Spread 10 Approximate STA 10791+00 to Approximate STA

Drainage Area IDExisting Conditions Plan

Sheet No.

Erosion and Sediment Control Plan Sheet No.

Post‐Construction Stormwater Management Plan Sheet No.

Spread 10 ‐ Culvert Design Calculations (pdf pages)

Sta. 7+16.47 (S‐D14) Culvert 14.70EX 14.70ES 14.70PC pages 2‐35

Construction Spread 10 ‐ Approximate STA 10791+00 to Approximate STA 12371+10

StationCorresponding

Stream3Culvert Diameter, do (in)

Culvert

Material

2Pipe Slope

(ft/ft)Q (cfs)

Design Flow

Frequency

d50 Riprap Size,

d50 (in)

AASHTO Riprap

Class

Placement

Thickness per NSA

Riprap Gradation, d

(in)

Placement

Thickness per

AASHTO Riprap

Gradation, d (in)

Apron

Length, La

(ft)

Apron Initial

Width, Wi (ft)Apron Terminal

Width, W (ft)

7 + 16.47 S-D14

N/A

(Box Culvert: Span=3.0-

ft, Rise=3.0-ft)

Concrete 0.301 1.907 10-Yr

3Requires roadway grading (fill of 1 foot) to install culvert with minimum recommended cover of 2 inches.

Culvert Design 1Riprap Apron Outlet Protection Design

N/A - Scour protection needs to withstand tailwater velocity of 4.28 ft/s and shear stress of 1.20 psf. Suggest AASHTO Riprap

Class A or equivalent. Note that scour protection should be placed within the channel from top-of-bank to top-of-bank, and

extend from the culvert outlet to the limit of disturbance.

1Designed in accordance with VESCH Std & Spec 3.18 assuming minimum tailwater condition (Tw < 0.5do).

2The slope was calculated from a combination of LIDAR and field notes taken for the stream channel characteristics.

NAD 1983 UTM 17N (feet)

Mountain Valley Pipeline Project

Figure 1Franklin County, Virginia

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Pre-Construction Drainage Area MapDA-FR-SD14

Spread 10

Data Sources: Imagery from ESRI Streaming Data 2014, Delineated streamssurveyed by Tetra Tech Inc. 2014 to 2017, Agricultural Area from National LandCover Database (NLCD) 2011, Transportation data from VITA map layer 2016,Elevation data derived from LiDAR provided by EQT 2016 and RadfordUniversity DEMs, Soils from NRCS Gridded Soil Survey Geographic (SSURGO)database 2014, Land Use digitized from ESRI World Imagery 2015.

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Delineated StreamExisting 50' ContourExisting 10' ContourAlignment CenterlinePermanent Access RoadLimit of DisturbancePermanent Right-of-WayMeadowWoodsDrainage AreaHydrologic Soil Groups

?

DA-FR-SD1431.44 acresWeighted CN = 37

1:3,120

Land Use HSG CN Area (AC)Meadow A 30 0.08Meadow B 58 0.76Woods A 30 23.01Woods B 55 7.60




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Post-Construction Drainage Area MapDA-FR-SD14

Spread 10

Data Sources: Imagery from ESRI Streaming Data 2014, Delineated streamssurveyed by Tetra Tech Inc. 2014 to 2017, Agricultural Area from National LandCover Database (NLCD) 2011, Transportation data from VITA map layer 2016,Elevation data derived from LiDAR provided by EQT 2016 and RadfordUniversity DEMs, Soils from NRCS Gridded Soil Survey Geographic (SSURGO)database 2014, Land Use digitized from ESRI World Imagery 2015.

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Legend!H Milepost

Delineated StreamExisting 50' ContourExisting 10' ContourAlignment CenterlinePermanent Access RoadLimit of DisturbancePermanent Right-of-WayBrushGravelMeadowWoodsDrainage AreaHydrologic Soil Groups

?


1:3,120

Land Use HSG CN Area (AC)Meadow A 30 0.69Meadow B 58 1.24

Gravel B 85 0.10Woods A 30 21.96Woods B 55 6.24Brush A 30 0.44Brush B 48 0.78

?DA-FR-SD14 Permanent ROW1.65 acres




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Pre-Construction Drainage Areaand Time of Concentration

DA-FR-SD14Spread 10

Data Sources: Imagery from ESRI Streaming Data 2014, Delineated streamssurveyed by Tetra Tech Inc. 2014 to 2017, Transportation data from VITA maplayer 2016, Elevation data derived from LiDAR provided by EQT 2016 andRadford University DEMs.

