CA_YOSE_500(2)_16(7)_100__Final_Hydraulics_Tech_Memo.pdf

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Drainage Technical Memorandum FHWA – Valley Loop Road & El Portal Road

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. Erosion Control And Water Quality

VI. Conclusion

VII. References

Figures

1 - Location Map 2 – 3R Improvements Location Map 3 – 4R Improvements Location Map 4 – Camp 6 Drainage Basins 5 – West of Lodge Drainage Basins 6 – Merced River Floodplains, Camp 6

Tables

A – Hydrology Results B – Hydraulics Results

Appendices

Hydrology HY-8 Computations

I. PROJECT DESCRIPTION AND LOCATION

A. DESCRIPTION

Located within Yosemite National Park (YOSE) in Mariposa County, California, the Federal Highway Administration, Central Federal Lands Highway Division (CFLHD) is proposing to improve the pavement and roadway conditions for Valley Loop Road and El Portal Road. This project is designated as CA PRA YOSE 500(2) & 16(7). The purpose of the project is to rehabilitate, restore and resurface (3R) approximately 4.7 miles of remaining roadway in Yosemite Valley that was not completed with other previous projects. As such, this work is not contiguous, but rather a collective series of several smaller projects combined together. The project would include the following roadway segments:

1) Southside Drive from Station 1293+00 (near Housekeeping Camp), east for approximately 0.6 miles to Curry Village Intersection.

2) Northside Drive from the Curry Village Intersection, west for approximately 2.1 miles to Station 2112+00 (just west of Camp 4).

3) Northside Drive from Station 2278+50 (just east of hanging Valley), west approximately 1.1 miles to Pohono Bridge.

4) El Portal Road from Pohono Bridge, west approximately 0.6 miles, to the end of the previously constructed El Portal “Narrows” project.

5) Sentinel Bridge Drive from Southside Drive to Northside Drive, approximately 0.3 miles, and including the new proposed access road from Sentinel Drive to the Camp 6 parking area.

All of the drainage work associated with the above improvements is generally to clean and clear the existing pipe culverts, and to address outfall improvements to mitigate erosion. Based on input from the Park’s maintenance staff, there were no issues with overtopping or flooding of the existing infrastructure, and thus, no formal hydrology / hydraulics efforts were performed on any existing drainage facilities.

The design team did walk these projects during the 30, 70, and 95% field reviews to examine all existing, visible culverts. The drainage summary in the plans includes the noted size and conditions of the pipes and needs for replacement of pipes and/or headwalls (based on pipe/headwall condition, not capacity). Each parking area and pullout was reviewed and recommendations made for curbs (concrete or granite) to help control where visitors park and walk. None of the added curb locations will likely affect drainage patterns from the roadway.

Following the completion of the 75% plans for the above 3R improvements, the Park completed the Environmental Impact Statement and recommended improvements to the Merced River Plan (MRP). Within this plan the Park identified several improvements that were located within the limits of the above Valley projects. As a result, the Park has requested that some new improvements (4R) be added to the project. These improvements include:

1) Design of a roundabout on Northside Drive Road at the intersection of Valley Drive and the east end of Camp 6.

2) Designing a realignment of Northside Drive from the east side of Camp 6, at the location of the new roundabout, then around the southern perimeter of existing Camp 6, past Sentinel Drive to the Bank 3-Way intersection, again realigning with Northside Drive. This new segment has been designated as Northside Loop Road.

3) Design of the West of Lodge Parking Area located south Northside Drive, west of the Yosemite Lodge parking areas.

4) Design of the West of Lodge Parking Area, incorporating landscape architect concepts.

5) Design of the Camp 4 Parking Area, located north of Northside Drive and generally north of the West of Lodge improvements.

With the construction of the above improvements, new pipes and drainage infrastructure is required. It is these improvements that are the focus of this Drainage Technical Memorandum.

B. LOCATION

Figure 1 to the above right is the general location map for Yosemite National Park.

Figure 2 below shows the Yosemite Valley, and highlights the 3R improvements with the pink roadway lines.

Figure 1 – Location Map

Figure 2 – 3R Improvements Location Map

Figure 3 (below) shows the limits of the new 4R project improvements, which are the focus of this technical memorandum. Camp 6 (Yosemite Day Use Parking Area) which is south of Northside Drive, immediately south of the Yosemite Village. The West of Lodge Parking is located south of Northside Drive and approximately one mile west of Yosemite Village, and Camp 4 Parking is located north of Northside Drive, generally north of the West of Lodge improvements.

Figure 3 – 4R Parking Improvements Location Map

II. DRAINAGE BASINS

A. MAJOR BASINS

All of the above improvements are situated in the Yosemite Valley, within the Merced River drainage basin. The Merced River runs westerly through the project area, between Southside and Northside Drives. There are existing bridge crossings over the river near both intersections of Southside and Northside Drives (Pohono Bridge at the west end, and Stoneman Bridge at the east end), as well as on the El Capitan and Sentinel Drive crossovers.

In general, the Merced River floodplains are outside the project boundaries of the 4R improvements, which are the focus of this memorandum, and therefore will not be affected by these proposed improvements.

B. MINOR BASINS

The 4R improvements are divided into two primary improvement zones; one for the Camp 6 / Village Visitor Center area, and the second at the West of Lodge / Camp 4 camping site.

There are three minor basins that drain to the Camp 6 (Village Day-Use Parking) site. There are five minor basins that drain to/through the Camp 4/West of Lodge area. These basins are generally located north of the proposed improvements and have been delineated using USGS topographical mapping (7.5 minute quadrant maps) and aerial mapping. Aerial photographs were also used to identify the limits of each basin. Points of concentration are located at the proposed or existing drainage culverts. See Figures 4 and 5 – Drainage Basins.

Figure 4 – Camp 6 Drainage Basins

Figure 5 – West of Lodge/Camp 4 Drainage Basins

III. DRAINAGE DESIGN CRITERIA

A. GENERAL CRITERIA

Hydrology and hydraulics criteria for the Valley Loop Road project is generally based on the guidelines outlined in Chapter 7 of the Federal Lands Highway Project Development and Design Manual (PDDM) (Reference 1).

