100__Red_Rock_Hydraulics_Report_6_14_16.pdf

I

Contents

Section Page

I. Introduction

II. Existing Conditions

III. Drainage Design Criteria and Methodology

IV. Hydrologic Analysis

V. Hydraulic Analysis

VI. Erosion and Sediment Control

VII. Conclusion

VIII. References

Appendices

A Photo Log

B Hydrology

B.1 Drainage Maps for Return Route and Calico 1 Parking Lot

B.2 FEMA FIRM Panel

B.3 Red Rock Canyon Project Rainfall Intensities and Precipitation Depths

B.4 Precipitation Depth versus Return Period Nomographs

B.5 Rainfall Depth-Duration-Frequency Maps

B.6 Rational Formula Method Runoff Coefficients

B.7 Modified Rational Formula Method for Determining Culvert, Parking Lot and Ditch Flows

C Hydraulics

C.1 Return Route

C.1.1 HY-8 – Culvert Calculations

C.1.2 Hydraulic Toolbox – Ditch Calculations

C.2 Calico 1 Parking Lot

C.2.1 HY-8 – Culvert Calculations

C.2.2 Hydraulic Toolbox - Inlet Calculation

I. Introduction

This report describes the hydrologic and hydraulic design recommendations for multiple improvements within Red Rock Canyon National Conservation Area near Las Vegas, Nevada. The improvements are combined into two main projects which are the Scenic Loop Drive and Parking Areas (NV BLM 10(1))

Project and the Low Water Crossing Replacement (NV BLM 10(2)) Project. The Low Water Crossing

Replacement (NV BLM 10(2)) Project was documented in a separate report completed September, 2014.

See Figure 1 for Location Map for the Scenic Loop Drive and Parking Areas (NV BLM 10(1)) Project.

Figure 1 Location Map

A. Project 1 – Scenic Loop Drive and Parking (NV BLM 10(1)) Project

• Rehabilitate Scenic Loop Drive pavement

• Repave and improve drainage of existing parking lots

• Add new parking lots

• Add a new paved roadway from Sandstone Quarry Wash to the Visitor Center

B. Project 2 – Low Water Crossing Replacement (NV BLM 10(2)) Project (covered in separate report September, 2014)

• Sandstone Quarry Wash low water crossing replacement with a bridge (super box) on a new roadway alignment

• Red Rock Wash low water crossing replacement with a bridge (super box) on the same roadway alignment

• Roadway improvements to Moenkopi Road

• Visitor Center parking improvements, including handicapped and overflow Parking

• Three flood warning system devices at the three remaining low water crossings

II. Existing Conditions

A. General

A drainage reconnaissance site investigation of the Red Rock Canyon Scenic Loop Road and adjacent areas to be improved was conducted on August 26, 2013 through August 29, 2013 by

CH2M for the preliminary design effort. A summary of existing drainage observations is included in Table 1. Photos taken during the site visit are included in Appendix A.

The existing Scenic Loop Drive is a maintained one-way paved road with an average width of 24 feet. The road is maintained by the Bureau of Land Management (BLM) and is located in Red

Rock Canyon, just outside of Las Vegas, Nevada.

The Scenic Loop Drive crosses multiple drainage culverts, most of which appear to be functioning well with a small percentage of culverts experiencing minor surface or edge damage.

The horizontal alignment for the Return Route has been revised since 30% to tie-in at either end

(Scenic Loop Drive near Sandstone Quarry and the Visitor Center) with T-intersections and to adjust the southern end of the alignment to the south to minimize the impacts to a historic road.

B. Floodplain Investigation

Red Rock Wash and Sandstone Quarry Wash (Project 2) are located within a Zone A FEMA-regulated floodplain (Reference 1). There are not any FEMA floodplain impacts for this project

(Project 1). See Appendix B.

C. Wetlands

No wetlands were observed within the project disturbance limits.

Table 1 – Site Investigation

Red Rock Canyon Site Visit 8/26/13

Items Observed Comments Photo Number

Scenic Loop Drive Road was closed due to excessive rain (approximately 5 inches in the mountains and 3 inches at Red Rock Canyon).

Sandstone Quarry Wash

Excessive scour (approx. 4') at downstream end of low water crossing. 1'- 2' of sediment, including sand, cobbles, and boulders, was built up on the upstream side of the low water crossing. BLM crews had removed the sediment from the crossing and were in the process of filling in the scour hole. 1

Red Rock Wash BLM crews had been to the site to remove the sediment from the low water crossing. Sediment consisted of sand, cobbles, and boulders.

Sediment was piled to heights between 2 and 4 feet on both sides of the low water crossing. 2

Cottonwood Creek Buried side road culvert 3

Red Rock Wash culvert on Hwy 159

7-bay concrete box culvert. Each bay is 6' tall by 9.5' wide. Improved soffit at upstream end for better hydraulics. Wingwalls at each corner. Riprap guide bank upstream to funnel flows from the wide wash into the culvert.

Localized scour observed around wingwalls. Downstream channel approximately 3' lower than culvert outlet.

Red Rock Canyon Site Visit 8/28/13

Items Observed Comments Photo Number

Visitor's Center Parking

Culvert needed at entrance to lower parking area

Erosion along edge of roadway 5

Curb cuts and rundowns to transport flow from parking area to inlets or flat open areas

6,7

Erosion noted at embankments at curb cut locations.

Existing area inlets in the pavement appear to be working correctly. 8

Some inlets not adequately intercepting flow 9

Low Water Crossing No. 1

Headcutting downstream of low water crossing 10

Upstream channel in close proximity of road 11

Erosion undercutting roadway 12

Calico 1 Vista Parking

Curb and gutter drainage along roadway at Calico 1 Parking 13

Valley gutter outfall from Calico 1 Parking 14

Calico 2 Vista Parking

Embankments appear to be stable 15

Minor erosion from parking lot 16

Sandstone Quarry Parking

Embankments appear to be stable 17

Sandstone Quarry Wash Low Water Crossing

Curb along roadway approaching Sandstone Quarry Wash low water crossing

Filled scour hole at downstream side of low water crossing 19

High Point Parking Erosion undercutting pavement 20

Embankment erosion 21

White Rock Entrance Parking

Erosion at White Rock Entrance parking 22

White Rock Parking

Roadway to White Rock parking is dug down below surrounding ground to reduce visual impacts. Does not drain. Holds water during rainstorms.