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Legend!H Milepost

Delineated StreamExisting 50' ContourExisting 10' ContourAlignment CenterlinePermanent Access RoadLimit of DisturbancePermanent Right-of-WayTime of ConcentrationDrainage Area

?


1:3,120

Sheet Shallow Channel A Calculated Time of Concentration (min)

S-D14 100.0 FT @ 36% 1487.10 FT @ 48.67% 1899.1 FT @ 22.22% 15.5

Pre-Construction Time of Concentration




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Post-Construction Drainage Areaand Time of Concentration

DA-FR-SD14Spread 10

Data Sources: Imagery from ESRI Streaming Data 2014, Delineated streamssurveyed by Tetra Tech Inc. 2014 to 2017, Transportation data from VITA maplayer 2016, Elevation data derived from LiDAR provided by EQT 2016 andRadford University DEMs.

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260 0 260130 Feet

Legend!H Milepost") Permanent Waterbars

Delineated StreamExisting 50' ContourExisting 10' ContourAlignment CenterlinePermanent Access RoadLimit of DisturbancePermanent Right-of-WayTime of ConcentrationDrainage Area

?


1:3,120

Sheet Shallow Channel A Calculated Time of Concentration (min)

S-D14 100.0 FT @ 36% 1487.10 FT @ 48.67% 1899.1 FT @ 22.22% 15.5

Post-Construction Time of Concentration

COMPOSITE CURVE NUMBER COMPUTATION SHEET

LAND USE HSG CN AREA (AC) Area Weighted CN

Meadow A 30 0.687 0.656

Meadow B 58 1.241 2.289

Gravel B 85 0.101 0.274

Woods A 30 21.96 20.96

Woods B 55 6.237 10.91

Brush A 30 0.435 0.415

Brush B 48 0.777 1.186

31.44 37 = Composite CN

S-D17 Post-Construction

S-D14 Pre-Construction

See calculation in Hydraflow report

Table 1 – Manning’s n Values for Sheet Flow

Land Surface Type Manning n

Grass:

Average Grass Cover 0.40

Poor Grass Cover, Moderately Rough Surface 0.30 – 0.40

Light Turf 0.20

Dense Turf 0.17 – 0.80

Dense Grass 0.17 – 0.30

Bermuda Grass 0.30 – 0.48

Dense Shrubbery and Forest Litter 0.40

Natural:

Short Grass Prairie 0.10 – 0.20

Poor Grass Cover, Moderately Rough Surface 0.30 – 0.40

Sparse Vegetation 0.05 – 0.13

Oak Grasslands, Open Grasslands 0.60

Dense Cover of Trees and Bushes 0.80

Rangeland:

Typical 0.13

No Debris Cover 0.09 – 0.34

20% Debris Cover 0.05 – 0.25

Woods:

Light Underbrush 0.40

Dense Underbrush 0.80

Rural Residential (1 – 10 acre lots, Maintenance or grazing assumed) 0.40

Note:

Manning’s n values for sheet flow that are used in Hydraflow Hydrographs are highlighted.

Sources:

-USACE, 1998, HEC-1 Flood Hydrograph Package User’s Manual, Hydrologic Engineering Center, Davis, CA

-Soil Conservation Service, 1986, Urban Hydrology for Small Watersheds, Technical Release 55, U.S. Department of Agriculture,

Washington, DC

Table 2 – Manning’s n Values for Open Channel Flow

Channel Type Manning n

Min. Normal Max.

1. Excavated or Dredged Channels1

a. Earth, Straight, and Uniform:

Clean, recently completed 0.016 0.018 0.020

Clean, after weathering 0.018 0.022 0.025

Gravel, uniform section, clean 0.022 0.025 0.030

With short grass, few weeds 0.022 0.027 0.033

b. Earth Winding and Sluggish:

No vegetation 0.023 0.025 0.030

Grass, some weeds 0.025 0.030 0.033

Dense weeds or aquatic plants in deep channels 0.030 0.035 0.040

Earth bottom and rubble sides 0.028 0.030 0.035

Stony bottom and weedy banks 0.025 0.035 0.040

Cobble bottom and clean sides 0.030 0.040 0.050

c. Dragline-Excavated or Dredged:

No vegetation 0.025 0.028 0.033

Light brush on banks 0.035 0.050 0.060

d. Rock Cuts:

Smooth and uniform 0.025 0.035 0.040

Jagged and irregular 0.035 0.040 0.050

e. Channels not Maintained, Weeds and Brush Uncut:

