CA_FTNP_YOSE_14(5)_ _219(2)_Hydraulics_Technical_Memo.pdf

Hydraulics Technical Memorandum CA FTNP YOSE 14(5) & 219(2) South Entrance Wawona Road

& Mariposa Grove Road PMIS Nos. 184556, 185324A, and 184551

FTNP YOSE 14(5), & 219(2)

NPS PMIS Nos. 184556, 185324A & 184551 South Entrance Wawona Road & Mariposa Grove

Road

Hydraulics Technical Memorandum with

Off-Site Hydrology

Yosemite National Park Mariposa County, California

Prepared for:

U.S. Department of Transportation Federal Highway Administration

Central Federal Lands Highway Division IDIQ Contract No. DTFH68-14-D-00010

Task Order No. 0054

May 2016

Prepared by:

101 North First Avenue, Suite 2600 Phoenix, Arizona 85003

JE Project No. WVXY405400

TABLE OF CONTENTS

Page No.

I. Project Description and Location

A. Description B. Location

II. Drainage Basins

A. Major Basins B. Minor Basins

III. Drainage Design Criteria

A. General Criteria B. Hydrologic Criteria C. Hydraulic Criteria

IV. Drainage Facility Design

A. Existing Conditions B. Proposed Conditions

V. Conclusion

VI. References

Figures

1 - Location Map 2 – Project Limits Map 3 – Major Drainage Basins 4 – Minor Drainage Basins 5 – Proposed Drainage Improvements

Appendices

Hydrology HY-8 Computations Outlet Protection Computations i

I. PROJECT DESCRIPTION AND LOCATION

A. DESCRIPTION

This project consists of two roadway projects within Yosemite National Park, which are continuations of two previous projects within the same project vicinity.

The first project consists of resurfacing, restoration and rehabilitation (3R) of the remaining

0.86 miles of Wawona Road (NP Route 14, State Route 41) within the 1.2 mile project limits. This completes the remaining improvements to Wawona Road that previously started from the Yosemite Valley, and continued to 0.3 miles north of the South Entrance Station. This project continues south to the southern Park Boundary. The improvements already completed within the South Entrance Station are excluded.

The second project is 2.00miles of Mariposa Grove Road (Route 219) from Wawona Road intersection to the Lower Grove parking lot. A portion of this road is being reconstructed with the South Entrance parking lot, therefore, the 3R improvements are starting nearly

0.20 miles to the east.

In conjunction with previous scoping efforts for the south entrance station, this project includes realigning the Wawona Road and Mariposa Grove Road intersection to incorporate a modern roundabout (just northwest of the new South Entrance Station).

B. LOCATION

Wawona Road and Mariposa Grove Road both lie in the southern portion of Yosemite National Park within Mariposa County, California. See Figure 1 – Location Map and Figure 2 – Project Limits Map.

Figure 1 – Location Map

Figure 2 – Project Limits Map

II. DRAINAGE BASINS

A. MAJOR BASINS

Located downstream and southwest of the project limits is Big Creek. The creek drains to the north and then west discharging into the South Fork Merced River. The river floodplains are outside the project boundaries and will not be affected by the proposed improvements. One major basin is located to the north of the proposed roundabout. These basins have been delineated using Mariposa Grove and Wawona USGS topographical mapping (7.5 minute quadrant maps). The total area of the basin is approximately 14.4 acres. See Figure 3 – Major Drainage Basins.

Figure 3 – Major Drainage Basins

B. MINOR BASINS

Eight minor basins draining to Mariposa Grove Road are generally located on-site of the road project. Topographic mapping and proposed improvement plans were also used to identify the limits of each basin. Points of concentration are located at the proposed inlets and drainage culverts. See Figure 4 – Minor Drainage Basins. Since it was difficult to identify the sub-basin split of the major basin, it was assumed the peak discharge rate for the major basin reached Culverts No. 1 and No. 5.

Drainage Basin N N.T.S.

Project Site

Figure 4 – Minor Drainage Basins

A

B

C D

E

F

G

H

III. DRAINAGE DESIGN CRITERIA

A. GENERAL CRITERIA

Drainage criteria for the Mariposa Grove Road project was generally based on the guidelines outlined in FHWA Hydraulic Design Series.

B. HYDROLOGIC CRITERIA

Runoff for the major basin and the minor basins was based on the Hydraulic Design Series No.