Willow Springs Parking

Parking lot erosion 23

Sediment deposition at foot bridge 24

Ice Box Canyon East Parking

Minor erosion off of paved area 25

Curb along pull out area 26

Erosion off edge of asphalt 27

Items Observed Comments Photo Number

Red Rock Wash Low Water Crossing

Sediment piles excavated from roadway at crossing 28

Red Rock Wash Overlook Parking

No major drainage or erosion issues 29

Pine Creek Canyon Parking

No major drainage or erosion issues 30

Cottonwood Parking

HDPE pipe outlet with sediment accumulation 31

No major drainage or erosion issues at parking area 32

Scenic Loop Drive 92" high by 136" wide corrugated steel pipe with some invert abrasion and a scour hole at the downstream end.

33,34,35,36

Moenkopi Road Drainage ditch along Moenkopi Road 37

Items Observed Comments Photo Number

Park Entrance Rock Gabions used for embankment stabilization. The BLM would prefer to have these removed. 38

Ponding at entrance drive.

Scenic Loop Drive Debris on inlet at station 1127+00 40

Scenic Loop Drive Curb cut and rundown 41

Erosion undercutting roadway at Sandstone Quarry parking driveway 42

Sandstone Quarry Wash Low Water Crossing

Sandstone Quarry Wash looking downstream to the low water crossing. 43

Scenic Loop Drive Culvert at Station 1155+00 near Sandstone Quarry Wash low water crossing

Scenic Loop Drive Some sediment deposition in culvert at Station 1175+00 45

Scenic Loop Drive Curbed RCP down drain pipe 46

Low Water Crossing No. 3

Low Water Crossing No. 3 on curve. May need to modify grading upstream to avoid runoff bypassing the crossing.

Scenic Loop Drive Curb and inlet near Station 1374+00 48

Scenic Loop Drive Curb and inlet near Station 1420+00 49

Scenic Loop Drive Asphalt and CMP rundown 50

III. Drainage Design Criteria and Methodology

A. General

The drainage design for both projects will be in accordance with the Federal Lands’ Project

Development and Design Manual (PDDM) Chapter 7 (Reference 2).

The paved Scenic Loop Drive and the paved Sandstone Quarry loop alignment are High-Standard roads.

B. Hydrology

The Clark County Regional Flood Control District Hydrologic Criteria and Drainage Design Manual

(HCDDM) (Reference 3) was followed to determine the peak flow rates for Sandstone Quarry and Red Rock Washes. Though the National Oceanic and Atmospheric Administration (NOAA) now recommends Atlas 14 for Nevada, Clark County and its HCDDM continue to use NOAA Atlas

2 to determine rainfall depths. The National Resource Conservation Service (NRCS) SCS Unit

Hydrograph method was used to calculate runoff values for drainage basins with areas larger than 150 acres per the HCDDM. The Modified Rational Formula Method will be used for design of the parking lot drainage.

C. Hydraulic Analysis

1. Culverts

Culverts should have a slope between 2% and 10% though slopes as flat at 0.5% may be used where pipe cover is an issue. Culverts should comply with the criteria below:

Table 2 – Culvert Design Criteria

Culvert Type Design Storm Minimum

Diameter/Span HW/D

Roadway Crossing 50-year 24-inch 1.2 to 1.5 (<48”)

Parallel Ditch Culvert 10-year 18-inch 1.5

Parking Lot 10-year 18-inch 1.5

Existing culverts requiring extensions will be extended in kind without hydrologic and hydraulic analysis.

For new culverts, the design WSEL shall not exceed the bottom of the roadway or parking lot aggregate base layer.

New culverts larger than 48 inches in diameter shall have headwalls and wing-walls.

Headwalls shall have beveled edges. New culverts 48 inches in diameter and less shall have end sections. No headwalls or end sections shall be added to existing culverts.

Metal culverts and concrete pipes shall have a minimum service life of 50 years. Metal culverts will use a minimum 14 gage pipe thickness to achieve the required minimum service life and will not use bituminous coatings. Plastic pipes shall not be used.

Provide final designs for outlet energy dissipation for all culverts based on CFLHD standard for placed riprap, except for the box culvert which is based on HEC-14 (Reference 4).

2. Roadside Ditches

The 10-year storm event will be used for sizing proposed roadside ditches. The WSEL should not exceed the bottom of the roadway aggregate base layer.

A ditch stabilization analysis will be performed using a D50 of 2 inches to represent the existing course, gravelly soil conditions in FHWA’s Hydraulic Toolbox Software using the channel lining design analysis calculator to determine if the ditch lining is stable or will need riprap protection.

3. Pavement Drainage

The 10-year storm event will be used for sections of the loop road that have barrier or curb.

The allowable spread is 3 feet into one travel lane. The allowable depth in parking areas is 6 inches during the 10-year event.

D. Erosion Control

Temporary Best Management Practices (BMP) as shown in the standard CFL details will be used for control of erosion during construction.

IV. Hydrologic Analysis

A. Scenic Loop Road, Parking and Return Route

The Clark County Regional Flood Control District Hydrologic Criteria and Drainage Design Manual

(HCDDM) was followed to determine 1 hour precipitation depths. Though the National Oceanic and Atmospheric Administration (NOAA) now recommends Atlas 14 for Nevada, Clark County and its HCDDM continue to use the NOAA Atlas 2 Rainfall Depth – Duration – Frequency Maps

(included in the HCDDM) and procedures to determine point rainfall depths. The NOAA Atlas 2 point values were adjusted by the United States Army Corps of Engineers (USACE) precipitation adjustment ratios and depth-area reduction factors shown in Tables 501 and 502 of the HCDDM.

For use with the Modified Rational Formula Method, storm precipitation depths for storm durations less than 1 hour were determined from the HCDDM Table 504, “Factors for Durations of Less than One-Hour”. The Modified Rational Formula Method was used for drainage basins smaller than 150 acres. The design of the parking lot, ditch, inlets, and culvert drainage utilized the Modified Rational Formula Method.

For drainage basins larger than 150 acres, runoff was calculated using the U.S. Geological Survey

Water-Supply Paper 2433, “Methods for Estimating Magnitude and Frequency of Floods in the

Southwestern United States” (Reference 5). Runoff calculation results are included in Appendix

B of this report.

V. Hydraulic Analysis

A. Scenic Loop Drive and Parking

Drainage and stabilization improvements are proposed along the Scenic Loop Drive and at the following parking areas:

1. Parking Areas

Fee Station – No drainage analysis was performed for the Fee Station or adjacent parking area.

Calico 1 Vista Parking – This parking lot has the largest expansion of new parking area for this project. The impervious areas for Calico 1 are shown in Appendix B. The new impervious area added to this parking lot is 0.99 acres. Therefore treatment for the water quality volume will not be required for this parking lot.

