SD FTBL BCB 10(1)_Final Hydraulics Memo.pdf

Final Hydraulics Memo

Federal Highway Administration

Central Federal Lands Highway Division

SD FTBL BCB 10(1)

Horse Soldier to Fort Meade

Prepared by

HDR Engineering, Inc.

June 15, 2021

CFLHD TO 36 SD 1 Central Federal Lands Highway Division

Horse Soldier to Fort Meade Final Hydraulics Memo

1. Introduction

Project Description HDR is preparing a Project Delivery Plan for the Federal Highway Administration, Central Federal

Lands Highway Division (CFLHD) for roadway improvements totaling approximately 4.9 miles along Horse Soldier Road. Proposed improvements include paving the first 0.2 mile at the northern project limit at Highway 34, regrading the existing aggregate, incorporating dust palliative, creating better sight distance on identified problem curves at two locations, and realigning the horizontal curve near STA 360+00. Work will also include aggregate resurfacing and regrading existing parking areas and pullouts. Other improvements include providing erosion control at ditches and culverts, and new signing.

This report serves as the basis for hydrologic and hydraulic analysis for Horse Soldier Road drainage improvements which include the extension and replacement of various culverts as well as erosion control improvements along ditches and at culvert openings.

Project Location Horse Soldier to Fort Meade Backcountry Byway Road (BCB 10(1)), also known as Horse Soldier

Road, begins at the intersection with Highway 34 near Fort Meade and proceeds southerly ending at the I-90 Frontage Road at I-90 Exit 34 Black Hills National Cemetery at Blucksberg Drive.

Horse Soldier to Fort Meade Backcountry Byway Road is located within Meade County just east of Sturgis, SD as shown in Appendix A.

Horse Soldier Road spans four FEMA Flood Insurance Rate Maps (FIRMs) for Meade County, South Dakota and Incorporated Areas, all with effective dates of September 16, 2011. Map

Numbers 46093C1186F, 46093C1188F, 46093C1200F, and 46093C1525F are included in

Appendix A for reference. The entirety of Horse Soldier Road is located within the FEMA Zone X

Floodplain. Zone X is defined as an area of minimal flood hazard and higher than the elevation of the 0.2-percent-annual-chance (500-year) flood. FEMA maps have been attached in Appendix A.

Design Criteria The Federal Highways Administration (FHWA) "Project Development and Design Manual"

(PDDM), Chapter 7, supplemented with the South Dakota Department of Transportation (SDDOT)

Drainage Manual was used as the basis to evaluate the proposed drainage features. Criteria has been summarized in Table 1 below.

Table 1 Hydrology and Hydraulic Criteria

CFLHD TO 36 SD 2 Central Federal Lands Highway Division

Criteria

Design Feature PDDM Criteria

Peak Flow Methods Rational Method

Design Storm Frequency Design: 25-yr

Check: 100-yr

Roadway Spread

Required Clear Width Limit the spread to half of one travel lane for gutter flow, both on-grade and in roadway sags.

Allowable depth

Flow depth at the curb should not exceed the curb height or the allowable spread for the design discharge.

Culverts

Capacity Design and Stability 25-year flood

Headwater

New culverts: not be greater than the bottom of the aggregate base layer for the roadway pavement structure at the local roadway low point

Minimum Size

24” or equivalent for cross road culverts

18" for parallel culverts in ditches and channels

Pipe Material

RCP: Class II, Metal 0.064"

Outlet Protection Riprap

Roadside Ditches

Return Frequency 10-yr storm event

Velocity ---

Slope Min: 0.5%

Side Slopes N/A

Freeboard

Ditch Stability

Permanent lining must be suitable for the 10-yr flood event. Use HEC-15 for design

- Vegetation

- Turf reinforcements

- Riprap

- Gabions

- Concrete liner

2. Hydrology The hydrology for the project was determined to assess the proposed culverts, inlets, and roadside ditches only. A large portion of the site will remained unchanged from a hydrologic perspective as the amount of impervious area and grading of the site will remain unchanged for areas where mill and fill is proposed (298+00 to 302+00, 354+00 to 361+00, 388+00 to 393+00, and 428+00 to the end). Hydrology was developed for the five locations where new culverts are being proposed. ArcGIS and United States Geological Survey (USGS) NED one meter Lidar Data was used to delineate basins and the rational method was used to calculate runoff. For the remainder of the site, existing hydrologic patterns will remain unchanged. The rational method was used to develop peak runoff values using rainfall data from National Oceanic and

Atmospheric Administration (NOAA) Atlas 14 precipitation intensity data for Sturgis, South

Dakota. Table 2 summarizes the hydrology completed for the site. Hydrologic calculation, basin maps, and supporting information have been attached in Appendix B.

Table 2 Hydrologic Summary

Basin ID Culvert AREA Q25 Q100

Acres CFS CFS

8 STA 275+24 74.20 66.02 165.01

22 STA 357+87 8.28 12.50 29.28

37 STA 415+55 2.58 4.85 11.08

38 STA 417+45 0.97 1.88 4.19

43 STA 434+62 15.90 20.42 48.99

3. Hydraulics Culverts

There are 43 existing culverts on the project, of which 5 are being replaced and upsized in locations where existing culverts have been identified as undersized. The culverts will be replaced at five locations; STA 275+24, 357+87, 415+55, 417+45, and 434+62. Existing and proposed culverts have been summarized in Table 3 below.

Existing culverts that will not be replaced or modified have not been analyzed since existing drainage conditions and contributing basins will remain unchanged. Only culverts that are being impacted by proposed roadway improvements or have been identified as having drainage issues will be analyzed and replaced.

