MASTER_CFLHD_NM_FLAP_11299_Drainage_Report_2015-08-25.pdf

Dripping Springs and Baylor Canyon Roads Central Federal Lands Highway Division

Dripping Springs Natural Area NM FLAP CR11299(1) / Final Drainage

Recommendations Report

TABLE OF CONTENTS

Page

1. INTRODUCTION

1.1. Scope and Purpose

1.2. Project Location

1.3. Project Description

2. HYDROLOGY

2.1 Drainage Basin Descriptions

2.2 Prediction of Design Discharge

2.2.1 Simplified Peak Flow Method

2.2.2 Regression Analysis

2.3 Existing Drainage Features

3. DESIGN DISCUSSION

3.1. Design Criteria

3.2. Hydraulic Analysis

3.2.1. Culvert Design

4. RECOMMENDED DESIGN

4.1. Culverts

4.2. Low Water Crossings

5. SUMMARY

6. REFERENCES

APPENDIX A – DRAINAGE AREA BASIN MAP............................................................................ I

APPENDIX B – HYDROLOGIC CALCULATIONS .......................................................................... II

APPENDIX C – HYDRAULIC CALCULATIONS ............................................................................ III

APPENDIX C 1– HY-8 CULVERT ANALYSIS REPORTS ................................................................ IV

APPENDIX C 2– LOW WATER CROSSINGS REPORT .................................................................. V

Dripping Springs and Baylor Canyon Road 1 Central Federal Lands Highway Division

Recommendations Report

1. INTRODUCTION

1.1. Scope and Purpose

This report summarizes the hydrologic and hydraulic analyses performed for the

Dripping Springs and Baylor Canyon Roads, project number NM FLAP CR11299(1), near the Dripping Springs Natural Area near Las Cruces, NM.

The drainage design for this project was prepared in accordance with the Federal Lands

Highway “Project Development and Design Manual”, Hydrology and Hydraulics Chapter, December 2012.

1.2. Project Location

Dripping Springs Road begins 1 mile east of the intersection of E University Avenue and

Alturas Drive. East University Avenue turns into Dripping Springs Road at MP 0.0 and continues easterly to the Dripping Springs Natural Area. Baylor Canyon Road begins at the intersection with Dripping Springs Road at MP 6.6.

Baylor Canyon Road extends from Dripping Springs Road northerly 6.7 miles to US 70.

The route is primarily on Bureau of Land Management (BLM) land in the County of Doña

Ana.

1.3. Project Description

Dripping Springs and Baylor Canyon roads serve commuters including tourists, hikers and bikers who visit the Federal Recreation areas on a year round basis. The average daily traffic is currently estimated at 230 trips per day in 2015 and projected to be 320 trips per day in 2035 during the off-season and more during weekends and holidays.

Drainage issues and continuous rutting of the roads makes travel on the roadways difficult and unsafe. The proposed project will improve access to Federal Recreation

Lands and address numerous safety issues. The existing roadway conditions contribute to accidents caused by loose granular surfaces, poor horizontal alignments, embankments close to the travel lane, lack of shoulders, and lack of striping. The project will provide additional benefits including: improved mobility, control of storm water flow, improves road network, enhances traffic flows, and added shoulders.

This project will improve the roadway and drainage crossings for 4.84 miles of Dripping

Springs and Baylor Canyon Roads. Improvements include realignment of the intersection at Dripping Springs and Baylor Canyon Roads and realignments to improve substandard horizontal curves. The improvements will provide an improved surface for access to the

Dripping Springs Natural Area, Sierra Vista Trailhead, and Baylor Pass Trailhead.

Dripping Springs and Baylor Canyon Road 2 Central Federal Lands Highway Division

Recommendations Report

The existing graded earth surface will be raised and realigned. Safety will be improved by providing a consistent roadway section, paved low water crossings, and installing culverts for defined channels. This includes realigning the roadway to remove substandard horizontal curves and removing roadside berms and obstructions to provide a clear zone that is appropriate for the design speed.

The proposed typical section is a 32-foot top with 22-foot travel lanes and 5-foot shoulders with 4H:1V side slopes. Roadway improvements consist of roadway realignment, intersection relocation and realignment, earthwork, paving at low water crossings, aggregate base, 24”, 36”, and 48” drainage structures, minor culvert removals, low water crossings and outlet protection and shoulder and ditch reconditioning.

2. HYDROLOGY

2.1 Drainage Basin Descriptions

Basins for the Dripping Springs and Baylor Canyon Roads are delineated using project topography, publicly available DEMs, USGS Quadrangle Maps, and aerial photography. The basins outfalls were determined using the existing culvert locations, and other existing overtopping locations as seen in the project topography and aerial photos. Basin areas within the Dripping Springs study are typically sparse with vegetation and contain loose soil.

Vegetation and percent coverage is determined using aerial photography, and site photos.

Soil types and classifications are determined using the United States Department of

Agriculture (USDA) National Resources Conservation Service (NRCS) Web Soil Survey. The hydraulic soils groups vary from Type B to Type D soils with rock outcroppings, gravelly loams and other sandy/gravelly soils. The site is 39% Type D, 34% Type C, and 27% Type B soils. The terrain is mountainous at the upper reaches, with well-defined gullies along the lower reaches. The gullies are clearly visible on the aerial photography. The average basin slopes range from 3% to 22% steep section. Flash flood events with high runoff and high sediment transport loads are likely.

Delineated basin areas are presented in Appendix A.

2.2 Prediction of Design Discharge

2.2.1 Simplified Peak Flow Method

The Simplified Peak Flow Method was used to compute peak flows for offsite drainage areas less than five square-miles, which applies to all the basins within this project.

This method is recommended by the “Drainage Manual Volume 1, Hydrology”, New

Mexico Department of Transportation, 1995. The analysis presented with this submittal uses site specific precipitation for the design storms. The Point Precipitation

Frequency Estimates from NOAA Atlas 14 Volume 1, Version 5 were used to develop

Dripping Springs and Baylor Canyon Road 3 Central Federal Lands Highway Division

Recommendations Report rainfall depth for the drainage design and are shown in Appendix B. The Simplified

Peak Flow Method is based on the following.

Qp = A Qd qu where Qp = the peak discharge in cfs

A = the contributing drainage area in acres

Qd = average runoff depth for the entire watershed in inches qu = unit peak discharge from watershed in cfs per acre-inch

Qd = (P24 – (200/CN) + 2)

P24 + (800/CN - 8

where P24 = 24 hour rainfall depth for the design event in inches

CN = SCS Curve Number (CN) qu = 0.543 Tc -0.812

-(|log Tc + 0.3| - log Tc +0.3)^1.5/10 where Tc = time of concentration in hours

Drainage basins exhibited watercourses with both gullied and un-gullied sections, as seen in aerial imagery and on USGS Quadrangle Maps. New Mexico DOT recommends calculating the time of concentration using a combination of the Upland Method and

Kirpich Method as outlined in the New Mexico Dot Drainage Manual. The Upland

Method is used in the upper un-gullied reaches of the watershed, and the Kirpich

Method for the lower gullied reaches where the stream paths are found on the USGS

Quadrangle Maps as defined by the New Mexico DOT Drainage Manual.