2, Highway Hydrology, Rational Method. This method relies on basin parameters such as soil cover, hydrologic soils group, vegetation, area, length, slope, rainfall and time of concentration.

In accordance with project criteria, the design storm is the 50-year peak discharge. Rainfall data was obtained from NOAA Atlas 14, see Appendix Hydrology. Soil characteristics were from the NRCS website. These requirements are in accordance with the PDDM.

For the Rational Method computations, the time of concentration was computed for the major basin. The velocity was estimated using HDS No. 2 criteria for shallow concentrated flow. In accordance with design criteria, the times of concentration for the minor basins was set at the minimum value of 10 minutes. See computations in Appendix Hydrology. Peak discharge rates were calculated using the following equation:

Q = C I A where

C = runoff coefficient based on Table 5.7

I = rainfall intensity (inches per hour)

A = basin area (acres)

HYDROLOGY RESULTS

Basin Area (ac) Q50 (cfs) Major 14.40 4.7 A 0.14 0.4 B 0.14 0.4 C 0.17 0.5 D 0.08 0.2 E 0.15 0.4 F 0.26 0.7 G 0.20 0.5 H 0.09 0.2

C. HYDRAULIC CRITERIA

Minor Culverts

Minor culverts are corrugated metal pipe (CMP) with size of 24”. This type and size of culvert was chosen to minimize the amount of fill for cover. A minimum of 12” of cover will be provided at all culverts. Using HY-8 the number of pipes required for each crossing was determined.

End treatments for single pipes consist of flared end sections on the upstream end and concrete headwalls on the downstream end. Headwater to depth (HW/D) ratios are based on the PDDM and limited to ensure no roadway overtopping will occur for the 50-year peak discharge. The discharges of the culverts require outlet protection; therefore riprap aprons will be installed. These aprons will have D50 = 6” placed 12” thick. If the calculated apron length extends beyond the natural drop off of the wash, the apron would be terminated at that point.

Calculations were made using the methods of the Drainage Design Manual for Maricopa County, Volume 2: January 28, 1996.

Inlets

Most of the inlets to culverts within this project are accomplished with stone headwalls. Inlets for capturing runoff from the paved roadways will be intercepted with a standard Caltrans grated inlet.

Ditches

Roadside ditches will be constructed as unpaved V-sections. Riprap was provided where needed due to ditch capacity, velocity or depth of flow. In some cases, the roadside ditches will have sufficient capacity for the flow to be carried further in the ditch section without a culvert crossing.

IV. DRAINAGE FACILITY DESIGN

A. EXISTING CONDITIONS

No existing drainage facilities will remain within the Wawona/Mariposa Grove roundabout intersection limits, as they currently discharge directly into the roundabout fill limits. New cross culverts will be constructed to collect the off-site runoff in similar locations as the existing pipes today, and convey the runoff under the roundabout intersection and discharging down the existing drainageways that drain eventually into Big Creek.

B. PROPOSED CONDITIONS

The proposed drainage improvements within the Wawona / Mariposa Grove roundabout will consist of roadside ditches, cross culverts, headwalls, end sections and riprap. The proposed culverts have been shown in Figure 5 – Drainage Improvements. See Appendix – HY-8 Computations. The proposed drainage design will accomplish the following objectives:

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

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

• Provide outlet protection at the proposed culverts.

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

• Collect off-site runoff and convey under paved areas to the natural drainageways.

Outlet protection will be provided with riprap aprons. Culverts with outlet velocities less than one foot per second will not require any protection. As shown in Appendix – Outlet Protection Computations, Culverts No. 1, No. 4 and No. 5 will have aprons comprised of riprap with D50 equal to 6” and placed to the dimensions shown.

Figure 5 – Proposed Drainage Improvements

Culvert No. 1Culvert No. 2

Culvert No. 3

Culvert No. 4

Culvert No. 5

DESIGN RESULTS

Culvert Q50 (cfs) Pipe Length (ft) HW (ft) Apron La Apron Wa

1 5.1 1 – 24” CMP 100 1.10 8 11

2 0.5 1 – 24” CMP 35 0.36 - -

3 0.2 1 – 24” CMP 31 0.38 - -

4 4.7 1 – 24” CMP 60 1.05 8 11

5 6.5 1 – 24” CMP 156 1.27 8 11

V. CONCLUSION

The proposed improvements to Mariposa Grove Road roundabout required extensive upgrades to the existing drainage system. The existing roadside ditches and culverts within the project limits were inadequate to properly drain the roadway and off-site runoff. The drainage recommendations detailed in this report will greatly improve drainage conditions along the roadway once construction is complete. An all-weather roadway facility will be provided and contribute to the transportation facilities in the project vicinity. These proposed improvements are based on using current hydrologic and hydraulic methodologies.