In addition, the Merced Wild and Scenic River Comprehensive Management Plan (Reference

2) has been referred to throughout the design process to ensure that the Valley Loop Road project is consistent with the requirements of the Plan.

B. HYDROLOGIC CRITERIA

Runoff for 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. 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 each basin. In accordance with design criteria, the minimum value was set at 10 minutes. Peak discharge rates were calculated using the following equation:

Q = C I A where:

Q = peak discharge (cubic feet per second)

C = runoff coefficient based on soil type, one hour rainfall, vegetation cover

I = rainfall intensity (inches per hour)

A = basin area (acres)

See Table A (next page) for a summary of the hydrologic results. Detailed computations are included in Appendix – Hydrology.

TABLE A – Hydrology Results

Sub-basin Area (ac) Q50 (cfs) A1 2.3 0.9 A2 1.4 0.6 B1 3.5 1.2 C1 9.1 3.1 C2 5.0 2.7 D1 3.1 1.3 E1 3.7 1.5 E2 0.6 0.5 F1 1.1 0.9 F2 0.2 0.2 G1 3.2 1.7 H1 5.1 3.2 H2 0.3 0.3 I1 6.0 7.9 I2 2.0 0.7 J1 1.5 0.8 K1 4.3 2.0 L1 1.7 1.2 M1 0.5 0.3

C. HYDRAULIC CRITERIA

In lieu of pipes, the MRP suggested that where possible, larger drainage swales should be used to convey runoff under roadways and trails. These larger, flatter swales could be continued under roadways with the use of box culverts or arched pipe structures to maintain a wider, natural channel bottom, instead of compressing the crossing into a pipe (arched pipes don’t work on these projects due to the limited cover available).

To address environmental issues and to provide adequate cover over some of the culverts, some pipes, and all box culvert floors will be embedded at least 6” to promote wildlife passage and the growth of ground cover.

Using HY-8, the size and number of culverts required was determined for each crossing.

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.

A minimum of 12” of cover will be provided at all culverts.

Minor (Pipe) Culverts

Minor culverts will be corrugated metal pipe (CMP) with a desired minimum size of 24”. This type and size of culvert was chosen to minimize the amount of fill for cover. In some cases where very little cover is available, 24” equivalent arch pipes, or additionally embedded pipes will be used for replacements.

Minor (Box) Culverts

The Park identified several combination drainage and wildlife crossings. At these locations, it was desired that a minimum size box culvert to used to better allow wildlife to use these structures instead of crossing the roadway. The minimum proposed concrete box culvert is 4’x3’ with an embedment of 12” to maintain a natural floor.

Inlets/Outlets

End treatments consist of end sections (24-inch pipes or smaller) or headwalls (desired for all others). Discharges of the culverts will require outlet protection, which consists of dumped granite riprap with D50 = 6”.

Two catch basins will be provided (both in Sub-basin L1):

Culvert L1, which is in an open area adjacent to a bus shelter. The inlet is required as there is not enough clearance for a pipe, but the outfall is sufficiently deep as the outfall area can be graded to provide a naturally draining outfall.

Roundabout, which is a drop inlet at the low-point of the truck median. This grated inlet will capture runoff and potentially snow melt from the median that would otherwise need to cross the pavement in this shaded area. The desire is to reduce the potential for black ice as stored snow in the median begins to melt.

Ditches

While the parking lots are new, a minimal amount of grading for ditches was used, to avoid grading in the native median areas and reduce the amount of tree removal and median vegetation disturbance. Roadside ditches will be either grass lined or riprap lined, depending on grade and velocity. Ditches will be protected during construction with erosion control devices. Ditch relief culvert crossings have been provided where deemed necessary.

Floodplains The effective Flood Insurance Rate Map (FIRM) shows the existing 100-year floodplain for the Merced River in the vicinity of the project. The floodplain has been designated as Zone A, with no base flood elevations determined. The FIRM indicates that portions of Southside and Northside Drives are subject to flooding from the Merced River. The river watershed has experienced at least 11 winter floods since 1916. A major flood occurred on the Merced River in January 1997, with flood water levels reaching up to almost ten feet above the roadway in some locations. More recently, flooding occurred in May 2005, with the river overtopping the roadway in some locations.

While in previous field reviews it was noted that it would be preferable to keep the roadway above the 5 or 10-year flood elevations, the final determination was that adjustments to the roadway profile could not be included and still fit within the limitations set forth in the MRP.

Therefore, the roadway improvements within the FEMA floodplain include primarily all of the Camp 6 improvements.

To best mitigate for this, all improvements within the Day-Use parking lot have been kept at or near existing grade. Most of the interior drainage improvements are minor shallow valley gutters across the paved roadways, as there is insufficient room to bury pipes.

Pipes under the Northside Loop Road have been installed to convey runoff under the roadway, primarily using the minimum desired box culvert to allow passage of wildlife. The profile of the new roadway was designed to allow sufficient clearance of these culverts, raising the profile nearly 3-6 ft above the existing grade.

Fish Passage

In general, culvert crossings on live (perennial) streams are required to be designed to accommodate fish passage. Other than the Merced River, there are no other stream crossings within the project area that will require fish passage.

IV. DRAINAGE FACILITY DESIGN

A. EXISTING CONDITIONS

All of the existing roads that are being maintained were addressed as part of the 3R project.

Existing drainage facilities within the 4R limits generally consist of 18” to 24” corrugated metal pipes under Northside Drive and Sentinel Drive. These facilities will be replaced with new structures as proposed in the following section.

All of these particular pipes were determined by the Park staff to be slightly undersized. At a minimum, the Park staff requested that each of these crossings receive the equivalent of an added 24-inch pipe crossing at each existing location, to provide improved capacity and better drain the existing wetlands within the nearly flat Yosemite Village visitor area.

B. PROPOSED CONDITIONS

The proposed drainage improvements at West of Lodge, Camp 4 and Camp 6 (Yosemite Village Day Use) sites will consist of roadside ditches, cross culverts (pipes and box culverts), headwalls, end sections and riprap. 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.