This parking lot drains to the southeast via valley gutters in the aisles of the parking lot.

Three catch basins per FLH standard detail 604-7 were used to intercept runoff. Flow that bypasses the catch basins will drain along the eastern curb of the entrance to the parking lot to a proposed riprap ditch near Station 1049+24, Scenic Loop Drive. FHWA’s Hydraulic

Toolbox (Reference 6) was used to check the depth of water at the catch basin. FHWA’s HY-

8 (Reference 7) was used to analysis the culvert. Calculation results are included in

Appendix C of this report.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

Calico 2 Vista Parking – The runoff was calculated at a low point near the southeast portion of the parking lot. The parking lot will drain to the low point and will be collected by a catch basin per FLH detail 604-6 and out through a culvert.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

Sandstone Quarry Parking – The runoff was calculated at the two low points of near the southwest and southeast corners of the parking lot where water flows overland to the curbs. The concentrated runoff will be intercepted per Special Detail 251-A Riprap Ditch.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

A 60-foot concrete low water crossing has been added to limit the sediment on the ingress road from the Scenic Loop Drive. The extents of the low water crossing have been limited to the location of the highest sediment load on the ingress road.

High Point Overlook Parking – Due to the curbs along the retaining walls, two catch basins and culverts were added to the southeast and southwest corners at low points of the parking lot per FLH standard detail 604-6 to intercept runoff. Since the contributing drainage area is smaller than Calico 1, the inlet and pipe sizes from Calico1 were used with no separate calculations being performed.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

White Rock Entrance Parking – No anticipated drainage improvements.

White Rock Roadside Parking – No anticipated drainage improvements.

White Rock Trailhead and Parking Lot – No anticipated drainage improvements.

Lost Creek Canyon Parking – The runoff was calculated at a point where water is being trapped by the landscaped area and the northern curb and at a point along the southeastern curb near the relocated restroom prior to runoff flowing onto the Scenic Look

Drive. The water was collected in catch basins per FLH standard detail 604-6 and discharged through culverts to the southeast. Since the contributing drainage area is smaller than Calico

1, the inlet and pipe sizes from Calico1 were used with no separate calculations being performed.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

Willow Springs Parking – The runoff was calculated at two low points of the parking lot near the southeast corners of the angled parking and the southwest corner of the main parking lot. Runoff from the parking lot will drain via overland flow to curbs where it will then be conveyed as concentrated flow to riprap ditches per Special Detail 251-A Riprap Ditch.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

Ice Box Canyon Parking – The runoff was calculated at a point where water is being trapped by the landscaped area and the northern curb and at a point along the southeastern curb near the relocated restroom prior to runoff flowing onto the Scenic Look Drive. The water was collected in catch basins per FLH standard detail 604-6 and discharged through culverts to the southeast. Since the contributing drainage area is smaller than Calico 1, the inlet and pipe sizes from Calico1 were used with no separate calculations being performed.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

Red Rock Wash Overlook Parking – No anticipated drainage improvements.

Pine Creek Canyon Parking – Near the southwest corner of the parking lot, a small portion of the runoff will drain to a curb and be collected in a catch basin per FLH standard detail

604-6 and discharged through a culvert to the west. The remainder of the runoff will drain via overland flow to the southeast across the parking lot with no curbs along the southeast edge to concentrate the flow. No drainage improvements are provided along this side of the parking lot.

Permanent ground cover stabilization including rock and vegetation was provided at unpaved disturbed areas.

B. Return Route

1. Culvert Analysis

The hydraulics for the culvert crossings were analyzed using the FHWA’s, HY-8 software.

The HY-8 models used survey data developed from recent survey data provided by the

Barajas Group in April and May of 2014.

Culvert material options were provided where feasible. A Manning’s roughness value of

0.012 for concrete and 0.024 for corrugated metal were used for analysis. Culvert tailwater conditions were estimated from the surveyed outlet channel geometry and a Manning’s roughness value of 0.04. HY-8 results are shown in Appendix C.

2. Ditch Analysis

The ditches were analyzed using FHWA’s Hydraulic Toolbox Software. In the channel analysis calculator, v-ditches were analyzed with either a 1:4 or 1:3 foreslope and a 1:3 backslope. The depth of flow was checked using the flattest slope within a ditch run. This depth was checked to ensure the runoff was contained within the ditches provided and that the water surface was not in the roadway aggregate base layer.

Then using the channel lining design analysis calculator, the ditches were further analyzed to determine if the natural, desert materials would be stable. For the ditches where existing materials were not stable, Class 2 riprap (D50 = 8 to 11 inches) per FP-14 was used for ditches with longitudinal slopes up to and including of 8% and Class 4 riprap (D50 = 14 to 17 inches) per FP- was used for ditches with longitudinal slopes greater than 8%. Hydraulic

Toolbox results are shown in Appendix C.

VI. Erosion and Sediment Control

A. Construction BMPs

Inlet protection is placed at all culverts in locations where disturbance takes place to control eroded sediments from leaving the project roadways and parking lots. Rock check dams are placed where stormwater leaves the site such as where cut ditches daylight to fill slopes, culvert outlets and proposed ditches transition to offsite ditches. Stabilized construction entrances provide additional sediment control.

B. Permanent BMPs

The current quality of water that flows through the washes is assumed to be typical of desert washes (i.e., high in suspended solids and variable in dissolved solids). Due to the temporal nature of the stormwater runoff and its hydrologic isolation of the system from any perennial surface water bodies or groundwater, stormwater from these washes will not result in negative impacts to surface water quality.

Permanent BMPs will be used to limit erosion and directly connected impervious areas will also be minimized. Stabilization of roadside ditches will be provided for ditches where the course, gravelly natural ditch materials would be eroded. The embankment along the left side of the

Scenic Loop Drive between Stations 1017+70 and 1022+00 will be covered with riprap to protect against erosion. Roadway drainage will generally sheet flow over earthen embankment.

Treatment for the water quality volume is required for parking lots which add 1 acre or more of new impervious area. Calico 1 has the largest increase of new impervious area of 0.99 acres, therefore no parking lots will be required to treat the water quality volume.

VII. Conclusion

A. Scenic Loop Drive and Parking

This report documents drainage and stabilization assumptions and design for the Scenic Loop

Drive and various parking areas.

B. Return Route

1. Culvert Analysis

Eight new culverts along the Return Route were analyzed. Due to the nature of the runoff from the alluvial areas, a high sediment load is expected increasing the bulking component. Culverts have been upsized one foot in diameter (or the equivalent arch size) for the plans to allow for future sedimentation. Table 3 lists the culverts and hydraulic information.