VI. REFERENCES

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

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

3. Sedona, 7.5 min. series, Topographic Map, US Geological Survey, 2011

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

5. Federal Highway Administration HY-8 version 7.2, August 23, 2011

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

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

APPENDICES

HYDROLOGY

NOAA Atlas 14暮VbIume 6, Ve「sion 2

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しatitude: 37.75000,しongitude: 119.58970

Elevation: 4001 ft* 書soLll℃e: Google Maps

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Sanja Perica‘ Sa鴫h Dietz. Sarah Heim, L輔an Hlner, Kazungu Maita南, Debarall Ma面u, Sandra

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旦E二桓bular i即㍉qraDhica= Maps」ヰenals

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PDS-based intensity-duration葛frequency (lDF) curves

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Maps & aeriaIs

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轟習串ではね胴着嘉

島醸溌瞳 2km

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PrQject: Yosemite National Park

Su助ect: Proposed Roundabout

RationaI Method

Majo「 Basin

By: JPF

Date: 18Mar2016

Checked:

Jacobs P「Qject No,: VWXY4054

Given:

Q=CiA

M争jor Basin Area = A = 14.4 ac「es

USGS Topo Maps Mariposa Grove and Ei Portai

Cこ0.25

HDS No, 2 Tabie 5,7 Unimproved Areas

Time ofConcentration = T。 = L / V

VeIocity = ∨ = α k SO.5

HDS No. 2 Shallow Concentrated Fiows

V = Veiocity (ft/s) α = unit conve「Sion, 10 fo「 Si k = dimensioniess function, fo「est with heavy ground皿e「 = 0,076

S = SIope (ft侃) = 0.205

FiowLength = L = 1,310ft i = intensity (in/hr) = 1,31

NOAA Atlas 14 50 year event, du「ation 60 min

Ca看culations:

V= 10xO,076x(0,205)05こ0.344冊s

T。= L/V= (1,310ft)/[(O,344ft/s)x(60 sec/min)] =63.5 min use l hou「 i= 1,31 in/hr

C=0.25

Q50=CiA=0.25xl,31 x14,4=4,7ofs

Pagel ofl

」Aco BSu

PrQject: Yosemite National Park

Su勘ect: Proposed Roundabout

Rational Method

Mino「 Basins

By: J PF

Date: 18Mar2016

Checked:

Jacobs P巾ect No.: WXY4054

Given:

Q=CiA

M争jo「 Basin Area = A = 14.4 ac「es

USGS Topo Maps Mariposa G「ove and EI PortaI

C=0,95

HDS No, 2 Tabie 5.7 Paved A「eas

Time of Concent「ation = T。 = min. 10 minutes i = intensity (in/hr) = 2.84

NOAA AtIas 14 50 yea「 event, duration lO min

CalcuIationsこ

Su b-Basin

Area

(ac) C

I Q50

(in仙「) (c膳)

A

B

C

D

E

F

G

H

0.14 0,95 2.84

0.14 0.95 2.84

0,17 0.95 2.84

0.08 0.95 2,84

0.15 0.95 2,84

0.26 0,95 2.84

0.20 0,95 2.84

0.09 0.95 2.84

Page l ofl

0.4

0.4

0,5

0.2

0.4

0.7

0,5

0.2

HY-8 COMPUTATIONS

HY-8 Culvert Analysis Report Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0.1 cfs Design Flow: 5.1 cfs Maximum Flow: 5.1 cfs

Table 1 - Summary of Culvert Flows at Crossing: Crossing 1 Headwater Elevation (ft)Total Discharge (cfs)Culvert 1 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