CFLHD TO 36 SD 3 Central Federal Lands Highway Division

Table 3. Culvert Summary Table

Station Pipe Diameter Material Length Notes

1 204+15 54” CMP 71’

2 214+94 2 @ 60” CMP 56’ Alakali Creek

3 226+72 18” CMP 40’

4 235+71 18” CMP 41'

5 245+95 18” CMP 60'

6 255+26 18” CMP 42'

7 265+30 18” CMP 43'

275+24 28”x20”

Arch

CMP 4X43’

Road overtops, existing culvert removed 4, 20”x28” Arch CMP proposed

9 282+05 18” CMP 32'

10 291+78 18” CMP 49'

11 295+07 18” CMP 32'

12 297+06 18” CMP 60' Not at low point, re grade area

13 305+30 18” CMP 46'

14 309+52 18” CMP 44'

15 315+47 18” CMP 47'

322+05 18” CMP 76'

Culvert half silted in – Add Clean Culvert

17 324+91 18” CMP 48'

18 330+25 18” CMP 35'

19 332+92 18” CMP 40'

20 344+54 18” CMP 46'

354+09 54” CMP 69'

Riprap added upstream to help mitigate erosion

357+87 24” CMP 58’

Remove existing culvert, new culvert at 358+46 due to road realignment

23 361+98 18” CMP 40'

24 367+58 18” CMP 37'

25 374+18 18” CMP 43'

26 379+60 18” CMP 45'

27 382+37 18” CMP 52'

28 385+92 24” CMP 50'

29 387+13 18” CMP 42'

30 388+54 18” CMP 51'

31 394+87 18” CMP 41'

32 397+30 18” CMP 58'

33 398+54 18” CMP 46'

34 401+57 18” CMP 59'

35 404+33 18” CMP 64'

36 407+07 18” CMP 108'

415+55 24” CMP 39'

Erosion in ditch at existing culvert, new inlet and culvert proposed

417+45 18” CMP 34'

Erosion in ditch at existing culvert, new inlet and culvert proposed

39 419+27 24” CMP 61'

40 423+89 24” CMP 55'

41 426+90 18” CMP 49'

42 431+44 18” CMP 39'

434+62 24”x18”

Arch

CMP 2X43’

Existing culvert being removed and replaced with 2, 24”x18” Arch CMP

Note: listed stations are existing culvert locations referencing the proposed alignment

CFLHD TO 36 SD 4 Central Federal Lands Highway Division

4. Proposed Design

Proposed Culvert Sizes Proposed culverts have been analyzed using HY-8 to determine hydraulic capacity of culverts.

Culverts have been designed to convey the 25-yr storm without the headwater exceeding depth of the bottom of roadway aggregate. The HY8 calculations have been attached in Appendix C.

HY-8 Model Results

STA 275+24

There has been roadway overtopping in the existing condition in this location. There is currently an 18” CMP that will be removed. In order to mitigate the roadway overtopping, four 28”x20” Arch CMP’s are proposed to convey the 25-yr storm. Arch CMP’s are being proposed to due cover constraints.

STA 357+87

The road in the areas has been realigned and the proposed culvert at STA 358+44 is the only location where the proposed culvert is not in the same location as the 18” CMP existing culvert.

The existing culvert will be removed and a 24” CMP is proposed.

STA 415+55

There are currently issues with erosion in the roadside ditch and the culvert entrance. There is currently a 24” CMP that will be replaced with a Type 1 Catch basin on the upstream end and an 24” CMP pipe. The proposed catch basin will drain water more efficiently than the existing culvert reducing ponding and erosion. Riprap outlet protection is intended to help with erosion on the downstream end of the culvert.

STA 417+45

There are currently issues with erosion in the roadside ditch and the culvert entrance. There is currently an 18” CMP that will be replaced with a Type 1 Catch basin on the upstream side and an 18” CMP pipe. The proposed catch basin will drain water more efficiently than the existing culvert reducing ponding and erosion. Riprap outlet protection is intended to help with erosion on the downstream end of the culvert.

STA 434+62

There is currently an 18” CMP that is undersized at this location. Two 24”x18” Arch CMPs are proposed to convey the 25-year storm. Arch CMP’s are being proposed due to cover constraints at this location.

Culvert Outlet Protection Riprap outlet protection is being proposed at several locations. Riprap was sized using FHWA equation from the PPDM, Ch.10. Based on flows and velocities proposed riprap is Class 2 and

Class 3. Riprap calculations have been included in Appendix C.

CFLHD TO 36 SD 5 Central Federal Lands Highway Division

Embankment Protection In addition to outfall protection there is embankment protection in areas where erosion has been identified in the field. Riprap bank erosion is being proposed at 353+61 and 435+09. Class 2 and Class 3 riprap is being proposed at these locations.

5. Conclusion The conclusions and recommendations in this report are based on the conditions of the project site and the associated watershed at the time of this study. Any modifications to the site, man-made or natural, could alter the analysis, findings, and recommendations contained herein and could invalidate the analysis, findings, and recommendations. Site conditions, completion of upstream or downstream projects, upstream or downstream land use changes, climate changes, vegetation changes, maintenance practice changes, or other factors may change over time.

Additional analysis or updates may be required in the future as a result of these changes.

6. References

Federal Lands Highway Division, "Project Development and Design Manual", Chapter 7

Hydrology and Hydraulics, December 2012.

Sando, Steven K.,1998, A Method for Estimating Magnitude and Frequency of Floods in South

Dakota: U.S. Geological Survey Water-Resources Investigations Report 98-4055.

South Dakota Department of Transportation Office of Bridge Design, “Drainage Manual”, January 2011.

Federal Lands Highway Division, "Hydraulic Engineering Circular No.14, Third Edtion", Chapter

Riprap Basins and Aprons, July 2006.