Dense weeds, high as flow depth 0.050 0.080 0.120

Clean bottom, brush on sides 0.040 0.050 0.080

Same as above, highest stage of flow 0.045 0.070 0.110

Dense brush, high stage 0.080 0.100 0.140

2. Main Channels2

a. Clean, straight, full stage, no rifts or deep pools 0.025 0.030 0.033

b. Same as above, but more stones and weeds 0.030 0.035 0.040

c. Clean, winding, some pools and shoals 0.033 0.040 0.045

d. Same as above, but some weeds and stones 0.035 0.045 0.050

e. Same as above, lower stages, more ineffective 0.040 0.048 0.055

f. Same as (d) with more stones 0.045 0.050 0.060

g. Sluggish reaches, weedy, deep pools 0.050 0.070 0.080

h. Very weedy reaches, deep pools, or floodways with heavy stand of timber and underbrush 0.075 0.100 0.150

Notes:1A Manning’s n value of 0.040 was used in Hydraflow Hydrographs for roadside channels.2A Manning’s n value of 0.030 was used in Hydraflow Hydrographs for existing/natural channels.

Sources:

-ASCE, (1982), Gravity Sanitary Sewer Design and Construction, ASCE Manual of Practice No. 60, New York, NY

-Chow, V.T., (1959), Open Channel Hydraulics, McGraw-Hill, New York, NY

1 2 3

1

Watershed Model SchematicHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11

Project: Culvert S-D14.gpw Wednesday, 09 / 20 / 2017

Hyd. Origin Description

Legend

1 SCS Runoff Culvt S-D14 Pre-

2 SCS Runoff Culvt S-D14 Post-

3 SCS Runoff Culvt S-D14 Preforested-

Hydrograph Return Period Recap2

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 SCS Runoff ------ 0.000 ------- ------- ------- 1.907 ------- ------- ------- Culvt S-D14 Pre-

2 SCS Runoff ------ 0.000 ------- ------- ------- 1.907 ------- ------- ------- Culvt S-D14 Post-

3 SCS Runoff ------ 0.000 ------- ------- ------- 1.907 ------- ------- ------- Culvt S-D14 Preforested-

Proj. file: Culvert S-D14.gpw Wednesday, 09 / 20 / 2017

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11

Hydrograph Summary Report3

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph

No. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 0.000 1 n/a 0 ------ ------ ------ Culvt S-D14 Pre-

2 SCS Runoff 0.000 1 n/a 0 ------ ------ ------ Culvt S-D14 Post-

3 SCS Runoff 0.000 1 n/a 0 ------ ------ ------ Culvt S-D14 Preforested-

Culvert S-D14.gpw Return Period: 1 Year Wednesday, 09 / 20 / 2017


Hydrograph Report

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017

Hyd. No. 1

Culvt S-D14 Pre-

Hydrograph type = SCS Runoff Peak discharge = 0.000 cfsStorm frequency = 1 yrs Time to peak = n/aTime interval = 1 min Hyd. volume = 0 cuftDrainage area = 31.440 ac Curve number = 37*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 15.50 minTotal precip. = 3.30 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(0.075 x 30) + (0.758 x 58) + (23.011 x 30) + (7.597 x 55)] / 31.440

4

0 10 20 30 40 50 60

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)

Culvt S-D14 Pre-

Hyd. No. 1 -- 1 Year

Hyd No. 1

TR55 Tc Worksheet5


Hyd. No. 1

Culvt S-D14 Pre-

Description A B C Totals

Sheet FlowManning's n-value = 0.800 0.011 0.011Flow length (ft) = 100.0 0.0 0.0Two-year 24-hr precip. (in) = 3.70 0.00 0.00Land slope (%) = 36.00 0.00 0.00

Travel Time (min) = 10.94 + 0.00 + 0.00 = 10.94

Shallow Concentrated FlowFlow length (ft) = 1487.10 0.00 0.00Watercourse slope (%) = 48.67 0.00 0.00Surface description = Unpaved Unpaved PavedAverage velocity (ft/s) =11.26 0.00 0.00

Travel Time (min) = 2.20 + 0.00 + 0.00 = 2.20

Channel FlowX sectional flow area (sqft) = 3.50 0.00 0.00Wetted perimeter (ft) = 8.00 0.00 0.00Channel slope (%) = 22.22 0.00 0.00Manning's n-value = 0.030 0.015 0.015Velocity (ft/s) =13.46

0.000.00

Flow length (ft) ({0})1899.1 0.0 0.0

Travel Time (min) = 2.35 + 0.00 + 0.00 = 2.35

Total Travel Time, Tc .............................................................................. 15.50 min

