Hydraulics Report.pdf

Canaan Valley NWR Camp 70 Road, Parking Lot, River’s Edge Trail

Project FW-CAVA 102(1), 905(1)

Hydraulics Report

May 1, 2020

Hydraulics Report

Prepared for Eastern Federal Lands Highway Division, Federal Highway Administration

Prepared by AECOM

Quality information

Document name Ref Prepared for Prepared by Date Reviewed by

Draft Hydraulics Report

Phase II FHWA Joe Huesmann 12-16-2019 N/A

Revision history

Revision Revision date Details Name Position

1 3/11/2020 Phase III Joe Huesmann Sr. Project Engineer

2 5/1/2020 Phase IV Joe Huesmann Sr. Project Engineer xxxxx xxxxx Xxxxx xxxxx xxxxx

This document has been prepared by AECOM Limited for the sole use of our client (the “Client”) and in accordance with generally accepted consultancy principles, the budget for fees and the terms of reference agreed between AECOM Limited and the Client. Any information provided by third parties and referred to herein has not been checked or verified by AECOM Limited, unless otherwise expressly stated in the document. No third party may rely upon this document without the prior and express written agreement of AECOM Limited.

Canaan Valley NWR - Camp Road 70 Hydraulics Report

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Table of Contents

1 INTRODUCTION……………………………………………………………………………………… 1-1

2 GENERAL SITE CONDITIONS ........................................................................................ 2-1

3 DESIGN CONSIDERATIONS ........................................................................................... 3-1

3A Hydrology

3B Hydraulics

4 STORMWATER MANAGEMENT ..................................................................................... 4-1

5 UTILITY STATUS .............................................................................................................. 5-1

Tables

Table 1: Time of Concentration Summary Table 2: Hydrologic Summary Table 3: Ditch Summary

Figures

Figure 1A: Project Vicinity Figure 1B: Project Site Figure 2: FEMA Floodplain Figure 3: WVDOH Drainage Manual Table 4-5 Figure 4: WVDOH Drainage Manual Map 4-4 Figure 5: IDF Location Map Figure 6: IDF Curves Figure 7: Culvert & Ditch Drainage Areas Figure 8: Area Tier 3 Waters Schematic

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1 INTRODUCTION

The project is located in the Canaan Valley National Wildlife Refuge, Tucker County, West Virginia. The roadway and adjacent land are owned and maintained by the United States Fish and Wildlife Service (USFWS). The Eastern Federal Lands Highway Division (EFLHD), office of the Federal Lands Highway (FLH), of the Federal Highway Administration (FHWA), of the United States Department of Transportation, per USFWS request, is working on improvements to Camp 70 Road (also known as FWS Route 102) from the intersection with County Route 32/18 to the parking lot for the Canaan Valley National Wildlife Refuge parking area.

Camp 70 Road serves as a recreational road and provides access to a canoe/kayak launch at Blackwater River. The Refuge wants to improve the road by re-grading to a one-lane two-way road 12 feet in width;

eliminating large boulders; resurfacing with gravel; expanding the existing parking lot (FWS Route 905) to increase capacity; providing cellular confinement system for parking area and trail; and reconstructing the River’s Edge Trail to make it an ADA friendly trail connecting to a kayak/canoe launch at the Blackwater River.

The FLH Project Delivery and Design Manual (PDDM) is the primary document used for project design criteria.

This report should be examined in conjunction with the plan set.

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2 GENERAL SITE CONDITIONS

The existing access road runs east-west. The access road is generally level, with gentle slopes. The parking lot is also generally level, with a gentle slope down towards the Blackwater River. The trail is fairly steep, leading down towards the river to the south. The surrounding areas slope steeply away the road— up to the north, and down to the south. Areas surrounding the project include woods and open space. The town of Davis, WV lies approximately 3 miles to the west.

Figure 1A: Project Vicinity

Camp 70 Rd

Blackwater River

Project Site

N

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Figure 1B: Project Site (no scale), see plans for more detail

Existing Parking Lot

Existing Boat Ramp

Existing Access Road

County Road 32-18

N

Existing Edgewater Trail

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The project is located adjacent to the Blackwater River. The 100-year floodplain is shown as Zone A, i.e.

established using approximate methods (i.e. not modeled). The road and parking lot are located outside the floodplain; whereas the lower third of the trail is located in the floodplain. Construction of the trail will not affect the floodplain, as the height and area of fill is minor compared to the width of the floodplain.

Figure 2: FEMA Floodplain Map Map 54093C0175E excerpt (no scale), approximate project location in red.

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3 DESIGN CONSIDERATIONS

The roadway runs at the bottom of a small hill. There are no existing culverts. The existing drainage pattern appears to show a portion of the runoff from the hill draining to the west in a roadside ditch. The beginning of the ditch is unclear, as the area adjacent the road is very flat.

There is an existing hollow adjacent to the road near Sta. 109+00, but as mentioned earlier no culvert. Any runoff collecting in the hollow appears to pond, and spill over, either across the road, or into the roadside ditch.

The project is expecting to utilize three PE culverts to pass some offsite runoff from the hill across the road.

Other runoff from the hill will drain towards the beginning of the project, following the existing drainage pattern. A fourth culvert is being added across the trail. This latter culvert is not hydraulically necessary, as there is no drainage area feeding it (only when the river floods would any water flow through the culvert).

There are four culverts and five ditches on the project. Ditch 1 (approx. Sta 100+00 – 108+25) carries runoff from the hill, along the left side of the road to Culvert 3. Ditch 2 (approx. Sta 108+25 – 109+15) carries runoff from the hill, along the left side of the road to Culvert 1. Ditch 3 (approx. Sta 109+50 – 110+10) carries runoff from the adjacent hill along the left side of the road to Culvert 2. Ditch 4 carries runoff from a small portion of the parking lot and part of the trail along the left side of the trail to a cut-fill transition. Ditch 5 is the outfall ditch from Culvert 3.