• Design improvements to meet the project goals in an environmentally sound manner.

See Table B for a summary of the hydraulic results. Detailed computations are included in Appendix – Hydraulics.

TABLE B – Hydraulic Results

Culvert Station Q50 (cfs) Length (ft) Proposed Culvert

A1 2111+ 17 0.9 36 1 – 24” CMP

** A2 --- 1.5 60 1 – 24” CMP

B1 2108+27(e) 1.2 36 1 – 24” CMP

C1 2106+92 3.1 40 1 – 24” CMP

C2 WOL 3 7.1 55 1 – 24” CMP

D1 2104+95 1.3 82 1 – 24” CMP

E1 2101+70 1.5 82 1 – 24” CMP

E2 8+47(e) 2.0 55 1 – 24” CMP

F1 WOL 2 0.9 32 1 – 24” CMP

F2 WOL 1 1.1 72 1 – 24” CMP

G1 3019+65 1.7 50 1 – 24” CMP

H1 2046+92 3.2 45 2 – 24” CMP*

H2 3017+60 3.5 50 1 – 6’x3’ RCBC*

I1 2043+18 7.9 45 2 – 24” CMP*

I2 3014+44 8.6 70 2 – 6’x3’ RCBC J1 3012+62 0.8 76 1 – 4’x3’ RCBC K1 3007+34 2.0 42 1 – 4’x3’ RCBC

*** L1 --- 1.2 48 1 – 24” CMP

M1 3010+70 0.3 62 1 – 4’x3’ RCBC

* Increased in size at the request of the Park staff.

** During design, inadequate cover for a pipe so a Valley Gutter was used.

*** Going through an existing pipe.

(e) - Existing

V. EROSION CONTROL AND WATER QUALITY

An erosion and sediment control plan has been developed for the project, which consists of measures that serve as Best Management Practices (BMP’s) for water quality during construction, as well as permanent measures. The BMP’s for erosion and sediment control focus primarily toward protecting receiving waters and water sources in areas of construction activity. They include controls such as silt fence, inlet protection, and riprap outlet protection at culverts. Roadside ditches will also be protected during construction.

VI. CONCLUSION

The CFLHD Project Design and Development Manual (PDDM) was used for drainage criteria, with a 50-year recurrence interval used for the analysis of the cross culverts. Pipe materials will typically be bituminous-coated corrugated metal pipe (CMP) or reinforced concrete box culverts with stone veneered headwalls. The current recommendations for each culvert location have been assessed during the field reviews, and final recommendations have been based on consideration of all pertinent criteria and constraints, with input and acceptance by the appropriate Park Service and FHWA personnel. The hydrology method used, the Rational Method, is consistent with the PDDM for the small basins being modeled. It is recommended to monitor water quality during construction of this project. Erosion and sediment control devices should be implemented during construction activity to control and prevent polluted storm runoff from entering the receiving waters.

The proposed improvements to Yosemite Day Use, West of Lodge and Camp 4 parking areas will provide required extensive upgrades to the existing drainage system. The drainage recommendations detailed in this report will greatly improve drainage efficiencies and capacities within the project sites once construction is complete.

VII. REFERENCES

1. Federal Lands Highway Project Development and Design Manual (FHWADF-88-003), prepared by the Federal Highway Administration (FHWA-USDT), latest revision.

2. Merced Wild and Scenic River Comprehensive Management Plan, prepared by the National Park Service, dated June 2014.

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

4. Federal Highway Administration HY-8 ver 7.2, August 23, 2011.

APPENDICES

HYDROLOGY

Project: Yosemite National Park - WOL By:

Subject: Hydrology Date:

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

Remarks:

Subbasins delineated from mapping and USGS Maps

Rainfall from NOAA Atlas 14

Rational Method in accordance with FHWA Hydraulic Design Series No. 2, Highway Hydrology

All sheet-flow travel times based on length of 50 feet

Hydrology for the 50-year peak discharge Sheet-Flow Tc = a / i0.4 x (n L / S^0.5) ^0.6

Tc = time of concentration (minutes) a = unit conversion for CU n = roughness coefficient from Table 2.1 i = rainfall intensity (inches per hour)

L = flow length (feet)

S = slope of surface (feet per feet)

Shallow Concentrated Flow V = a x k x S^0.5

V = velocity (feet per second) a = unit conversion for CU = 33

S = slope of surface (feet per feet) k = dimensionless function of land cover from Table 2.2

C, Runoff Coefficient from Table 5.7 pro-rated

Calcs:

Concentration Subbasin Point Location Area (acres) i (inches/hour) C Q50 (cfs)

A1 Culvert A1, A2 2.3 1.56 0.25 0.9 A2 Culvert A2 1.4 1.61 0.25 0.6 B1 Culvert B1, A2 3.5 1.40 0.25 1.2 C1 Culvert C1, C2 9.1 1.36 0.25 3.1 C2 Culvert C2 5.0 1.48 0.36 2.7 D1 Culvert D1, C1, C2 3.1 1.38 0.31 1.3 E1 Culvert E1, E2 3.7 1.44 0.29 1.5 E2 Culvert E2 0.6 2.11 0.36 0.5 F1 Culvert F1, F2 1.1 2.23 0.36 0.9 F2 Culvert F2 0.2 2.18 0.36 0.2

Subbasin Area Calcs

JPF

4/16/15

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/16/15

A1 : 125' x 800' / 43,560 sq ft/ac = 2.3 acres

A2 : 305' x 140' + 70' x 50' + 70' x 140' + 50' x 95' / 43,560 sq ft/ac = 1.4 acres

B1 : 190' x 800' / 43,560 sq ft/ac = 3.5 acres

C1 : 600' x 450' + 365' x 350' / 43,560 sq ft/ac = 9.1 acres

C2 : 350' x 425' + 260' x 120' + 135' x 90' + 100' x 130' + 170' x 70' / 43,560 sq ft/ac = 5.0 acres