Appendix A

Maps and Supporting Documents

Site Map

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Appendix B

Hydrologic Calculations

265+00

270+00

275+00

280+00

285+00

290+00

PATH: C:\USERS\JMCANALLY\DESKTOP\CFLHD HORSE SOLDIER SD\BASIN_1.MXD - USER: JMCANALLY - DATE: 3/9/2020

BASIN MAP

HORSE SOLDIER TO FORT MEADE

CFLHD TO 36 SD HORSE SOLDIER

0 400Feet

O

LEGEND

74.2

AC

0.25 0.27

B 8

BASIN ID

BASIN BOUNDARY

Area

AC

C10 C25

Basin

ID

5+0

355+00

360+00

365+00

PATH: C:\USERS\JMCANALLY\DESKTOP\CFLHD HORSE SOLDIER SD\BASIN_2.MXD - USER: JMCANALLY - DATE: 3/9/2020

BASIN MAP

HORSE SOLDIER TO FORT MEADE

CFLHD TO 36 SD HORSE SOLDIER

0 200Feet

O

LEGEND

8.28

AC

0.27 0.29

B 22

Old Stone Road

BASIN ID

BASIN BOUNDARY

Area

AC

C10 C25

410+00

415+00

420+00

+00

430+00

435+00

PATH: C:\USERS\JMCANALLY\DESKTOP\CFLHD HORSE SOLDIER SD\BASIN_3.MXD - USER: JMCANALLY - DATE: 3/9/2020

BASIN MAP

HORSE SOLDIER TO FORT MEADE

CFLHD TO 36 SD HORSE SOLDIER

0 300Feet

O

LEGEND

15.9

AC

0.25 0.28

B 43

2.58

AC

0.28 0.30

B 37

0.97

AC

0.29 0.31

B 38

¬«34 ¬«79

Custer Avenue

BASIN ID

BASIN BOUNDARY

Area

AC

C10 C25

NOAA Atlas 14, Volume 8, Version 2 Location name: Sturgis, South Dakota, USA*

Latitude: 44.395°, Longitude: -103.4664° Elevation: 3462.41 ft**

* source: ESRI Maps ** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES

Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin

NOAA, National Weather Service, Silver Spring, Maryland

PF_tabular | PF_graphical | Maps_&_aerials

PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1

Duration Average recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 3.44 (2.65‑4.48)

4.34 (3.34‑5.65)

5.86 (4.49‑7.64)

7.15 (5.45‑9.40)

9.00 (6.66‑12.4)

10.5 (7.57‑14.7)

12.0 (8.40‑17.4)

13.6 (9.14‑20.3)

15.7 (10.2‑24.4)

17.4 (11.0‑27.5)

10-min 2.52 (1.94‑3.28)

3.18 (2.44‑4.13)

4.28 (3.28‑5.60)

5.23 (3.99‑6.88)

6.59 (4.87‑9.08)

7.67 (5.54‑10.8)

8.78 (6.15‑12.7)

9.94 (6.70‑14.9)

11.5 (7.48‑17.9)

12.8 (8.08‑20.1)

15-min 2.05 (1.58‑2.66)

2.58 (1.99‑3.36)

3.48 (2.67‑4.55)

4.26 (3.24‑5.59)

5.36 (3.96‑7.38)

6.24 (4.51‑8.74)

7.14 (5.00‑10.3)

8.08 (5.44‑12.1)

9.37 (6.08‑14.5)

10.4 (6.57‑16.4)

30-min 1.39 (1.07‑1.81)

1.76 (1.35‑2.29)

2.37 (1.82‑3.10)

2.90 (2.21‑3.81)

3.65 (2.70‑5.03)

4.25 (3.07‑5.96)

4.87 (3.41‑7.04)

5.51 (3.71‑8.26)

6.40 (4.15‑9.91)

7.08 (4.48‑11.2)

60-min 0.848 (0.653‑1.10)

1.08 (0.831‑1.41)

1.50 (1.15‑1.96)

1.89 (1.44‑2.48)

2.47 (1.85‑3.46)

2.96 (2.16‑4.20)

3.49 (2.46‑5.11)

4.07 (2.76‑6.15)

4.89 (3.19‑7.64)

5.56 (3.52‑8.77)

2-hr 0.500 (0.388‑0.644)

0.642 (0.498‑0.827)

0.907 (0.701‑1.17)

1.16 (0.892‑1.51)

1.56 (1.18‑2.18)

1.90 (1.40‑2.69)

2.28 (1.62‑3.31)

2.69 (1.85‑4.05)

3.30 (2.17‑5.11)

3.79 (2.42‑5.91)

3-hr 0.364 (0.284‑0.466)

0.464 (0.362‑0.595)

0.663 (0.515‑0.853)

0.861 (0.666‑1.12)

1.18 (0.910‑1.67)

1.47 (1.10‑2.09)

1.79 (1.29‑2.61)

2.15 (1.49‑3.23)

2.69 (1.79‑4.16)

3.13 (2.01‑4.85)

6-hr 0.225 (0.177‑0.285)

0.274 (0.215‑0.348)

0.381 (0.299‑0.485)

0.494 (0.386‑0.634)

0.688 (0.539‑0.971)

0.867 (0.655‑1.23)

1.07 (0.782‑1.56)

1.31 (0.915‑1.95)

1.65 (1.12‑2.54)

1.95 (1.27‑2.99)

12-hr 0.141 (0.112‑0.178)

0.165 (0.131‑0.208)

0.218 (0.173‑0.276)

0.275 (0.216‑0.349)

0.371 (0.293‑0.516)

0.460 (0.351‑0.643)

0.562 (0.414‑0.807)

0.679 (0.481‑1.00)

0.854 (0.582‑1.30)

1.00 (0.658‑1.52)

24-hr 0.090 (0.072‑0.112)

0.101 (0.081‑0.126)

0.127 (0.101‑0.159)

0.155 (0.123‑0.195)

0.204 (0.162‑0.280)

0.249 (0.192‑0.344)

0.302 (0.225‑0.428)

0.362 (0.259‑0.529)

0.453 (0.312‑0.681)

0.529 (0.351‑0.796)

2-day 0.052 (0.042‑0.064)

0.060 (0.049‑0.074)

0.077 (0.062‑0.095)

0.094 (0.075‑0.117)

0.121 (0.097‑0.163)

0.146 (0.113‑0.198)

0.173 (0.130‑0.242)

0.204 (0.147‑0.294)

0.250 (0.174‑0.371)

0.288 (0.193‑0.429)

3-day 0.038 (0.031‑0.046)

0.043 (0.035‑0.053)

0.055 (0.044‑0.067)

0.066 (0.053‑0.082)

0.085 (0.068‑0.114)

0.102 (0.080‑0.138)

0.122 (0.092‑0.169)

0.144 (0.104‑0.205)

0.176 (0.123‑0.259)

0.203 (0.137‑0.300)

4-day 0.030 (0.025‑0.037)

0.034 (0.028‑0.042)

0.043 (0.035‑0.052)

0.051 (0.042‑0.063)

0.066 (0.053‑0.088)

0.079 (0.062‑0.106)

0.094 (0.071‑0.130)

0.111 (0.081‑0.158)

0.137 (0.096‑0.200)

0.158 (0.107‑0.232)

7-day 0.020 (0.017‑0.024)

0.023 (0.019‑0.027)

0.028 (0.023‑0.034)

0.033 (0.027‑0.040)