101.40 0.10 0.10 0.00 1

100.35 0.60 0.60 0.00 1

100.48 1.10 1.10 0.00 1

100.59 1.60 1.60 0.00 1

100.68 2.10 2.10 0.00 1

100.76 2.60 2.60 0.00 1

100.83 3.10 3.10 0.00 1

100.90 3.60 3.60 0.00 1

100.97 4.10 4.10 0.00 1

101.03 4.60 4.60 0.00 1

101.10 5.10 5.10 0.00 1

103.00 19.39 19.39 0.00 Overtopping

Table 2 - Culvert Summary Table: Culvert 1 Total

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.10 0.10 101.40 0.095 1.399 3-M1t 0.061 0.037 1.000 1.000 0.064 0.000

0.60 0.60 100.35 0.349 0.0* 1-S2n 0.240 0.263 0.240 1.000 2.717 0.000

1.10 1.10 100.48 0.485 0.0* 1-S2n 0.335 0.357 0.335 1.000 3.138 0.000

1.60 1.60 100.59 0.586 0.0* 1-S2n 0.404 0.435 0.404 1.000 3.596 0.000

2.10 2.10 100.68 0.677 0.0* 1-S2n 0.462 0.498 0.462 1.000 3.790 0.000

2.60 2.60 100.76 0.761 0.0* 1-JS1t 0.520 0.558 1.000 1.000 1.655 0.000

3.10 3.10 100.83 0.832 0.0* 1-JS1t 0.570 0.612 1.000 1.000 1.974 0.000

3.60 3.60 100.90 0.901 0.0* 1-JS1t 0.613 0.659 1.000 1.000 2.292 0.000

4.10 4.10 100.97 0.967 0.0* 1-JS1t 0.657 0.707 1.000 1.000 2.610 0.000

4.60 4.60 101.03 1.032 0.0* 1-JS1t 0.701 0.752 1.000 1.000 2.928 0.000

5.10 5.10 101.10 1.096 0.0* 1-JS1t 0.742 0.792 1.000 1.000 3.247 0.000

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 100.00 ft, Outlet Elevation (invert): 98.00 ft

Culvert Length: 100.02 ft, Culvert Slope: 0.0200

Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 0.5 cfs Maximum Flow: 0.5 cfs

Table 3 - Summary of Culvert Flows at Crossing: Crossing 2 Headwater Elevation (ft)Total Discharge (cfs)Culvert 2 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

100.30 0.00 0.00 0.00 1

100.30 0.05 0.05 0.00 1

100.30 0.10 0.10 0.00 1

100.31 0.15 0.15 0.00 1

100.31 0.20 0.20 0.00 1

100.31 0.25 0.25 0.00 1

100.32 0.30 0.30 0.00 1

100.33 0.35 0.35 0.00 1

100.34 0.40 0.40 0.00 1

100.40 0.45 0.45 0.00 1

100.36 0.50 0.50 0.00 1

103.00 20.46 20.46 0.00 Overtopping

Table 4 - Culvert Summary Table: Culvert 2

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 100.30 0.000 0.300 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.05 0.05 100.30 0.069 0.301 3-M1t 0.031 0.019 1.000 1.000 0.032 0.000

0.10 0.10 100.30 0.095 0.302 3-M1t 0.061 0.037 1.000 1.000 0.064 0.000

0.15 0.15 100.31 0.149 0.305 1-S1t 0.092 0.129 1.000 1.000 0.095 0.000

0.20 0.20 100.31 0.179 0.309 1-S1t 0.123 0.146 1.000 1.000 0.127 0.000

0.25 0.25 100.31 0.214 0.315 1-S1t 0.153 0.165 1.000 1.000 0.159 0.000

0.30 0.30 100.32 0.251 0.322 1-S1t 0.182 0.183 1.000 1.000 0.191 0.000

0.35 0.35 100.33 0.293 0.330 1-S1t 0.192 0.198 1.000 1.000 0.223 0.000

0.40 0.40 100.34 0.341 0.339 1-S1t 0.201 0.213 1.000 1.000 0.255 0.000

0.45 0.45 100.40 0.400 0.350 1-S1t 0.211 0.226 1.000 1.000 0.286 0.000

0.50 0.50 100.36 0.318 0.363 1-S1t 0.220 0.239 1.000 1.000 0.318 0.000

Inlet Elevation (invert): 100.00 ft, Outlet Elevation (invert): 99.30 ft

Culvert Length: 35.01 ft, Culvert Slope: 0.0200

Culvert Data Summary - Culvert 2 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

Minimum Flow: 0 cfs Design Flow: 0.2 cfs Maximum Flow: 0.2 cfs

Table 5 - Summary of Culvert Flows at Crossing: Crossing 3 Headwater Elevation (ft)Total Discharge (cfs)Culvert 3 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