Upland: Tc = L/V

Kirpich: Tc = 0.078 L 0.77

S -0.385 where L = length of the drainage in feet

V = Velocity in feet/second as selected from Figure 3-10 in the

New Mexico DOT Hydrology Manual

S = average slope of the drainage path in feet/feet

Dripping Springs and Baylor Canyon Road 4 Central Federal Lands Highway Division

The following values of CN are used with a 10-year and 25-year design storm events for a desert environment assuming 30% vegetation cover:

• Type D soil – 86

• Type C soil – 81

• Type B soil – 72

Table 1 - Basin Area and Simplified Peak Flow Method Discharge at Selected Locations

Basin

Designation Station

Area

(acres)

10-Year Flow

(cfs)

25-Year

Flow (cfs)

1 100+00 122 109 151

2 122+25 748 558 776

3 213+80 635 479 681

4 403+90 50.7 55.7 77.0

5 413+00 195 179 248

6 439+60 50.9 51.9 71.8

7 448+30 16.8 30.3 41.9

8 454+90 2,905 1340 1960

9 468+05 49.4 26.8 43.1

10 480+25 102 58.3 93.5

11 486+85 160 67.6 108

12 503+95 24.6 17.0 27.3

13 513+75 981 655 977

14 525+50 114 60.1 95.9

15 531+70 7.85 9.61 15.4

20 142+45 4.81 14.6 20.2

21 171+30 10.3 17.7 24.4

22 491+80 17.2 17.8 28.6

23 522+40 15.2 12.6 20.2

2.2.2 Regression Analysis

Design discharges were verified with the indirect equations and methods found in the

“Analysis of the Magnitude and Frequency of Peak Discharge and Maximum Observed

Peak Discharge in New Mexico and Surrounding Areas”, United States Geological

Survey Scientific Investigations Report 2008-5119. Drainage basin areas were determined from best available data (USGS topographic mapping and aerial imaging).

This method is valid for basin sizes of 0.2 to 2,820 square-miles. Based on the USGS flood region mapping the delineated basin areas are in within Flood Region 7. USGS

Regional Regression Equations for Region 7 were used to calculate the 10 and 25-year flows.

Dripping Springs and Baylor Canyon Road 5 Central Federal Lands Highway Division

Recommendations Report

Q10 = 387.8 A 0.477

Q25 = 553.7 A 0.488

Table 2 is a summary of the basin areas and calculated peak flows based on regression analysis. Hydrologic calculations are presented in Appendix B.

Table 2 - Basin Areas and Regression Analysis Discharge at Selected Locations

Basin ID Station Area

(sq-mi)

10-Year Flow

(cfs)

Percent

Difference

(10-Year)

25-Year

Flow (cfs)

Percent

Difference

(25-Year)

2 122+25 1.17 418 -25% 597 -23%

3 213+80 0.992 386 -19% 552 -19%

5 413+00 0.304 220 23% 310 25%

8 454+90 4.54 798 -41% 1158 -41%

11 486+85 0.250 200 196% 281 159%

13 513+75 1.53 475 -27% 682 -30%

The peak flows from the simplified peak flow method are generally larger than the estimated peak flows from the regression equations. Since Curve Numbers and the channel slopes were used to model the runoff the flow from the simplified peak flow method is a more accurate estimate of runoff.

2.3 Existing Drainage Features

The Dripping Springs and Baylor Canyon Roads have very minimal culverts. The majority of the drainage basins simply overtop the roadway causing erosion of the embankment in several locations.

There are no existing culverts on Dripping Springs Road within the project limits.

Dripping Springs and Baylor Canyon Road 6 Central Federal Lands Highway Division

Recommendations Report

Table 3 is a list of existing structures.

Table 3 – Existing Culvert Summary

Basin

ID

Station

Existing

Feature

Upstream

Invert (ft)

Downstream invert (ft)

Length

(ft)

Baylor Canyon Road

6 439+50 24” CSP 5076.61 5073.78 60

7 448+35 24” CSP 5089.96 5089.24 32

10 480+00 24” CSP 5122.21 5120.74 42

11 486+70 42” CSP 5103.69 5103.23 43

12 503+90 24” CSP 5072.33 5070.35 36

14 525+25 36” CSP 4999.75 4998.22 49

15 531+50 18” CSP 4990.39 4989.37 40

3. DESIGN DISCUSSION

3.1. Design Criteria

The following table lists the design storm values used for the project.

Table 4 – Roadway Hydraulic Design Storm Values

Roadway Hydraulic Design Storm Values

FLH Standard Used on This Project

Culvert Design 25-year storm 25-year storm

Low-Water Crossings Unvented: No design flood

Vented: 10-Year Storm

Unvented: No design flood

Vented: 10-Year Storm

3.2. Hydraulic Analysis

The following is a summary of the hydraulic analysis evaluation for the design of the various roadway hydraulic structures for the project.

3.2.1. Culvert Design

The culvert design tasks for this project include reviewing the existing culvert capacities, and determine if they should remain or be replaced by low-water crossings.

4. RECOMMENDED DESIGN

4.1. Culverts

Culvert capacity analysis is performed with the Federal Highway Administration’s HY-8.

Culverts will be installed throughout the Baylor Canyon Road corridor in basins 4, 6, 7, and 14. The small 24” culverts are experiencing clogging and are difficult to maintain.

Most of the 24” culverts will be replaced with low water crossings. The culverts in these

Dripping Springs and Baylor Canyon Road 7 Central Federal Lands Highway Division

Recommendations Report locations were found to be full of sediment and were no longer functional. Due to existing conditions, as well as agency input, site limitations, the Wilderness Study Area, limited right-of-way, large amounts of sediment deposition during rain events, and the clogging of existing culverts, it was determined that the project will not install new culverts 24” and below in diameter.