2. Ditch Analysis

The standard ditch depth per the typical sections is 9 inches. This depth is adequate for the ditches except at the following locations:

• Station 2037+84 and 2039+81, right – 1.0 feet

• Station 2061+00 to 2081+10, right – 1.6 feet

• Station 2113+70 to 2127+45, left – 1.1 feet

By making these ditches deeper the water surface will remain below the roadway aggregate base layer.

Table 3 – Culvert Summary

Station Flow (cfs)

Pipe

Slope*

Hydraulic Size

(in)

Recommended

Pipe Size (in) HW50 HW50 / D Riprap

Class** Comments

Q50 Q100 % RCP CMP RCP CMP RCP CMP RCP CMP

2014+88 4 5 5.10 12 15 24 30 4200.92 4200.80 1.48 1.09 3 Return Route

2032+15 57 65 3.18 36 42 48 54 4115.04 4115.09 1.36 1.18 4 Return Route

2037+70 15 17 0.84 24 24 36 36 4093.80 4094.37 1.05 1.34 3 Return Route

2085+29 29 33 3.03 30 30 42 42 3860.00 3860.66 1.12 1.38 4 Return Route

2087+08 74 85 4.67 42 42 54 54 3856.53 3857.67 1.20 1.53 4 Return Route

2105+35 495 710 0.51 14’x8’ CBC 14'x8' CBC 3797.63 0.89 3 Return Route;

Assume buried 2.5 ft

2107+77 4 5 4.43 12 15 24 30 3794.54 3794.42 1.49 1.10 3 Return Route

2127+45 20 23 2.19 24 30 36 42 3741.71 3741.57 1.32 1.00 4

Return Route; Use

49" x 33" CMPA

(equivalent 42"

CMP) due to low roadway profile connecting to Visitor

Center.

1061+80 4 4 1.74 12 15 24 30 3966.58 3966.53 1.46 1.13 3

Scenic Loop near

Calico 1

* Pipe Slope includes flared end sections

** Riprap Class Per CFL Standard Detail C251-50

VIII. References

1. Flood Insurance Rate Maps, Federal Emergency Management Agency, FM32003C2125E, Revised

September 27, 2002 and FM32003C2125F, Revised November 16, 2011.

2. Federal Highway Administration, 2011. “Federal Lands Highway Project Development and

Design Manual”, U.S. Department of Transportation, Washington, DC.

3. Clark County Regional Flood Control District Hydrologic Criteria and Drainage Design Manual, August 12, 1999.

4. U.S. Department of Transportation, Federal Highway Administration (FHWA), Hydraulic

Engineering Circular, HEC-14 Hydraulic Design of Energy Dissipators for Culverts and Channels, Pub. No. FHWA-NHI-06-086, 3rd Edition, Arlington, Virginia, July, 2006.

5. Thomas, Blakemore, Hjalmarson, H.W., Waltermeyer, S.D., Methods for Estimating Magnitude and Frequency of Floods in the Southwestern United States: U.S. Geological Survey, Water

Supply Paper 2433.

6. U.S. Department of Transportation, Federal Highway Administration (FHWA), FHWA Hydraulic

Toolbox, manual and software, Version 4.2, Lakewood, Colorado, August,2014.

7. U.S. Department of Transportation, Federal Highway Administration (FHWA), FHWA HY-8, manual and software, Version 7.30, Lakewood, Colorado, August,2014.

APPENDIX A

Photo Log

Red Rock Canyon

1 Sandstone Quarry Wash Low Water

Crossing

3 Cottonwood Creek Side Road Culvert

2 Red Rock Wash Low Water Crossing

4 Red Rock Wash Culverts at Highway 159

5 Visitor’s Center Parking

7 Visitor’s Center Parking

9 Visitor’s Center Parking

6 Visitor’s Center Parking

8 Visitor’s Center Parking

10 Low Water Crossing No. 1

11 Low Water Crossing No. 1

13 Calico 1 Vista Parking

15 Calico 2 Vista Parking

12 Low Water Crossing No. 1

14 Calico 1 Vista Parking

16 Calico 2 Vista Parking

17 Sandstone Quarry Parking

19 Sandstone Quarry Wash

21 High Point Parking

18 Approaching Sandstone Quarry Wash

20 High Point Parking

22 White Rock Entrance Parking

23 Willow Springs Parking

25 Ice Box Canyon Parking

27 Ice Box Canyon Parking

24 Willow Springs Parking

26 Ice Box Canyon Parking

28 Red Rock Wash Low Water Crossing

29 Red Rock Wash Overlook Parking

31 Cottonwood Parking

33 Scenic Loop Road – Station 1345+00

30 Pine Creek Canyon Parking

32 Cottonwood Parking

34 Scenic Loop Road – Station 1345+00

35 Scenic Loop Road – Station 1345+00

37 Moenkopi Road

39 No Photo

36 Scenic Loop Road – Station 1345+00

38 Park Entrance

40 Scenic Loop Road

41 Scenic Loop Road

43 Sandstone Quarry Wash

45 Scenic Loop Road – Sediment

42 Scenic Loop Road

44 Culvert Near Sandstone Quarry Wash

46 Scenic Loop Road – Down Drain

47 Low Water Crossing No. 3

49 Scenic Loop Road – Inlet at Mile 8

48 Scenic Loop Road – Inlet

50 Scenic Loop Road – Down Drain

APPENDIX B

Hydrology

B.1 Drainage Maps for Return Route and Calico 1 Parking Lot

B.2 FEMA FIRM Panel

B.3 Red Rock Canyon Project Rainfall Intensities and Precipitation Depths

B.4 Precipitation Depth versus Return Period Nomographs

B.5 Rainfall Depth-Duration-Frequency Maps

B.6 Rational Formula Method Runoff Coefficients

B.7 Modified Rational Formula Method for Determining Culvert, Parking Lot and Ditch Flows

Riprap, Class 2

(to be removed)

Existing impervious area

392039

4020 4025

P

M c p w w o r k d ir d e n c s it z e d E x h ib it D r a in a g e C a li c o .d g n

U s e r c s it z e

STATE PROJECT

NO.

SHEET

NV NV BLM 10 (1)

IMPERVIOUS AREA PLAN

DRAINAGE BASIN PLAN

EXHIBIT 2

Scenic Loop Drive

Scenic Loop Drive

IMPERVIOUS AREA

BASIN PLAN AND

PARKING LOT DRAINAGE

PROPOSED CALICO 1

Stabilized construction entrance

Drainage basin

Proposed riprap apron

Flow arrow

Proposed drop inlet end sections Proposed pipe culvert with

Legend:

Overland & concentrated flow

* Flows were calculated using the Modified Rational Formula Method (Q=KCIA, where K=0.5).