FHWA culvert capacity design storm is 25-year for low-standard roads, minimum size 24” for road crossings, 18” for parallel culvert (PDDM Exh. 7.1-A). FHWA’s HY-8 software is used for culvert calculations to design the embedded culverts requested by the client. Maximum HW/D ratio is 1.5 (PDDM Exh. 7.1-A). Minimum pipe cover 1 ft per FHWA pipe detail (ET 602-5). Culverts were designed with 12” embedment, and to be filled with void-filled riprap.

FHWA ditch design storm is 10-year for capacity and 10-year for permanent lining velocity (PDDM Exh. 7.1- A). Bentley Flowmaster was used for ditch calculations.

Erosion & Sediment Control measures are provided per WV Department of Environmental Protection E&SC Best Management Practice Manual.

As mentioned earlier, trail construction will not affect FEMA floodplain elevations.

3A HYDROLOGY

Please see HDS 2 Highway Hydrology for hydrology concepts and terminology.

The Rational Method is used for hydrology calculations to calculate peak discharges (Q), using using the formula:

Q = C i A

Where A is the drainage area in acres, i is rainfall intensity in inches per hour, and C is the Rational Method Runoff Coefficient, varying with land cover. Rainfall intensity varies with the time of concentration (Tc), which can be considered the time it takes a drop of water to travel from the furthest point of the watershed to a study point. A longer time of concentration leads to a lower intensity.

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Figure 3: WVDOH Drainage Manual Table 4-5

Figure 5: VWDOH IDF locations map (red dot, approximate project location)

The location of the project indicates use of the Appalachian Plateau IDF curves in the WVDOH Drainage Manual (see Figure 5). These provide the rainfall intensity (i) for the Rational Method.

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Figure 4: WVDOH Drainage Manual Map 4-4 (red dot, approximate project location)

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Figure 6: IDF Curves

Drainage areas and Tc paths were developed based on survey and publicly available GIS data; shown in Figure 8.

Note: Ditch 1 drains to Culvert 3. Ditch 1 is separated into three segments (1A, 1B, 1C) due to varying slope and accumulating drainage area.

Sheet Flow Sheet flow Tc uses inputs: 2-yr 24-hr depth of 2.65” per NOAA Atlas 14, Manning’s n of 0.80 (forest area), flow length of 50’, slope of 3.6%. This results in sheet flow Tc of 0.311 hr, or 18.7 min (HDS 2, Highway Hydrology, Eq. 2.6).

𝑡 𝛼

𝑃 .

𝑛𝐿

√𝑆

Overland Flow Overland flow Tc uses inputs: intercept coefficient of 0.076, slope of 19.3%. This results in an overland flow velocity of 1.102 ft/s. For the flow length of 350’ the overland flow Tc is 5.3 min (HDS 2, Highway Hydrology, Eq. 2.7).

𝑉 𝛼𝑘𝑆 .

Ditch 1, Culvert 1, and Culvert 3 share similar sheet flow and overland flow paths, so those Tc segment values are identical for a path from the top of the hill to the roadside.

Bentley Flowmaster was used to determine Tc channel flow hydraulics. Inputs and results are as per Table 1, below. (Note: some drainage areas are so small the minimum Rational Method Tc of 5 minutes was assumed instead of being calculated.)

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Ditch stationing for Tables 1-3:

Ditch 1 separated into segments due to varying slope: Segment 1A drains to 1B drains to 1C Ditch 1A: Sta 108+70 – 104+50 Ditch 1B: Sta 104+50 – 101+35 Ditch 1C: Sta 101+35 – 100+00 Ditch 2: Sta 108+70 – 109+00 Ditch 3: Sta 109+50 – 110+13

Table 1: Time of Concentration Summary

Location

Sheet flow Tc (min)

Overland flow Tc (min)

Ditch geometry

(H:V)

Slope, So

(ft/ft) Manning's n Velocity

(ft/s)

Flow length

(ft)

Ditch Tc

(min)

Total Tc

(min) Hillside ** 18.7 5.3 6:1, 6:1 0.193 0.075 3.31 1825 - 33.2 Ditch 1A - - 3:1, 2:1* 0.005 0.042 1.55 350 3.8 37.0 Ditch 1B - - 3:1, 2:1 0.013 0.042 2.83 342 2.0 39.0 Ditch 1C - - 2:1, 2:1 0.0097 0.042 2.28 135 1.0 39.6 Ditch 2 - - 3:1, 2:1 0.0097 0.042 - - - 5.0 Ditch 3 - - 3:1, 2:1 0.0097 0.042 - - - 5.0 Ditch 4 - - 6:1, 2:1 0.100 0.042 - - - 5.0 Culvert 1 18.7 5.3 6:1, 6:1 0.193 0.075 3.06 1910 10.4 34.4 Culvert 2 - - 3:1, 2:1 0.0097 0.042 - - - 5.0

* Small section between 107+75 – 108+25 has variable back slope due to existing ground. 2:1 is conservative.

** Identical for Ditch 1A and Culvert 1

Note: Tc for Culvert 3 and Ditch 5 is same as for Ditch 1C, as point of interest is effectively identical.

