NM_FLAP_100(1)_Drainage_Report.pdf

Hydraulic Report

Final Design

Soledad Canyon Road Improvement Project

NM FLAP 100(1)

Federal Lands Access Program

Central Federal Lands Highway Division

Bureau of Land Management

Doña Ana County, New Mexico

July 17, 2018

July 17, 2018 | i

Table of Contents

Executive Summary

1 Introduction

2 Drainage Design Assumptions

3 Culverts

3.1 Hydraulic Design Standards and Methods for Culverts

3.2 Culvert Analysis and Results

4 Ditches

4.1 Hydrology

4.2 Hydraulic Design Standards and Methods

4.3 Hydraulic Analysis and Results

5 Gutter Spread at Concrete Curbs and Barriers

5.1 Hydrology

5.2 Hydraulic Design Standards and Methods

5.3 Hydraulic Analysis and Results

6 References

Tables

Table 1 – Culverts Design Criteria

Table 2 – Culverts Summary

Table 3 – Design Criteria for Ditches

Table 4 – Gutter Spread Analysis Criteria

Table 5 – Gutter Spread Analysis Criteria

Figures

Figure 1 – Project Location – Soledad Canyon Road in Dona Ana County, New Mexico

Figure 2 – Site Photos of the Culvert Channel Bottom

Figure 3 – Table 3-4 of FHWA Urban Drainage Design Manual

Figure 4 – Site Photos of Channel Bottom for Ditches

July 17, 2018 | 1

Executive Summary

Soledad Canyon Road is a two-lane paved and gravel functional collector road of approximately five miles that is located in Dona Ana County, east of the City of Las Cruces, in southern New Mexico.

The proposed road improvements include replacing existing road with two 11-foot lanes and two 5-foot shoulders and adding 8-foot multi-use trail along the south side of the roadway. The 5-foot buffer area constructed with aggregate base will separate the trail from the roadway. This Hydraulic

Report provides a summary of the hydraulic and hydrologic analysis of the existing drainage and the drainage design for proposed improvements.

After the rain event, runoff from all watersheds within the project area drains from mountains over the land surface in multiple arroyos. Runoff from rainfall is the primarily source of water in those arroyos. Arroyos cross the roadway surface at several locations along Soledad Canyon Road at dips in the roadway as low-water crossings without culverts.

The profile of the proposed road was designed to mimic the vertical profile of the existing road to reduce profiles rises at low-water crossings. Pavement edges at low-water crossings will be reinforced with concrete barrier under the pavement to mitigate soil erosion and prevent edge stress and potential subgrade saturation from runoff.

At the 70% external review meeting, the Dona Ana County Floodplain administrator requested the development of a 2D HEC-RAS model to confirm that proposed design of low –water crossings providing adequate drainage paths from building or other surrounding infrastructure. The floodplain modeling and results are provided in a separate report.

Existing culverts will be replaced with culverts in-kind. Existing culverts were analyzed to determine their capacity before overtopping and six new culverts were added to the project. To mitigate potential scour, riprap at culvert outlets will be mitigated by the installation of wire wrapped Class 1 riprap gabion baskets. Temporary construction easements (TCE) will be required for construction and may be modified to permanent easements for the County to have access for future maintenance. Boundaries of TCE’s are shown on the plans.

Roadside ditches were designed to be placed in cut sections adjacent to the roadway along both sides of the road to convey runoff. The capacity of the ditches was determined by comparing maximum flows the ditches can convey at a culvert or arroyo crossing locations for the 10-year event contributing from the drainage subbasin created by the ditches and roadway profile. The existing roadway has little to no ditch construction on either side of the roadway for drainage conveyance.

This project includes the construction of 45 feet of roadway and trail width combined into a 60 foot wide right of way. Due to the roadway and trail width, and the limiting right of way, ditch widths on both sides of the roadway embankment were maximized to fit within the remaining available shoulder width of approximately 7 feet 6 inches on each side of the road. The bottom width of the ditch varies from 6 inches to 1 foot to fit the ditch daylight slopes within the right of way. These ditches are intended to provide stormwater runoff management and help to reduce any runoff from entering the road base materials. Riprap and/or check dams will be required to mitigate erosion and reduce velocities where needed.

At certain locations, the runoff will flow along concrete curb or barriers along the south and west edge of the road. At locations were actual spread exceeds 8-foot limit (paved width of the trail), the

5-ft buffer area will be in-fill paved with asphalt concrete pavement to protect subgrade pavement

2 | July 17, 2018 section. Limits of the in-fill pavement have been determined based on a 1% cross slope across the entire roadway and trail and the lowest percent grade along the length of the individual contributing drainage area created by the curbing/barrier and roadway profile. At curb and barrier termini, wire wrapped Class 1 riprap gabion baskets will be installed to mitigate potential scour near right-of-way boundary lines.

July 17, 2018 | 3

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4 | July 17, 2018

1 Introduction

The scope of work for this project is to perform roadway, hydraulics, survey, environmental, geotechnical, right of way and pavement design towards delivery of a construction plan set to the Central Federal Lands Highway Division (CFLHD) of the

Federal Highway Administration.

The existing Soledad Canyon Road is a two-lane paved and gravel functional collector road of approximately five miles that is located in Dona Ana County, east of the City of

Las Cruces, in southern New Mexico (Figure 1). It provides residential access and recreational access to Bureau of Land Management (BLM) Sierra Vista Trailhead, Soledad Canyon Day Use Area, and Organ Mountains – Desert Peaks National

Monument. The proposed improvements include replacing existing road with two 11-foot lanes and two 5-foot shoulders and adding 8-foot multi-use trail along the west and south side of the roadway.

Figure 1 – Project Location – Soledad Canyon Road in Dona Ana County, New Mexico

The purpose of this Hydraulic Report is to provide a summary of the hydrologic and hydraulic analysis of the existing drainage and the drainage design for proposed improvements. Assessment of the existing drainage was performed to identify conditions or performance problems and determine whether existing drainage structures and features are to be replaced, rehabilitated, or modified (FLH, 2014). Design of the proposed drainage includes drainage improvements at low water crossings, replacing

Project Location

July 17, 2018 | 5 culverts, placing ditch along the side of the roadway to convey runoff, and other safety-related features necessary to meet current design practice.

2 Drainage Design Assumptions

The following assumptions were used to layout and design the proposed drainage system. These include:

1. The Rational Method is appropriate for the drainage design of the Soledad

Canyon Road project minor culverts, based on the surrounding land uses and the small basin sizes.

2. The 10-year design frequency is used for calculating flow rates for ditch and gutter spread analysis.

3. USGS StreamStats web based data could be used to obtain hydrological data for low-water crossing design.

4. All existing culverts that cross Soledad Canyon Road will be replaced in-kind.

The capacity of the new culverts are adequate to convey runoff without overtopping the road in most cases except at project stations; 172+22, 189+69, 234+67, 237+78, and 291+55 thru 90. These are all locations where existing culverts are replaced in-kind and size where capacity is inadequate. The topographic survey data collected when outside of the proposed roadway limits by 10 to 20 feet which was not enough width to fully determine stormwater subbasins drainage to the ditches and culverts. As a result some subbasin boundaries sizes were estimated.

5. The location of low-water crossings will remain unchanged due to the FEMA floodplain delineations and for FEMA compliance.