100.38 0.00 0.00 0.00 1

100.38 0.02 0.03 0.00 4

100.38 0.04 0.05 0.00 4

100.38 0.06 0.07 0.00 4

100.38 0.08 0.08 0.00 4

100.38 0.10 0.10 0.00 4

100.38 0.12 0.12 0.00 4

100.38 0.14 0.14 0.00 4

100.38 0.16 0.16 0.00 4

100.38 0.18 0.18 0.00 4

100.38 0.20 0.20 0.00 3

103.00 0.00 0.00 0.00 Overtopping

Table 6 - Culvert Summary Table: Culvert 3

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 100.38 0.000 0.380 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.02 0.03 100.38 0.060 0.380 3-M1t 0.020 0.012 1.000 1.000 0.021 0.000

0.04 0.05 100.38 0.069 0.380 3-M1t 0.031 0.019 1.000 1.000 0.032 0.000

0.06 0.07 100.38 0.077 0.381 3-M1t 0.041 0.025 1.000 1.000 0.042 0.000

0.08 0.08 100.38 0.086 0.381 3-M1t 0.051 0.031 1.000 1.000 0.053 0.000

0.10 0.10 100.38 0.096 0.381 3-M1t 0.063 0.037 1.000 1.000 0.065 0.000

0.12 0.12 100.38 0.106 0.382 3-M1t 0.074 0.044 1.000 1.000 0.077 0.000

0.14 0.14 100.38 0.143 0.382 1-S1t 0.086 0.125 1.000 1.000 0.090 0.000

0.16 0.16 100.38 0.156 0.383 1-S1t 0.098 0.134 1.000 1.000 0.102 0.000

0.18 0.18 100.38 0.166 0.384 1-S1t 0.111 0.138 1.000 1.000 0.115 0.000

0.20 0.20 100.38 0.180 0.385 1-S1t 0.123 0.147 1.000 1.000 0.128 0.000

Inlet Elevation (invert): 100.00 ft, Outlet Elevation (invert): 99.38 ft

Culvert Length: 31.01 ft, Culvert Slope: 0.0200

Culvert Data Summary - Culvert 3 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

Minimum Flow: 0 cfs Design Flow: 4.7 cfs Maximum Flow: 4.7 cfs

Table 7 - Summary of Culvert Flows at Crossing: Crossing 4 Headwater Elevation (ft)Total Discharge (cfs)Culvert 4 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

100.00 0.00 0.00 0.00 1

100.43 0.47 0.47 0.00 1

100.44 0.94 0.94 0.00 1

100.56 1.41 1.41 0.00 1

100.64 1.88 1.88 0.00 1

100.72 2.35 2.35 0.00 1

100.80 2.82 2.82 0.00 1

100.86 3.29 3.29 0.00 1

100.92 3.76 3.76 0.00 1

100.98 4.23 4.23 0.00 1

101.05 4.70 4.70 0.00 1

103.00 19.89 19.89 0.00 Overtopping

Table 8 - Culvert Summary Table: Culvert 4

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 100.00 0.000 0.000 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.47 0.47 100.43 0.427 0.0* 1-S2n 0.215 0.232 0.215 1.000 3.419 0.000

0.94 0.94 100.44 0.444 0.0* 1-S2n 0.304 0.329 0.304 1.000 3.042 0.000

1.41 1.41 100.56 0.558 0.0* 1-S2n 0.382 0.407 0.382 1.000 3.398 0.000

1.88 1.88 100.64 0.638 0.0* 1-JS1t 0.436 0.473 1.000 1.000 1.197 0.000

2.35 2.35 100.72 0.719 0.0* 1-JS1t 0.491 0.528 1.000 1.000 1.496 0.000

2.82 2.82 100.80 0.796 0.0* 1-JS1t 0.545 0.582 1.000 1.000 1.795 0.000

3.29 3.29 100.86 0.859 0.0* 1-JS1t 0.586 0.631 1.000 1.000 2.094 0.000

3.76 3.76 100.92 0.923 0.0* 1-JS1t 0.627 0.674 1.000 1.000 2.394 0.000

4.23 4.23 100.98 0.984 0.0* 1-JS1t 0.668 0.719 1.000 1.000 2.693 0.000

4.70 4.70 101.05 1.045 0.0* 1-JS1t 0.709 0.760 1.000 1.000 2.992 0.000

Inlet Elevation (invert): 100.00 ft, Outlet Elevation (invert): 98.80 ft

Culvert Length: 60.01 ft, Culvert Slope: 0.0200

Culvert Data Summary - Culvert 4 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