D1 : 100' x 450' + 255' x 350' / 43,560 sq ft/ac = 3.1 acres

E1 : 200' x 800' / 43,560 sq ft/ac = 3.7 acres

E2 : 150' x 180' / 43,560 sq ft/ac = 0.6 acres

F1 : 285' x 200' - 70' x 140' / 43,560 sq ft/ac = 1.1 acres

F2 : 30' x 80' + 80' x 70' / 43,560 sq ft/ac = 0.2 acres

Subbasin A1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3988 3987 50 0.020

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/16/15 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3987 3972 750 0.020 a k V Tc

33 0.152 0.71 17.6

Total Tc = 30.2 IDF i = 1.56

Subbasin A2 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3972 3971 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3971 3956 450 0.033 a k V Tc

33 0.076 0.46 16.4

Total Tc = 28.9 IDF i = 1.61

Subbasin B1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3982 3981 50 0.020 a n

0.93 0.40

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/16/15

Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3981 3967 750 0.019 a k V Tc

33 0.076 0.34 36.5

Total Tc = 49.0 IDF i = 1.40

Subbasin C1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3978 3977 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3977 3966 750 0.015 a k V Tc

33 0.076 0.30 41.2

Total Tc = 53.7 IDF i = 1.36

Subbasin C2 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3972 3971 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/16/15

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3971 3957 610 0.023 a k V Tc

33 0.076 0.38 26.8

Total Tc = 39.3 IDF i = 1.48

Subbasin D1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3981 3980 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3980 3968 750 0.016 a k V Tc

33 0.076 0.32 39.4

Total Tc = 52.0 IDF i = 1.38

Subbasin E1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3988 3987 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/16/15

3987 3969 750 0.024 a k V Tc

33 0.076 0.39 32.2

Total Tc = 44.7 IDF i = 1.44

Subbasin E2 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3973 3972 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3972 3968 150 0.027 a k V Tc

33 0.076 0.41 6.1

Total Tc = 18.7 IDF i = 2.11

Subbasin F1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3967 3965 50 0.040 a n

0.93 0.40 Trial Tc = 10 IDF i = 2.84

Computed Tc = 9.7

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3965 3959 180 0.033 a k V Tc

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/16/15

33 0.076 0.46 6.6

Total Tc = 16.3 IDF i = 2.23

Subbasin F2 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3961 3960 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3960 3959 80 0.013 a k V Tc

33 0.076 0.28 4.8

Total Tc = 17.3 IDF i = 2.18

Project: Yosemite National Park - Camp 6 By:

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

Remarks:

Subbasins delineated from mapping and USGS Maps

Rainfall from NOAA Atlas 14

Rational Method in accordance with FHWA Hydraulic Design Series No. 2, Highway Hydrology

All sheet-flow travel times based on length of 50 feet

Hydrology for the 50-year peak discharge Sheet-Flow Tc = a / i0.4 x (n L / S^0.5) ^0.6

Tc = time of concentration (minutes) a = unit conversion for CU n = roughness coefficient from Table 2.1 i = rainfall intensity (inches per hour)

L = flow length (feet)

S = slope of surface (feet per feet)

Shallow Concentrated Flow V = a x k x S^0.5

V = velocity (feet per second) a = unit conversion for CU = 33

S = slope of surface (feet per feet) k = dimensionless function of land cover from Table 2.2

C, Runoff Coefficient from Table 5.7 pro-rated

Calcs:

Concentration Subbasin Point Location Area (acres) i (inches/hour) C Q50 (cfs)

G1 Culvert G1 3.2 2.09 0.25 1.7 H1 Culvert H1, H2 5.1 1.48 0.43 3.2 H2 Culvert H2 0.3 2.53 0.43 0.3 I1 Culvert I1, I2 6.0 1.50 0.88 7.9 I2 Culvert I2 2.0 1.45 0.25 0.7 J1 Culvert J1 1.5 1.65 0.33 0.8 K1 Culvert K1 4.3 1.39 0.33 2.0 L1 Culvert L1 1.7 1.90 0.36 1.2 M1 Culvert M1 0.5 1.90 0.33 0.3

Subbasin Area Calcs

JPF

4/17/15

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/17/15

G1 : 145' x 115' + 160' x 230' + 100' x 190' + 290' x 230' / 43,560 sq ft/ac = 3.2 acres

H1 : 480' x 200' + 225' x 130' + 290' x 330' / 43,560 sq ft/ac = 5.1 acres

H2 : 30' x 135' + 30' x 125' + 30' x 105' + 30' x 70' + 40' x 20' / 43,560 sq ft/ac = 0.3 acres

I1 : 605' x 275' + 300' x 320' / 43,560 sq ft/ac = 6.0 acres

I2 : 50' x 1,285' + 30' x 170' + 55' x 220' + 35' x 210' / 43,560 sq ft/ac = 2.0 acres

J1 : 260' x 210' + 90' x 100' / 43,560 sq ft/ac = 1.5 acres

K1 : 80' x 340' + 130' x 180' + 150' x 810' + 125' x 120' / 43,560 sq ft/ac = 4.3 acres

L1 : 330' x 230' / 43,560 sq ft/ac = 1.7 acres

M1 : 90' x 240' / 43,560 sq ft/ac = 0.5 acres

Subbasin G1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

4002 4000 50 0.040

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/17/15 a n

0.93 0.40 Trial Tc = 10 IDF i = 2.84

Computed Tc = 9.7

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 4000 3968 640 0.050 a k V Tc

33 0.152 1.12 9.5

Total Tc = 19.2 IDF i = 2.09

Subbasin H1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 4002 4000 50 0.040 a n

0.93 0.40 Trial Tc = 10 IDF i = 2.84

Computed Tc = 9.7

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 4000 3964 900 0.040 a k V Tc

33 0.076 0.50 29.9

Total Tc = 39.6 IDF i = 1.48

Subbasin H2 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3966 3964 50 0.040 a n

0.93 0.40

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/17/15

Trial Tc = 10 IDF i = 2.84

Computed Tc = 9.7

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3964 3963 60 0.017 a k V Tc

33 0.076 0.32 3.1

Total Tc = 12.8 IDF i = 2.53

Subbasin I1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 4002 4000 50 0.040 a n