0.042 (0.034‑0.055)

0.049 (0.039‑0.066)

0.058 (0.045‑0.080)

0.069 (0.050‑0.097)

0.084 (0.059‑0.121)

0.096 (0.066‑0.140)

10-day 0.016 (0.013‑0.019)

0.018 (0.015‑0.022)

0.022 (0.018‑0.026)

0.026 (0.021‑0.031)

0.032 (0.026‑0.042)

0.038 (0.030‑0.050)

0.044 (0.034‑0.060)

0.051 (0.038‑0.072)

0.062 (0.044‑0.089)

0.071 (0.049‑0.102)

20-day 0.011 (0.009‑0.013)

0.012 (0.010‑0.014)

0.015 (0.012‑0.018)

0.017 (0.014‑0.021)

0.021 (0.017‑0.026)

0.024 (0.019‑0.031)

0.027 (0.021‑0.036)

0.031 (0.023‑0.042)

0.036 (0.026‑0.051)

0.040 (0.028‑0.058)

30-day 0.008 (0.007‑0.010)

0.010 (0.008‑0.011)

0.012 (0.010‑0.014)

0.014 (0.011‑0.016)

0.016 (0.013‑0.021)

0.019 (0.015‑0.024)

0.021 (0.016‑0.028)

0.023 (0.017‑0.032)

0.027 (0.019‑0.038)

0.030 (0.021‑0.042)

45-day 0.007 (0.006‑0.008)

0.008 (0.007‑0.009)

0.010 (0.008‑0.011)

0.011 (0.009‑0.013)

0.013 (0.011‑0.016)

0.015 (0.012‑0.019)

0.016 (0.013‑0.021)

0.018 (0.014‑0.024)

0.020 (0.015‑0.028)

0.022 (0.016‑0.031)

60-day 0.006 (0.005‑0.007)

0.007 (0.006‑0.008)

0.008 (0.007‑0.010)

0.009 (0.008‑0.011)

0.011 (0.009‑0.014)

0.013 (0.010‑0.016)

0.014 (0.011‑0.018)

0.015 (0.011‑0.020)

0.017 (0.012‑0.023)

0.018 (0.013‑0.026)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

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PF graphical https://www.commerce.gov/ http://www.noaa.gov/

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US Department of Commerce National Oceanic and Atmospheric Administration

National Weather Service National Water Center

1325 East West Highway Silver Spring, MD 20910

Questions?: HDSC.Questions@noaa.gov

Disclaimer

100km

60mi https://www.commerce.gov/ http://www.noaa.gov/ http://www.nws.noaa.gov/ https://www.weather.gov/owp/oh mailto:HDSC.Questions@noaa.gov http://www.nws.noaa.gov/disclaimer.html

Hydrologic Soil Group—Meade County, South Dakota, Southern Part (CFLHD TO 36 SD Horse Soldier)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

3/9/2020

615000 616000 617000 618000 619000 620000 621000 622000 623000

616000 617000 618000 619000 620000 621000 622000 623000

44° 25' 10'' N

3°

3'

1' ' W

44° 25' 10'' N

3°

6'

4'

' W

44° 18' 53'' N

3°

3'

1'

' W

44° 18' 53'' N

3°

6'

4'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 2500 5000 10000 15000

Feet 0 500 1000 2000 3000

Meters Map Scale: 1:56,600 if printed on A portrait (8.5" x 11") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating Lines A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating Points A

A/D

B

B/D

C

C/D

D

Not rated or not available

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Meade County, South Dakota, Southern Part Survey Area Data: Version 21, Sep 17, 2019

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jun 27, 2011—Feb 19, 2017

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—Meade County, South Dakota, Southern Part (CFLHD TO 36 SD Horse Soldier)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

3/9/2020

Hydrologic Soil Group

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

P036D Blackpipe silt loam, moist, 6 to 15 percent slopes

C 110.9 2.6%

P038B Blackpipe-Savo complex, moist, 2 to 6 percent slopes

C 15.4 0.4%

P124E Fairburn-Butche complex, 15 to 40 percent slopes

D 177.2 4.1%

P194D Lakoa-Maitland complex, 6 to 25 percent slopes

C 701.1 16.2%

P256D Nevee-Spearfish silt loams, 6 to 20 percent slopes

B 124.9 2.9%

P264E Nihill gravelly loam, moist, 9 to 40 percent slopes

B 71.2 1.7%

P324D Pierre-Fairburn-Ucross complex, moist, 6 to 25 percent slopes

C 123.9 2.9%

P344B Rapidcreek very cobbly sandy loam, warm, 1 to 6 percent slopes, nonflooded

A 177.6 4.1%

P436D Samsil silty clay loam, moist, 6 to 25 percent slopes

D 26.5 0.6%

P480F Spearfish-Rock outcrop complex, 10 to 60 percent slopes

D 131.8 3.1%

P488A St. Onge loam, 0 to 2 percent slopes, rarely flooded

B 33.3 0.8%

P512B Thirtynine silt loam, 2 to 6 percent slopes

C 81.2 1.9%

P514B Tilford silt loam, 2 to 6 percent slopes

B 43.2 1.0%

Q0108E Grizzly-Mineshaft complex, 10 to 40 percent slopes

B 146.1 3.4%

Q0108G Grizzly-Mineshaft complex, 40 to 80 percent slopes

B 3.7 0.1%

Q0110E Grizzly-Rock outcrop complex, 10 to 40 percent slopes

B 245.2 5.7%

Hydrologic Soil Group—Meade County, South Dakota, Southern Part CFLHD TO 36 SD Horse Soldier

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

Q0110G Grizzly-Rock outcrop complex, 40 to 80 percent slopes

B 930.7 21.6%

Q0112G Grizzly-Rubbleland- Rock outcrop complex, 40 to 80 percent slopes

B 126.3 2.9%

Q0114D Grizzly-Virkula complex, 3 to 15 percent slopes

B 19.0 0.4%

Q0229C Rapidcreek very gravelly loam, noncalcareous, 1 to 9 percent slopes, rarely flooded

B 34.3 0.8%

Q0553E Rockerville, moist-Rock outcrop complex, 6 to 40 percent slopes

D 121.2 2.8%

Q0554F Rockerville, moist- Vanocker-Rock outcrop complex, 10 to 60 percent slopes