Table 5 – Proposed Flows

Basin Station

Culvert

Present

Culvert

Size

Total Flow -

10YR (CFS)

Designed

Culvert Flow

(CFS)

Modeled

Culvert Flow

(CFS)

Over Topping

Flow (CFS)

2 122+25 No N/A 558 0.00 0.00 558

3 213+80 No N/A 479 0.00 0.00 479

4 403+90 Yes 36 55.7 55.7 55.7 0.00

5 413+00 No N/A 179 0.00 0.00 179

6 439+60 Yes 24 51.9 0.00 0.00 51.9

7 448+30 No N/A 30.3 19.1 0.00 30.3

8 454+90 No N/A 1340 0.00 0.00 1340

9 468+05 No N/A 26.9 0.00 0.00 26.9

10 480+25 No N/A 58.3 26.2 0.00 58.3

11 486+85 No N/A 67.6 21.6 0.00 67.6

12 503+95 No N/A 17.0 11.5 0.00 17.0

13 513+75 No N/A 655 26.0 0.00 655

14 525+50 Yes 48 60.1 60.1 60.1 0.00

15 531+70 No N/A 9.61 9.60 0.00 9.61

20 142+45 No N/A 14.6 0.00 0.00 14.6

21 171+30 No N/A 17.7 0.00 0.00 17.7

22 491+80 No N/A 17.8 0.00 0.00 17.8

23 522+40 No N/A 12.6 0.00 0.00 12.6

Table 6 – Proposed Culvert Analysis

Basin

ID

Station

Culvert

Size (in)

10-Year

Flow (cfs)

25-Year

Flow (cfs)

Channel

Slope

HW/D,

25-Year

Culvert Capacity

Before Overtopping

(cfs)

4 403+90 36 55.7 77.0 4.7% 2.16 113

6 439+60 24”

Extension

51.9 71.8 9.0% 5.92 50.0

14 525+50 48 60.1 95.9 4.3% 1.22 125

4.2. Low Water Crossings

Several low-water crossings will be formalized along the Dripping Springs and Baylor

Canyon Roads. These lowered sections of the roadway will have riprap or gabions on the downstream side, and be further stabilized with precast barrier sections. Bentley’s

FlowMaster is used to analyze the depth of flows and velocities expected over the roadway sections.

Dripping Springs and Baylor Canyon Road 8 Central Federal Lands Highway Division

Table 7 – Low-Water Crossing Analysis

Basin ID From

Station

To

Station

Length

(ft)

10-Year

Flow (CFS)

Overtopping

Flow, (cfs)

Velocity

(ft/s)

Depth of

Flow (ft)

2 119+25 124+00 475 558 558 N/A N/A

3 209+27 210+67 140 479 479 9.25 0.68

3 213+08 214+48 140 479 479 9.34 0.68

5 412+40 413+60 120 179 179 6.74 0.43

6 438+85 439+80 95 51.9 51.9* 4.60 0.25

7 448+10 449+25 115 30.3 30.3* 3.36 0.15

8 454+00 455+75 175 1340 1340 12.71 1.06

9 467+60 468+45 85 26.8 26.9 3.84 0.19

10 479+75 480+80 105 58.3 58.3* 4.63 0.25

11 486+50 487+70 120 67.6 67.6* 4.58 0.24

12 504+00 504+85 85 17.0 17.0* 3.20 0.15

13 513+35 514+90 155 655 655* 10.00 0.76

15 531+55 532+60 105 9.61 9.61* 2.25 0.10

20 141+55 142+35 80 14.6 14.6 3.03 0.14

21 170+85 171+70 85 17.7 17.7 3.26 0.16

22 491+40 492+20 80 17.8 17.8 3.30 0.16

23 522+00 522+75 75 12.6 12.6 3.14 0.13

* Assumed full blockage of 24” culverts for low water crossing analysis.

The low water crossings will be constructed using a detail consisting of a concrete barrier buried adjacent to the asphalt pavement which acts as a cutoff wall and downstream revetment mattress for scour protection. No upstream protection is possible due to ROW constraints and an existing Wilderness Study Area that cannot be impacted. Low water crossing lengths, elevations, and locations may be adjusted in the field based on current condition.

5. SUMMARY

The Dripping Springs Natural Area will have the Baylor Canyon and Dripping Springs Roads paved and several low-water crossings added and three culvert crossings improved. Several culverts are recommended to be replaced with low-water crossings due to clogging and the difficult maintenance of the smaller culverts. The road section will be raised from the existing elevation with designed low areas to channelize the low water crossing locations.

Dripping Springs and Baylor Canyon Road 9 Central Federal Lands Highway Division

Recommendations Report

6. REFERENCES

Bentley, FlowMaster V8i (Select Series 1), November 2009.

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

Hydrology and Hydraulics, December 2012.

Federal Highway Administration, HY-8, Version 7.30 April 2014.

New Mexico Department of Transportation, “Drainage Manual, Volume 1, Hydrology”, 1995.

U.S. Department of Agriculture, "NRCS-Web Soil Survey", December 2011.

U.S. Department of Transportation, Federal Highway Administration, "Hydraulic Design of

Highway Culverts", Hydraulic Design Series No. 5, May 2005.

U.S. Department of Transportation, Federal Highway Administration, "Design of Riprap

Revetment", Hydraulic Engineering Circular No. 11, March 1989.

U.S. Department of Transportation, Federal Highway Administration, "Hydraulic Design of

Energy Dissipaters for Culverts and Channels", Hydraulic Engineering Circular No. 14, July 2006.

U.S. Department of Transportation, Federal Highway Administration, "Design of Roadside

Channel with Flexible Linings", Hydraulic Engineering Circular No. 15, September 2005.

U.S. Department of Transportation, Federal Highway Administration, "Stream Stability at

Highway Structures", Hydraulic Engineering Circular No. 20, March 2001.

U.S. Geological Survey, U.S. Department of the Interior, “Analysis of the Magnitude and

Frequency of Peak Discharge and Maximum Observed Peak Discharge in New Mexico and

Surrounding Areas”, Scientific Investigations Report 2008-5119, 2008.

Appendix A – Drainage Area Basin Map

Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the

Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the

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")2

")3

")4

")5

")7 ")8

")9

")10

")11

")13

")14 ")15

Drip ping

Sprin gs Rd

B ay lo r

C an yo n

R d

Co Rd C076

Savage Rd

Dripping Springs Rd

")22

")23

")20

")21

")12

120+00

535+00

500+00

450+00

400+00200+00

150+00

100+00 #* CULVERT

FLOWPATH

BASIN BOUNDARY

HYDROLOGIC GROUP B

HYDROLOGIC GROUP C

HYDROLOGIC GROUP D

q 0 0.5 10.25

Miles

Basin ID Basin Acres 2 122+25 747.6 3 213+80 635.1 4 403+90 50.74 5 413+00 194.7 6 439+60 50.91 7 448+30 16.80 8 454+90 2,905 9 468+05 49.37

10 480+25 102.0 11 486+85 160.0 12 503+96 24.59 13 513+75 980.8 14 525+50 113.8 15 531+70 7.849 20 142+45 4.810 21 171+30 10.28 22 491+80 17.22 23 522+40 15.21

Dripping Springs Natural Area NM FLAP CR11299(1) / Preliminary Drainage

Appendix B – Hydrologic Calculations

Project: CFL-Dripping Springs NM Computed: SDA Date: 6/26/15

Subject: Simplified Peak Flow Method Checked: EVS Date: 6/26/15

Task: Calculate time of concentration Page: of:

Job #: No:

Time of Concentration: Upland Method

Tc = L / V

V = Velocity (ft/s) Selected from Figure 3-10

Kirpich Formula

Tc=0.0078 x L 0.77 x S -0.385

Tc = Time of concentration (min)

L = Length of flow path (ft)

S = average slope of flow path (ft/ft)

Area Total

Length Upstream

Method

Break

Point

Downstream Length

Upland

Slope

Upland Velocity Upland Tc

Kirpich

Slope

Kirpich

Tc Total Tc

(ac) (ft) Elevation Elevation Elevation (ft) (%) (ft/s) (min) (%) (min) (hr)

1 100+00 122 8,710 4,860 4,760 4,555 2,105 4.75% 2.1 16.71 3.10% 25.94 0.711

2 122+25 748 15,935 5,415 5,135 4,605 2,145 13.05% 3.8 9.41 3.84% 42.12 0.859

3 213+80 635 14,380 6,215 5,495 4,930 3,120 23.08% 5.0 10.40 5.02% 32.51 0.715

4 403+90 50.7 4,985 5,235 4,945 4,985 5.82% 2.5 33.23 0.554

5 413+00 195 9,920 5,515 5,285 4,970 3,105 7.41% 2.8 18.48 4.62% 22.80 0.688

6 439+60 50.9 4,590 5,305 5,080 4,590 4.90% 2.1 36.43 0.607

7 448+30 16.8 2,275 5,210 5,095 2,275 5.05% 2.1 18.06 0.301

8 454+90 2,905 27,140 8,670 6,920 5,080 7,375 23.73% 5.0 24.58 9.31% 39.53 1.069

9 468+05 49.4 3,485 5,290 5,120 3,485 4.88% 2.1 27.66 0.461

10 480+25 102 6,665 5,565 5,385 5,120 1,880 9.57% 3.2 9.79 5.54% 16.20 0.433

11 486+85 160 7,375 5,630 5,215 5,100 4,970 8.35% 3.0 27.61 4.78% 10.09 0.628

12 503+95 24.6 2,590 5,200 5,070 2,590 5.02% 2.1 20.56 0.343

13 513+75 981 15,180 8,390 6,000 5,040 5,550 43.06% 7.0 13.21 9.97% 22.13 0.589

14 525+50 114 6,565 5,725 5,000 6,565 11.04% 3.7 29.57 0.493

15 531+70 7.80 1,635 5,090 4,985 1,635 6.42% 2.7 10.09 0.168

20 142+45 4.80 1,020 4700 4670 1,020 2.94% 1.8 9.44 0.157

21 171+30 10.3 2,530 4880 4770 2,420 4.55% 2.1 19.21 0.320

22 491+80 17.2 1,575 5175 5100 1,575 4.76% 2.1 12.50 0.208

23 522+40 15.2 2,275 5150 5015 2275 5.93% 2.3 16.49 0.275

NMDOT Drainage Manual, Vol 1 Hydrology Equation (3-

18)

Basin ID Station

Runoff_DripSpgs_01262015.xls, Tc

6/25/2015 Page 1 of 4

Task: Estimate Curve Number Page: of:

Job #: No:

Sub Area 1 Sub Area 2 Sub Area 3

Area Sub Area Sub Area Sub Area

(ac) (ac) (ac) (ac)

1 100+00 122 Desert Brush 30% 122 D 86 86

2 122+25 748 Desert Brush 30% 665 D 86 82.3 C 81 85

3 213+80 635 Desert Brush 30% 267 D 86 355 C 81 13.7 B 72 83

4 403+90 50.7 Desert Brush 30% 50.7 D 86 86

5 413+00 195 Desert Brush 30% 195 D 86 86

6 439+60 50.9 Desert Brush 30% 50.9 D 86 86

7 448+30 16.8 Desert Brush 30% 16.8 D 86 86

8 454+90 2905 Desert Brush 30% 927 D 86 1156 C 81 822 B 72 80

9 468+05 49.4 Desert Brush 30% 49.4 B 72 72

10 480+25 102 Desert Brush 30% 102 B 72 72

11 486+85 160 Desert Brush 30% 160 B 72 72

12 503+95 24.6 Desert Brush 30% 24.6 B 72 72

13 513+75 981 Desert Brush 30% 104 D 86 506 C 81 371 B 72 78

14 525+50 114 Desert Brush 30% 4.40 C 81 109 B 72 72

15 531+70 7.80 Desert Brush 30% 7.80 B 72 72

20 142+45 4.80 Desert Brush 30% 4.80 D 86 86

21 171+30 10.3 Desert Brush 30% 10.3 D 86 86

22 491+80 17.2 Desert Brush 30% 17.2 B 72 72

23 522+40 15.2 Desert Brush 30% 15.2 B 72 72

6209 2413 39% 2103 34% 1692 27%

CN HSG CN

Weighted

CN

HSG CNBasin ID Station

Ground

Cover Type

Cover

Density

HSG

Runoff_DripSpgs_01262015.xls, CN

6/25/2015 Page 2 of 4

Task: Calculate Discharge Page: of:

Job #: No:

Unit Peak Discharge Tc<0.5 qu=0.543 Tc -0.812

-[(|log Tc+0.3|-log Tc-0.3)^1.5]/10

Tc>0.5 qu=0.543 Tc -0.812 qu = unit peak discharge (cfs/ac-in)

Tc = Time of concentration (hr)

Direct Runoff Qd = (P24-200/CN+2)

P24+800/CN -8

Qd = average runoff depth for entire watershed (in)

P24 = 24-hour rainfall depth (in)

Peak Discharge Qp = A Qd qu

Qp = Peak Discharge (cfs)

10 yr 25 yr 50 yr 100 yr

P24: 2.51 3.08 3.54 4.03

Area Tc qu Qd10 Qd25 Qd50 Qd100 Qp10 Qp25 Qp50 Qp100

(ac) (hr) (cfs/ac-in) (in) (in) (in) (in) (cfs) (cfs) (cfs) (cfs)