0.93 0.40 Trial Tc = 10 IDF i = 2.84

Computed Tc = 9.7

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 4000 3965 850 0.041 a k V Tc

33 0.076 0.51 27.8

Total Tc = 37.5 IDF i = 1.50

Subbasin I2 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3966 3965 50 0.020 a n

0.93 0.40 Trial Tc = 12 IDF i = 2.62

Computed Tc = 12.3

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/17/15

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3965 3959 510 0.012 a k V Tc

33 0.076 0.27 31.2

Total Tc = 43.6 IDF i = 1.45

Subbasin J1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3964 3963 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3963 3959 280 0.014 a k V Tc

33 0.076 0.30 15.6

Total Tc = 28.1 IDF i = 1.65

Subbasin K1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3966 3965 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/17/15

3965 3960 550 0.009 a k V Tc

33 0.076 0.24 38.3

Total Tc = 50.9 IDF i = 1.39

Subbasin L1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3966 3965 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3965 3962 310 0.010 a k V Tc

33 0.076 0.25 20.9

Total Tc = 33.5 IDF i = 1.53

Subbasin M1 Sheet-Flow: Tc = a / i0.4 x (n L / S^0.5) ^0.6

High Point Low Point L Slope 3962 3961 50 0.020 a n

0.93 0.40 Trial Tc = 13 IDF i = 2.51

Computed Tc = 12.6

Shallow Concentrated Flow: V = a x k x S^0.5

High Point Low Point L Slope 3961 3959 170 0.012 a k V Tc

Rational Method Checked:

50-year Peak Discharges Jacobs Project No.:

JPF

4/17/15

33 0.076 0.27 10.4

Total Tc = 23.0 IDF i = 1.90

HYDRAULICS

HY-8 Culvert Analysis Report Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 0.9 cfs Maximum Flow: 1.9 cfs

Table 1 - Summary of Culvert Flows at Crossing: Crossing A1 Headwater Elevation (ft)Total Discharge (cfs)Culvert 2 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

3970.82 0.00 0.00 0.00 1

3970.82 0.19 0.19 0.00 1

3970.82 0.38 0.38 0.00 1

3970.83 0.57 0.57 0.00 1

3970.83 0.76 0.76 0.00 1

3970.84 0.90 0.90 0.00 1

3970.85 1.14 1.14 0.00 1

3970.85 1.33 1.33 0.00 1

3970.87 1.52 1.52 0.00 1

3970.88 1.71 1.71 0.00 1

3970.89 1.90 1.90 0.00 1

3973.00 14.02 14.02 0.00 Overtopping

Table 2 - Culvert Summary Table: Culvert 2 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)

0.00 0.00 3970.82 0.000 0.820 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.19 0.19 3970.82 0.154 0.821 3-M1t 0.137 0.049 1.000 1.000 0.100 0.000

0.38 0.38 3970.82 0.183 0.823 3-M1t 0.201 0.099 1.000 1.000 0.199 0.000

0.57 0.57 3970.83 0.211 0.827 3-M1t 0.265 0.136 1.000 1.000 0.299 0.000

0.76 0.76 3970.83 0.238 0.832 3-M1t 0.314 0.168 1.000 1.000 0.398 0.000

0.90 0.90 3970.84 0.258 0.836 3-M1t 0.348 0.190 1.000 1.000 0.472 0.000

1.14 1.14 3970.85 0.292 0.846 3-M1t 0.407 0.225 1.000 1.000 0.598 0.000

1.33 1.33 3970.85 0.318 0.855 3-M1t 0.446 0.246 1.000 1.000 0.697 0.000

1.52 1.52 3970.87 0.343 0.865 3-M1t 0.485 0.272 1.000 1.000 0.797 0.000

1.71 1.71 3970.88 0.368 0.877 3-M1t 0.524 0.296 1.000 1.000 0.896 0.000

1.90 1.90 3970.89 0.393 0.889 3-M1t 0.561 0.320 1.000 1.000 0.996 0.000

Straight Culvert

Inlet Elevation (invert): 3970.00 ft, Outlet Elevation (invert): 3969.82 ft

Culvert Length: 36.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3969.50 ft Outlet Station: 36.00 ft Outlet Elevation: 3969.32 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing A1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3973.00 ft Roadway Surface: Paved Roadway Top Width: 20.00 ft

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 1.5 cfs Maximum Flow: 6 cfs

Table 3 - Summary of Culvert Flows at Crossing: Crossing A2

(cfs) Roadway Discharge

(cfs) Iterations

3956.70 0.00 0.00 0.00 1

3956.71 0.60 0.60 0.00 1

3956.75 1.20 1.20 0.00 1

3956.77 1.50 1.50 0.00 1

3956.87 2.40 2.40 0.00 1

3956.94 3.00 3.00 0.00 1

3957.02 3.60 3.60 0.00 1

3957.11 4.20 4.20 0.00 1

3957.19 4.80 4.80 0.00 1

3957.28 5.40 5.40 0.00 1

3957.37 6.00 6.00 0.00 1

3959.00 12.47 12.47 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 3956.70 0.000 0.700 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.60 0.60 3956.71 0.215 0.712 3-M1t 0.274 0.141 1.000 1.000 0.314 0.000

1.20 1.20 3956.75 0.300 0.748 3-M1t 0.419 0.234 1.000 1.000 0.629 0.000

1.50 1.50 3956.77 0.341 0.773 3-M1t 0.481 0.269 1.000 1.000 0.786 0.000

2.40 2.40 3956.87 0.455 0.868 3-M1t 0.653 0.377 1.000 1.000 1.258 0.000

3.00 3.00 3956.94 0.527 0.943 3-M1t 0.761 0.439 1.000 1.000 1.572 0.000

3.60 3.60 3957.02 0.594 1.024 3-M1t 0.868 0.495 1.000 1.000 1.887 0.000

4.20 4.20 3957.11 0.659 1.107 3-M1t 0.978 0.542 1.000 1.000 2.201 0.000

4.80 4.80 3957.19 0.720 1.193 3-M2t 1.097 0.589 1.000 1.000 2.516 0.000

5.40 5.40 3957.28 0.779 1.282 3-M2t 1.248 0.639 1.000 1.000 2.830 0.000

6.00 6.00 3957.37 0.835 1.373 3-M2t 1.500 0.680 1.000 1.000 3.145 0.000

Inlet Elevation (invert): 3956.00 ft, Outlet Elevation (invert): 3955.70 ft

Culvert Length: 60.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3955.50 ft Outlet Station: 60.00 ft Outlet Elevation: 3955.20 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing A2 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3959.00 ft