Table 2: Hydrologic Summary

Location A (ac) C i2 (in/hr) Q2 (cfs) i10 (in/hr) Q10 (cfs) i25 (in/hr) Q25 (cfs) Ditch 1A 7.10 0.35 1.73 4.3 2.47 6.1 2.86 7.1 Ditch 1B 19.34 0.35 1.68 11.4 2.43 16.4 2.78 18.8 Ditch 1C 21.06 0.35 1.63 12.0 2.35 17.3 2.74 20.2 Ditch 2 0.05 0.44 4.48 0.1 6.10 0.1 7.00 0.2 Ditch 3 0.10 0.41 4.48 0.2 6.10 0.3 7.00 0.3 Ditch 4 0.05 0.56 4.48 0.1 6.10 0.2 7.00 0.2 Culvert 1 5.31 0.35 1.80 3.3 2.55 4.7 2.97 5.5 Culvert 2 0.10 0.41 4.48 0.2 6.10 0.3 7.00 0.3 Culvert 3 21.06 0.35 1.63 12.0 2.35 17.3 2.74 20.2 Ditch 5 21.06 0.35 1.63 12.0 2.35 17.3 2.74 20.2

A=drainage area; i=rainfall intensity; Q=peak discharge; subscripts indicate 2-, 10-, and 25-year storm Ditch 1 areas are accumulative Design storm is bolded

3B HYDRAULICS

Flowmaster is used for open channel calculations. WVDOH seed mixture type B is applied to shoulders and ditches. This mix has a permissible shear stress of 1.0 lb/ft2 for mowed areas like shoulders and roadside ditches (Manning’s n=0.042), and of 3.2-4.2 lb/ft2 for un-mowed areas (Manning’s n=0.090).

Roadside ditches have been designed with a 2:1 or 3:1 fore slope and 2:1 back slope. The trail ditch has been designed with a 6:1 fore slope and 2:1 back slope. The Culvert 3 outfall ditch (Ditch 5) is designed as a trapezoidal ditch with 2:1 side slopes and a 4’ flat bottom.

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Table 3: Ditch Summary

Ditch

Q10 (cfs)

Manning's n

Depth Provided

(ft)

Depth d10

(ft)

Vel.

V10

(ft/s)

So

(ft/ft)

Max.

Shear, d (lb/ft2)

Comment Ditch 1A 6.1 0.0420 1.50 1.2 1.7 0.0050 0.37 Ditch 1B 16.4 0.0420 1.50 1.45 3.1 0.0130 1.18 RECP Type 5.A Req’d.

Ditch 1C 17.4 0.0420 1.50 1.41 4.4 0.0279 2.45 RECP Type 5.A Req’d.

Ditch 2 0.1 0.0420 1.50 0.23 0.8 0.0097 0.14 Ditch 3 0.3 0.0420 1.50 0.34 1.0 0.0097 0.21 Ditch 4 0.2 0.0420 0.33 0.16 2.0 0.1000 1.00 Ditch 5 17.4 0.0750 1.88 1.65 1.2 0.0050 0.51 Unmowed grass

Max. shear stress: d=dSo (HEC-15 Eq 2.4) RECP=Rolled Erosion Control Product, see FLH FP-14

Note: Ditch segment 1B indicates an exceedance of the permissible shear stress for mowed areas, so turf reinforcement mat has been specified.

Ditch and culvert calculations follow. Note: culvert calculations use 25-year design storm flow rate;

maximum flow for HY-8 was entered as two times design flow rate (simply because a calculation upper limit is required by the software).

INV

INV

INV

INV

INV

INV

UTIL

UTIL

N

Legend

SCALE IN FEET

0 200 400

Blackwater River

C o R t 32/18

Co Rt 32/18

Camp 70 Rd

Sta 110+50

Culvert 2

Figure 7

Sta 100+00

Culvert 3

Tc 34.4 min

5.31 ac

Culvert 1

Tc 5 min

0.10 ac

Culvert 2/Ditch 3

Tc 5 min

0.05 ac

Ditch 4

Sta 109+16

Culvert 1

Drainage Area, Time of Concentration Map

Culvert Drainage Area Boundary

Ditch Sub-Drainage Area Boundary

Sheet Flow

Shallow Concentrated Flow

Channel Flow

Flow Arrows (match boundary type)

Tc 5 min

0.05 ac

Ditch 2

Sta 11+18

Culvert 4

Tc 39.6 min

21.06 ac

Ditch 1C Tc 39.0 min

19.34 ac

Ditch 1B

Tc 37.0 min

7.10 ac

Ditch 1A

Tc 39.6 min

21.06 ac

Ditch 5

NOAA Atlas 14, Volume 2, Version 3 Location name: Davis, West Virginia, USA*

Latitude: 39.1362°, Longitude: -79.4078° Elevation: 3154.65 ft**

* source: ESRI Maps ** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES

G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley

NOAA, National Weather Service, Silver Spring, Maryland

PF_tabular | PF_graphical | Maps_&_aerials

PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1

Duration Average recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 0.303 (0.268‑0.344)

0.358 (0.317‑0.406)

0.430 (0.380‑0.486)

0.490 (0.431‑0.552)

0.570 (0.499‑0.640)

0.638 (0.555‑0.714)

0.702 (0.607‑0.785)

0.775 (0.666‑0.866)

0.875 (0.744‑0.977)

0.961 (0.809‑1.08)

10-min 0.474 (0.419‑0.537)

0.562 (0.497‑0.637)

0.672 (0.594‑0.760)

0.762 (0.670‑0.858)

0.879 (0.769‑0.987)

0.974 (0.848‑1.09)

1.07 (0.925‑1.20)

1.17 (1.00‑1.31)

1.31 (1.11‑1.46)

1.42 (1.20‑1.59)

15-min 0.583 (0.517‑0.662)

0.690 (0.611‑0.783)