1 100+00 122 86 0.711 YES 0.72 1.252 1.731 2.134 2.573 109 151 186 225

2 122+25 748 85 0.859 YES 0.61 1.215 1.689 2.088 2.524 558 776 959 1160

3 213+80 635 83 0.715 YES 0.71 1.058 1.505 1.885 2.304 479 681 853 1043

4 403+90 50.7 86 0.554 YES 0.88 1.252 1.731 2.134 2.573 55.7 77.0 94.9 114

5 413+00 195 86 0.688 YES 0.74 1.252 1.731 2.134 2.573 179 248 306 369

6 439+60 50.9 86 0.607 YES 0.81 1.252 1.731 2.134 2.573 51.9 71.8 88.4 107

7 448+30 16.8 86 0.301 NO 1.44 1.252 1.731 2.134 2.573 30.3 41.9 51.6 62.2

8 454+90 2905 80 1.069 YES 0.51 0.898 1.313 1.672 2.070 1343 1963 2499 3095

9 468+05 49.4 72 0.461 NO 1.02 0.534 0.856 1.147 1.481 26.9 43.1 57.7 74.5

10 480+25 102 72 0.433 NO 1.07 0.534 0.856 1.147 1.481 58.3 93.5 125 162

11 486+85 160 72 0.628 YES 0.79 0.534 0.856 1.147 1.481 67.6 108 145 188

12 503+95 24.6 72 0.343 NO 1.30 0.534 0.856 1.147 1.481 17.0 27.3 36.6 47.2

13 513+75 981 78 0.589 YES 0.83 0.801 1.194 1.537 1.921 655 977 1258 1572

14 525+50 114 72 0.493 NO 0.96 0.547 0.874 1.168 1.505 60.1 95.9 128 165

15 531+70 7.80 72 0.168 NO 2.31 0.534 0.856 1.147 1.481 9.61 15.4 20.7 26.7

20 142+45 4.80 86 0.157 NO 2.44 1.252 1.731 2.134 2.573 14.6 20.2 25.0 30.1

21 171+30 10.3 86 0.320 NO 1.37 1.252 1.731 2.134 2.573 17.7 24.4 30.1 36.3

22 491+80 17.2 72 0.208 NO 1.94 0.534 0.856 1.147 1.481 17.8 28.6 38.3 49.4

23 522+40 15.2 72 0.275 NO 1.55 0.534 0.856 1.147 1.481 12.6 20.2 27.0 34.9

NMDOT Drainage Manual, Vol 1

Hydorlogy Equation (3-22)

Basin ID Station Tc>0.5?CN

NMDOT Drainage Manual, Vol 1

Hydorlogy Equation (3-23)

NMDOT Drainage Manual, Vol 1

Hydorlogy Equation (3-24)

Runoff_DripSpgs_01262015.xls, Q

6/25/2015 Page 3 of 4

Project: CFL-Dripping Springs NM Computed: SDA Date: 1/26/15

Subject: Check Flows Checked: EVS Date: 1/23/15

Task: USGS Regression Equation Page: of:

Job #: No:

Regression Equation

Region 7 Southwest Desert Flood

Q10 = 3.878 x 10 A

0.477 = 387.8 A

0.477

Q25 = 5.537 x 10 A

0.488 = 553.7 A

0.488

A = basin area (mi valid for areas 0.20 to 2,820 mi

Area Area Q10 Percent

Difference Q25

Percent

Difference

(ac) (mi ) (cfs) 10 yr (cfs) 25 year

1 100+00 121.9 0.190 176 61% 247 63%

2 122+25 747.6 1.168 418 -25% 597 -23%

3 213+80 635.1 0.992 386 -19% 552 -19%

4 403+90 50.7 0.079 116 108% 161 109%

5 413+00 194.7 0.304 220 23% 310 25%

6 439+60 50.9 0.080 116 123% 161 124%

7 448+30 16.8 0.026 68 126% 94 124%

8 454+90 2905 4.539 798 -41% 1158 -41%

9 468+05 49.4 0.077 114 326% 159 268%

10 480+25 102 0.159 161 177% 226 142%

11 486+85 160 0.250 200 196% 281 160%

12 503+95 24.6 0.038 82 382% 113 314%

13 513+75 980.8 1.533 475 -27% 682 -30%

14 525+50 113.8 0.178 170 183% 238 149%

15 531+70 7.8 0.012 47 393% 64 318%

20 142+45 4.8 0.008 38 157% 51 151%

21 171+30 10.3 0.016 54 206% 74 202%

22 491+80 17.2 0.027 69 288% 95 232%

23 522+40 15.2 0.024 65 418% 89 342%

Basin ID Station

Green cells below are within this range

Runoff_DripSpgs_01262015.xls, Regression

6/25/2015 Page 4 of 4

Appendix C – Hydraulic Calculations

Appendix C 1– HY 8 Culvert Analysis Reports

Crossing Discharge Data: Basin 4

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

Minimum Flow: 55.7 cfs

Design Flow: 77 cfs

Maximum Flow: 77 cfs

Summary of Culvert Flows at Crossing: Basin 4

Headwater Elevation

(ft) Total Discharge (cfs) Sta 403+90

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4955.85 55.70 55.70 0.00 1

4956.03 57.83 57.83 0.00 1

4956.22 59.96 59.96 0.00 1

4956.42 62.09 62.09 0.00 1

4956.62 64.22 64.22 0.00 1

4956.83 66.35 66.35 0.00 1

4957.05 68.48 68.48 0.00 1

4957.28 70.61 70.61 0.00 1

4957.51 72.74 72.74 0.00 1

4957.75 74.87 74.87 0.00 1

4958.00 77.00 77.00 0.00 1

4965.00 113.10 113.10 0.00 Overtopping

Culvert Summary Table: Basin 4 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)

55.70 55.70 4955.85 4.349 0.559 5-S2n 1.759 2.418 1.759 0.379 12.938 4.663

57.83 57.83 4956.03 4.532 0.896 5-S2n 1.803 2.460 1.803 0.388 13.046 4.730

59.96 59.96 4956.22 4.721 1.243 5-S2n 1.846 2.499 1.846 0.396 13.147 4.795

62.09 62.09 4956.42 4.918 1.601 5-S2n 1.890 2.536 1.890 0.404 13.242 4.858

64.22 64.22 4956.62 5.122 1.970 5-S2n 1.935 2.572 1.950 0.412 13.195 4.920

66.35 66.35 4956.83 5.333 2.350 5-S2n 1.981 2.605 1.981 0.421 13.412 4.980

68.48 68.48 4957.05 5.552 2.740 5-S2n 2.028 2.636 2.028 0.428 13.488 5.041

70.61 70.61 4957.28 5.778 3.142 5-S2n 2.074 2.666 2.078 0.436 13.532 5.098

72.74 72.74 4957.51 6.011 3.554 5-S2n 2.121 2.693 2.121 0.444 13.631 5.156

74.87 74.87 4957.75 6.252 3.977 5-S2n 2.167 2.717 2.167 0.452 13.697 5.211

77.00 77.00 4958.00 6.501 4.411 5-S2n 2.221 2.741 2.221 0.459 13.712 5.267

Straight Culvert

Inlet Elevation (invert): 4951.50 ft, Outlet Elevation (invert): 4945.30 ft

Culvert Length: 110.17 ft, Culvert Slope: 0.0564

Water Surface Profile Plot for Culvert: Basin 4

Site Data: Basin 4

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 4951.50 ft

Outlet Station: 110.00 ft

Outlet Elevation: 4945.30 ft

Number of Barrels: 1

Culvert Data Summary: Basin 4

Barrel Shape: Circular

Barrel Diameter: 3.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Square Edge with Headwall