Roadway Top Width: 38.00 ft

Minimum Flow: 0 cfs Design Flow: 1.2 cfs Maximum Flow: 2.9 cfs

Table 5 - Summary of Culvert Flows at Crossing: Crossing B1

(cfs) Roadway Discharge

(cfs) Iterations

3967.82 0.00 0.00 0.00 1

3967.82 0.29 0.29 0.00 1

3967.83 0.58 0.58 0.00 1

3967.84 0.87 0.87 0.00 1

3967.85 1.16 1.16 0.00 1

3967.85 1.20 1.20 0.00 1

3967.88 1.74 1.74 0.00 1

3967.90 2.03 2.03 0.00 1

3967.92 2.32 2.32 0.00 1

3967.95 2.61 2.61 0.00 1

3967.97 2.90 2.90 0.00 1

3969.50 12.12 12.12 0.00 Overtopping

Table 6 - 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 3967.82 0.000 0.820 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.29 0.29 3967.82 0.170 0.822 3-M1t 0.171 0.080 1.000 1.000 0.152 0.000

0.58 0.58 3967.83 0.212 0.827 3-M1t 0.268 0.138 1.000 1.000 0.304 0.000

0.87 0.87 3967.84 0.254 0.835 3-M1t 0.341 0.186 1.000 1.000 0.456 0.000

1.16 1.16 3967.85 0.295 0.847 3-M1t 0.411 0.228 1.000 1.000 0.608 0.000

1.20 1.20 3967.85 0.300 0.849 3-M1t 0.419 0.234 1.000 1.000 0.629 0.000

1.74 1.74 3967.88 0.372 0.879 3-M1t 0.530 0.300 1.000 1.000 0.912 0.000

2.03 2.03 3967.90 0.409 0.899 3-M1t 0.585 0.335 1.000 1.000 1.064 0.000

2.32 2.32 3967.92 0.445 0.921 3-M1t 0.639 0.368 1.000 1.000 1.216 0.000

2.61 2.61 3967.95 0.481 0.946 3-M1t 0.692 0.400 1.000 1.000 1.368 0.000

2.90 2.90 3967.97 0.515 0.972 3-M1t 0.743 0.429 1.000 1.000 1.520 0.000

Inlet Elevation (invert): 3967.00 ft, Outlet Elevation (invert): 3966.82 ft

Culvert Length: 36.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3966.50 ft Outlet Station: 36.00 ft Outlet Elevation: 3966.32 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing B1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3969.50 ft

Minimum Flow: 0 cfs Design Flow: 4.4 cfs Maximum Flow: 17.9 cfs

Table 7 - Summary of Culvert Flows at Crossing: Crossing C1

(cfs) Roadway Discharge

(cfs) Iterations

3967.30 0.00 0.00 0.00 1

3967.37 1.79 1.79 0.00 1

3967.54 3.58 3.58 0.00 1

3967.63 4.40 4.40 0.00 1

3968.00 7.16 7.16 0.00 1

3968.30 8.95 8.95 0.00 1

3968.71 10.74 10.74 0.00 1

3969.17 12.53 12.53 0.00 1

3969.52 14.32 13.78 0.47 21

3969.56 16.11 13.91 2.15 5

3969.59 17.90 14.00 3.85 4

3969.50 13.71 13.71 0.00 Overtopping

Table 8 - 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 3967.30 0.000 0.800 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

1.79 1.79 3967.37 0.379 0.868 3-M1t 0.540 0.306 1.000 1.000 0.938 0.000

3.58 3.58 3967.54 0.592 1.037 3-M1t 0.865 0.494 1.000 1.000 1.876 0.000

4.40 4.40 3967.63 0.679 1.134 3-M2t 1.018 0.558 1.000 1.000 2.306 0.000

7.16 7.16 3968.00 0.939 1.504 3-M2t 1.500 0.752 1.000 1.000 3.753 0.000

8.95 8.95 3968.30 1.090 1.802 3-M2t 1.500 0.859 1.000 1.000 4.691 0.000

10.74 10.74 3968.71 1.235 2.207 7-M2t 1.500 0.960 1.000 1.000 5.629 0.000

12.53 12.53 3969.17 1.378 2.665 7-M2c 1.500 1.053 1.053 1.000 6.270 0.000

14.32 13.78 3969.52 1.481 3.021 7-M2c 1.500 1.111 1.111 1.000 6.587 0.000

16.11 13.91 3969.56 1.492 3.060 7-M2c 1.500 1.117 1.117 1.000 6.619 0.000

17.90 14.00 3969.59 1.499 3.088 7-M2c 1.500 1.121 1.121 1.000 6.643 0.000

Inlet Elevation (invert): 3966.50 ft, Outlet Elevation (invert): 3966.30 ft

Culvert Length: 40.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3966.00 ft Outlet Station: 40.00 ft Outlet Elevation: 3965.80 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing C1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3969.50 ft

Minimum Flow: 0 cfs Design Flow: 7.1 cfs Maximum Flow: 30.9 cfs

Table 9 - Summary of Culvert Flows at Crossing: Crossing C2

(cfs) Roadway Discharge

(cfs) Iterations

3958.23 0.00 0.00 0.00 1

3958.47 3.09 3.09 0.00 1

3958.90 6.18 6.18 0.00 1

3959.04 7.10 7.10 0.00 1

3959.57 12.36 9.55 2.77 13

3959.61 15.45 9.72 5.64 4

3959.65 18.54 9.86 8.64 4

3959.68 21.63 9.98 11.54 3

3959.71 24.72 10.10 14.55 3

3959.74 27.81 10.20 17.57 3

3959.77 30.90 10.30 20.58 3

3959.50 9.25 9.25 0.00 Overtopping

Table 10 - 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 3958.23 0.000 0.730 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