0.829 (0.733‑0.938)

0.942 (0.829‑1.06)

1.09 (0.956‑1.23)

1.21 (1.05‑1.36)

1.33 (1.15‑1.49)

1.46 (1.25‑1.63)

1.63 (1.39‑1.83)

1.78 (1.50‑1.99)

30-min 0.777 (0.688‑0.881)

0.929 (0.823‑1.05)

1.14 (1.01‑1.29)

1.32 (1.16‑1.49)

1.56 (1.36‑1.75)

1.75 (1.52‑1.96)

1.95 (1.68‑2.18)

2.16 (1.85‑2.41)

2.46 (2.09‑2.74)

2.70 (2.28‑3.03)

60-min 0.953 (0.844‑1.08)

1.15 (1.01‑1.30)

1.44 (1.27‑1.63)

1.69 (1.49‑1.90)

2.03 (1.78‑2.28)

2.32 (2.02‑2.60)

2.62 (2.27‑2.93)

2.95 (2.53‑3.29)

3.42 (2.91‑3.82)

3.83 (3.22‑4.29)

2-hr 1.14 (1.01‑1.30)

1.37 (1.21‑1.56)

1.73 (1.52‑1.96)

2.05 (1.80‑2.32)

2.49 (2.18‑2.81)

2.89 (2.51‑3.25)

3.31 (2.86‑3.71)

3.78 (3.24‑4.23)

4.47 (3.79‑4.99)

5.08 (4.25‑5.68)

3-hr 1.25 (1.10‑1.43)

1.49 (1.31‑1.71)

1.86 (1.64‑2.14)

2.20 (1.92‑2.51)

2.68 (2.33‑3.05)

3.10 (2.68‑3.53)

3.56 (3.05‑4.04)

4.08 (3.47‑4.61)

4.83 (4.06‑5.46)

5.51 (4.58‑6.21)

6-hr 1.54 (1.36‑1.76)

1.83 (1.62‑2.09)

2.27 (2.00‑2.59)

2.66 (2.34‑3.03)

3.23 (2.82‑3.67)

3.73 (3.24‑4.22)

4.28 (3.68‑4.83)

4.89 (4.17‑5.51)

5.79 (4.88‑6.51)

6.59 (5.50‑7.41)

12-hr 1.89 (1.69‑2.16)

2.25 (2.00‑2.57)

2.77 (2.46‑3.15)

3.26 (2.87‑3.69)

3.96 (3.47‑4.48)

4.59 (3.99‑5.18)

5.29 (4.55‑5.95)

6.07 (5.18‑6.82)

7.25 (6.08‑8.10)

8.31 (6.89‑9.30)

24-hr 2.21 (2.03‑2.42)

2.65 (2.43‑2.90)

3.28 (3.01‑3.61)

3.84 (3.50‑4.22)

4.69 (4.22‑5.16)

5.43 (4.81‑6.01)

6.25 (5.45‑6.98)

7.18 (6.13‑8.07)

8.59 (7.13‑9.79)

9.81 (7.93‑11.3)

2-day 2.63 (2.42‑2.87)

3.14 (2.90‑3.43)

3.86 (3.55‑4.22)

4.49 (4.10‑4.91)

5.41 (4.88‑5.96)

6.20 (5.52‑6.89)

7.07 (6.19‑7.94)

8.04 (6.90‑9.14)

9.47 (7.90‑11.0)

10.7 (8.70‑12.6)

3-day 2.87 (2.67‑3.11)

3.42 (3.18‑3.70)

4.16 (3.86‑4.51)

4.79 (4.41‑5.20)

5.69 (5.18‑6.22)

6.45 (5.80‑7.10)

7.26 (6.43‑8.08)

8.14 (7.09‑9.18)

9.53 (8.07‑11.1)

10.7 (8.87‑12.7)

4-day 3.12 (2.92‑3.35)

3.70 (3.46‑3.98)

4.46 (4.16‑4.80)

5.09 (4.73‑5.49)

5.97 (5.48‑6.48)

6.70 (6.08‑7.31)

7.45 (6.67‑8.22)

8.25 (7.27‑9.22)

9.60 (8.24‑11.1)

10.7 (9.03‑12.8)

7-day 3.70 (3.46‑3.97)

4.38 (4.10‑4.70)

5.21 (4.87‑5.59)

5.88 (5.47‑6.32)

6.80 (6.26‑7.34)

7.53 (6.87‑8.19)

8.28 (7.47‑9.08)

9.05 (8.04‑10.0)

10.1 (8.78‑11.4)

11.0 (9.39‑12.9)

10-day 4.36 (4.12‑4.64)

5.14 (4.85‑5.47)

6.02 (5.67‑6.41)

6.71 (6.29‑7.15)

7.62 (7.09‑8.17)

8.33 (7.68‑8.99)

9.03 (8.25‑9.82)

9.72 (8.77‑10.7)

10.6 (9.45‑11.9)

11.4 (10.0‑12.9)

20-day 6.29 (5.97‑6.65)

7.35 (6.97‑7.78)

8.44 (7.99‑8.95)

9.33 (8.80‑9.90)

10.5 (9.84‑11.2)

11.4 (10.6‑12.3)

12.3 (11.3‑13.4)

13.3 (12.0‑14.5)

14.5 (12.9‑16.0)

15.4 (13.5‑17.3)

30-day 8.09 (7.70‑8.53)

9.42 (8.96‑9.93)

10.7 (10.1‑11.2)

11.6 (11.0‑12.3)

12.9 (12.2‑13.6)

13.8 (13.0‑14.7)

14.7 (13.7‑15.8)

15.6 (14.4‑16.9)