Inlet Depression: NONE

Downstream Channel Rating Curve: Basin 4

Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

55.70 4945.68 0.38 4.66 1.11 1.37

57.83 4945.69 0.39 4.73 1.14 1.37

59.96 4945.70 0.40 4.79 1.16 1.38

62.09 4945.70 0.40 4.86 1.19 1.38

64.22 4945.71 0.41 4.92 1.21 1.39

66.35 4945.72 0.42 4.98 1.23 1.39

68.48 4945.73 0.43 5.04 1.26 1.39

70.61 4945.74 0.44 5.10 1.28 1.40

72.74 4945.74 0.44 5.16 1.30 1.40

74.87 4945.75 0.45 5.21 1.32 1.40

77.00 4945.76 0.46 5.27 1.35 1.41

Tailwater Channel Data: Basin 4

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 30.00 ft

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

Channel Slope: 0.0470

Channel Manning's n: 0.0350

Channel Invert Elevation: 4945.30 ft

Roadway Data for Crossing: Basin 4

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 4965.00 ft

Roadway Surface: Paved

Roadway Top Width: 32.00 ft

Crossing Discharge Data: Basin 6

Minimum Flow: 51.9 cfs

Design Flow: 71.8 cfs

Maximum Flow: 71.8 cfs

Summary of Culvert Flows at Crossing: Basin 6

Headwater Elevation

(ft) Total Discharge (cfs) Sta 439+60

Discharge (cfs) Roadway Discharge

(cfs) Iterations

5088.14 51.90 50.07 1.57 57

5088.15 53.89 50.11 3.59 5

5088.16 55.88 50.13 5.52 4

5088.18 57.87 50.16 7.55 4

5088.18 59.86 50.18 9.36 3

5088.19 61.85 50.20 11.33 3

5088.20 63.84 50.22 13.35 3

5088.21 65.83 50.23 15.37 3

5088.22 67.82 50.25 17.38 3

5088.22 69.81 50.27 19.39 3

5088.23 71.80 50.28 21.39 3

5088.12 50.03 50.03 0.00 Overtopping

Culvert Summary Table: Basin 6

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)

51.90 50.07 5088.14 11.739 8.882 6-FFc 2.000 2.000 2.000 0.761 16.694 8.476

53.89 50.11 5088.15 11.754 8.896 6-FFc 2.000 2.000 2.000 0.776 16.705 8.568

55.88 50.13 5088.16 11.765 8.907 6-FFc 2.000 2.000 2.000 0.791 16.714 8.658

57.87 50.16 5088.18 11.775 8.917 6-FFc 2.000 2.000 2.000 0.805 16.722 8.744

59.86 50.18 5088.18 11.784 8.925 6-FFc 2.000 2.000 2.000 0.819 16.728 8.826

61.85 50.20 5088.19 11.792 8.934 6-FFc 2.000 2.000 2.000 0.833 16.735 8.909

63.84 50.22 5088.20 11.800 8.942 6-FFc 2.000 2.000 2.000 0.847 16.741 8.987

65.83 50.23 5088.21 11.808 8.950 6-FFc 2.000 2.000 2.000 0.860 16.748 9.064

67.82 50.25 5088.22 11.816 8.957 6-FFc 2.000 2.000 2.000 0.873 16.753 9.142

69.81 50.27 5088.22 11.823 8.964 6-FFc 2.000 2.000 2.000 0.887 16.759 9.214

71.80 50.28 5088.23 11.830 8.971 6-FFc 2.000 2.000 2.000 0.899 16.764 9.287

Straight Culvert

Inlet Elevation (invert): 5076.40 ft, Outlet Elevation (invert): 5072.75 ft

Culvert Length: 94.73 ft, Culvert Slope: 0.0386

Water Surface Profile Plot for Culvert: Basin 6

Site Data: Basin 6

Inlet Station: 0.00 ft

Inlet Elevation: 5076.40 ft

Outlet Station: 94.66 ft

Outlet Elevation: 5072.75 ft

Number of Barrels: 1

Culvert Data Summary: Basin 6

Barrel Shape: Circular

Barrel Diameter: 2.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0130

Culvert Type: Straight

Downstream Channel Rating Curve: Basin 6

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

51.90 5073.36 0.76 8.48 4.27 2.01

53.89 5073.38 0.78 8.57 4.36 2.02

55.88 5073.39 0.79 8.66 4.44 2.02

57.87 5073.41 0.81 8.74 4.52 2.03

59.86 5073.42 0.82 8.83 4.60 2.03

61.85 5073.43 0.83 8.91 4.68 2.04

63.84 5073.45 0.85 8.99 4.76 2.04

65.83 5073.46 0.86 9.06 4.83 2.04

67.82 5073.47 0.87 9.14 4.91 2.05

69.81 5073.49 0.89 9.21 4.98 2.05

71.80 5073.50 0.90 9.29 5.05 2.06

Tailwater Channel Data: Basin 6

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 5.00 ft

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

Channel Slope: 0.0900

Channel Manning's n: 0.0350

Channel Invert Elevation: 5072.60 ft

Roadway Data for Crossing: Basin 6

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 5088.12 ft

Crossing Discharge Data: Basin 14

Minimum Flow: 60.1 cfs

Design Flow: 96 cfs

Maximum Flow: 96 cfs

Summary of Culvert Flows at Crossing: Basin 14

Headwater Elevation

(ft) Total Discharge (cfs) Sta 525+50

Discharge (cfs) Roadway Discharge

(cfs) Iterations

5002.97 60.10 60.10 0.00 1

5003.11 63.69 63.69 0.00 1

5003.25 67.28 67.28 0.00 1

5003.39 70.87 70.87 0.00 1

5003.53 74.46 74.46 0.00 1

5003.68 78.05 78.05 0.00 1

5003.83 81.64 81.64 0.00 1

5003.98 85.23 85.23 0.00 1

5004.14 88.82 88.82 0.00 1

5004.30 92.41 92.41 0.00 1

5004.46 96.00 96.00 0.00 1

5006.00 124.94 124.94 0.00 Overtopping

Culvert Summary Table: Basin 14

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)

60.10 60.10 5002.97 3.368 0.0* 1-S2n 1.544 2.330 1.580 0.751 13.009 5.715

63.69 63.69 5003.11 3.506 0.0* 1-S2n 1.593 2.405 1.639 0.773 13.124 5.808

67.28 67.28 5003.25 3.646 0.0* 1-S2n 1.641 2.474 1.686 0.795 13.351 5.897

70.87 70.87 5003.39 3.787 0.185 1-S2n 1.690 2.540 1.738 0.816 13.523 5.982

74.46 74.46 5003.53 3.931 0.380 1-S2n 1.739 2.605 1.792 0.836 13.656 6.064

78.05 78.05 5003.68 4.077 0.583 5-S2n 1.788 2.673 1.839 0.856 13.840 6.143

81.64 81.64 5003.83 4.227 0.787 5-S2n 1.835 2.735 1.884 0.875 14.023 6.219

85.23 85.23 5003.98 4.380 0.996 5-S2n 1.880 2.795 1.938 0.894 14.121 6.293

88.82 88.82 5004.14 4.537 1.209 5-S2n 1.924 2.854 1.988 0.912 14.247 6.364

92.41 92.41 5004.30 4.698 1.427 5-S2n 1.969 2.911 2.035 0.930 14.383 6.433

96.00 96.00 5004.46 4.864 1.651 5-S2n 2.014 2.966 2.082 0.948 14.523 6.500

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 4999.60 ft, Outlet Elevation (invert): 4996.00 ft