3.09 3.09 3958.47 0.537 0.965 3-M1t 0.782 0.448 1.000 1.000 1.620 0.000

6.18 6.18 3958.90 0.852 1.396 3-M2t 1.500 0.692 1.000 1.000 3.239 0.000

7.10 7.10 3959.04 0.934 1.541 3-M2t 1.500 0.749 1.000 1.000 3.721 0.000

12.36 9.55 3959.57 1.139 2.071 7-M2t 1.500 0.895 1.000 1.000 5.003 0.000

15.45 9.72 3959.61 1.152 2.114 7-M2t 1.500 0.905 1.000 1.000 5.093 0.000

18.54 9.86 3959.65 1.164 2.151 7-M2t 1.500 0.913 1.000 1.000 5.169 0.000

21.63 9.98 3959.68 1.174 2.182 7-M2t 1.500 0.919 1.000 1.000 5.233 0.000

24.72 10.10 3959.71 1.183 2.213 7-M2t 1.500 0.926 1.000 1.000 5.293 0.000

27.81 10.20 3959.74 1.192 2.241 7-M2t 1.500 0.931 1.000 1.000 5.349 0.000

30.90 10.30 3959.77 1.200 2.267 7-M2t 1.500 0.936 1.000 1.000 5.400 0.000

Inlet Elevation (invert): 3957.50 ft, Outlet Elevation (invert): 3957.23 ft

Culvert Length: 55.00 ft, Culvert Slope: 0.0049

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3957.00 ft Outlet Station: 55.00 ft Outlet Elevation: 3956.73 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing C2 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3959.50 ft

Roadway Top Width: 40.00 ft

Minimum Flow: 0 cfs Design Flow: 1.3 cfs Maximum Flow: 10.3 cfs

Table 11 - Summary of Culvert Flows at Crossing: Crossing D1

(cfs) Roadway Discharge

(cfs) Iterations

3967.65 0.00 0.00 0.00 1

3968.08 1.03 1.03 0.00 1

3968.15 1.30 1.30 0.00 1

3968.52 3.09 3.09 0.00 1

3968.70 4.12 4.12 0.00 1

3968.88 5.15 5.15 0.00 1

3969.06 6.18 6.18 0.00 1

3969.26 7.21 7.21 0.00 1

3969.54 8.24 8.24 0.00 1

3969.86 9.27 9.27 0.00 1

3970.02 10.30 9.81 0.45 14

3970.00 9.75 9.75 0.00 Overtopping

Table 12 - 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 3967.65 0.000 0.000 0-NF 0.000 0.000 0.390 0.390 0.000 0.000

1.03 1.03 3968.08 0.277 0.432 3-M1t 0.380 0.210 0.390 0.390 1.401 0.000

1.30 1.30 3968.15 0.314 0.498 3-M2t 0.440 0.247 0.390 0.390 1.769 0.000

3.09 3.09 3968.52 0.537 0.866 2-M2c 0.777 0.448 0.448 0.390 3.636 0.000

4.12 4.12 3968.70 0.650 1.049 2-M2c 0.963 0.535 0.535 0.390 4.021 0.000

5.15 5.15 3968.88 0.755 1.229 2-M2c 1.181 0.620 0.620 0.390 4.315 0.000

6.18 6.18 3969.06 0.852 1.411 2-M2c 1.500 0.692 0.692 0.390 4.632 0.000

7.21 7.21 3969.26 0.944 1.614 7-M2c 1.500 0.755 0.755 0.390 4.949 0.000

8.24 8.24 3969.54 1.031 1.890 7-M2c 1.500 0.814 0.814 0.390 5.249 0.000

9.27 9.27 3969.86 1.116 2.213 7-M2c 1.500 0.876 0.876 0.390 5.497 0.000

10.30 9.81 3970.02 1.160 2.371 7-M2c 1.500 0.910 0.910 0.390 5.612 0.000

Inlet Elevation (invert): 3967.65 ft, Outlet Elevation (invert): 3967.24 ft

Culvert Length: 82.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3967.15 ft Outlet Station: 82.00 ft Outlet Elevation: 3966.74 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing D1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3970.00 ft

Roadway Top Width: 70.00 ft

Minimum Flow: 0 cfs Design Flow: 1.5 cfs Maximum Flow: 5.3 cfs

Table 13 - Summary of Culvert Flows at Crossing: Crossing E1

(cfs) Roadway Discharge

(cfs) Iterations

3969.66 0.00 0.00 0.00 1

3969.67 0.53 0.53 0.00 1

3969.71 1.06 1.06 0.00 1

3969.75 1.50 1.50 0.00 1

3969.82 2.12 2.12 0.00 1

3969.90 2.65 2.65 0.00 1

3969.97 3.18 3.18 0.00 1

3970.05 3.71 3.71 0.00 1

3970.13 4.24 4.24 0.00 1

3970.21 4.77 4.77 0.00 1

3970.30 5.30 5.30 0.00 1

3972.00 11.51 11.51 0.00 Overtopping

Table 14 - 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 3969.66 0.000 0.660 0-NF 0.000 0.000 1.070 1.070 0.000 0.000