16.7 (15.3‑18.2)

17.5 (15.9‑19.3)

45-day 10.5 (10.0‑11.0)

12.2 (11.6‑12.8)

13.6 (13.0‑14.3)

14.7 (14.0‑15.4)

16.1 (15.3‑17.0)

17.1 (16.2‑18.2)

18.1 (17.0‑19.3)

19.0 (17.7‑20.4)

20.1 (18.6‑21.9)

21.0 (19.2‑22.9)

60-day 12.7 (12.2‑13.3)

14.7 (14.1‑15.4)

16.4 (15.7‑17.2)

17.7 (16.8‑18.5)

19.3 (18.3‑20.3)

20.4 (19.3‑21.6)

21.5 (20.2‑22.9)

22.5 (21.1‑24.1)

23.8 (22.0‑25.7)

24.6 (22.7‑26.9)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

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Small scale terrain

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Large scale map

Large scale aerial

3km

2mi

100km

60mi

100km

60mi

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US Department of Commerce National Oceanic and Atmospheric Administration

National Weather Service National Water Center

1325 East West Highway Silver Spring, MD 20910

Questions?: HDSC.Questions@noaa.gov

Disclaimer

100km

60mi https://www.commerce.gov/ http://www.noaa.gov/ http://www.nws.noaa.gov/ http://www.nws.noaa.gov/oh/ mailto:HDSC.Questions@noaa.gov http://www.nws.noaa.gov/disclaimer.html HuesmannJ

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Roughness Coefficient 0.075

Channel Slope 0.19300 ft/ft

Left Side Slope 6.00 ft/ft (H:V)

Right Side Slope 6.00 ft/ft (H:V)

Discharge 4.50 ft³/s

Results

Normal Depth 0.48 ft

Flow Area 1.36 ft²

Wetted Perimeter 5.79 ft

Hydraulic Radius 0.23 ft

Top Width 5.71 ft

Critical Depth 0.51 ft

Critical Slope 0.13150 ft/ft

Velocity 3.31 ft/s

Velocity Head 0.17 ft

Specific Energy 0.65 ft

Froude Number 1.20

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.48 ft

Critical Depth 0.51 ft

Channel Slope 0.19300 ft/ft

Critical Slope 0.13150 ft/ft

Worksheet for Ditch 1A Hillside

3/31/2020 1:46:04 PM

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

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.042

Channel Slope 0.00500 ft/ft

Left Side Slope 3.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 6.10 ft³/s

Results

Normal Depth 1.20 ft

Flow Area 3.61 ft²

Wetted Perimeter 6.48 ft

Hydraulic Radius 0.56 ft

Top Width 6.00 ft

Critical Depth 0.82 ft

Critical Slope 0.03833 ft/ft

Velocity 1.69 ft/s

Velocity Head 0.04 ft

Specific Energy 1.25 ft

Froude Number 0.38

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 1.20 ft

Critical Depth 0.82 ft

Channel Slope 0.00500 ft/ft

Critical Slope 0.03833 ft/ft

Worksheet for Ditch 1A 108+70 to 104+50

4/2/2020 7:28:23 AM

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.042

Channel Slope 0.01300 ft/ft

Left Side Slope 3.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 16.40 ft³/s

Results

Normal Depth 1.45 ft

Flow Area 5.29 ft²

Wetted Perimeter 7.85 ft

Hydraulic Radius 0.67 ft

Top Width 7.27 ft

Critical Depth 1.22 ft

Critical Slope 0.03359 ft/ft

Velocity 3.10 ft/s

Velocity Head 0.15 ft

Specific Energy 1.60 ft

Froude Number 0.64

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 1.45 ft

Critical Depth 1.22 ft

Channel Slope 0.01300 ft/ft

Critical Slope 0.03359 ft/ft

Worksheet for Ditch 1B 104+50 to 101+35

4/2/2020 7:28:36 AM

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.042

Channel Slope 0.02790 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 17.40 ft³/s

Results

Normal Depth 1.41 ft

Flow Area 4.00 ft²

Wetted Perimeter 6.32 ft

Hydraulic Radius 0.63 ft

Top Width 5.65 ft

Critical Depth 1.36 ft

Critical Slope 0.03389 ft/ft

Velocity 4.35 ft/s

Velocity Head 0.29 ft

Specific Energy 1.71 ft

Froude Number 0.91

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 1.41 ft

Critical Depth 1.36 ft

Channel Slope 0.02790 ft/ft

Critical Slope 0.03389 ft/ft

Worksheet for Ditch 1C 101+35 to 100+00

5/1/2020 4:44:08 PM

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.042

Channel Slope 0.00970 ft/ft

Left Side Slope 3.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 0.10 ft³/s

Results

Normal Depth 0.23 ft

Flow Area 0.13 ft²

Wetted Perimeter 1.23 ft

Hydraulic Radius 0.11 ft

Top Width 1.14 ft

Critical Depth 0.16 ft

Critical Slope 0.06631 ft/ft

Velocity 0.78 ft/s

Velocity Head 0.01 ft

Specific Energy 0.24 ft

Froude Number 0.41

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.23 ft

Critical Depth 0.16 ft

Channel Slope 0.00970 ft/ft

Critical Slope 0.06631 ft/ft

Worksheet for Ditch 2 108+70 to 109+00

4/2/2020 7:29:01 AM

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.042

Channel Slope 0.00970 ft/ft

Left Side Slope 3.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 0.30 ft³/s