Culvert Length: 61.11 ft, Culvert Slope: 0.0590

Water Surface Profile Plot for Culvert: Sta 525+50

Site Data: Basin 14

Inlet Station: 0.00 ft

Inlet Elevation: 4999.60 ft

Outlet Station: 61.00 ft

Outlet Elevation: 4996.00 ft

Number of Barrels: 1

Culvert Data Summary: Basin 14

Barrel Shape: Circular

Barrel Diameter: 4.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Downstream Channel Rating Curve: Basin 14

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

60.10 4996.75 0.75 5.72 2.01 1.39

63.69 4996.77 0.77 5.81 2.07 1.40

67.28 4996.79 0.79 5.90 2.13 1.40

70.87 4996.82 0.82 5.98 2.19 1.41

74.46 4996.84 0.84 6.06 2.24 1.41

78.05 4996.86 0.86 6.14 2.30 1.41

81.64 4996.88 0.88 6.22 2.35 1.42

85.23 4996.89 0.89 6.29 2.40 1.42

88.82 4996.91 0.91 6.36 2.45 1.43

92.41 4996.93 0.93 6.43 2.50 1.43

96.00 4996.95 0.95 6.50 2.54 1.43

Tailwater Channel Data: Basin 14

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 8.00 ft

Side Slope (H:V): 8.00 (_:1)

Channel Slope: 0.0430

Channel Manning's n: 0.0350

Channel Invert Elevation: 4996.00 ft

Roadway Data for Crossing: Basin 14

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 5006.00 ft

Appendix C 2– Low Water Crossings Report

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 479.00 ft³/s

Section Definitions

Station (ft) Elevation (ft)

212+91 4931.99

213+00 4931.96

213+25 4931.54

213+50 4931.15

213+78 4931.01

214+00 4931.10

214+25 4931.43

214+50 4932.00

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(212+91, 4931.99) (214+50, 4932.00) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.68 ft

Elevation Range 4931.01 to 4932.00 ft

Flow Area 51.81 ft²

Wetted Perimeter 119.78 ft

Hydraulic Radius 0.43 ft

Worksheet for Irregular Section - Basin 3a - Q10=479

1/27/2015 3:11:14 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page

Results

Top Width 119.77 ft

Normal Depth 0.68 ft

Critical Depth 1.05 ft

Critical Slope 0.00284 ft/ft

Velocity 9.25 ft/s

Velocity Head 1.33 ft

Specific Energy 2.01 ft

Froude Number 2.48

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.68 ft

Critical Depth 1.05 ft

Channel Slope 2.00 %

Critical Slope 0.00284 ft/ft

Worksheet for Irregular Section - Basin 3a - Q10=479

1/27/2015 3:11:14 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.68 ft

Discharge 479.00 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 3a - Q10=479

1/27/2015 3:11:38 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 479.00 ft³/s

Section Definitions

Station (ft) Elevation (ft)

208+92 4921.91

209+00 4921.88

209+25 4921.55

209+50 4920.99

209+75 4920.66

209+97 4920.58

210+25 4920.73

210+50 4921.12

210+75 4921.75

211+00 4922.62

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(208+92, 4921.91) (211+00, 4922.62) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.68 ft

Elevation Range 4920.58 to 4922.62 ft

Flow Area 51.30 ft²

Worksheet for Irregular Section - Basin 3b - Q10=479

1/27/2015 3:12:08 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Wetted Perimeter 116.87 ft

Hydraulic Radius 0.44 ft

Top Width 116.86 ft

Normal Depth 0.68 ft

Critical Depth 1.06 ft

Critical Slope 0.00281 ft/ft

Velocity 9.34 ft/s

Velocity Head 1.35 ft

Specific Energy 2.03 ft

Froude Number 2.48

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.68 ft

Critical Depth 1.06 ft

Channel Slope 2.00 %

Critical Slope 0.00281 ft/ft

Worksheet for Irregular Section - Basin 3b - Q10=479

1/27/2015 3:12:08 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.68 ft

Discharge 479.00 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 3b - Q10=479

1/27/2015 3:12:27 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 179.00 ft³/s

Section Definitions

Station (ft) Elevation (ft)

411+10 4970.94

411+25 4970.88

411+50 4970.54

411+75 4969.88

412+00 4969.01

412+25 4968.25

412+50 4967.70

412+75 4967.37

413+00 4967.26

413+25 4967.37

413+50 4967.70

413+75 4968.25

414+00 4969.01

414+25 4970.00

414+50 4971.20

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(411+10, 4970.94) (414+50, 4971.20) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Worksheet for Irregular Section - Basin 5 - Q10=179

1/27/2015 3:12:51 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Normal Depth 0.43 ft

Elevation Range 4967.26 to 4971.20 ft

Flow Area 26.56 ft²

Wetted Perimeter 98.77 ft

Hydraulic Radius 0.27 ft

Top Width 98.77 ft

Normal Depth 0.43 ft

Critical Depth 0.64 ft

Critical Slope 0.00330 ft/ft

Velocity 6.74 ft/s

Velocity Head 0.71 ft

Specific Energy 1.14 ft

Froude Number 2.29

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.43 ft

Critical Depth 0.64 ft

Channel Slope 2.00 %

Critical Slope 0.00330 ft/ft

Worksheet for Irregular Section - Basin 5 - Q10=179

1/27/2015 3:12:51 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.43 ft

Discharge 179.00 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 5 - Q10=179

1/27/2015 3:13:12 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 51.90 ft³/s

Section Definitions

Station (ft) Elevation (ft)

437+61 5086.85

437+75 5086.80

438+00 5086.56

438+25 5086.31

438+50 5086.11

438+60 5086.10

438+75 5086.14

439+00 5086.38

439+00 5086.38

439+25 5086.86

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(437+61, 5086.85) (439+25, 5086.86) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.25 ft

Elevation Range 5086.10 to 5086.86 ft

Flow Area 11.28 ft²

Worksheet for Irregular Section - Basin 6 - Q10=51.9

4/20/2015 1:09:10 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Wetted Perimeter 74.45 ft