Existing impervious area

(landscaping)

Proposed pervious area

Added impervious area

Legend:

C3

Culvert C8

Culvert C7

Culvert C6

Culvert C5

Culvert C4

Culvert C3

Culvert C2

Culvert C1

Visitor Center drainage basin details.

see exhibit 2 for

Calico 1 Parking Lot, P

M c p w w o r k d ir d e n c s it z e d E x h ib it D r a in a g e R e tu r n R o u te E x h ib it .d g n

U s e r c s it z e

STATE PROJECT

NO.

SHEET

NV NV BLM 10 (1)

C6

C5

C4

C2

C1

C7

R e d R o c k C a n y o n R o a d

Loop

S cen ic

Drive

Ret urn Rout e

2000’1000’0

Scale in Feet

Drainage basin

Proposed pipe culvert with end sections

Flow arrow

EXHIBIT 1

C8

Proposed pipe culvert with headwalls

Legend:

Overland & concentrated flow

PLAN ALONG RETURN ROUTE

PROPOSED DRAINAGE BASIN

0 2

Method (Q=KCIA, where K=0.5).

Unless otherwise noted, flows were calculated using the Modified Rational Formula

Return RouRRRRR te

Red Rock Canyon Project Rainfall Intensities and Precipitation Depths Date created: 3/3/2014 Project: Red Rock Canyon Last updated:

County: Clark County Input Values Location: T20S & T21S, R58E & R59E

Procedure is from the Clark County Regional Flood Control District (CCRFCD) Hydrologic Criteria and Drainage Design (HCDDM) Manual Return Period

Step II &

III

Step IV:

Eq 503

Step IV:

Eq 504

Year 6-Hour 24-Hour 1-Hour 2-Hour 3-Hour 1-Hour 2-Hour 3-Hour 6-Hour 1-Hour 2-Hour 3-Hour 6-Hour 1-Hour 2-Hour 3-Hour 6-Hour 2 1.2 1.6 0.84 0.96 1.04 0.84 0.96 1.04 1.20 0.84 0.96 1.04 1.20 0.83 0.95 1.03 1.19

10 1.8 - 1.30 1.47 1.58 1.61 1.82 1.96 - - - - - - - - - 50 2.4 - 1.85 2.04 2.16 2.57 2.83 3.01 3.34 2.57 2.83 3.01 3.34 2.55 2.81 2.98 3.31

100 2.8 3.8 2.05 2.31 2.48 2.93 3.30 3.54 4.00 2.93 3.30 3.54 4.00 2.91 3.27 3.51 3.97

Short Duration Intensities for use with the Rational Method (see Step V)

60 120

(in) (in/hr) (in) (in/hr) (in) (in/hr) (in) (in/hr) (in) (in/hr) (in/hr) (in/hr)

10 1.61 0.47 5.61 0.73 4.35 0.92 3.68 1.27 2.55 1.61 1.61 - - 50 2.57 0.75 8.95 1.16 6.94 1.47 5.86 2.03 4.06 2.57 2.57 2.55 1.40

100 2.93 0.85 10.21 1.32 7.92 1.67 6.69 2.32 4.64 2.93 2.93 2.91 1.63

Step I : Calculation of 2, 10, 50, and 100-year, 6-hour and 24-hour precipitation values from Figures 501 - 512 Step II : Calculation of 2-year, 1-hour and 100-year, 1 hour rainfall from equation 501 and 502 where, X1= 2-yr, 6-hr value from Standard Form 3 (in)= 1.2 in X2= 2-yr, 24-hr value from Standard Form 3 (in)= 1.6 in X3= 100-yr, 6-hr value from Standard Form 3 (in)= 2.8 in X4= 100-yr, 24-hr value from Standard Form 3 (in)= 3.8 in calculated Y2= 2-yr, 1-hr estimated value (in)= 0.84 in Y100= 100-yr, 1-hr estimated value (in)= 2.05 in

8/5/2015 11:06

Figures 501 - 512 Table 502: Culverts (except Culvert @ 2087+08)

Table 502: Culvert @ 2087+08

Duration (min)

Culvert

2087+08

Table 501: 1-3 & 6 hr x Table 501 Ratios

Return Period

(yr)

Adjusted 1-

Hour 5 10 15 30

Duration (min) all culverts

Red Rock Canyon Project Rainfall Intensities and Precipitation Depths Date created: 3/3/2014 Project: Red Rock Canyon Last updated:

County: Clark County Input Values Location: T20S & T21S, R58E & R59E

8/5/2015 11:06

Step III: Calculation of 10-year and 50-year, 1-hour depth from Step IV : Calculation of 2-, 10-, 50-, and 100-year, 2 hour rainfall from equations 503 and 504 and Figure 520 (Standard Form 3) increase rainfall per Table 501 and decrease rainfall per Table 502.

Table 502: Decrease for areas > 0.5 sq miles Areas and Interpolated Reduction Factors:

0.00 sq mile 1.00 (all culverts) Table 501: Increase for durations < 6-hour 0.23 sq mile 0.99 culvert @ sta 2087+08)

Step V: Calculation of intensities for short durations for use with the Rational Method

Table 504: Factors for Durations Less than 1-hour 5 10 15 30

0.29 0.45 0.57 0.79 Duration (min) Ratio to 1-hour i10 i50 i100 Q10 Q50 Q100

2014+55 0.5 0.61 6.94 7.92 1.95 4 5 2032+15 0.5 0.52 3.51 4.01 62.8 57 65 2037+70 0.5 0.51 3.00 4.78 5.46 12.2 9 15 17 2085+29 0.5 0.51 2.46 3.91 4.47 28.88 18 29 33 2087+08 0.5 0.51 1.96 2.25 147.85 74 85 2105+35 493 495 710 2107+77 0.5 0.51 5.38 6.14 2.91 4 5 2127+45 0.5 0.52 2.02 3.22 3.67 24.4 13 20 23

1061+80 0.5 0.67 6.94 7.92 1.51 3.5 4.0

Culvert Runoff Summary Table

Peak Runoff (cfs)

Return Route

Scenic Loop Drive (near Calico 1)

Regression Equation

Culvert Station

Intensity (in/hr) K C Area (ac)

Flow Calculations for Culvert at 2014+88 Made By: AKL 5/13/2015 Checked By: SK 6/16/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Tc: 10 min i50 = 6.94 in/hr i100 = 7.92 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 1.47 0.74