Hydrograph Report


Hyd. No. 2

Culvt S-D14 Post-

Hydrograph type = SCS Runoff Peak discharge = 0.000 cfsStorm frequency = 1 yrs Time to peak = n/aTime interval = 1 min Hyd. volume = 0 cuftDrainage area = 31.440 ac Curve number = 37Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 15.50 minTotal precip. = 3.30 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

6

0 10 20 30 40 50 60

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)

Culvt S-D14 Post-


Hyd No. 2

TR55 Tc Worksheet7


Hyd. No. 2

Culvt S-D14 Post-



Travel Time (min) = 10.94 + 0.00 + 0.00 = 10.94


Travel Time (min) = 2.20 + 0.00 + 0.00 = 2.20


0.000.00

Flow length (ft) ({0})1899.1 0.0 0.0

Travel Time (min) = 2.35 + 0.00 + 0.00 = 2.35


Hydrograph Report


Hyd. No. 3

Culvt S-D14 Preforested-

Hydrograph type = SCS Runoff Peak discharge = 0.000 cfsStorm frequency = 1 yrs Time to peak = n/aTime interval = 1 min Hyd. volume = 0 cuftDrainage area = 31.440 ac Curve number = 37*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 15.50 minTotal precip. = 3.30 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(23.087 x 30) + (8.356 x 55)] / 31.440

8

0 10 20 30 40 50 60

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)



Hyd No. 3

TR55 Tc Worksheet9


Hyd. No. 3




Travel Time (min) = 10.94 + 0.00 + 0.00 = 10.94


Travel Time (min) = 2.20 + 0.00 + 0.00 = 2.20


0.000.00

Flow length (ft) ({0})1899.1 0.0 0.0

Travel Time (min) = 2.35 + 0.00 + 0.00 = 2.35


Hydrograph Summary Report10

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph

No. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 1.907 1 738 31,488 ------ ------ ------ Culvt S-D14 Pre-

2 SCS Runoff 1.907 1 738 31,488 ------ ------ ------ Culvt S-D14 Post-

3 SCS Runoff 1.907 1 738 31,488 ------ ------ ------ Culvt S-D14 Preforested-

Culvert S-D14.gpw Return Period: 10 Year Wednesday, 09 / 20 / 2017


Hydrograph Report


Hyd. No. 1

Culvt S-D14 Pre-

Hydrograph type = SCS Runoff Peak discharge = 1.907 cfsStorm frequency = 10 yrs Time to peak = 738 minTime interval = 1 min Hyd. volume = 31,488 cuftDrainage area = 31.440 ac Curve number = 37*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 15.50 minTotal precip. = 5.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(0.075 x 30) + (0.758 x 58) + (23.011 x 30) + (7.597 x 55)] / 31.440

11

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

Culvt S-D14 Pre-


Hyd No. 1

Hydrograph Report


Hyd. No. 2

Culvt S-D14 Post-

Hydrograph type = SCS Runoff Peak discharge = 1.907 cfsStorm frequency = 10 yrs Time to peak = 738 minTime interval = 1 min Hyd. volume = 31,488 cuftDrainage area = 31.440 ac Curve number = 37Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 15.50 minTotal precip. = 5.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

12

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

Culvt S-D14 Post-


Hyd No. 2

Hydrograph Report


Hyd. No. 3


Hydrograph type = SCS Runoff Peak discharge = 1.907 cfsStorm frequency = 10 yrs Time to peak = 738 minTime interval = 1 min Hyd. volume = 31,488 cuftDrainage area = 31.440 ac Curve number = 37*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 15.50 minTotal precip. = 5.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(23.087 x 30) + (8.356 x 55)] / 31.440

13

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)



Hyd No. 3

Hydraflow Rainfall Report14


Return Intensity-Duration-Frequency Equation Coefficients (FHA)Period

(Yrs) B D E (N/A)

1 0.0000 0.0000 0.0000 --------

2 69.8703 13.1000 0.8658 --------

3 0.0000 0.0000 0.0000 --------

5 79.2597 14.6000 0.8369 --------

10 88.2351 15.5000 0.8279 --------

25 102.6072 16.5000 0.8217 --------

50 114.8193 17.2000 0.8199 --------

100 127.1596 17.8000 0.8186 --------

File name: SampleFHA.idf

Intensity = B / (Tc + D)^E

Return Intensity Values (in/hr)Period

(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60

1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15

10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46

25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91

50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25

100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60

Tc = time in minutes. Values may exceed 60.