3 Culverts

3.1 Hydraulic Design Standards and Methods for Culverts

Design Flood

According to PDDM, culverts are to be designed based on the roadway classification.

Since the roadway for this project is a sole access to a community and will allow for a more reliable emergency alternative route, it was designated as a critical access road.

Critical access road is classified as high-standard. Culverts for high-standard roads are designed to convey runoff from the 50-year flood without creating a headwater effect.

Headwater elevation for existing culverts should not be greater than the shoulder hinge point at the roadway low point (FLH, 2014).

Check Flood

According to the PDDM, the greater water elevation of the 100-year flood and the overtopping flood event will be used as the standard check for water surface elevation

6 | July 17, 2018 increases caused by the crossing. The overtopping flood is defined as the discharge rate at which water would begin to flow over the top of the road surface.

Stability Design

The stability design flood standard refers to the ability of roadway culverts and embankments at culvert locations to be stable for the 50-year flood.

Design Criteria Summary

According to the PDDM, culverts are to be designed with the design criteria summarized in Table 5.

Table 1 – Culverts Design Criteria

Criteria Standard

Design Standards 50-year flood

Stability Design 50-year flood

Headwater

New: WSEL ≤ bottom of aggregate base layer Existing: WSEL ≤ shoulder hinge point.

HW/D ratio: 48” or smaller = 1.5 Larger than 48” = 1.2

Minimum Size Cross-road culvert = 24” Parallel culvert = 18”

Slope Stream Crossings: Match streambed Ditch Relief: Min. = 2%, Max. = 10%

3.2 Culvert Analysis and Results

For this project, existing culverts that cross Soledad Canyon Road will be replaced with culverts in-kind. Twenty one existing culverts were analyzed to determine their capacity before overtopping and six new culverts were added. HY8 was utilized to determine capacity of the existing and new culverts. Reports from HY8 are included in Appendix E.

Manning’s roughness coefficients were assigned based on examination of site photos and aerial photography and using Table 3-4 of FHWA Urban Drainage Design Manual.

The channel bottoms were classified as a small open channel with bare soil and some vegetation. Manning’s ‘n’ values of 0.023 for channel and 0.024 for CMP were used for the design. Pictures of the channel used as reference for determining the roughness coefficient are provided below in Figure 10, and a written description of the channel material is shown in Table 3-4 in Figure 11. The culverts capacity and characteristics are summarized in Table 6. Existing culverts will require riprap at culvert outlets. TCEs will be required to have an access to install riprap. Design of riprap and boundaries of TCEs will be completed during the 95% design phase.

July 17, 2018 | 7

Figure 2 – Site Photos of the Culvert Channel Bottom

Figure 3 – Table 3-4 of FHWA Urban Drainage Design Manual

8 | July 17, 2018

Table 2 – Culverts Summary

Station Pipe

Material

Pipe Diameter

HW for

HW/D =

1.5

Existing Proposed Drainage

Area

(acres) (in.) (ft.)

Slope

Length

(ft.)

Flow Capacity at HW/D = 1.5

(cfs)

Control Slope

Length

(ft.)

Flow Capacity at HW/D = 1.5

(cfs)

Control

113+40 CMP 36.00 3.00 4.50 0.0196 122

98.3 Inlet

0.0223 140

98.3 Inlet 19.20

113+49 CMP 36.00 3.00 4.50 0.0196 123 0.0442 140

116+27 CMP 36.00 3.00 4.50 0.0233 91

98.4 Inlet

0.0263 93

98.6 Inlet 19.25

116+35 CMP 36.00 3.00 4.50 0.0244 90 0.0257 93

131+06 CMP 24.00 2.00 3.00

N/A N/A N/A N/A

0.0067 73

10.9 Outlet 2.12

131+16 CMP 24.00 2.00 3.00 0.0067 73

131+26 CMP 24.00 2.00 3.00 0.0067 73

131+37 CMP 24.00 2.00 3.00 0.0067 73

144+88 CMP 24.00 2.00 3.00 0.0147 75 17.6 Outlet 0.0153 106 16.4 Inlet 3.20

172+22 CMP 36.00 3.00 4.50 0.0102 59 49.0 Inlet 0.0089 66 48.3

SEE NOTE 1

Inlet 9.57

174+00 CMP 36.00 3.00 4.50 0.0224 67 49.2 Inlet 0.0224 87 49.3 Inlet 9.62

182+62 CMP 42.00 3.50 5.25 0.0014 72 65.1 Outlet 0.0432 111 72.4 Inlet 14.14

184+23 CMP 30.00 2.50 3.75 0.0074 81 28.1 Outlet 0.0402 121 31.2 Inlet 6.09

189+69 CMP 30.00 2.50 3.75 0.0278 54 31.1 Inlet 0.0342 92 26.1

SEE NOTE 1

Inlet 6.06

192+18 CMP 30.00 2.50 3.75 0.0457 81 31.4 Inlet 0.0290 92 31.3 Inlet 6.11

198+76 CMP 30.00 2.50 3.75 0.0264 87 31.2 Inlet 0.0251 142 31.2 Inlet 6.09

203+45 CMP 30.00 2.50 3.75 0.0160 75 31.0 Inlet 0.0157 103

31.1 Inlet

6.07

203+56 CMP 30.00 2.50 3.75 0.0160 75 31.0 Inlet 0.0145 103

July 17, 2018 | 9

Station Pipe

Material

Pipe Diameter

HW for

HW/D =

1.5

Existing Proposed Drainage

Area

(acres) (in.) (ft.)

Slope

Length

(ft.)

Flow Capacity at HW/D = 1.5

(cfs)

Control Slope

Length

(ft.)

Flow Capacity at HW/D = 1.5

(cfs)

Control

234+67 CMP 30.00 2.50 3.75 0.0239 46 31.1 Inlet 0.0507 96 31.1 Inlet 6.12

237+78 CMP 30.00 2.50 3.75 0.0290 62 28.6 Outlet 0.0399 109 24.6

SEE NOTE 1

Inlet 5.47

291+55 CMP 36.00 3.00 4.50 0.0444 72

197.4 Inlet

0.0605 156

198.4 Inlet 38.75

291+67 CMP 36.00 3.00 4.50 0.0392 74 0.0525 136

291+79 CMP 36.00 3.00 4.50 0.0411 73 0.0472 123

291+91 CMP 36.00 3.00 4.50 0.0411 73 0.0461 121

322+41 CMP 24.00 2.00 3.00 0.0690 58

36.2 Inlet

0.0568 103

36.2 Inlet 7.07

322+51 CMP 24.00 2.00 3.00 0.0741 58 0.0568 103

Notes:

1. Drainage area runoff exceeds capacity of culvert and overtops roadway for the design runoff event. Existing culverts at these locations have been replaced in-kind.

10 | July 17, 2018

4 Ditches

Roadside ditches are designed to be placed in cut sections adjacent to the roadway along both side of the road to convey runoff.

4.1 Hydrology

Contributing watersheds for the ditches were delineated using contours from survey data. Runoff from the roadway surface entirely contributes to basins 1 to 59 that are on south side of the road. Basins 60 to 84 are on north side of the road. Runoff in basins drain from northeast to southwest. The map for all basins is included in Appendix B.