0.93 0.48 0.45

Total 1.95 1.18

Weighted C =Total CA / Total Area Weighted C = 0.61

Q = KCIA

Q50 = 4 cfs Q100 = 5 cfs

Description Undeveloped Area ‐ Natural Vegetation

Paved

Flow Calculations for Culvert at 2032+15 Made By: AKL 5/14/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Total Time: 41.0 min i50 = 3.51 in/hr i100 = 4.01 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 60.58 30.29

0.93 2.22 2.06

Total 62.8 32.35

Weighted C =Total CA / Total Area Weighted C = 0.52

Q = KCIA

Q50 = 57 cfs Q100 = 65 cfs

Description alorincz Text Box 40.8

Flow Calculations for Culvert at 2037+70 Made By: AKL 5/15/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Total Time: 24.0 min i10 = 3.00 in/hr i50 = 4.78 in/hr i100 = 5.46 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 11.92 5.96

0.93 0.28 0.26

Total 12.2 6.22

Weighted C =Total CA / Total Area Weighted C = 0.51

Q = KCIA

Q10 = 9 cfs Q50 = 15 cfs Q100 = 17 cfs

Description

Flow Calculations for Culvert at 2085+29 Made By: AKL 5/18/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Total Time: 33.0 min i10 = 2.46 in/hr i50 = 3.91 in/hr i100 = 4.47 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 28.10 14.05

0.93 0.78 0.73

Total 28.88 14.78

Weighted C =Total CA / Total Area Weighted C = 0.51

Q = KCIA

Q10 = 18 cfs Q50 = 29 cfs Q100 = 33 cfs

Description

Flow Calculations for Culvert at 2087+08 Made By: AKL 5/18/2015

The culverts at 2032+15 and 2037+70 contibute to the culvert at 2087+08 drainage area.

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Add time from culvert at 2032+15 (41 min) Total Time: 91.0 min i50 = 1.96 in/hr i100 = 2.25 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 72.68 36.34

0.93 0.17 0.16

62.8 32.35

12.2 6.22

Total 147.85 75.07

Weighted C =Total CA / Total Area Weighted C = 0.51

Q = KCIA

Q50 = 74 cfs Q100 = 85 cfs

Description Undeveloped Area ‐ Natural Vegetation

Paved Areas from Culvert at 2032+15 Areas from Culvert at 2037+70

Project: Red Rock Canyon/ 2105+35 County: Clark County Location: T20S & T21S, R58E & R59E

0.77 mi²

Using U.S. Geological Survey Water-Supply Paper 2433, "Methods for Estimating Magnitude and Frequency of Floods in the Southwestern United States" From Table 14 - Regression (Hybrid) equation for estimating regional flood-frequency relations for the Southern Great Basin Region 10, For 50-yr recurrence interval, where, Q= peak discharge (ft3/s) AREA= drainage area (mi2) i.e. Q50= 495 ft³/s

For 100-yr recurrence interval, where, Q= peak discharge (ft3/s) AREA= drainage area (mi2) i.e. Q100= 710 ft³/s

Computation of Peak Discharge (Qp) by Regression Method

Flood Region of the project location= Project Drainage area=

Flow Calculations for Culvert at 2107+77 Made By: AKL 5/18/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Total Time: 19.0 min i50 = 5.38 in/hr i100 = 6.14 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 2.87 1.44

0.93 0.04 0.04

Total 2.91 1.47

Weighted C =Total CA / Total Area Weighted C = 0.51

Q = KCIA

Q50 = 4 cfs Q100 = 5 cfs

Description

Flow Calculations for Culvert at 2127+45 Made By: AKL 5/18/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Total Time: 47.0 min i10 = 2.02 in/hr i50 = 3.22 in/hr i100 = 3.67 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 23.37 11.69

0.93 1.03 0.96

Total 24.4 12.64

Weighted C =Total CA / Total Area Weighted C = 0.52

Q = KCIA

Q10 = 13 cfs Q50 = 20 cfs Q100 = 23 cfs

Description

Flow Calculations for Culvert at 1061+80 Made By: 6/13/2015

Modified Rational Formula Method (Section 604, Equation 608) was used to determine the flows for the culvert analysis since the drainage area is less than 150 ac.

where K = 0.5, local adjustment factor C = Runoff coefficient I = Average intensity of rainfall, in/hr A = Contributing baisn area, acres

Rainfall Intensity Calculations:

Time of Concentration Calculation using Standard Form 4 (next page).

Total Time: 10 min i50 = 6.94 in/hr i100 = 7.92 in/hr

C and A Calculations:

Weighted "C" Calculation

C A (ac) CA (ac)

0.50 0.92 0.46

0.93 0.59 0.55

Total 1.51 1.01

Weighted C =Total CA / Total Area Weighted C = 0.67

Q = KCIA

Q50 = 4 cfs Q100 = 4 cfs

Description

1061+80

Sta. 1061+80

Modified Rational Formula Method for Determining Parking Lot Flows Project: Red Rock Canyon ‐ NV_BLM_10(1)

Input Values

Assume minimum duration of 5 minutes

CALICO 1 ‐ N CULVERT 10.0 5.61 0.5 0.90 0.58 1.46

CALICO 1 ‐ S CULVERT 10.0 5.61 0.5 0.90 1.22 3.08

CALICO 2 ‐ RIPRAP DITCH 10.0 5.61 0.5 0.90 0.43 1.09

CALICO 2 10.0 5.61 0.5 0.90 0.25 0.63

SANDSTONE QUARRY ‐ SW 10.0 5.61 0.5 0.90 0.36 0.91

SANDSTONE QUARRY ‐ SE 10.0 5.61 0.5 0.90 0.48 1.21

HIGH POINT ‐ SE 10.0 5.61 0.5 0.90 0.21 0.53

HIGH POINT ‐ SW 10.0 5.61 0.5 0.90 0.18 0.45

WILLOW SPRINGS ‐ SW 10.0 5.61 0.5 0.90 0.32 0.81

WILLOW SPRINGS ‐ SE 10.0 5.61 0.5 0.90 0.56 1.41

LOST CREEK 10.0 5.61 0.5 0.90 0.44 1.11

ICE BOX 10.0 5.61 0.5 0.90 0.33 0.83

PINE CREEK 10.0 5.61 0.5 0.90 0.13 0.33

Modified Rational Formula Method for Determining Ditch Flows Project: Red Rock Canyon ‐ NV_BLM_10(1)