D 20.0 0.5%

Q0568B Roubaix silt loam, 0 to 6 percent slopes

D 0.4 0.0%

Q0568E Roubaix silt loam, 6 to 40 percent slopes

D 3.7 0.1%

Q0570F Opechekahta-Citivar- Schaeferville complex, 20 to 60 percent slopes

C 46.2 1.1%

Q0572D Schaeferville-Citivar silt loams, 6 to 20 percent slopes

C 1.7 0.0%

Q0576C Tollflat-Vanocker complex, 2 to 12 percent slopes

C 15.0 0.3%

Q0584E Vanocker-Citadel complex, 10 to 40 percent slopes

B 175.6 4.1%

Q0584F Vanocker-Citadel complex, 20 to 60 percent slopes

B 29.0 0.7%

Q0585G Vanocker-Danjay- Hopdraw, moist complex, 40 to 80 percent slopes

A 263.8 6.1%

Q0586E Vanocker-Danjay-Tollflat complex, 10 to 40 percent slopes

B 202.2 4.7%

Q0589G Vanocker-Sawdust, moist-Rock outcrop complex, 40 to 80 percent slopes

B 112.5 2.6%

Totals for Area of Interest 4,315.0 100.0%

Hydrologic Soil Group—Meade County, South Dakota, Southern Part CFLHD TO 36 SD Horse Soldier

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher

Hydrologic Soil Group—Meade County, South Dakota, Southern Part CFLHD TO 36 SD Horse Soldier

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Rational Method

Runoff Coefficients

Project: CFLHD TO 36 SD Horse Soilder Computed: JWM Date: 3/6/2020

System Name: Horse Soldier Culvert Checked: SDA Date: 6/23/2020

Sub-Basin Data

Basin ID Description

Total Area

(ac)

8 STA 275+24 74.20 0.25 0.25 0.40 0.90 0.27 0.28 0.44 -0.09 0.50 0.50 0.50 0.93 C 0.7% 73.65 0.55

22 STA 357+87 8.28 0.27 0.25 0.40 0.90 0.29 0.28 0.44 0.91 0.51 0.50 0.50 0.93 C 2.4% 8.08 0.20

37 STA 415+55 2.58 0.28 0.25 0.40 0.90 0.30 0.28 0.44 0.91 0.52 0.50 0.50 0.93 C 4.3% 2.47 0.11

38 STA 417+45 0.97 0.29 0.25 0.40 0.90 0.31 0.28 0.44 0.91 0.53 0.50 0.50 0.93 C 6.2% 0.91 0.06

43 STA 434+62 15.90 0.25 0.25 0.40 0.90 0.28 0.28 0.44 0.91 0.50 0.50 0.50 0.93 C 0.7% 15.79 0.11

C25

ImPervious

Areas

Composite

C10

C10

Pervious Areas

C10

ImPervious Areas

Composite

C25

C25

Pervious

Areas

**C25 determined from HEC22 Urban Drainage Design Manual

Hydrologic Soils

Group Percent Impervious

Area Pervious

(ac)

Area

Impervious (ac)

C10

Gravel Areas

C100

Gravel Areas

C25

Gravel Areas

Composite

C100

*C values determined from Clark County, Hydrologic Criteria and Drainage Design Manual - Regional Flood Control District, Table 601

C100

Pervious Areas

C100

ImPervious Areas

Standard Form SF-1 . Time of Concentration Project: CFLHD TO 36 SD Horse Soilder JWM 3/6/2020

System Name: Horse Soldier Culvert CDK 6/26/2020

SUB-BASIN DATA Sheet Flow Open Channel Flow

(t3)

8 STA 275+24 0.6 0.143 120 10.70 2990 0.142 4.739 1.8 27.91 9.0 12.4 0.035 315 0.016 4.35 1.21 39.8

22 STA 357+87 0.4 0.418 150 10.08 960 0.199 6.962 3.1 5.15 4.0 8.25 0.035 235 0.016 3.32 1.18 16.4

37 STA 415+55 0.5 0.086 50 9.42 385 0.496 5.032 3.5 1.81 1.5 4.95 0.035 80 0.056 4.55 0.29 11.5

38 STA 417+45 0.5 0.378 100 9.07 230 0.453 2.516 1.7 2.26 1.1 4.21 0.035 125 0.053 4.01 0.52 11.9

43 STA 434+62 0.5 0.102 65 10.70 1680 0.283 5.032 2.7 10.46 3.5 7.42 0.035 190 0.052 5.88 0.54 21.7

Table 3-1 Table 15-3

Two-year 24-hour rainfall intensity (From NOAA ATLAS 14)(in/hr)2.44 n Surface description coefficient smooth surface 0.011 PAVED 20.328 fallow no residue 0.05 GRASS 16.135

Cultivated soils <20% Residue 0.06 UNTILLED 9.965

Notes: Velocity Method Cultivated soils >20% Residue 0.17 CROPS 8.762

Time of concentration = sum of sheet flow, shallow concentrated flow, and open channel flow segments short grass 0.15 PASTURE 6.962 dense grass 0.24 WOODED 5.032 bermuda grass 0.41 HEAVY FOREST 2.516 range 0.13

Woods light underbrush 0.4

Woods dense underbrush 0.8

Tc Reference https://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=27002.wba

USDA National Engineering Handbook, Part 630 Hydrology, Chapter 15 Time of Concentation. May 2010

Surface

Wetted

Perimeter (ft) DescriptionBasin ID

Manning n

(Table 3-1)

Slope

(ft/ft) t1

(min)

Length

(ft) Slope (ft/ft)

Surface coef

(Table 15-3)

Velocity

(fps)

Travel Time t2 (min)

Length

(ft)

Flow Area

(ft

Length

(ft) Slope (ft/ft)

FINAL Tc

(min)

Shallow concentrated flow

(t1)

Velocity

(fps)

Travel

Time t3

(min)

Manning n

Surface Roughness Tables from FHWA Drainage Design Manual

(t2)

Rational Analysis

Standard Form SF-2 . Storm Drainage System Design (Rational Method Procedure) Corridor / Design Package: CFLHD TO 36 SD Horse Soilder Computed: JWM Date: 3/6/2020