4.2 Hydraulic Design Standards and Methods

Design Flood

According to the PDDM, roadside ditches are to be designed for the 10-year flood for both High- and Low-Standard roadways.

Stability Design

According to PDDM, roadside ditches are to be designed for stability for the 10-year flood for both High- and Low-Standard roadways. Temporary linings may be needed to protect ditches from erosion over the transitional period before permanent protective vegetation can become established.

Design Criteria Summary

The design depth of new ditches is to be limited to the elevation of the bottom of the aggregate base layer for the roadway pavement structure. Depth of the ditch is defined as the allowable depth of flow relative to the ditch invert. The ditch of 0.5-foot depth on north side and ditch of 1-foot depth on south side were analyzed for capacity.

Considering limited area within right-of-way, it was determined to use 1:2 slopes on both sides of the ditch. The design criteria for ditch is summarized in Table 7.

Table 3 – Design Criteria for Ditches

Criteria Standard

Capacity Design 10-year flood

Stability Design 10-year flood

4.3 Hydraulic Analysis and Results

Since all basins for ditch design are smaller than 200 acres, time of concentration and

Rational Peak Flow Method described in FHWA Urban Drainage Design Manual was used to analyze ditch capacity. Bentley Flow Master was used to create rating tables to

July 17, 2018 | 11 compare flow rate of a basin to maximum allowable flow rate for giving depth of the ditch.

Flow Master Reports are included in Appendix F.

Manning’s roughness coefficients were assigned based on examination of site photos and aerial image and using Tables 3-2 and 3-4 of FHWA Urban Drainage Design

Manual. Figure 12 shows existing conditions of the channel for ditch. The channel bottom for ditch is classified as a bare soil with some vegetation. Manning’s ‘n’ value for open channel flow is 0.020 and 0.011 for sheet flow over smooth asphalt.

Figure 4 – Site Photos of Channel Bottom for Ditches

Intensity-duration-frequency curves based on precipitation frequency depths rom NOAA

Atlas were used for value of rain intensity and are shown in Appendix F. ‘C’ values were taken from Table 3-1 of FHWA Urban Drainage Design Manual. Weighted ‘C’ value of

0.9 was used to analyze ditch capacity.

5 Gutter Spread at Concrete Curbs and Barriers

Due to mountainous terrain and limited area within right-of-way boundaries, there are locations throughout the project were roadside ditch could not be placed. Runoff from the roadway will flow away from the north edge toward the south edge of the travel way.

In some locations, the runoff will be intercepted by concrete curb or barriers placed along the right edge of the road. Curbs and barriers will outfall to existing drainage channels or arroyo crossings and will have riprap designed to mitigate erosive velocities.

5.1 Hydrology

The gutter spread at curbs or barriers was analyzed to determine if the allowable width of flow encroachment onto the pavement section during storm events is meeting the spread

12 | July 17, 2018 width standards as detailed below in section 6.2. Watershed basins to check spread of water were delineated using contours from survey data and are included in Appendix B.

5.2 Hydraulic Design Standards and Methods

Design Flood

According to PDDM, the design frequency to check for water spread on collector roads is the 10-year event. Flow depth at the curb should not exceed the curb height or the allowable spread for the design discharge. For high-standard roadways, spread is limited to 3 feet of one travel lane for gutter flow, both on-grade and in roadway sags

(FLH, 2014). Since water will spread on multi-use trail for this project, the maximum allowable spread was limited to the width of the trail of 8 feet. Table 10 below summarizes design criteria for water spread analysis.

Table 4 – Gutter Spread Analysis Criteria

Criteria Standard

Design Standards 10-year flood

Stability Design 50-year flood

Maximum Allowable Spread

8 feet

5.3 Hydraulic Analysis and Results

Bentley Flow Master was used to calculate maximum allowable flow rate at which water spread is 8 feet based on the profile grade and contributing basin. Runoff flow rate for each basin was calculated using Rational Peak Flow Method and compared to maximum allowable flow rate. Results of the analysis are summarized in the Table 11 below. Flow

Master Reports and table for the gutter spread analysis are included in Appendix G.

Table 5 – Gutter Spread Analysis Criteria

Basin

Basin Area

(acre)

Calculated Flow Rate

(cfs)

Roadway Slope

(ft./ft.)

Maximum Allowable Flow

Rate at 8-ft. Spread

(cfs)

Actual Spread

(ft.)

Basin 8 0.04 0.18 0.032 0.74 4.7

Basin 13 0.56 2.86 0.036 0.79 12.97

Basin 15 0.05 0.27 0.011 0.44 6.68

Basin 20 0.39 1.98 0.0298 0.72 11.7

Basin 23 0.03 0.18 0.0188 0.57 5.19

Basin 26 0.30 1.56 0.043 0.86 9.99

Basin 28 0.01 0.04 0.0333 0.76 2.56

Basin 30 0.16 0.84 0.0292 0.71 8.52

Basin 32 0.01 0.04 0.0347 0.77 2.63

July 17, 2018 | 13

Basin

Basin Area

(acre)

Calculated Flow Rate

(cfs)

Roadway Slope

(ft./ft.)

Maximum Allowable Flow

Rate at 8-ft. Spread

(cfs)

Actual Spread

(ft.)

Basin 34 0.35 1.78 0.0433 0.87 10.48

Basin 37 1.16 5.94 0.0358 0.79 17.07

Basin 39 0.04 0.19 0.0128 0.47 5.69

Basin 41 0.35 1.80 0.0128 0.47 13.23

Basin 43 0.02 0.13 0.0546 0.97 3.76

Basin 45 0.03 0.17 0.0369 0.8 4.48

Basin 47 0.79 4.05 0.0488 0.92 13.95

Basin 49 0.09 0.46 0.0488 0.92 6.17

Basin 51 0.53 2.71 0.0595 1.01 11.56

Basin 53 0.30 1.54 0.0535 0.96 9.54

Basin 55 0.19 0.96 0.0607 1.02 7.81

Basin 57 1.03 5.30 0.067 1.08 14.54

Basin 59 0.11 0.57 0.068 1.08 6.26

Basin 61 0.09 0.48 0.0669 1.08 5.91

Basin 69 0.23 1.19 0.0773 1.16 8.09

Basin 70 0.22 1.15 0.0808 1.18 7.92

At locations were actual spread exceeds 8-foot limit (with the exception of Basin 69 where the additional spread is minimal), the 5-ft buffer area will be paved with asphalt concrete pavement to protect subgrade pavement section. At curb and barrier termini, wire wrapped Class 1 riprap gabion baskets will be installed to mitigate potential scour near right-of-way boundary lines.

14 | July 17, 2018

6 References

EPA. (2013, October 30). Water: Rivers & Streams . Retrieved from United States

Environmental Protection Agency:

https://archive.epa.gov/water/archive/web/html/streams.html

FEMA. (2017, March 7). Flood Zones. Retrieved from Federal Emergency Management

Agency: https://www.fema.gov/flood-zones

FEMA. (2017, March 13). Zone AO. Retrieved from Federal Emergency Management Agency, U.S. Department of Homeland Security: https://www.fema.gov/zone-ao

FLH. (2014, 12 29). Project Development and Design Manual (PDDM). Retrieved from USDOT, Federal Highway Administration: https://flh.fhwa.dot.gov/resources/design/pddm/

Floodplain Management Requirements . (2017, March 07). Retrieved from FEMA, U.S.