Results

Normal Depth 0.34 ft

Flow Area 0.29 ft²

Wetted Perimeter 1.85 ft

Hydraulic Radius 0.16 ft

Top Width 1.71 ft

Critical Depth 0.25 ft

Critical Slope 0.05729 ft/ft

Velocity 1.02 ft/s

Velocity Head 0.02 ft

Specific Energy 0.36 ft

Froude Number 0.44

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.34 ft

Critical Depth 0.25 ft

Channel Slope 0.00970 ft/ft

Critical Slope 0.05729 ft/ft

Worksheet for Ditch 3 109+50 to 110+13

4/2/2020 7:29:11 AM

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.042

Channel Slope 0.10000 ft/ft

Left Side Slope 6.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 0.20 ft³/s

Results

Normal Depth 0.16 ft

Flow Area 0.10 ft²

Wetted Perimeter 1.31 ft

Hydraulic Radius 0.08 ft

Top Width 1.26 ft

Critical Depth 0.17 ft

Critical Slope 0.06125 ft/ft

Velocity 2.01 ft/s

Velocity Head 0.06 ft

Specific Energy 0.22 ft

Froude Number 1.26

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.16 ft

Critical Depth 0.17 ft

Channel Slope 0.10000 ft/ft

Critical Slope 0.06125 ft/ft

Worksheet for Ditch 4 Trail

4/2/2020 7:29:22 AM

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

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

Solve For Normal Depth

Input Data

Roughness Coefficient 0.090

Channel Slope 0.00500 ft/ft

Left Side Slope 3.00 ft/ft (H:V)

Right Side Slope 3.00 ft/ft (H:V)

Bottom Width 4.00 ft

Discharge 17.60 ft³/s

Results

Normal Depth 1.65 ft

Flow Area 14.83 ft²

Wetted Perimeter 14.46 ft

Hydraulic Radius 1.03 ft

Top Width 13.93 ft

Critical Depth 0.70 ft

Critical Slope 0.15200 ft/ft

Velocity 1.19 ft/s

Velocity Head 0.02 ft

Specific Energy 1.68 ft

Froude Number 0.20

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 1.65 ft

Critical Depth 0.70 ft

Channel Slope 0.00500 ft/ft

Worksheet for Ditch 5, Culvert 3 Outfall

4/20/2020 2:57:41 PM

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

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

HY-8 Culvert Analysis Report

Crossing Discharge Data

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

Minimum Flow: 0 cfs

Design Flow: 20.2 cfs

Maximum Flow: 40.4 cfs

HuesmannJ

Culvert 3

Table 1 - Summary of Culvert Flows at Crossing: Crossing 3 Headwater Elevation

(ft) Total Discharge (cfs) Culvert 3 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

3149.59 0.00 0.00 0.00 1

3150.37 4.04 4.04 0.00 1

3150.80 8.08 8.08 0.00 1

3151.17 12.12 12.12 0.00 1

3151.51 16.16 16.16 0.00 1

3151.86 20.20 20.20 0.00 1

3152.33 24.24 24.24 0.00 1

3152.90 28.28 28.28 0.00 1

3153.51 32.32 32.01 0.17 44

3153.56 36.36 32.32 3.96 6

3153.60 40.40 32.52 7.75 4

3153.50 31.96 31.96 0.00 Overtopping

Rating Curve Plot for Crossing: Crossing 3

Table 2 - Culvert Summary Table: Culvert 3 Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 3149.59 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

4.04 4.04 3150.37 0.729 0.781 2-M2c 0.686 0.393 0.393 0.170 3.521 2.376

8.08 8.08 3150.80 1.174 1.208 2-M2c 1.064 0.619 0.619 0.260 4.436 3.113

12.12 12.12 3151.17 1.528 1.576 2-M2c 1.421 0.805 0.805 0.333 5.106 3.641

16.16 16.16 3151.51 1.874 1.921 2-M2c 2.000 0.969 0.969 0.398 5.677 4.065

20.20 20.20 3151.86 2.267 2.263 7-M2c 2.000 1.116 1.116 0.457 6.205 4.424

24.24 24.24 3152.33 2.739 2.623 7-M2c 2.000 1.252 1.252 0.511 6.700 4.741

28.28 28.28 3152.90 3.307 3.077 7-M2c 2.000 1.372 1.372 0.563 7.213 5.023

32.32 32.01 3153.51 3.918 3.670 7-M2c 2.000 1.477 1.477 0.612 7.683 5.281

36.36 32.32 3153.56 3.972 3.708 7-M2c 2.000 1.484 1.484 0.659 7.725 5.516

40.40 32.52 3153.60 4.007 3.722 7-M2c 2.000 1.489 1.489 0.704 7.752 5.736

Straight Culvert

Inlet Elevation (invert): 3149.59 ft, Outlet Elevation (invert): 3149.44 ft

Culvert Length: 28.20 ft, Culvert Slope: 0.0053

HuesmannJ Callout HY-8 output shows as-embedded elevations in this location

Culvert Performance Curve Plot: Culvert 3

Water Surface Profile Plot for Culvert: Culvert 3

Site Data - Culvert 3

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3148.59 ft

Outlet Station: 28.20 ft

Outlet Elevation: 3148.44 ft

Number of Barrels: 1

Culvert Data Summary - Culvert 3

Barrel Shape: Circular

Barrel Diameter: 3.00 ft

Barrel Material: Smooth HDPE

Embedment: 12.00 in

Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)

Culvert Type: Straight

Inlet Configuration: Square Edge with Headwall

Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 3)

Flow (cfs) Water Surface Elev (ft)