Input Values Assume minimum duration of 10 minutes

Slope ft / ft

2000+20 to 2001+32, LT 10.0 4.35 0.5 0.50 0.17 0.18 4269 4267.54 112 0.013 2013+89 to 2015+00, LT 10.0 4.35 0.5 0.61 1.95 2.59 4203 4200 73 0.041 2033+53 to 2037+35, LT 10.0 4.35 0.5 0.62 0.80 1.07 0.046 2037+84 to 2039+81, RT 0.08 2039+70 to 2042+70, LT 10.0 4.35 0.5 0.50 0.77 0.84 0.08 2039+85 to 2061+00, RT 10.0 3.68 0.5 0.51 9.3 8.73 0.08 2061+00 to 2081+10, RT 0.08 2113+70 to 2127+45, LT 1061+69 to 1056+35, LT (Calico) 10.0 3.68 0.5 0.67 1.51 1.86 3964.1 3955 230 0.040

From Roadway Profile From Roadway Profile

See Culvert at 2085+29 ‐ Q10 calculation From Roadway Profile

Slope Ditch Length

EL Up EL Dn

From Roadway Profile From Roadway Profile

See Culvert at 2127+45 ‐ Q10 calculation

See Culvert at 2037+70 ‐ Q10 calculation

Parking Lots

5/29/2014 8/6/2015

K: Local Adjust Factor

C: Runoff Coefficient

A: Area (acres)

Q10: Peak Flow Rate

(cfs)

Return Period (yr)

I: Intensity 5 min (in/hr)

5/29/2014 8/6/2015

Return Route Return Period (yr)

I: Intensity 10 min (in/hr)

K: Local Adjust Factor

C: Runoff Coefficient

A: Area (acres)

Q10: Peak Flow Rate

(cfs)

APPENDIX C

Hydraulics

C.1 Return Route

C.1.1 HY‐8 – Culvert Calculations

C.1.2 Hydraulic Toolbox – Ditch Calculations

C.2 Calico 1 Parking Lot

C.2.1 HY‐8 – Culvert Calculations

C.2.2 Hydraulic Toolbox ‐ Inlet Calculations

HY-8 Culvert Analysis Report Site Data - C1 - 2014+88 - RCP

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 4199.44 ft

Outlet Station: 61.00 ft

Outlet Elevation: 4196.33 ft

Number of Barrels: 1

Culvert Data Summary - C1 - 2014+88 - RCP Barrel Shape: Circular

Barrel Diameter: 1.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Grooved End Projecting

Inlet Depression: NONE

Tailwater Channel Data - C1 - 2014+88 - RCP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 6.00 ft

Side Slope (H:V): 10.00 (_:1)

Channel Slope: 0.0600

Channel Manning's n: 0.0400

Channel Invert Elevation: 4196.33 ft

Roadway Data for Crossing: C1 - 2014+88 - RCP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 4203.80 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C1 - 2014+88 - RCP

Headwater Elevation

(ft) Total Discharge (cfs) C1 - 2014+88 - RCP

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4199.44 0.00 0.00 0.00 1

4199.82 0.50 0.50 0.00 1

4200.00 1.00 1.00 0.00 1

4200.16 1.50 1.50 0.00 1

4200.29 2.00 2.00 0.00 1

4200.43 2.50 2.50 0.00 1

4200.57 3.00 3.00 0.00 1

4200.73 3.50 3.50 0.00 1

4200.92 4.00 4.00 0.00 1

4201.14 4.50 4.50 0.00 1

4201.39 5.00 5.00 0.00 1

4203.80 8.35 8.35 0.00 Overtopping

12" RCP

Site Data - C1 - 2014+88 -CMP Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 4199.44 ft

Outlet Station: 61.00 ft

Outlet Elevation: 4196.33 ft

Number of Barrels: 1

Culvert Data Summary - C1 - 2014+88 -CMP Barrel Shape: Circular

Barrel Diameter: 1.25 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

Tailwater Channel Data - C1 - 2014+88 - CMP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 6.00 ft

Side Slope (H:V): 10.00 (_:1)

Channel Slope: 0.0600

Channel Manning's n: 0.0400

Channel Invert Elevation: 4196.33 ft

Roadway Data for Crossing: C1 - 2014+88 - CMP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 4203.80 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C1 - 2014+88 - CMP

Headwater Elevation

(ft) Total Discharge (cfs) C1 - 2014+88 -CMP

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4199.44 0.00 0.00 0.00 1

4199.84 0.50 0.50 0.00 1

4200.00 1.00 1.00 0.00 1

4200.14 1.50 1.50 0.00 1

4200.27 2.00 2.00 0.00 1

4200.40 2.50 2.50 0.00 1

4200.53 3.00 3.00 0.00 1

4200.66 3.50 3.50 0.00 1

4200.80 4.00 4.00 0.00 1

4200.95 4.50 4.50 0.00 1

4201.11 5.00 5.00 0.00 1

4203.80 9.51 9.51 0.00 Overtopping

15" CMP

Site Data - C2 - 2032+15 - RCP

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 4110.96 ft

Outlet Station: 104.00 ft

Outlet Elevation: 4107.66 ft

Number of Barrels: 1

Culvert Data Summary - C2 - 2032+15 - RCP Barrel Shape: Circular

Barrel Diameter: 3.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Grooved End Projecting

Inlet Depression: NONE

Tailwater Channel Data - C2 - 2032+15 - RCP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 10.00 ft

Side Slope (H:V): 3.00 (_:1)

Channel Slope: 0.0300

Channel Manning's n: 0.0400

Channel Invert Elevation: 4107.66 ft

Roadway Data for Crossing: C2 - 2032+15 - RCP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 150.00 ft

Crest Elevation: 4120.00 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C2 - 2032+15 - RCP

Headwater Elevation

(ft) Total Discharge (cfs) C2 - 2032+15 - RCP

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4110.96 0.00 0.00 0.00 1

4112.02 6.50 6.50 0.00 1

4112.50 13.00 13.00 0.00 1

4112.93 19.50 19.50 0.00 1

4113.29 26.00 26.00 0.00 1

4113.62 32.50 32.50 0.00 1

4113.95 39.00 39.00 0.00 1

4114.30 45.50 45.50 0.00 1

4114.70 52.00 52.00 0.00 1

4115.04 57.00 57.00 0.00 1

4115.65 65.00 65.00 0.00 1

4120.00 104.82 104.82 0.00 Overtopping alorincz

36" RCP

Site Data - C2 - 2032+15 - CMP

Inlet Station: 0.00 ft

Inlet Elevation: 4110.96 ft

Outlet Station: 104.00 ft

Outlet Elevation: 4107.66 ft

Number of Barrels: 1

Culvert Data Summary - C2 - 2032+15 - CMP Barrel Shape: Circular

Barrel Diameter: 3.50 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

Tailwater Channel Data - C2 - 2032+15 - CMP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 10.00 ft