Department of Homeland Security: https://www.fema.gov/floodplain-management-requirements

Urban Drainage Design Manual, Hydraulic Engineering Circular No. 22, Third Edition. (2013, August). Retrieved from Hydraulic Engineering:

https://www.fhwa.dot.gov/engineering/hydraulics/pubs/10009/

July 17, 2018 | 15

Appendix A.

STATE PROJECT

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

P O

T

.0

P C

.0

P T

.0

L o w

W a te r C r o s s in g

D ri p p in g S p ri n g s R d

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

T a la v e r a A v e n u e

H e m b r il lo P a s s R o a d

W in d D a n c e r T r a il

200'100'0

Scale in Feet

200'100'0

Scale in Feet

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

S H

E E

T

B

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

A

S H

E E

T

A

M A

T C

H L I

N E

BASIN 96

Soledad Canyon Road BASIN 3

BASIN 95

BASIN 94

BASIN 5

BASIN 93 BASIN 92

BASIN 8

Soledad Canyon Road

BASIN 1 BASIN 2

BASIN 4

BASIN 6 BASIN 7

BASIN 9

Crossing #1

Low-Water

Crossing #2

Low-Water

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

130+00

S o le d a d C a n y o n R o a d

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

Concrete Barrier

200'100'0

Scale in Feet

200'100'0

Scale in Feet

T r a il

B lu e s to in e

Concrete Barrier

W r a n g le r P la c e

S te ts o n P la c e

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

Retaining Wall Concrete Curb

Retaining Wall

Canyon Court

Soledad

R o a d

C a n y o n

A c h e n b a c k

Retaining Wall

Concrete Curb

MATCH LINE

SHEET 01B

S H

E E

T

B

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

A

S H

E E

T

A

M A

T C

H L I

N E

B A

S I

N

Soledad Canyon Road

BASIN 91

BASIN 13

BASIN 90

BASIN 89

BASIN 14Soledad Canyon Road

BASIN 11 BASIN 12

BASIN 89

B A

S I

N

B A

S I

N

BASIN 14

B A

S I N

5 B A

S I

N

Crossing #3

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

C a ta m o u n t

D r iv e

C h a p a r r it a C o u r t

C a m in o L e o n C o u r t

C a m in o L e o n C o u r t

Concrete Curb

Concrete Barrier

Retaining Wall Concrete Curb

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

Concrete Barrier Under Pavement

200'100'0

Scale in Feet

C o b r e C o u r t

C h ip p e w a T r a il

Concrete Barrier

Retaining Wall

Pipe Headwall

Retaining Wall

Pipe Headwall

Concrete Barrier

M A

T C

H L I

N E

S H

E E

T

B

S H

E E

T

B

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

A

S H

E E

T

A

M A

T C

H L I

N E

BASIN 88

BASIN 20 BASIN 21

BASIN

BASIN 87

BASIN

26 BASIN 27 BASIN 29 BASIN 30

BASIN 87 BASIN 74 BASIN 85 BASIN 84

B A S

IN

B A S

IN

B A S

IN

BASI

N

BASIN

B A

S I

N

BASIN 25

Low-Water Crossing #4

Low-Water Crossing #5

Soledad Canyon Road

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

200'100'0

Scale in Feet

M o d o c T r a il

M o d o c T r a il

A la m o M in e T r a il

A la m o M in e T r a il

G u e v a M in e T r a il

G u e v a M in e T r a il

Retaining Wall

Concrete Barrier

Retaining Wall

Concrete Barrier

L o s t

P a d r e M in e R o a d

A p e x M in e R o a d

Concrete Curb Concrete Barrier Under Pavement Concrete Curb

M A

T C

H L I

N E

S H

E E

T

B

S H

E E

T

B

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

A

S H

E E

T

A

M A

T C

H L I

N E

BASIN 33

BASIN 31

BASIN 83

BASIN

BASIN 33

BASIN 81BASIN 82

BASIN 34 BASIN 35

BASIN 81

BASIN 36

Soledad Canyon Road

Low-Water Crossing #6

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

10130

10125

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

M A

T C

H L I

N E

S H

E E

T

B

200'100'0

Scale in Feet

Retaining Wall

Concrete Barrier

M in n ie R o a d

R o c k H o u s e R o a d

R o c k H o u s e R o a d

H e n o M in e R o a d

Concrete Curb Concrete Curb Retaining Wall

Concrete Barrier

Concrete Curb

S H

E E

T

B

M A

T C

H L I

N E

Concrete Barrier

Retaining Wall

Pipe Headwall

Concrete Curb

S il v e r K in g R o a d

S il v e r K in g R o a d

C ri p p le C re e k R o a d

Retaining Wall

Concrete Barrier

Concrete Barrier Under Pavement

Concrete Curb

Retaining Wall

Concrete Barrier

Concrete Curb Retaining Wall

Concrete Barrier

Concrete Curb

M A

T C

H L I

N E

S H

E E

T

A

S H

E E

T

A

M A

T C

H L I

N E

BASIN 41

BASIN 37

BASIN 80

BASIN 38

B A S I N

BASIN 79

BASIN

BASIN

BASIN

BASIN 46

BASIN 47

BASIN 77BASIN 78

BASIN 79

B A S I N

BASIN

Crossing #7

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

WATER

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

M A

T C

H L I

N E

S H

E E

T

B

200'100'0

Scale in Feet

S H

E E

T

B

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

A

S H

E E

T

A

M A

T C

H L I

N E

A n a s a z i

T r a il

D ia m o n d M in e R o a d

R u b y M in e R o a d

R u b y M in e R o a d

Concrete Curb Concrete Barrier Under Pavement

W il d H o r s e R o a d

Concrete Curb Concrete Curb

BASIN 47

BASIN 77

BASIN

BASIN 51

BASIN 53

BASIN 76

BASIN 54

BASIN

BASIN

BASIN 76

BASIN 57

BASIN

BASIN

BASIN 52

Crossing #8

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

11904

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

200'100'0

Scale in Feet

S H

E E

T

B

M A

T C

H L I

N E

S H

E E

T

A

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

B

C o p p e r B a r R o a d

T ie r r a B la n c a R o a d

Concrete Curb

Retaining Wall

Concrete Barrier

M A

T C

H L I

N E

S H

E E

T

A

BASIN 76

BASIN 63

BASIN 57

BASIN 6

BASIN 62

BASIN 75

BASIN 75

BASIN 5

BASIN 5

BASIN 6

BASIN 62

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

200'100'0

Scale in Feet

S H

E E

T

B

M A

T C

H L I

N E

S H

E E

T

A

M A

T C

H L I

N E

M A T C

H L

IN

E

S H E E T

B

M A

T C

H L I

N E

S H

E E

T

A

BASIN 74

BASIN 65

BASIN 66

B A S

IN

B A S

IN

BASIN 66

BASIN 64

T I

M E

D G

N

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

D A

T E

U

S E

R

NUMBER

SHEET

NM NM FLAP 100(1)

AND BARRIERS

DITCH, CONCRETE CURBS

BASIN DELINEATION FOR

SOLEDAD CANYON ROAD

200'100'0

Scale in Feet

200'100'0

Scale in Feet

S H

E E

T

B

M A

T C

H L I

N E

M A

T C

H L I

N E

S H

E E

T

B

M A

T C

H L I

N E

S H

E E

T

A

Retaining Wall

Concrete Barrier

Retaining Wall

Concrete Barrier

BASIN 74

BASIN 73

BASIN 66 BASIN 6

7 BASIN 68

BASIN 61

BASIN 68 BASIN 69

BASIN 72

BASIN

BASIN 71

BASIN 73

16 | July 17, 2018

Appendix B.