System Name: Horse Soldier Culvert Checked: SDA Date: 6/23/2020

Design Storm: 10-yr

A R

E A

D

S

IG

N

(n a m e

A R

E A

A

C

R U

N O

F F

C O

E F

F t c

(M

IN

C .A

(A C

I

IN

H

R

Q

(C

S

S U

M

C *A

(A C

I

(I N

H

R

Q

(C F

S

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)

STA 275+24 8 74.20 0.25 39.82 18.91 2.57 48.54

STA 357+87 22 8.28 0.27 16.41 2.20 4.13 9.09

STA 415+55 37 2.58 0.28 11.53 0.72 4.93 3.54

STA 417+45 38 0.97 0.29 11.86 0.28 4.87 1.38

STA 434+62 43 15.90 0.25 21.70 4.05 3.66 14.80

(1) Basin Description linked to C-Value Sheet (7) =Column 4 x Column 5

(2) Basin Design Point (8) from IDF Tab

(3) Enter the Basin Name from C Value Sheet (9) =Column 7 x Column 8

(4) Basin Area linked to C-Value Sheet (10) max Tc of combined basins

(5) Composite C linked to C-Value Sheet (11) Add the Basin Areas (7) to get the combined basin AC

(6) Time of Concentration linked to T of C Sheet (12) from IDF Tab

(13) Column 11 x Column 12

REMARKSLOCATION

D E

S

P O

IN

T

DIRECT RUNOFF TOTAL RUNOFF

Rational Analysis

Corridor / Design Package: CFLHD TO 36 SD Horse Soilder Computed: JWM Date: 3/6/2020

System Name: Horse Soldier Culvert Checked: SDA Date: 6/23/2020

Design Storm: 25-yr

A R

S m e

A R

E A

A

C

R U

N O

F F

C O

E F

C .A

(A C

I

IN

H

S

S U

M

C *A

(A C

I

(I N

H

R

Q

(C F

S

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)

STA 275+24 8 74.20 0.27 39.82 20.21 3.27 66.02

STA 357+87 22 8.28 0.29 16.41 2.40 5.20 12.50

STA 415+55 37 2.58 0.30 11.53 0.78 6.21 4.85

STA 417+45 38 0.97 0.31 11.86 0.31 6.13 1.88

STA 434+62 43 15.90 0.28 21.70 4.44 4.60 20.42

(1) Basin Description linked to C-Value Sheet (7) =Column 4 x Column 5

(2) Basin Design Point (8) from IDF Tab

(3) Enter the Basin Name from C Value Sheet (9) =Column 7 x Column 8

(4) Basin Area linked to C-Value Sheet (10) max Tc of combined basins

(5) Composite C linked to C-Value Sheet (11) Add the Basin Areas (7) to get the combined basin AC

(6) Time of Concentration linked to T of C Sheet (12) from IDF Tab

(13) Column 11 x Column 12

REMARKSLOCATION

D E

S

P O

IN

T

DIRECT RUNOFF TOTAL RUNOFF

Corridor / Design Package: CFLHD TO 36 SD Horse Soilder Computed: JWM Date: 3/6/2020

System Name: Horse Soldier Culvert Checked: SDA Date: 6/23/2020

Design Storm: 100-yr

A R

S m e

A R

E A

A

C

R U

N O

F F

C O

E F

C .A

(A C

I

IN

H

S

S U

M

C *A

(A C

I

(I N

H

R

Q

(C F

S

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)

STA 275+24 8 74.20 0.50 39.82 37.34 4.42 165.01

STA 357+87 22 8.28 0.51 16.41 4.23 6.93 29.28

STA 415+55 37 2.58 0.52 11.53 1.34 8.28 11.08

STA 417+45 38 0.97 0.53 11.86 0.51 8.17 4.19

STA 434+62 43 15.90 0.50 21.70 8.00 6.12 48.99

(1) Basin Description linked to C-Value Sheet (7) =Column 4 x Column 5

(2) Basin Design Point (8) from IDF Tab

(3) Enter the Basin Name from C Value Sheet (9) =Column 7 x Column 8

(4) Basin Area linked to C-Value Sheet (10) max Tc of combined basins

(5) Composite C linked to C-Value Sheet (11) Add the Basin Areas (7) to get the combined basin AC

(6) Time of Concentration linked to T of C Sheet (12) from IDF Tab

(13) Column 11 x Column 12

REMARKSLOCATION

D E

S

IG

N P

O

IN

T DIRECT RUNOFF TOTAL RUNOFF

Computed: JWM Date:

NOAA Atlas 14 Checked: 3/6/2020 Date:

Time (in/hr)