Hydraulic Radius 0.15 ft

Top Width 74.45 ft

Normal Depth 0.25 ft

Critical Depth 0.35 ft

Critical Slope 0.00411 ft/ft

Velocity 4.60 ft/s

Velocity Head 0.33 ft

Specific Energy 0.58 ft

Froude Number 2.08

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.25 ft

Critical Depth 0.35 ft

Channel Slope 2.00 %

Critical Slope 0.00411 ft/ft

Worksheet for Irregular Section - Basin 6 - Q10=51.9

4/20/2015 1:09:10 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.25 ft

Discharge 51.90 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 6 - Q10=51.9

4/20/2015 1:09:52 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 30.30 ft³/s

Section Definitions

Station (ft) Elevation (ft)

447+00 5094.07

447+50 5093.57

447+75 5093.32

448+00 5093.07

448+25 5092.88

448+50 5092.77

448+68 5092.75

448+75 5092.75

449+00 5092.82

449+25 5092.94

449+50 5093.07

449+75 5093.19

450+00 5093.32

450+25 5093.44

450+50 5093.57

450+75 5093.69

451+00 5093.82

451+17 5093.86

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(447+00, 5094.07) (451+17, 5093.86) 0.013

Worksheet for Irregular Section - Basin 7 - Q10=30.3

1/27/2015 3:13:36 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.15 ft

Elevation Range 5092.75 to 5094.07 ft

Flow Area 9.02 ft²

Wetted Perimeter 94.57 ft

Hydraulic Radius 0.10 ft

Top Width 94.57 ft

Normal Depth 0.15 ft

Critical Depth 0.21 ft

Critical Slope 0.00485 ft/ft

Velocity 3.36 ft/s

Velocity Head 0.18 ft

Specific Energy 0.33 ft

Froude Number 1.92

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.15 ft

Critical Depth 0.21 ft

Channel Slope 2.00 %

Critical Slope 0.00485 ft/ft

Worksheet for Irregular Section - Basin 7 - Q10=30.3

1/27/2015 3:13:36 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.15 ft

Discharge 30.30 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 7 - Q10=30.3

1/27/2015 3:13:59 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 1340.00 ft³/s

Section Definitions

Station (ft) Elevation (ft)

453+00 5088.02

453+50 5085.12

454+00 5083.09

454+25 5082.42

454+50 5081.97

454+75 5081.74

454+88 5081.72

455+00 5081.74

455+25 5081.97

455+50 5082.42

455+75 5083.09

456+00 5083.97

456+50 5085.77

457+00 5087.57

457+25 5088.46

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(453+00, 5088.02) (457+25, 5088.46) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Worksheet for Irregular Section - Basin 8 - Q10=1340

1/27/2015 3:14:20 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Normal Depth 1.06 ft

Elevation Range 5081.72 to 5088.46 ft

Flow Area 105.45 ft²

Wetted Perimeter 151.22 ft

Hydraulic Radius 0.70 ft

Top Width 151.20 ft

Normal Depth 1.06 ft

Critical Depth 1.72 ft

Critical Slope 0.00236 ft/ft

Velocity 12.71 ft/s

Velocity Head 2.51 ft

Specific Energy 3.57 ft

Froude Number 2.68

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 1.06 ft

Critical Depth 1.72 ft

Channel Slope 2.00 %

Critical Slope 0.00236 ft/ft

Worksheet for Irregular Section - Basin 8 - Q10=1340

1/27/2015 3:14:20 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 1.06 ft

Discharge 1340.00 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 8 - Q10=1340

1/27/2015 3:14:40 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 26.90 ft³/s

Section Definitions

Station (ft) Elevation (ft)

466+85 5123.72

467+00 5123.63

467+25 5123.06

467+50 5122.43

467+75 5122.04

468+03 5121.90

468+25 5121.99

468+50 5122.33

468+75 5122.91

469+00 5123.61

469+25 5124.31

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(466+85, 5123.72) (469+25, 5124.31) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.19 ft

Elevation Range 5121.90 to 5124.31 ft

Worksheet for Irregular Section - Basin 9 - Q10=26.9

1/27/2015 3:15:15 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Flow Area 6.99 ft²

Wetted Perimeter 60.30 ft

Hydraulic Radius 0.12 ft

Top Width 60.30 ft

Normal Depth 0.19 ft

Critical Depth 0.26 ft

Critical Slope 0.00448 ft/ft

Velocity 3.85 ft/s

Velocity Head 0.23 ft

Specific Energy 0.42 ft

Froude Number 1.99

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.19 ft

Critical Depth 0.26 ft

Channel Slope 2.00 %

Critical Slope 0.00448 ft/ft

Worksheet for Irregular Section - Basin 9 - Q10=26.9

1/27/2015 3:15:15 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.19 ft

Discharge 26.90 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 9 - Q10=26.9

1/27/2015 3:15:34 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 58.30 ft³/s

Section Definitions

Station (ft) Elevation (ft)

479+50 5124.41

479+75 5123.91

480+00 5123.61

480+25 5123.51

480+50 5123.61

480+75 5123.81

481+00 5124.01

481+25 5124.21

481+59 5124.41

Roughness Segment Definitions

Start Station Ending Station Roughness Coefficient

(479+50, 5124.41) (481+59, 5124.41) 0.013

Options Current Roughness Weighted Method Pavlovskii's Method

Open Channel Weighting Method Pavlovskii's Method

Closed Channel Weighting Method Pavlovskii's Method

Results

Normal Depth 0.25 ft

Elevation Range 5123.51 to 5124.41 ft

Flow Area 12.58 ft²

Wetted Perimeter 81.96 ft

Worksheet for Irregular Section - Basin 10 - Q10=58.3

1/27/2015 3:17:12 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Hydraulic Radius 0.15 ft

Top Width 81.95 ft

Normal Depth 0.25 ft

Critical Depth 0.36 ft

Critical Slope 0.00412 ft/ft

Velocity 4.63 ft/s

Velocity Head 0.33 ft

Specific Energy 0.59 ft

Froude Number 2.09

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.25 ft

Critical Depth 0.36 ft

Channel Slope 2.00 %

Critical Slope 0.00412 ft/ft

Worksheet for Irregular Section - Basin 10 - Q10=58.3

1/27/2015 3:17:12 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Normal Depth 0.25 ft

Discharge 58.30 ft³/s

Cross Section Image

Cross Section for Irregular Section - Basin 10 - Q10=58.3

1/27/2015 3:17:27 PM

Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

Solve For Normal Depth

Input Data

Channel Slope 2.00 %

Discharge 67.60 ft³/s

Section Definitions

Station (ft) Elevation (ft)

485+75 5106.84

486+00 5106.08

486+25 5105.51

486+50 5105.12

486+75 5104.91

487+00 5104.81

487+16 5104.77

487+50 5104.91

487+75 5105.18

488+00 5105.61

488+25 5106.11

488+50 5106.58

488+75 5106.75

Roughness Segment Definitions

Start Station Ending Station…