Minimum Flow: 0 cfs Design Flow: 6.5 cfs Maximum Flow: 6.5 cfs

Table 9 - Summary of Culvert Flows at Crossing: Crossing 5 Headwater Elevation (ft)Total Discharge (cfs)Culvert 5 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

100.00 0.00 0.00 0.00 1

100.36 0.65 0.65 0.00 1

100.53 1.30 1.30 0.00 1

100.65 1.95 1.95 0.00 1

100.76 2.60 2.60 0.00 1

100.85 3.25 3.25 0.00 1

100.94 3.90 3.90 0.00 1

101.03 4.55 4.55 0.00 1

101.11 5.20 5.20 0.00 1

101.19 5.85 5.85 0.00 1

101.27 6.50 6.50 0.00 1

103.00 19.09 19.09 0.00 Overtopping

Table 10 - Culvert Summary Table: Culvert 5

Discharg e (cfs)

Culvert Discharg e (cfs)

Headwate r

Elevation (ft)

Inlet Control Depth (ft)

Outlet Control Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 100.00 0.000 0.000 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.65 0.65 100.36 0.364 0.0* 1-JS1t 0.249 0.274 1.000 1.000 0.414 0.000

1.30 1.30 100.53 0.533 0.0* 1-S2n 0.369 0.390 0.369 1.000 3.270 0.000

1.95 1.95 100.65 0.650 0.0* 1-S2n 0.444 0.482 0.444 1.000 3.714 0.000

2.60 2.60 100.76 0.761 0.0* 1-JS1t 0.520 0.558 1.000 1.000 1.655 0.000

3.25 3.25 100.85 0.853 0.0* 1-JS1t 0.583 0.627 1.000 1.000 2.069 0.000

3.90 3.90 100.94 0.941 0.0* 1-JS1t 0.639 0.688 1.000 1.000 2.483 0.000

4.55 4.55 101.03 1.026 0.0* 1-JS1t 0.696 0.747 1.000 1.000 2.897 0.000

5.20 5.20 101.11 1.109 0.0* 1-JS1t 0.749 0.800 1.000 1.000 3.310 0.000

5.85 5.85 101.19 1.188 0.0* 1-S2n 0.797 0.853 0.797 1.000 5.002 0.000

6.50 6.50 101.27 1.265 0.0* 1-S2n 0.845 0.903 0.845 1.000 5.143 0.000

Inlet Elevation (invert): 100.00 ft, Outlet Elevation (invert): 96.88 ft

Culvert Length: 156.03 ft, Culvert Slope: 0.0200

Culvert Data Summary - Culvert 5 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

OUTLET PROTECTION COMPUTATIONS

JA個o BS…

P「Qject: Yosemite National Park

Subject: Hydrau看ics

Pipe Culvert Outlet Protection

By: JPF

Date: 20Mar2016

Checked:

Ja∞bs P「Qject No.: VWXY4054

Refe「ence:

HEC-14, Hyd「aulic Design of Ene「gy Dissipato「s for Culverts and Chamels

Hyd「Oiogy using Rational Method with 50-yea「 Peak discharge

Pipe design from HY8 analyses

D5。 = 0,2D (Q/gO.5 D2・5) (D什W)

D50 = riprap size (ft)

Q = design discharge (Cfs)

TW = tailwate「 depth (ft) = 0.4 D g = graVity = 32.2 ft/S2

Calculations:

Outiet

Culvert Ve10City

Calc Select Length Apron Width Width

D50 D50 Class La Depth 3D Wa

3,25

0.32

0.13

2,99

5,14

0葛09 0.50 2 8 1.65 6 1 1

0.08 0.50 2 8 1.65 6 1 1

0,12 0.50 2 8 1.65 6 11

W丁QD

イ t

JA魅o田Sか

Prqject: Yosemite National Pa「k

Subject: Hydraulics

Cu音vert Outlet Protection

Ap「on Configuration

By: JPF

Date二 21 Mar 2016

Checked:

Jacobs P「Qject No∴ WXY40 54

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