(min) 2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr

5 4.34 5.86 7.15 9 10.5 12

6 4.110 5.540 6.770 8.520 9.930 11.360

7 3.880 5.230 6.380 8.040 9.370 10.710

8 3.640 4.910 6.000 7.550 8.800 10.070

9 3.410 4.600 5.610 7.070 8.240 9.420

10 3.18 4.28 5.23 6.59 7.67 8.78

11 3.060 4.120 5.040 6.340 7.380 8.450

12 2.940 3.960 4.840 6.100 7.100 8.120

13 2.820 3.800 4.650 5.850 6.810 7.800

14 2.700 3.640 4.450 5.610 6.530 7.470

15 2.58 3.48 4.26 5.36 6.24 7.14

16 2.530 3.410 4.170 5.250 6.110 6.990

17 2.470 3.330 4.080 5.130 5.970 6.840

18 2.420 3.260 3.990 5.020 5.840 6.690

19 2.360 3.180 3.900 4.900 5.710 6.530

20 2.310 3.110 3.810 4.790 5.580 6.380

21 2.250 3.040 3.720 4.680 5.440 6.230

22 2.200 2.960 3.630 4.560 5.310 6.080

23 2.140 2.890 3.530 4.450 5.180 5.930

24 2.090 2.810 3.440 4.330 5.050 5.780

25 2.030 2.740 3.350 4.220 4.910 5.630

26 1.980 2.670 3.260 4.110 4.780 5.480

27 1.920 2.590 3.170 3.990 4.650 5.320

28 1.870 2.520 3.080 3.880 4.520 5.170

29 1.810 2.440 2.990 3.760 4.380 5.020

30 1.76 2.37 2.9 3.65 4.25 4.87

31 1.740 2.340 2.870 3.610 4.210 4.820

32 1.710 2.310 2.830 3.570 4.160 4.780

33 1.690 2.280 2.800 3.530 4.120 4.730

34 1.670 2.250 2.770 3.490 4.080 4.690

35 1.650 2.230 2.730 3.450 4.040 4.640

36 1.620 2.200 2.700 3.410 3.990 4.590

37 1.600 2.170 2.660 3.370 3.950 4.550

38 1.580 2.140 2.630 3.340 3.910 4.500

39 1.560 2.110 2.600 3.300 3.860 4.460

40 1.530 2.080 2.560 3.260 3.820 4.410

41 1.510 2.050 2.530 3.220 3.780 4.360

42 1.490 2.020 2.500 3.180 3.730 4.320

43 1.470 1.990 2.460 3.140 3.690 4.270

44 1.440 1.960 2.430 3.100 3.650 4.230

45 1.420 1.940 2.400 3.060 3.610 4.180

46 1.400 1.910 2.360 3.020 3.560 4.130

47 1.370 1.880 2.330 2.980 3.520 4.090

48 1.350 1.850 2.290 2.940 3.480 4.040

49 1.330 1.820 2.260 2.900 3.430 4.000

50 1.310 1.790 2.230 2.860 3.390 3.950

51 1.280 1.760 2.190 2.820 3.350 3.900

52 1.260 1.730 2.160 2.780 3.300 3.860

53 1.240 1.700 2.130 2.750 3.260 3.810

54 1.220 1.670 2.090 2.710 3.220 3.770

55 1.190 1.650 2.060 2.670 3.180 3.720

56 1.170 1.620 2.020 2.630 3.130 3.670

57 1.150 1.590 1.990 2.590 3.090 3.630

58 1.130 1.560 1.960 2.550 3.050 3.580

59 1.100 1.530 1.920 2.510 3.000 3.540

60 1.08 1.5 1.89 2.47 2.96 3.49

0 10 20 30 40 50 60

R a in fa ll I n te n si ty in /h r)

Time (min)

Sturgis, South Dakota IDF Curve

2 Yr

5 Yr

10 Yr

25 Yr

50 Yr

100 Yr

CFLHD TO 36 SD 3 Central Federal Lands Highway Division

Appendix C

Hydraulic Calculations

HY-8 Culvert Analysis Report

Text Box 275+24

Water Surface Profile Plot for Culvert: Proposed

Table 2 - Culvert Summary Table: Proposed Discharge

Names Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater 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)

10-yr 48.50 40.28 3441.70 1.482 1.582 2-M2c 1.253 0.903 0.903 0.882 5.330

25-yr 66.00 55.85 3442.21 1.902 2.086 7-M2c 1.667 1.092 1.092 1.022 6.106

Straight Culvert

Inlet Elevation (invert): 3440.12 ft, Outlet Elevation (invert): 3439.76 ft

Culvert Length: 43.50 ft, Culvert Slope: 0.0083

Culvert Performance Curve Plot: Proposed

Site Data - Proposed

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3440.12 ft

Outlet Station: 43.50 ft

Outlet Elevation: 3439.76 ft

Number of Barrels: 4

Culvert Data Summary - Proposed

Barrel Shape: Pipe Arch

Barrel Span: 28.00 in

Barrel Rise: 20.00 in

Barrel Material: Steel or Aluminum

Embedment: 0.00 in

Barrel Manning's n: 0.0250

Culvert Type: Straight

Inlet Configuration: Headwall

Inlet Depression: None

Rating Curve Plot for Crossing: 275+24 Proposed

Table 3 - Downstream Channel Rating Curve (Crossing: 275+24 Proposed)

Flow (cfs) Water Surface Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

48.50 3439.78 0.88 5.34 1.82 1.23

66.00 3439.92 1.02 5.80 2.10 1.26

Tailwater Channel Data - 275+24 Proposed

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 5.00 ft

Side Slope (H:V): 6.00 (_:1)

Channel Slope: 0.0330

Channel Manning's n: 0.0350

Channel Invert Elevation: 3438.90 ft

Roadway Data for Crossing: 275+24 Proposed

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 370.00 ft

Crest Elevation: 3442.66 ft

Roadway Surface: Paved

Roadway Top Width: 20.00 ft

415+55

Water Surface Profile Plot for Culvert: Culvert 1

Table 1 - Culvert Summary Table: Culvert 1

Names Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater 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)

10-yr 3.50 3.50 3436.53 2.314 0.0* 5-S2n 0.490 0.649 0.503 0.285 5.476

25-yr 4.90 4.90 3436.67 2.453 0.0* 5-S2n 0.582 0.774 0.597 0.339 6.012

100-yr 11.00 11.00 3437.17 2.949 0.240 5-S2n 0.900 1.186 0.931 0.508 7.425

Inlet Elevation (invert): 3434.22 ft, Outlet Elevation (invert): 3432.70 ft

Culvert Length: 36.03 ft, Culvert Slope: 0.0422

Inlet Throat Elevation: 3434.22 ft, Inlet Crest Elevation: 3435.98 ft

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: Square Edge with Headwall

Inlet Depression: Yes

Site Data - Culvert 1

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3435.62 ft

Outlet Station: 36.00 ft

Outlet Elevation: 3432.70 ft

Number of Barrels: 1

Table 2 - Downstream Channel Rating Curve (Crossing: 415+55 Proposed)

Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

3.50 3432.98 0.28 3.91 1.24 1.51

4.90 3433.04 0.34 4.31 1.48 1.54

11.00 3433.21 0.51 5.37 2.22 1.63

Tailwater Channel Data - 415+55 Proposed

Bottom Width: 2.00 ft

Side Slope (H:V): 4.00 (_:1)

Channel Slope: 0.0700

Channel Manning's n: 0.0350

Channel Invert Elevation: 3432.70 ft

Roadway Data for Crossing: 415+55 Proposed

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3440.65 ft

357+87

Water Surface Profile Plot for Culvert: Existing

Table 1 - Culvert Summary Table: Existing

Names Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater 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)

