 16 5 1113+57 3.0 39.8 1.2 0.52 0.50 2 12 1.65 9 17 6 1124+56 3.0 36.7 1.2 0.46 0.50 2 15 1.20 9 19 7 1140+49 3.0 45.6 1.2 0.62 0.83 3 15 1.99 9 19 8 1149+72 3.0 58.1 1.2 0.86 0.83 3 12 2.74 9 17 9 1149+72 2.5 40.2 1.0 0.80 0.83 3 10 2.74 8 14

JPF

12/14/2018

W3X71263

Culvert Outlet Protection Checked:

Apron Configuration Jacobs Project No.:

JPF

12/14/18

Culvert Outlet Protection Checked:

Apron Configuration Jacobs Project No.:

JPF

12/14/18

HY-8 Culvert Analysis Report

Table 1 - Culvert Summary Table: Culvert 1 Total

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

129.70 58.10 5030.88 5.253 6.373 7-M2c 3.000 2.465 2.465 1.000 9.350 0.000

Straight Culvert

Inlet Elevation (invert): 5024.51 ft, Outlet Elevation (invert): 5024.50 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0001

Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5024.51 ft Outlet Station: 72.00 ft Outlet Elevation: 5024.50 ft Number of Barrels: 1

Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1149+72 - 36 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 5030.50 ft Roadway Surface: Paved Roadway Top Width: 72.00 ft

Table 2 - Culvert Summary Table: Culvert 2

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

146.15 45.63 5017.78 3.941 4.269 7-M2c 3.000 2.198 2.198 1.000 8.222 0.000

Inlet Elevation (invert): 5013.51 ft, Outlet Elevation (invert): 5013.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5013.51 ft Outlet Station: 72.00 ft Outlet Elevation: 5013.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1140+49 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 5017.30 ft

Table 3 - Culvert Summary Table: Culvert 3

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

100.52 36.68 4996.86 3.052 3.346 7-M2c 3.000 1.965 1.965 1.000 7.475 0.000

Inlet Elevation (invert): 4993.51 ft, Outlet Elevation (invert): 4993.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 3 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4993.51 ft Outlet Station: 72.00 ft Outlet Elevation: 4993.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 3 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None

Roadway Data for Crossing: 1124+56 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4996.50 ft

Table 4 - Culvert Summary Table: Culvert 5

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

63.84 39.79 4988.19 3.434 3.677 7-M2c 3.000 2.051 2.051 1.000 7.724 0.000

Inlet Elevation (invert): 4984.51 ft, Outlet Elevation (invert): 4984.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 5 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4984.51 ft Outlet Station: 72.00 ft Outlet Elevation: 4984.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 5 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1113+57 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4988.00 ft

Table 5 - Culvert Summary Table: Culvert 6

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

30.50 30.50 4926.54 3.482 4.033 7-M2c 2.500 1.880 1.880 1.000 7.703 0.000

Inlet Elevation (invert): 4922.51 ft, Outlet Elevation (invert): 4922.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 6 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4922.51 ft Outlet Station: 72.00 ft Outlet Elevation: 4922.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 6 Barrel Shape: Circular Barrel Diameter: 2.50 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1047+54 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4926.80 ft

Table 6 - Culvert Summary Table: Culvert 1

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

30.10 30.10 4952.34 3.148 3.825 7-M2c 2.500 1.868 1.868 1.000 7.652 0.000

Inlet Elevation (invert): 4948.51 ft, Outlet Elevation (invert): 4948.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4948.51 ft Outlet Station: 72.00 ft Outlet Elevation: 4948.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.50 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None

Roadway Data for Crossing: 1031+89 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4952.50 ft

Table 7 - Culvert Summary Table: Culvert 1

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

49.10 38.75 4930.11 3.351 3.596 7-M2c 3.000 2.021 2.021 1.000 7.651 0.000

Inlet Elevation (invert): 4926.51 ft, Outlet Elevation (invert): 4926.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4926.51 ft Outlet Station: 72.00 ft Outlet Elevation: 4926.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 3.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1009+20 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4930.00 ft