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

0.00 3149.44 0.00 0.00 0.00 0.00

4.04 3149.61 0.17 2.38 0.53 1.02

8.08 3149.70 0.26 3.11 0.81 1.08

12.12 3149.77 0.33 3.64 1.04 1.11

16.16 3149.84 0.40 4.06 1.24 1.14

20.20 3149.90 0.46 4.42 1.42 1.15

24.24 3149.95 0.51 4.74 1.60 1.17

28.28 3150.00 0.56 5.02 1.76 1.18

32.32 3150.05 0.61 5.28 1.91 1.19

36.36 3150.10 0.66 5.52 2.06 1.20

40.40 3150.14 0.70 5.74 2.20 1.20

Tailwater Channel Data - Crossing 3

Tailwater Channel Option: Rectangular Channel

Bottom Width: 10.00 ft

Channel Slope: 0.0500

Channel Manning's n: 0.0420

Channel Invert Elevation: 3149.44 ft

Roadway Data for Crossing: Crossing 3

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3153.50 ft

Roadway Surface: Gravel

Roadway Top Width: 12.00 ft

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

Minimum Flow: 0 cfs

Design Flow: 0.3 cfs

Maximum Flow: 0.6 cfs

HuesmannJ

Culvert 2

Table 4 - Summary of Culvert Flows at Crossing: Crossing 2

(ft) Total Discharge (cfs) Culvert 2 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

3157.63 0.00 0.00 0.00 1

3157.63 0.06 0.06 0.00 1

3157.65 0.12 0.12 0.00 1

3157.67 0.18 0.18 0.00 1

3157.68 0.24 0.24 0.00 1

3157.70 0.30 0.30 0.00 1

3157.72 0.36 0.36 0.00 1

3157.73 0.42 0.42 0.00 1

3157.75 0.48 0.48 0.00 1

3157.77 0.54 0.54 0.00 1

3157.78 0.60 0.60 0.00 1

3160.00 14.63 14.63 0.00 Overtopping

Rating Curve Plot for Crossing: Crossing 2

Table 5 - Culvert Summary Table: Culvert 2

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 3157.63 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

0.06 0.06 3157.63 0.002 0.0* 1-S2n 0.022 0.027 0.022 0.008 1.117 0.758

0.12 0.12 3157.65 0.019 0.0* 1-S2n 0.041 0.043 0.041 0.012 1.203 0.995

0.18 0.18 3157.67 0.037 0.0* 1-S2n 0.052 0.056 0.052 0.015 1.439 1.172

0.24 0.24 3157.68 0.054 0.0* 1-S2n 0.062 0.067 0.062 0.018 1.596 1.309

0.30 0.30 3157.70 0.071 0.0* 1-S2n 0.072 0.078 0.072 0.021 1.707 1.438

0.36 0.36 3157.72 0.088 0.0* 1-S2n 0.081 0.088 0.081 0.023 1.823 1.545

0.42 0.42 3157.73 0.104 0.0* 1-S2n 0.088 0.097 0.088 0.026 1.945 1.640

0.48 0.48 3157.75 0.120 0.0* 1-S2n 0.096 0.106 0.096 0.028 2.048 1.734

0.54 0.54 3157.77 0.136 0.0* 1-S2n 0.103 0.115 0.103 0.030 2.136 1.815

0.60 0.60 3157.78 0.152 0.0* 1-S2n 0.111 0.123 0.111 0.032 2.212 1.893

* Full Flow Headwater elevation is below inlet invert.

Inlet Elevation (invert): 3157.63 ft, Outlet Elevation (invert): 3153.69 ft

Culvert Length: 71.31 ft, Culvert Slope: 0.0553

HuesmannJ

Culvert Performance Curve Plot: Culvert 2

Water Surface Profile Plot for Culvert: Culvert 2

Site Data - Culvert 2

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3156.63 ft

Outlet Station: 71.20 ft

Outlet Elevation: 3152.69 ft

Number of Barrels: 1

Culvert Data Summary - Culvert 2

Barrel Shape: Circular

Barrel Diameter: 2.50 ft

Barrel Material: Smooth HDPE

Embedment: 12.00 in

Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)

Culvert Type: Straight

Table 6 - Downstream Channel Rating Curve (Crossing: Crossing 2)

Elev (ft)

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

0.00 3153.69 0.00 0.00 0.00 0.00

0.06 3153.70 0.01 0.76 0.10 1.50

0.12 3153.70 0.01 0.99 0.15 1.60

0.18 3153.71 0.02 1.17 0.19 1.67

0.24 3153.71 0.02 1.31 0.23 1.70

0.30 3153.71 0.02 1.44 0.26 1.75

0.36 3153.71 0.02 1.54 0.29 1.78

0.42 3153.72 0.03 1.64 0.32 1.81

0.48 3153.72 0.03 1.73 0.35 1.84

0.54 3153.72 0.03 1.81 0.37 1.85

0.60 3153.72 0.03 1.89 0.40 1.87

Tailwater Channel Data - Crossing 2

Bottom Width: 10.00 ft

Channel Slope: 0.2000

Channel Manning's n: 0.0350

Channel Invert Elevation: 3153.69 ft

Roadway Data for Crossing: Crossing 2

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 3160.00 ft

Roadway Top Width: 10.00 ft

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

Minimum Flow: 0 cfs

Design Flow: 5.5 cfs

Maximum Flow: 11 cfs

HuesmannJ

Culvert 1

Table 7 - Summary of Culvert Flows at Crossing: Crossing 1

(ft) Total Discharge (cfs) Culvert 1 Discharge

(cfs) Roadway Discharge

(cfs) Iterations

3156.54 0.00 0.00 0.00 1

3156.77 1.10 1.10 0.00 1

3156.95 2.20 2.20 0.00 1

3157.12 3.30 3.30 0.00 1

3157.26 4.40 4.40 0.00 1

3157.39 5.50 5.50 0.00 1

3157.51 6.60 6.60 0.00 1

3157.62 7.70 7.70 0.00 1

3157.73 8.80 8.80 0.00 1

3157.83 9.90 9.90 0.00 1

3157.92 11.00 11.00 0.00 1

3160.00 29.60 29.60 0.00 Overtopping

Rating Curve Plot for Crossing: Crossing 1

Table 8 - Culvert Summary Table: Culvert 1

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 3156.54 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