0.53 0.53 3969.67 0.205 0.672 3-M1t 0.252 0.128 1.070 1.070 0.262 0.000

1.06 1.06 3969.71 0.281 0.708 3-M1t 0.387 0.214 1.070 1.070 0.523 0.000

1.50 1.50 3969.75 0.341 0.750 3-M1t 0.481 0.269 1.070 1.070 0.740 0.000

2.12 2.12 3969.82 0.421 0.824 3-M1t 0.602 0.346 1.070 1.070 1.047 0.000

2.65 2.65 3969.90 0.485 0.896 3-M1t 0.699 0.404 1.070 1.070 1.308 0.000

3.18 3.18 3969.97 0.547 0.972 3-M1t 0.793 0.457 1.070 1.070 1.570 0.000

3.71 3.71 3970.05 0.606 1.051 3-M1t 0.888 0.505 1.070 1.070 1.831 0.000

4.24 4.24 3970.13 0.663 1.132 3-M1t 0.986 0.545 1.070 1.070 2.093 0.000

4.77 4.77 3970.21 0.717 1.214 3-M2t 1.090 0.587 1.070 1.070 2.355 0.000

5.30 5.30 3970.30 0.769 1.299 3-M2t 1.216 0.631 1.070 1.070 2.616 0.000

Inlet Elevation (invert): 3969.00 ft, Outlet Elevation (invert): 3968.59 ft

Culvert Length: 82.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3968.50 ft Outlet Station: 82.00 ft Outlet Elevation: 3968.09 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing E1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3972.00 ft

Roadway Top Width: 45.00 ft

Minimum Flow: 0 cfs Design Flow: 1.1 cfs Maximum Flow: 3.4 cfs

Table 15 - Summary of Culvert Flows at Crossing: Crossing F2

(cfs) Roadway Discharge

(cfs) Iterations

3956.50 0.00 0.00 0.00 1

3956.51 0.34 0.34 0.00 1

3956.52 0.68 0.68 0.00 1

3956.54 1.02 1.02 0.00 1

3956.55 1.10 1.10 0.00 1

3956.61 1.70 1.70 0.00 1

3956.66 2.04 2.04 0.00 1

3956.70 2.38 2.38 0.00 1

3956.75 2.72 2.72 0.00 1

3956.80 3.06 3.06 0.00 1

3956.85 3.40 3.40 0.00 1

3959.00 12.26 12.26 0.00 Overtopping

Table 16 - 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 3956.50 0.000 0.640 0-NF 0.000 0.000 1.000 1.000 0.000 0.000

0.34 0.34 3956.51 0.177 0.645 3-M1t 0.188 0.091 1.000 1.000 0.178 0.000

0.68 0.68 3956.52 0.227 0.661 3-M1t 0.294 0.155 1.000 1.000 0.356 0.000

1.02 1.02 3956.54 0.275 0.685 3-M1t 0.377 0.208 1.000 1.000 0.535 0.000

1.10 1.10 3956.55 0.286 0.692 3-M1t 0.397 0.220 1.000 1.000 0.577 0.000

1.70 1.70 3956.61 0.367 0.754 3-M1t 0.522 0.295 1.000 1.000 0.891 0.000

2.04 2.04 3956.66 0.411 0.796 3-M1t 0.587 0.337 1.000 1.000 1.069 0.000

2.38 2.38 3956.70 0.453 0.841 3-M1t 0.650 0.375 1.000 1.000 1.247 0.000

2.72 2.72 3956.75 0.494 0.888 3-M1t 0.711 0.411 1.000 1.000 1.426 0.000

3.06 3.06 3956.80 0.533 0.937 3-M1t 0.772 0.445 1.000 1.000 1.604 0.000

3.40 3.40 3956.85 0.572 0.986 3-M1t 0.832 0.477 1.000 1.000 1.782 0.000

Inlet Elevation (invert): 3955.86 ft, Outlet Elevation (invert): 3955.50 ft

Culvert Length: 72.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3955.36 ft Outlet Station: 72.00 ft Outlet Elevation: 3955.00 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing: Crossing F2 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 3959.00 ft

Roadway Top Width: 62.00 ft

Minimum Flow: 0 cfs Design Flow: 0.9 cfs Maximum Flow: 2.9 cfs

Table 17 - Summary of Culvert Flows at Crossing: Crossing F1

(cfs) Roadway Discharge

(cfs) Iterations

3956.81 0.00 0.00 0.00 1

3956.81 0.29 0.29 0.00 1

3956.82 0.58 0.58 0.00 1

3956.83 0.87 0.87 0.00 1

3956.83 0.90 0.90 0.00 1

3956.86 1.45 1.45 0.00 1

3956.89 1.74 1.74 0.00 1

3956.91 2.03 2.03 0.00 1

3956.94 2.32 2.32 0.00 1

3956.97 2.61 2.61 0.00 1

3957.00 2.90 2.90 0.00 1

3959.00 14.00 14.00 0.00 Overtopping

Table 18 - 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 3956.81 0.000 0.710 0-NF 0.000 0.000 0.870 0.870 0.000 0.000

0.29 0.29 3956.81 0.170 0.712 3-M1t 0.171 0.080 0.870 0.870 0.173 0.000

0.58 0.58 3956.82 0.212 0.719 3-M1t 0.268 0.138 0.870 0.870 0.346 0.000

0.87 0.87 3956.83 0.254 0.730 3-M1t 0.341 0.186 0.870 0.870 0.519 0.000

0.90 0.90 3956.83 0.258 0.731 3-M1t 0.348 0.190 0.870 0.870 0.537 0.000

1.45 1.45 3956.86 0.334 0.763 3-M1t 0.471 0.263 0.870 0.870 0.866 0.000

1.74 1.74 3956.89 0.372 0.785 3-M1t 0.530 0.300 0.870 0.870 1.039 0.000

2.03 2.03 3956.91 0.409 0.810 3-M1t 0.585 0.335 0.870 0.870 1.212 0.000

2.32 2.32 3956.94 0.445 0.838 3-M1t 0.639 0.368 0.870 0.870 1.385 0.000

2.61 2.61 3956.97 0.481 0.867 3-M1t 0.692 0.400 0.870 0.870 1.558 0.000

2.90 2.90 3957.00 0.515 0.899 3-M1t 0.743 0.429 0.870 0.870 1.731 0.000

Inlet Elevation (invert): 3956.10 ft, Outlet Elevation (invert): 3955.94 ft

Culvert Length: 32.00 ft, Culvert Slope: 0.0050

Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 3955.60 ft Outlet Station: 32.00 ft Outlet Elevation: 3955.44 ft Number of Barrels: 1

Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Corrugated Steel Embedment: 6.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE

Roadway Data for Crossing:…