Table 8 - Culvert Summary Table: Culvert 1

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

10.35 10.35 4919.48 1.760 1.965 2-M2c 2.000 1.150 1.150 1.000 5.538 0.000

Inlet Elevation (invert): 4917.51 ft, Outlet Elevation (invert): 4917.00 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0071

Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4917.51 ft Outlet Station: 72.00 ft Outlet Elevation: 4917.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1000+43 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4920.30 ft

Table 9 - Culvert Summary Table: Culvert 1

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

129.70 40.15 5030.94 4.918 6.437 7-M2c 2.500 2.131 2.131 1.000 9.006 0.000

Inlet Elevation (invert): 5024.51 ft, Outlet Elevation (invert): 5024.50 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0001

Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5024.51 ft Outlet Station: 72.00 ft Outlet Elevation: 5024.50 ft Number of Barrels: 1

Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.50 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: None

Roadway Data for Crossing: 1149+72 30 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 5030.50 ft

APPENDIX D

OPEN CHANNEL COMPUTATIONS

MANNING'S EQUATION for OPEN CHANNEL FLOW Project: SR 181 Location: STA 1009+20 to STA 1000+43 By: JPF Date: 2/2/2020 Chk By: Date: version 12-2004

INPUT

z (sideslope)= 4

Mannings Formula z (sideslope)= 4 b (btm width, ft)= 4

Q = (1.486/n)ARh 2/3S1/2 d (depth, ft)= 0.91

R = A/P S (slope, ft/ft) 0.011 A = cross sectional area n low = 0.035 P= wetted perimeter n high = 0.035 S = slope of channel V = (1.49/n)Rh

2/3S1/2 n = Manning's roughness coefficient Q = V x A

Depth, ft Area, sf Wetted

Perimeter, ft Hydraulic Radius, ft Velocity, fps Flow, cfs

Velocity, fps Flow, cfs

0.91 6.95 11.50 0.60 3.18294466 22.1291 3.182945 22.1291 T = 11.28 Dm = 0.616

Sc low = 0.0215 Sc high = 0.0215 sc = critical slope ft / ft T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc dm = a/T = mean depth of flow 0.0151 0.0280 0.0151 0.0280

Created by: Mike O'Shea

Low N High N d w z z

T

Clear Data Entry Cells

Project: SR 181 Location: STA 1080+65 to STA 1058+10 By: JPF Date: 2/2/2020 Chk By: Date: version 12-2004

INPUT

z (sideslope)= 4

Mannings Formula z (sideslope)= 4 b (btm width, ft)= 4

Q = (1.486/n)ARh 2/3S1/2 d (depth, ft)= 0.76

R = A/P S (slope, ft/ft) 0.011 A = cross sectional area n low = 0.035 P= wetted perimeter n high = 0.035 S = slope of channel V = (1.49/n)Rh

2/3S1/2 n = Manning's roughness coefficient Q = V x A

Depth, ft Area, sf Wetted

Perimeter, ft Hydraulic Radius, ft Velocity, fps Flow, cfs

Velocity, fps Flow, cfs

0.76 5.35 10.27 0.52 2.8835627 15.4282 2.883563 15.4282 T = 10.08 Dm = 0.531

Sc low = 0.0226 Sc high = 0.0226 sc = critical slope ft / ft T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc dm = a/T = mean depth of flow 0.0158 0.0293 0.0158 0.0293

Created by: Mike O'Shea

Low N High N d w z z

T

Project: SR 181 Location: STA 1113+57 to STA 1080+65 By: JPF Date: 2/22/2020 Chk By: Date: version 12-2004

INPUT

z (sideslope)= 4

Mannings Formula z (sideslope)= 4 b (btm width, ft)= 4

Q = (1.486/n)ARh 2/3S1/2 d (depth, ft)= 0.81

R = A/P S (slope, ft/ft) 0.011 A = cross sectional area n low = 0.035 P= wetted perimeter n high = 0.035 S = slope of channel V = (1.49/n)Rh