Side Slope (H:V): 3.00 (_:1)

Channel Slope: 0.0300

Channel Manning's n: 0.0400

Channel Invert Elevation: 4107.66 ft

Roadway Data for Crossing: C2 - 2032+15 - CMP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 150.00 ft

Crest Elevation: 4120.00 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C2 - 2032+15 - CMP

Headwater Elevation

(ft) Total Discharge (cfs) C2 - 2032+15 - CMP

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4110.96 0.00 0.00 0.00 1

4112.05 6.50 6.50 0.00 1

4112.54 13.00 13.00 0.00 1

4112.94 19.50 19.50 0.00 1

4113.32 26.00 26.00 0.00 1

4113.68 32.50 32.50 0.00 1

4114.03 39.00 39.00 0.00 1

4114.39 45.50 45.50 0.00 1

4114.78 52.00 52.00 0.00 1

4115.09 57.00 57.00 0.00 1

4115.64 65.00 65.00 0.00 1

4120.00 108.54 108.54 0.00 Overtopping

42" CMP

Site Data - C3-2037+70 - RCP

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 4091.70 ft

Outlet Station: 57.00 ft

Outlet Elevation: 4091.22 ft

Number of Barrels: 1

Culvert Data Summary - C3-2037+70 - RCP Barrel Shape: Circular

Barrel Diameter: 2.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Grooved End Projecting

Inlet Depression: NONE

Tailwater Channel Data - C3-2037+70 - RCP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 15.00 ft

Side Slope (H:V): 10.00 (_:1)

Channel Slope: 0.0500

Channel Manning's n: 0.0400

Channel Invert Elevation: 4091.22 ft

Roadway Data for Crossing: C3-2037+70 - RCP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 4099.00 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C3-2037+70 - RCP

Headwater Elevation

(ft) Total Discharge (cfs) C3-2037+70 - RCP

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4091.70 0.00 0.00 0.00 1

4092.31 1.70 1.70 0.00 1

4092.57 3.40 3.40 0.00 1

4092.80 5.10 5.10 0.00 1

4093.01 6.80 6.80 0.00 1

4093.18 8.50 8.50 0.00 1

4093.35 10.20 10.20 0.00 1

4093.50 11.90 11.90 0.00 1

4093.66 13.60 13.60 0.00 1

4093.80 15.00 15.00 0.00 1

4094.00 17.00 17.00 0.00 1

4099.00 42.48 42.48 0.00 Overtopping

24" RCP

Site Data - C3-2037+70 - CMP

Inlet Station: 0.00 ft

Inlet Elevation: 4091.70 ft

Outlet Station: 57.00 ft

Outlet Elevation: 4091.22 ft

Number of Barrels: 1

Culvert Data Summary - C3-2037+70 - CMP Barrel Shape: Circular

Barrel Diameter: 2.00 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Thin Edge Projecting

Inlet Depression: NONE

Tailwater Channel Data - C3-2037+70 - CMP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 15.00 ft

Side Slope (H:V): 10.00 (_:1)

Channel Slope: 0.0500

Channel Manning's n: 0.0400

Channel Invert Elevation: 4091.22 ft

Roadway Data for Crossing: C3-2037+70 - CMP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 4099.00 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C3-2037+70 - CMP

Headwater Elevation

(ft) Total Discharge (cfs) C3-2037+70 - CMP

Discharge (cfs) Roadway Discharge

(cfs) Iterations

4091.70 0.00 0.00 0.00 1

4092.42 1.70 1.70 0.00 1

4092.74 3.40 3.40 0.00 1

4093.00 5.10 5.10 0.00 1

4093.24 6.80 6.80 0.00 1

4093.45 8.50 8.50 0.00 1

4093.67 10.20 10.20 0.00 1

4093.88 11.90 11.90 0.00 1

4094.12 13.60 13.60 0.00 1

4094.37 15.00 15.00 0.00 1

4094.90 17.00 17.00 0.00 1

4099.00 29.38 29.38 0.00 Overtopping

24" CMP

Site Data - C4 - 2085+29-RCP Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3857.20 ft

Outlet Station: 68.00 ft

Outlet Elevation: 3855.14 ft

Number of Barrels: 1

Culvert Data Summary - C4 - 2085+29-RCP Barrel Shape: Circular

Barrel Diameter: 2.50 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Grooved End Projecting

Inlet Depression: NONE

Tailwater Channel Data - C4 - 2085+29-RCP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 6.00 ft

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

Channel Slope: 0.0430

Channel Manning's n: 0.0400

Channel Invert Elevation: 3855.14 ft

Roadway Data for Crossing: C4 - 2085+29-RCP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3863.00 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C4 - 2085+29-RCP Headwater Elevation

(ft) Total Discharge (cfs) C4 - 2085+29-RCP Discharge (cfs)

Roadway Discharge (cfs) Iterations

3857.20 0.00 0.00 0.00 1

3857.99 3.30 3.30 0.00 1

3858.34 6.60 6.60 0.00 1

3858.64 9.90 9.90 0.00 1

3858.91 13.20 13.20 0.00 1

3859.14 16.50 16.50 0.00 1

3859.36 19.80 19.80 0.00 1

3859.58 23.10 23.10 0.00 1

3859.81 26.40 26.40 0.00 1

3860.00 29.00 29.00 0.00 1

3860.32 33.00 33.00 0.00 1

3863.00 55.81 55.81 0.00 Overtopping skarmach

30" RCP

Site Data - C4 - 2085+29-CMP

Inlet Station: 0.00 ft

Inlet Elevation: 3857.20 ft

Outlet Station: 68.00 ft

Outlet Elevation: 3855.14 ft

Number of Barrels: 1

Culvert Data Summary - C4 - 2085+29-CMP Barrel Shape: Circular

Barrel Diameter: 2.50 ft

Barrel Material: Corrugated Steel

Embedment: 0.00 in

Barrel Manning's n: 0.0240

Culvert Type: Straight

Inlet Configuration: Thin Edge Projecting

Inlet Depression: NONE

Tailwater Channel Data - C4 - 2085+29-CMP Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 6.00 ft

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

Channel Slope: 0.0430

Channel Manning's n: 0.0400

Channel Invert Elevation: 3855.14 ft

Roadway Data for Crossing: C4 - 2085+29-CMP Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3863.00 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Summary of Culvert Flows at Crossing: C4 - 2085+29-CMP

Total Discharge (cfs) C4 - 2085+29-CMP Discharge (cfs)

Roadway Discharge (cfs) Iterations

0.00 0.00 0.00 1

3.30 3.30 0.00 1

6.60 6.60 0.00 1

9.90…