StreamStats Report

Basin Characteristics

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 0.0959 square miles

ELEV Mean Basin Elevation 4510 feet

PRECIP Mean Annual Precipitation 11.5 inches

BSLDEM30ff Mean basin slope computed from 30 m DEM in feet per foot 0.035 feet per foot

I24H100Y Maximum 24-hour precipitation that occurs on average once in 100 years 3.81 inches

HIGHREG High-Flow Hydrologic Region code 1098 dimensionless

Peak-Flow Statistics Parameters [100 Percent (0.0959 square miles) Peak 2008 5119 SW Desert Flood Region 7]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 0.0959 square miles 0.2 2820

HIGHREG HIGHREG 1098 dimensionless

Peak-Flow Statistics Disclaimers [100 Percent (0.0959 square miles) Peak 2008 5119 SW Desert Flood Region 7]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Flow Report [100 Percent (0.0959 square miles) Peak 2008 5119 SW Desert Flood Region 7]

Statistic Value Unit

2 Year Peak Flood 50.5 ft^3/s

5 Year Peak Flood 92.7 ft^3/s

10 Year Peak Flood 127 ft^3/s

25 Year Peak Flood 176 ft^3/s

50 Year Peak Flood 217 ft^3/s

100 Year Peak Flood 260 ft^3/s

500 Year Peak Flood 369 ft^3/s

Region ID: NM Workspace ID: NM20170503151312543000 Clicked Point (Latitude, Longitude): 32.30128, -106.66566 Time: 2017-05-03 14:15:02 -0700

Low-Water Crossings StreamStats Reports

KTERNOVETS

Text Box Low-Water Crossing #1 https://streamstatsags.cr.usgs.gov/streamstats/ 3/13/2017

Peak-Flow Statistics Parameters [ Peak 2008 5119 SW Desert Flood Region 7 ]

Peak-Flow Statistics Flow Report [ Peak 2008 5119 SW Desert Flood Region 7 ]

Peak-Flow Statistics Citations

Waltemeyer, S.D.,2008, Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and Surrounding Areas: U.S. Geological Survey Scientific Investigations Report 2008-5119, 105 p. (http:// pubs.usgs.gov/ sir/ 2008/ 5119/)

Low-Water Crossing #2

Region ID: NM Workspace ID: NM 20170313121522992000 Clicked Point (Latitude, Longitude): 32.29647, -106.66583 Time: 2017-03-13 11:15:48 -0700

Parameter Code

Parameter Description

Value

Unit

DRNAREA Area that drains to a point on a stream 0.42 square miles

ELEV Mean Basin Elevation 4590 feet

PRECIP Mean Annual Precipitation 12.2 inches

BSLDEM 30ff Mean basin slope computed from 30 m DEM in feet per foot 0.0387 feet per foot

I24H100Y Maximum 24-hour precipitation that occurs on average once in 100 years 3.85 inches

HIGHREG High-Flow Hydrologic Region code 1098 dimensionless

PREC10to4 Mean precipitation for winter period defined as October to April 4.2 inches

OUTLETELEV Elevation of the stream outlet in feet above NAVD88. 4453 feet

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 0.42 square miles 0.2 2820

HIGHREG HIGHREG 1098 dimensionless

Statistic Value Unit Average standard error (of either estimate or prediction)

2 Year Peak Flood 98.8 ft^3/s 63

5 Year Peak Flood 185 ft^3/s 48

10 Year Peak Flood 256 ft^3/s 41

25 Year Peak Flood 363 ft^3/s 38

50 Year Peak Flood 452 ft^3/s 37

100 Year Peak Flood 549 ft^3/s 38

500 Year Peak Flood 806 ft^3/s 45

Low-Water Crossings StreamStats Reports

Peak-Flow Statistics Citations

Waltemeyer, S.D.,2008, Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and Surrounding Areas: U.S. Geological Survey Scientific Investigations Report 2008-5119, 105 p. (http:// pubs.usgs.gov/ sir/ 2008/ 5119/)

Low-Water Crossing #3

Region ID: NM Workspace ID: NM 20170313121914668000 Clicked Point (Latitude, Longitude): 32.29355, -106.66418 Time: 2017-03-13 11:19:41 -0700

DRNAREA Area that drains to a point on a stream 1.34 square miles

ELEV Mean Basin Elevation 4790 feet

PRECIP Mean Annual Precipitation 12.5 inches

BSLDEM 30ff Mean basin slope computed from 30 m DEM in feet per foot 0.0585 feet per foot

I24H100Y Maximum 24-hour precipitation that occurs on average once in 100 years 3.96 inches

HIGHREG High-Flow Hydrologic Region code 1098 dimensionless

PREC10to4 Mean precipitation for winter period defined as October to April 4.27 inches

OUTLETELEV Elevation of the stream outlet in feet above NAVD88. 4446 feet

DRNAREA Drainage Area 1.34 square miles 0.2 2820

2 Year Peak Flood 167 ft^3/s 63

5 Year Peak Flood 318 ft^3/s 48

10 Year Peak Flood 446 ft^3/s 41

25 Year Peak Flood 639 ft^3/s 38

50 Year Peak Flood 804 ft^3/s 37

100 Year Peak Flood 988 ft^3/s 38

500 Year Peak Flood 1490 ft^3/s 45

Low-Water Crossings

Peak-Flow Statistics Citations

Waltemeyer, S.D.,2008, Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and Surrounding Areas: U.S. Geological Survey Scientific Investigations Report 2008-5119, 105 p. (http:// pubs.usgs.gov/ sir/ 2008/ 5119/)

Low-Water Crossing #4

Region ID: NM Workspace ID: NM 20170313121105207000 Clicked Point (Latitude, Longitude): 32.29374, -106.65527 Time: 2017-03-13 11:11:38 -0700

DRNAREA Area that drains to a point on a stream 5.39 square miles

ELEV Mean Basin Elevation 5710 feet

PRECIP Mean Annual Precipitation 16.1 inches

BSLDEM 30ff Mean basin slope computed from 30 m DEM in feet per foot 0.28 feet per foot

I24H100Y Maximum 24- hour precipitation that occurs on average once in 100 years 4.37 inches

HIGHREG High-Flow Hydrologic Region code 1098 dimensionless

PREC10to4 Mean precipitation for winter period defined as October to April 5.21 inches

OUTLETELEV Elevation of the stream outlet in feet above NAVD88. 4515 feet

DRNAREA Drainage Area 5.39 square miles 0.2 2820

2 Year Peak Flood 315 ft^3/s 63

5 Year Peak Flood 611 ft^3/s 48

10 Year Peak Flood 866 ft^3/s 41

25 Year Peak Flood 1260 ft^3/s 38

50 Year Peak Flood 1610 ft^3/s 37

100 Year Peak Flood 2000 ft^3/s 38

500 Year Peak Flood 3110 ft^3/s 45

Low-Water Crossings

Parameter Code Parameter Descript ion Value Unit

DRNAREA Area that drains to a point on a stream 0.0104 square miles

HIGHREG HIGHREG 1098 dimensionless

ELEV Mean Basin Elevat ion 4550 feet

I24H100YA2 Maximum 24-hour precipitat ion that occurs on average once in 100 years from NOAA Atlas 2 inches