2/3S1/2 n = Manning's roughness coefficient Q = V x A

Depth, ft Area, sf Wetted

Perimeter, ft Hydraulic Radius, ft Velocity, fps Flow, cfs

Velocity, fps Flow, cfs

0.81 5.86 10.68 0.55 2.9859927 17.5111 2.985993 17.5111 T = 10.48 Dm = 0.560

Sc low = 0.0222 Sc high = 0.0222 sc = critical slope ft / ft T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc dm = a/T = mean depth of flow 0.0155 0.0289 0.0155 0.0289

Created by: Mike O'Shea

Low N High N d w z z

T

Project: SR 181 Location: STA 1124+56 to STA 1113+57 By: JPF Date: 2/2/2020 Chk By: Date: version 12-2004

INPUT

z (sideslope)= 4

Mannings Formula z (sideslope)= 4 b (btm width, ft)= 4

Q = (1.486/n)ARh 2/3S1/2 d (depth, ft)= 0.81

R = A/P S (slope, ft/ft) 0.011 A = cross sectional area n low = 0.035 P= wetted perimeter n high = 0.035 S = slope of channel V = (1.49/n)Rh

2/3S1/2 n = Manning's roughness coefficient Q = V x A

Depth, ft Area, sf Wetted

Perimeter, ft Hydraulic Radius, ft Velocity, fps Flow, cfs

Velocity, fps Flow, cfs

0.81 5.86 10.68 0.55 2.9859927 17.5111 2.985993 17.5111 T = 10.48 Dm = 0.560

Sc low = 0.0222 Sc high = 0.0222 sc = critical slope ft / ft T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc dm = a/T = mean depth of flow 0.0155 0.0289 0.0155 0.0289

Created by: Mike O'Shea

Low N High N d w z z

T

Project: SR 181 Location: STA 1140+49 to STA 1124+56 By: JPF Date: 2/2/2020 Chk By: Date: version 12-2004

INPUT

z (sideslope)= 4

Mannings Formula z (sideslope)= 4 b (btm width, ft)= 4

Q = (1.486/n)ARh 2/3S1/2 d (depth, ft)= 0.43

R = A/P S (slope, ft/ft) 0.011 A = cross sectional area n low = 0.035 P= wetted perimeter n high = 0.035 S = slope of channel V = (1.49/n)Rh

2/3S1/2 n = Manning's roughness coefficient Q = V x A

Depth, ft Area, sf Wetted

Perimeter, ft Hydraulic Radius, ft Velocity, fps Flow, cfs

Velocity, fps Flow, cfs

0.43 2.46 7.55 0.33 2.10895651 5.18719 2.108957 5.18719 T = 7.44 Dm = 0.331

Sc low = 0.0263 Sc high = 0.0263 sc = critical slope ft / ft T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc dm = a/T = mean depth of flow 0.0184 0.0342 0.0184 0.0342

Created by: Mike O'Shea

Low N High N d w z z

T

Project: SR 181 Location: STA 1149+72 to STA 1140+49 By: JPF Date: 2/2/2020 Chk By: Date: version 12-2004

INPUT

z (sideslope)= 4

Mannings Formula z (sideslope)= 4 b (btm width, ft)= 4

Q = (1.486/n)ARh 2/3S1/2 d (depth, ft)= 1.4

R = A/P S (slope, ft/ft) 0.011 A = cross sectional area n low = 0.035 P= wetted perimeter n high = 0.035 S = slope of channel V = (1.49/n)Rh

2/3S1/2 n = Manning's roughness coefficient Q = V x A

Depth, ft Area, sf Wetted

Perimeter, ft Hydraulic Radius, ft Velocity, fps Flow, cfs

Velocity, fps Flow, cfs

1.4 13.44 15.54 0.86 4.04131804 54.3153 4.041318 54.3153 T = 15.2 Dm = 0.884

Sc low = 0.0191 Sc high = 0.0191 sc = critical slope ft / ft T = top width of the stream .7 Sc 1.3 Sc .7 Sc 1.3 Sc dm = a/T = mean depth of flow 0.0134 0.0249 0.0134 0.0249

Created by: Mike O'Shea

Low N High N d w z z

T