1.10 1.10 3156.77 0.230 0.0* 1-S2n 0.143 0.167 0.144 0.063 2.680 1.755

2.20 2.20 3156.95 0.413 0.0* 1-S2n 0.220 0.264 0.220 0.095 3.474 2.311

3.30 3.30 3157.12 0.575 0.0* 1-S2n 0.283 0.344 0.283 0.122 4.019 2.713

4.40 4.40 3157.26 0.721 0.0* 1-S2n 0.340 0.416 0.340 0.145 4.447 3.039

5.50 5.50 3157.39 0.853 0.0* 1-S2n 0.392 0.482 0.392 0.166 4.803 3.316

6.60 6.60 3157.51 0.973 0.0* 1-S2n 0.441 0.542 0.441 0.185 5.111 3.562

7.70 7.70 3157.62 1.084 0.0* 1-S2n 0.487 0.599 0.487 0.203 5.388 3.784

8.80 8.80 3157.73 1.187 0.0* 1-S2n 0.530 0.654 0.530 0.221 5.656 3.987

9.90 9.90 3157.83 1.285 0.0* 1-S2n 0.569 0.706 0.569 0.237 5.916 4.174

11.00 11.00 3157.92 1.380 0.0* 1-S2n 0.606 0.757 0.606 0.253 6.162 4.348

* Full Flow Headwater elevation is below inlet invert.

Inlet Elevation (invert): 3156.54 ft, Outlet Elevation (invert): 3154.65 ft

Culvert Length: 32.06 ft, Culvert Slope: 0.0591

HuesmannJ

Culvert Performance Curve Plot: Culvert 1

Water Surface Profile Plot for Culvert: Culvert 1

Site Data - Culvert 1

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 3155.54 ft

Outlet Station: 32.00 ft

Outlet Elevation: 3153.65 ft

Number of Barrels: 1

Culvert Data Summary - Culvert 1

Barrel Shape: Circular

Barrel Diameter: 3.00 ft

Barrel Material: Smooth HDPE

Embedment: 12.00 in

Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)

Culvert Type: Straight

Table 9 - Downstream Channel Rating Curve (Crossing: Crossing 1)

Elev (ft)

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

0.00 3154.65 0.00 0.00 0.00 0.00

1.10 3154.71 0.06 1.75 0.27 1.23

2.20 3154.75 0.10 2.31 0.42 1.32

3.30 3154.77 0.12 2.71 0.53 1.37

4.40 3154.79 0.14 3.04 0.63 1.41

5.50 3154.82 0.17 3.32 0.72 1.44

6.60 3154.84 0.19 3.56 0.81 1.46

7.70 3154.85 0.20 3.78 0.89 1.48

8.80 3154.87 0.22 3.99 0.96 1.50

9.90 3154.89 0.24 4.17 1.04 1.51

11.00 3154.90 0.25 4.35 1.11 1.52

Tailwater Channel Data - Crossing 1

Bottom Width: 10.00 ft

Channel Slope: 0.0700

Channel Manning's n: 0.0350

Channel Invert Elevation: 3154.65 ft

Roadway Data for Crossing: Crossing 1

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 12.00 ft

Crest Elevation: 3160.00 ft

Roadway Top Width: 12.00 ft

AECOM 4-1

4 STORMWATER MANAGEMENT

Design of stormwater management (SWM) facilities were not scoped for this project. No SWM facilities have been designed.

The WV/NPDES Stormwater Program requires operators of construction sites that disturb one (1) acre or greater, including smaller sites that are part of a larger common plan of development, to obtain authorization to discharge stormwater under a WV/NPDES Construction Stormwater General Permit. This project disturbs 1.10 acres and is subject to submit a Notice of Intent (NOI) application 15 days prior to construction activities.

A project site is considered a "Minor Construction Project" provided it disturbs 1-3 acres, does not discharge to Tier 3 waters, and be completed within twelve months. The current design disturbs only 1.10 ac, and there are no Tier 3 waters in the vicinity, so it falls into this category.

Figure 8: Area Tier 3 Waters Schematic (project location in green), no scale

Erosion & Sediment Control measures are provided per WV Department of Environmental Protection E&SC Best Management Practice Manual.

N

Davis, WV

Nearest T3

AECOM 5-1

5 UTILITY STATUS

Since no utilities are present, no utilities are expected to be impacted by this project.

AECOM A-1

About AECOM

AECOM (NYSE: ACM) is built to deliver a better world. We design, build, finance and operate infrastructure assets for governments, businesses and organizations in more than 150 countries.

As a fully integrated firm, we connect knowledge and experience across our global network of experts to help clients solve their most complex challenges.

From high-performance buildings and infrastructure, to resilient communities and environments, to stable and secure nations, our work is transformative, differentiated and vital. A Fortune 500 firm, AECOM companies had revenue of approximately US$19 billion during the 12 months ended June 30, 2015.

See how we deliver what others can only imagine at aecom.com and @AECOM.

Contact

Joe Huesmann, PE

Project Engineer

T +703-340-3087

E joseph.huesmann@aecom.com

Sameer Shukla, PE

Project Manager

T +703- 682-5054

E Sameer.Shukla@aecom.com aecom.com 60508624