BSLDEM30ff Mean basin slope computed from 30 m DEM in feet per foot 0.0386 percent

PRECIP Mean Annual Precipitat ion 12.1 inches

Peak-Flow Statistics Parameters [Peak 2008 5119 SW Desert Flood Region 7]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 0.0104 square miles 0.2 2820

HIGHREG HIGHREG 1098 dimensionless

Peak-Flow Statistics Disclaimers [Peak 2008 5119 SW Desert Flood Region 7]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Flow Report [Peak 2008 5119 SW Desert Flood Region 7]

Statist ic Value Unit

2 Year Peak Flood 18.4 ft^3/s

5 Year Peak Flood 32.8 ft^3/s

10 Year Peak Flood 43.9 ft^3/s

25 Year Peak Flood 59.6 ft^3/s

50 Year Peak Flood 71.9 ft^3/s

100 Year Peak Flood 84.5 ft^3/s

500 Year Peak Flood 114 ft^3/s

Peak-Flow Statistics Citations

Waltemeyer, S.D. ,2008, Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and Surrounding Areas: U.S. Geological Survey Scientif ic Investigations Report 2008-5119, 105 p. (http://pubs.usgs.gov/sir/2008/5119/)

Region ID: NM Workspace ID: NM20171109222951963000 Clicked Point (Latitude, Longitude): 32.29368, -106.65184 Time: 2017-11-09 14:30:09 -0800

Low-Water Crossings StreamStats Reports

KTERNOVETS

Low-Water Crossing #5

Parameter Code Parameter Descript ion Value Unit

DRNAREA Area that drains to a point on a stream 0.0156 square miles

HIGHREG HIGHREG 1098 dimensionless

ELEV Mean Basin Elevat ion 4710 feet

I24H100YA2 Maximum 24-hour precipitat ion that occurs on average once in 100 years from NOAA Atlas 2 inches

BSLDEM30ff Mean basin slope computed from 30 m DEM in feet per foot 0.0471 percent

PRECIP Mean Annual Precipitat ion 12.1 inches

Peak-Flow Statistics Parameters [Peak 2008 5119 SW Desert Flood Region 7]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 0.0156 square miles 0.2 2820

HIGHREG HIGHREG 1098 dimensionless

Peak-Flow Statistics Disclaimers [Peak 2008 5119 SW Desert Flood Region 7]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Flow Report [Peak 2008 5119 SW Desert Flood Region 7]

Statist ic Value Unit

2 Year Peak Flood 22.2 ft^3/s

5 Year Peak Flood 39.6 ft^3/s

10 Year Peak Flood 53.3 ft^3/s

25 Year Peak Flood 72.7 ft^3/s

50 Year Peak Flood 88 ft^3/s

100 Year Peak Flood 104 ft^3/s

500 Year Peak Flood 141 ft^3/s

Peak-Flow Statistics Citations

Waltemeyer, S.D. ,2008, Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and Surrounding Areas: U.S. Geological Survey Scientif ic Investigations Report 2008-5119, 105 p. (http://pubs.usgs.gov/sir/2008/5119/)

Region ID: NM Workspace ID: NM20171109233051243000 Clicked Point (Latitude, Longitude): 32.29374, -106.63768 Time: 2017-11-09 15:31:09 -0800

Low-Water Crossings StreamStats Reports

KTERNOVETS

Low-Water Crossing #6

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 0.0723 square miles

ELEV Mean Basin Elevation 4850 feet

PRECIP Mean Annual Precipitation 12.3 inches

BSLDEM30ff Mean basin slope computed from 30 m DEM in feet per foot 0.0724 feet per foot

I24H100Y Maximum 24-hour precipitation that occurs on average once in 100 years 4.02 inches

HIGHREG High-Flow Hydrologic Region code 1098 dimensionless

Peak-Flow Statistics Parameters [100 Percent (0.0723 square miles) Peak 2008 5119 SW Desert Flood Region 7]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 0.0723 square miles 0.2 2820

HIGHREG HIGHREG 1098 dimensionless

Peak-Flow Statistics Disclaimers [100 Percent (0.0723 square miles) Peak 2008 5119 SW Desert Flood Region 7]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Flow Report [100 Percent (0.0723 square miles) Peak 2008 5119 SW Desert Flood Region 7]

Statistic Value Unit

2 Year Peak Flood 44.5 ft^3/s

5 Year Peak Flood 81.2 ft^3/s

10 Year Peak Flood 111 ft^3/s

25 Year Peak Flood 154 ft^3/s

50 Year Peak Flood 188 ft^3/s

100 Year Peak Flood 225 ft^3/s

500 Year Peak Flood 318 ft^3/s

Region ID: NM Workspace ID: NM20170512135457951000 Clicked Point (Latitude, Longitude): 32.29388, -106.62976 Time: 2017-05-12 12:58:13 -0700

Low-Water Crossings StreamStats Reports

KTERNOVETS

Low-Water Crossing #7

Peak-Flow Statistics Citations

Waltemeyer, S.D.,2008, Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and Surrounding Areas: U.S. Geological Survey Scientific Investigations Report 2008-5119, 105 p. (http:// pubs.usgs.gov/ sir/ 2008/ 5119/)

Low-Water Crossing #8

Region ID: NM Workspace ID: NM 20170313123037943000 Clicked Point (Latitude, Longitude): 32.29377, -106.62403 Time: 2017-03-13 11:31:09 -0700

DRNAREA Area that drains to a point on a stream 0.32 square miles

ELEV Mean Basin Elevation 5120 feet

PRECIP Mean Annual Precipitation 14.2 inches

BSLDEM 30ff Mean basin slope computed from 30 m DEM in feet per foot 0.11 feet per foot

I24H100Y Maximum 24- hour precipitation that occurs on average once in 100 years 4.18 inches

HIGHREG High-Flow Hydrologic Region code 1098 dimensionless

PREC10to4 Mean precipitation for winter period defined as October to April 4.78 inches

OUTLETELEV Elevation of the stream outlet in feet above NAVD88. 4842 feet

DRNAREA Drainage Area 0.32 square miles 0.2 2820

2 Year Peak Flood 87.3 ft^3/s 63

5 Year Peak Flood 163 ft^3/s 48

10 Year Peak Flood 225 ft^3/s 41

25 Year Peak Flood 318 ft^3/s 38

50 Year Peak Flood 395 ft^3/s 37

100 Year Peak Flood 479 ft^3/s 38

500 Year Peak Flood 698 ft^3/s 45

Low-Water Crossings

July 17, 2018 | 17

Appendix C.

Capacity of Existing and Proposed Culverts

Project: Soledad Canyon Road

Project No: CFLHD_To10_NM_Soledad_Canyon

Location: Las Cruces, New Mexico, USA

Designer: Katerina Ternovets, EIT

HDR Engineering, Inc.

Rational Method

Q = CIA

Q = Flow, (ft /s)

C = Dimensionless runoff coefficient

I = Rainfall intensity, (in/hr)

A = Drainage area, (acres)

For this project:

Assumed time of concentration (TC) is 5 min.