10-yr 48.50 8.23 3441.70 1.843 1.901 7-M2c 1.137 1.107 1.107 0.882 5.884

25-yr 66.00 10.14 3442.21 2.270 2.405 7-M2c 1.500 1.225 1.225 1.022 6.561

Inlet Elevation (invert): 3439.80 ft, Outlet Elevation (invert): 3438.90 ft

Culvert Length: 39.01 ft, Culvert Slope: 0.0231

Culvert Data Summary - Existing

Barrel Shape: Circular

Barrel Diameter: 1.50 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

Site Data - Existing

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3439.80 ft

Outlet Station: 39.00 ft

Outlet Elevation: 3438.90 ft

Water Surface Profile Plot for Culvert: Proposed

Table 2 - Culvert Summary Table: Proposed

Names Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater 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)

10-yr 48.50 40.28 3441.70 1.482 1.582 2-M2c 1.253 0.903 0.903 0.882 5.330

25-yr 66.00 55.85 3442.21 1.902 2.086 7-M2c 1.667 1.092 1.092 1.022 6.106

Inlet Elevation (invert): 3440.12 ft, Outlet Elevation (invert): 3439.76 ft

Culvert Length: 43.50 ft, Culvert Slope: 0.0083

Culvert Data Summary - Proposed

Barrel Shape: Pipe Arch

Barrel Span: 28.00 in

Barrel Rise: 20.00 in

Barrel Material: Steel or Aluminum

Embedment: 0.00 in

Barrel Manning's n: 0.0250

Culvert Type: Straight

Inlet Configuration: Headwall

Inlet Depression: None

Site Data - Proposed

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3440.12 ft

Outlet Station: 43.50 ft

Outlet Elevation: 3439.76 ft

Number of Barrels: 4

Table 3 - Downstream Channel Rating Curve (Crossing: 275+24 Proposed)

Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

48.50 3439.78 0.88 5.34 1.82 1.23

66.00 3439.92 1.02 5.80 2.10 1.26

Tailwater Channel Data - 275+24 Proposed

Bottom Width: 5.00 ft

Side Slope (H:V): 6.00 (_:1)

Channel Slope: 0.0330

Channel Manning's n: 0.0350

Channel Invert Elevation: 3438.90 ft

Roadway Data for Crossing: 275+24 Proposed

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 370.00 ft

Crest Elevation: 3442.66 ft

417+45

Names Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater 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)

10-yr 1.40 1.40 3425.51 1.508 0.0* 5-S2n 0.354 0.441 0.354 0.158 4.277

25-yr 1.90 1.90 3425.58 1.576 0.0* 5-S2n 0.413 0.516 0.413 0.187 4.640

100-yr 4.20 4.20 3425.83 1.833 0.0* 5-S2n 0.630 0.784 0.630 0.285 5.759

Inlet Elevation (invert): 3424.00 ft, Outlet Elevation (invert): 3422.80 ft

Culvert Length: 33.02 ft, Culvert Slope: 0.0364

Inlet Throat Elevation: 3424.00 ft, Inlet Crest Elevation: 3425.21 ft

Culvert Data Summary - Culvert 1

Barrel Shape: Circular

Barrel Diameter: 1.50 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: Yes

Site Data - Culvert 1

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3425.00 ft

Outlet Station: 33.00 ft

Outlet Elevation: 3422.80 ft

Table 2 - Downstream Channel Rating Curve (Crossing: 417+45 Proposed)

Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

1.40 3422.96 0.16 3.37 0.98 1.66

1.90 3422.99 0.19 3.70 1.17 1.70

4.20 3423.09 0.29 4.68 1.78 1.80

Tailwater Channel Data - 417+45 Proposed

Bottom Width: 2.00 ft

Side Slope (H:V): 4.00 (_:1)

Channel Slope: 0.1000

Channel Manning's n: 0.0350

Channel Invert Elevation: 3422.80 ft

Roadway Data for Crossing: 417+45 Proposed

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3430.93 ft

434+62

Names Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater 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)

10-yr 14.80 14.80 3344.28 1.677 0.0* 5-S2n 0.962 1.050 0.962 0.451 5.994

25-yr 20.40 20.40 3344.88 2.281 2.214 7-M2c 1.500 1.229 1.229 0.535 6.584

Inlet Elevation (invert): 3342.60 ft, Outlet Elevation (invert): 3341.35 ft

Culvert Length: 44.02 ft, Culvert Slope: 0.0284

Culvert Data Summary - Culvert 1

Barrel Shape: Circular

Barrel Diameter: 1.50 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

Site Data - Culvert 1

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3342.60 ft

Outlet Station: 44.00 ft

Outlet Elevation: 3341.35 ft

Number of Barrels: 2

Table 2 - Downstream Channel Rating Curve (Crossing: 434+62 Proposed Dual)

Elev (ft)

Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

14.80 3341.80 0.45 5.65 2.11 1.70

20.40 3341.88 0.53 6.21 2.50 1.74

Tailwater Channel Data - 434+62 Proposed Dual

Bottom Width: 4.00 ft

Side Slope (H:V): 4.00 (_:1)

Channel Slope: 0.0750

Channel Manning's n: 0.0350

Channel Invert Elevation: 3341.35 ft

Roadway Data for Crossing: 434+62 Proposed Dual

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3344.95 ft

Riprap Sizing

Reference: FHWA HEC14 Hydraulic Design of Energy Dissipators for Culverts and Channels Ch.10

*Round up to nearest value in Table 10.1

*Choose based on D50 and Table 10.1

Outlet Pipe Size (ft) Design Discharge TW Depth G (ft/s^2) D50 (ft) D50 (IN) D50 Selected (IN) Class Length (FT) Depth (IN) Width at Outlet (FT) Width at End

STA 275 EX * 2.75 11.00 1.25 32.20 0.10 0.55 0.08 2.20 1.20 5.00 1 11 17.50 9.0 13.0

STA 275 PR 4 * 4.75 19.00 1.25 32.20 0.10 0.95 0.03 3.80 1.20 5.00 1 19 17.50 15.0 22.0

STA 358 2.00 12.50 1.21 32.20 0.19 0.40 0.28 1.65 2.26 5.00 1 8 17.50 6.0 9.0

STA 435 PR 2 * 2.50 20.40 1.00 32.20 0.32 0.50 0.26 2.50 3.90 10.00 3 10 24.00 8.0 12.0

*supercritical D'

4 pipes, extend riprap 3' either side of outer pipes at outlet and 5' at end

* Riprap placed to fit erosion in this location, calucalations done as a check