I = 5.69 in/hr

C = 0.9

Slope Length Flow Capacity at

HW/D = 1.5

Control Slope Length

Flow Capacity at

HW/D = 1.5

Control

Drainage

Area

(in.) (ft.) (%) (ft.) (cfs) Inlet/Outlet (%) (ft.) (cfs) Inlet/Outlet (acres)

113+40 CMP 36.00 3.00 4.50 0.0196 122 0.0223 140.00

113+49 CMP 36.00 3.00 4.50 0.0196 123 0.0228 140.00

116+27 CMP 36.00 3.00 4.50 0.0233 91 0.0283 93.00

116+35 CMP 36.00 3.00 4.50 0.0244 90 0.0244 93.00

131+06 CMP 24.00 2.00 3.00 0.0068 73.00

131+16 CMP 24.00 2.00 3.00 0.0065 73.00

131+26 CMP 24.00 2.00 3.00 0.0065 73.00

131+37 CMP 24.00 2.00 3.00 0.0176 73.00

144+88 CMP 24.00 2.00 3.00 0.0147 75 17.55 Outlet 0.0112 82.00 16.40 Outlet 3.20

172+22 CMP 36.00 3.00 4.50 0.0102 59 49.00 Inlet 0.0138 56.00 49.00 Inlet 9.57

174+00 CMP 36.00 3.00 4.50 0.0224 67 49.20 Inlet 0.0263 63.00 49.25 Inlet 9.62

182+62 CMP 42.00 3.50 5.25 0.0014 72 65.05 Outlet 0.0282 71.00 72.40 Inlet 14.14

184+23 CMP 30.00 2.50 3.75 0.0074 81 28.10 Outlet 0.0223 80.00 31.20 Inlet 6.09

189+69 CMP 30.00 2.50 3.75 0.0278 54 31.12 Inlet 0.0113 66.00 31.02 Inlet 6.06

192+18 CMP 30.00 2.50 3.75 0.0457 81 31.40 Inlet 0.0366 85.00 31.30 Inlet 6.11

198+76 CMP 30.00 2.50 3.75 0.0264 87 31.20 Inlet 0.0293 108.00 31.20 Inlet 6.09

203+45 CMP 30.00 2.50 3.75 0.0160 75 31.00 Inlet 0.0132 74.00 31.10 Inlet 6.07

234+67 CMP 30.00 2.50 3.75 0.0239 46 31.10 Inlet 0.0413 55.00 31.35 Inlet 6.12

237+78 CMP 30.00 2.50 3.75 0.0290 62 28.60 Outlet 0.0408 75.00 28.00 Inlet 5.47

291+55 CMP 36.00 3.00 4.50 0.0444 72 0.0575 79.00

291+67 CMP 36.00 3.00 4.50 0.0392 74 0.0551 79.00

291+79 CMP 36.00 3.00 4.50 0.0411 73 0.0561 79.00

291+91 CMP 36.00 3.00 4.50 0.0411 73 0.0423 79.00

322+41 CMP 24.00 2.00 3.00 0.0690 58 0.0676 85.00

322+51 CMP 24.00 2.00 3.00 0.0741 58 0.0712 85.00

2.12

38.75

7.07

Station Pipe

Material

Pipe Diameter

98.40 Inlet

98.30 Inlet

HW for

HW/D = 1.5

Existing

98.30 Inlet

Proposed

36.20 Inlet 36.20 Inlet

Inlet197.43 Inlet

98.60 Inlet

10.85 Outlet

19.20

19.25

N/A N/A N/A N/A

198.43

Proposed & Existing Culverts Report

Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow

Minimum Flow: 5 cfs

Design Flow: 98.3 cfs

Maximum Flow: 120 cfs

Table 1 - Summary of Culvert Flows at Crossing: Sta113+40&49_Prop_Culvert

Headwater Elevation

(ft) Total Discharge (cfs) Culvert 1 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

4463.26 5.00 5.00 0.00 1

4463.87 16.50 16.50 0.00 1

4464.32 28.00 28.00 0.00 1

4464.73 39.50 39.50 0.00 1

4465.12 51.00 51.00 0.00 1

4465.53 62.50 62.50 0.00 1

4465.96 74.00 74.00 0.00 1

4466.44 85.50 85.50 0.00 1

4466.98 97.00 97.00 0.00 1

4467.05 98.30 98.30 0.00 1

4468.29 120.00 120.00 0.00 1

4470.46 140.66 140.66 0.00 Overtopping

Rating Curve Plot for Crossing: Sta113+40&49_Prop_Culvert

Table 2 - Culvert Summary Table: Culvert 1

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)

Tailwater Velocity

(ft/s)

5.00 5.00 4463.26 0.708 0.0* 1-S2n 0.426 0.489 0.426 0.196 3.952 4.248

16.50 16.50 4463.87 1.319 0.0* 1-S2n 0.772 0.901 0.772 0.412 5.528 6.672

28.00 28.00 4464.32 1.770 0.0* 1-S2n 1.015 1.189 1.015 0.577 6.423 8.091

39.50 39.50 4464.73 2.180 0.0* 1-S2n 1.222 1.426 1.222 0.720 7.050 9.140

51.00 51.00 4465.12 2.574 0.0* 1-S2n 1.413 1.625 1.413 0.851 7.536 9.984

62.50 62.50 4465.53 2.978 0.309 1-S2n 1.595 1.810 1.595 0.974 7.922 10.695

74.00 74.00 4465.96 3.412 1.123 5-S2n 1.776 1.974 1.776 1.090 8.233 11.312

85.50 85.50 4466.44 3.892 2.036 5-S2n 1.962 2.127 1.962 1.202 8.473 11.856

97.00 97.00 4466.98 4.433 3.411 5-S2n 2.163 2.265 2.163 1.310 8.647 12.344

98.30 98.30 4467.05 4.499 3.523 5-S2n 2.188 2.279 2.188 1.322 8.657 12.397

120.00 120.00 4468.29 5.739 5.348 7-M2c 3.000 2.500 2.500 1.516 9.534 13.191

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 4462.55 ft, Outlet Elevation (invert): 4459.43 ft

Culvert Length: 140.03 ft, Culvert Slope: 0.0223

Culvert Performance Curve Plot: Culvert 1

Water Surface Profile Plot for Culvert: Culvert 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: Thin Edge Projecting

Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: Sta113+40&49_Prop_Culvert)

Tailwater Channel Data - Sta113+40&49_Prop_Culvert

Tailwater Channel Option: Rectangular Channel

Bottom Width: 6.00 ft

Channel Slope: 0.0413

Channel Manning's n: 0.0230

Channel Invert Elevation: 4459.43 ft

Roadway Data for Crossing: Sta113+40&49_Prop_Culvert

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 75.00 ft

Crest Elevation: 4470.46 ft

Roadway Surface: Paved

Roadway Top Width: 75.00 ft

Flow (cfs) Water Surface

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

5.00 4459.63 0.20 4.25 0.51 1.69

16.50 4459.84 0.41 6.67 1.06 1.83

28.00 4460.01 0.58 8.09 1.49 1.88

39.50 4460.15 0.72 9.14 1.86 1.90

51.00 4460.28 0.85 9.98 2.19 1.91

62.50 4460.40 0.97 10.69 2.51 1.91

74.00 4460.52 1.09 11.31 2.81 1.91

85.50 4460.63 1.20 11.86 3.10 1.91

97.00 4460.74 1.31 12.34 3.38 1.90

98.30 4460.75 1.32 12.40 3.41 1.90

120.00 4460.95 1.52 13.19 3.91 1.89

Minimum Flow: 5 cfs

Design Flow: 98.6 cfs

Maximum Flow: 200 cfs

Table 4 - Summary of Culvert Flows at Crossing: Sta116+27&35_Prop_Culvert

(cfs) Roadway Discharge

(cfs) Iterations

4457.86 5.00 5.00 0.00 1

4458.78 24.50 24.50 0.00 1

4459.48 44.00 44.00 0.00 1

4460.16 63.50 63.50 0.00 1

4460.93 83.00 83.00 0.00 1

4461.66 98.60 98.60 0.00 1

4463.01 122.00 122.00 0.00 1

4464.41 141.50 141.50 0.00 1

4465.98 161.00 160.05 0.84 19

4466.20 180.50 162.40 18.04 7

4466.35 200.00 163.94 35.92 5

4465.95 159.68 159.68 0.00 Overtopping

Rating Curve Plot for Crossing: Sta116+27&35_Prop_Culvert

Table 5 - Culvert Summary Table: Culvert 1

(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)

Tailwater Velocity

(ft/s)

5.00 5.00 4457.86 0.705 0.0* 1-S2n 0.410 0.489 0.410 0.210 4.173 1.982

24.50 24.50 4458.78 1.632 0.0* 1-S2n 0.905 1.107 0.905 0.558 6.570 3.661

44.00 44.00 4459.48 2.328 0.0* 1-S2n 1.239 1.508 1.239 0.804 7.715 4.560

63.50 63.50 4460.16 3.008 0.685 5-S2n 1.531 1.825 1.577 1.014 8.160 5.216

83.00 83.00 4460.93 3.777 1.883 5-S2n 1.813 2.096 1.813 1.204 9.008 5.744

98.60 98.60 4461.66 4.508 3.349 5-S2n 2.050 2.283 2.050 1.346 9.305 6.107

122.00 122.00 4463.01 5.862 5.200 7-M2c 3.000 2.518 2.518 1.546 9.632 6.578

141.50 141.50 4464.41 7.261 6.870 7-M2c 3.000 2.667 2.667 1.703 10.654 6.923

161.00 160.05 4465.98 8.833 8.765 7-M2c 3.000 2.769 2.769 1.855 11.736 7.233

180.50 162.40 4466.20 9.051 9.018 7-M2c 3.000 2.779 2.779 2.001 11.882 7.516

200.00 163.94 4466.35 9.195 9.185 7-M2c 3.000 2.789 2.789 2.143 11.968 7.775

Straight Culvert

Inlet Elevation (invert): 4457.15 ft, Outlet Elevation (invert): 4454.70 ft

Culvert Length: 93.03 ft, Culvert Slope: 0.0263

Barrel Diameter: 3.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Table 6 - Downstream Channel Rating Curve (Crossing: Sta116+27&35_Prop_Culvert)

Tailwater Channel Data - Sta116+27&35_Prop_Culvert

Tailwater Channel Option: Rectangular Channel

Bottom Width: 12.00 ft

Channel Slope: 0.0283

Channel Manning's n: 0.0436

Channel Invert Elevation: 4454.70 ft

Roadway Data for Crossing: Sta116+27&35_Prop_Culvert

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 48.00 ft

Crest Elevation: 4465.95 ft

Roadway Surface: Paved

Roadway Top Width: 48.00 ft

Flow (cfs) Water Surface

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

5.00 4454.91 0.21 1.98 0.37 0.76

24.50 4455.26 0.56 3.66 0.98 0.86

44.00 4455.50 0.80 4.56 1.42 0.90

63.50 4455.71 1.01 5.22 1.79 0.91

83.00 4455.90 1.20 5.74 2.13 0.92

98.60 4456.05 1.35 6.11 2.38 0.93

122.00 4456.25 1.55 6.58 2.73 0.93

141.50 4456.40 1.70 6.92 3.01 0.93

161.00 4456.55 1.85 7.23 3.28 0.94

180.50 4456.70 2.00 7.52 3.53 0.94

200.00 4456.84 2.14 7.78 3.79 0.94

Minimum Flow: 5 cfs

Design Flow: 10.85 cfs

Maximum Flow: 20 cfs

Table 7 - Summary of Culvert Flows at Crossing: Sta131+06,16,26,37_Prop_Culvert

(cfs) Roadway Discharge

(cfs) Iterations

4439.04 5.00 5.00 0.00 1

4439.48 6.50 6.50 0.00 1

4439.93 8.00 8.00 0.00 1

4440.38 9.50 9.50 0.00 1

4440.79 10.85 10.85 0.00 1

4441.28 12.50 12.50 0.00 1

4441.64 14.00 13.69 0.20 56

4442.06 15.50 15.06 0.00 100

4442.41 17.00 16.21 0.00 100

4442.74 18.50 17.34 0.00 100

4443.37 20.00 19.35 0.00 100

4441.63 13.65 13.65 0.00 Overtopping

Rating Curve Plot for Crossing: Sta131+06,16,26,37_Prop_Culvert

Table 8 - Culvert Summary Table: Culvert 1

Straight Culvert

Inlet Elevation (invert): 4437.80 ft, Outlet Elevation (invert): 4437.31 ft

Culvert Length: 73.00 ft, Culvert Slope: 0.0067

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)

Tailwater Velocity

(ft/s)

5.00 5.00 4439.04 0.565 1.235 3-M1t 0.464 0.382 1.707 1.707 0.438 2.930

6.50 6.50 4439.48 0.648 1.680 3-M1f 0.529 0.438 2.000 2.149 0.517 3.025

8.00 8.00 4439.93 0.722 2.129 4-FFf 0.589 0.485 2.000 2.588 0.637 3.091

9.50 9.50 4440.38 0.790 2.579 4-FFf 0.644 0.531 2.000 3.025 0.756 3.140

10.85 10.85 4440.79 0.847 2.985 4-FFf 0.691 0.570 2.000 3.417 0.863 3.175

12.50 12.50 4441.28 0.913 3.482 4-FFf 0.745 0.615 2.000 3.896 0.995 3.209

14.00 13.69 4441.64 0.959 3.932 4-FFf 0.783 0.645 2.000 4.330 1.090 3.233

15.50 15.06 4442.06 1.010 4.385 4-FFf 0.826 0.675 2.000 4.764 1.198 3.254

17.00 16.21 4442.41 1.052 4.836 4-FFf 0.860 0.702 2.000 5.197 1.290 3.271

18.50 17.34 4442.74 1.092 5.287 4-FFf 0.894 0.728 2.000 5.630 1.380 3.286

20.00 19.35 4443.37 1.162 5.756 4-FFf 0.952 0.769 2.000 6.063 1.540 3.299

Barrel Diameter: 2.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Table 9 - Downstream Channel Rating Curve (Crossing:

Sta131+06,16,26,37_Prop_Culvert)

Tailwater Channel Data - Sta131+06,16,26,37_Prop_Culvert

Tailwat…