Rainfall Precipitation Table (in)

Precip. file name: \\tts010fs1\shared\Marcellus_A-L - Mark Sladic\EQT\Project\112IC07157 MVP\Virginia Stormwater\Culvert Design - Other\Culvert S-D17\Franklin.pcp

StormDistribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

SCS 24-hour 3.30 0.00 0.00 0.00 5.70 6.00 0.00 0.00

SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydraflow Table of Contents Culvert S-D14.gpw


Watershed Model Schematic..................................................................................... 1

Hydrograph Return Period Recap............................................................................. 2

1 - YearSummary Report......................................................................................................................... 3Hydrograph Reports................................................................................................................... 4

Hydrograph No. 1, SCS Runoff, Culvt S-D14 Pre-................................................................... 4TR-55 Tc Worksheet............................................................................................................ 5

Hydrograph No. 2, SCS Runoff, Culvt S-D14 Post-................................................................. 6TR-55 Tc Worksheet............................................................................................................ 7

Hydrograph No. 3, SCS Runoff, Culvt S-D14 Preforested-...................................................... 8TR-55 Tc Worksheet............................................................................................................ 9

10 - YearSummary Report....................................................................................................................... 10Hydrograph Reports................................................................................................................. 11

Hydrograph No. 1, SCS Runoff, Culvt S-D14 Pre-................................................................. 11Hydrograph No. 2, SCS Runoff, Culvt S-D14 Post-............................................................... 12Hydrograph No. 3, SCS Runoff, Culvt S-D14 Preforested-.................................................... 13

IDF Report.................................................................................................................. 14

Inputs:

Peak Flow, Q (cfs) Runoff Volume, RV (cf)

Pre-Developed Condition 0.000 0

Developed Condition 0.000 0

Pre-Developed (Forest) Condition 0.000 0

*Peak Flow and Runoff Volume inputs taken from Hydraflow Hydrographs model

Calculations:1

Check #1: Qdeveloped ≤ IF x [(Qpre-developed x RVpre-developed) / RVdeveloped] -------------> 0.000 ≤ 0.000

Check #2: Qdeveloped ≤ Qpre-developed --------------------------------------------------------> 0.000 ≤ 0.000

Check #3: Qdeveloped shall not be required to be ≤ (Qforest x RVforest) / RVdeveloped ---> 0.000 shall not be required to be ≤ 0.000

1Per VADEQ, the improvement factor can be waived if the road is being maintained within the current footprint.

STORMWATER QUANTITY REQUIREMENTS ARE SATISFIED

ENERGY BALANCE METHOD

1-Yr Event

OK

OK

HY-8 Culvert Analysis Report

Crossing Discharge Data

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

Minimum Flow: 1.907 cfs

Design Flow: 1.907 cfs

Maximum Flow: 1.907 cfs

Table 1 - Summary of Culvert Flows at Crossing: S-D14

Headwater Elevation (ft)

Total Discharge (cfs)S-D14 Culvert Discharge (cfs)

Roadway Discharge (cfs)

Iterations

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1629.99 1.91 1.91 0.00 1

1631.21 9.27 9.27 0.00 Overtopping

Rating Curve Plot for Crossing: S-D14

Table 2 - Culvert Summary Table: S-D14 Culvert

Total Discharg

e (cfs)

Culvert Discharg

e (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)

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

1.91 1.91 1629.99 0.281 0.0* 1-S2n 0.112 0.238 0.112 0.064 5.523 4.277

* Full Flow Headwater elevation is below inlet invert.

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Straight Culvert

Inlet Elevation (invert): 1629.71 ft, Outlet Elevation (invert): 1627.30 ft

Culvert Length: 8.35 ft, Culvert Slope: 0.3010

********************************************************************************

Culvert Performance Curve Plot: S-D14 Culvert

Water Surface Profile Plot for Culvert: S-D14 Culvert

Site Data - S-D14 Culvert

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 1627.34 ft

Outlet Station: 8.00 ft

Outlet Elevation: 1624.93 ft

Number of Barrels: 1

Culvert Data Summary - S-D14 Culvert

Barrel Shape: Concrete Box

Barrel Span: 3.00 ft

Barrel Rise: 3.00 ft

Barrel Material: Concrete

Embedment: 28.50 in

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

Manning's n: 0.0350 (bottom)

Culvert Type: Straight

Inlet Configuration: Thin Edge Projecting

Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: S-D14)

Tailwater Channel Data - S-D14

Tailwater Channel Option: Rectangular Channel

Bottom Width: 7.00 ft

Channel Slope: 0.3010

Channel Manning's n: 0.0300

Channel Invert Elevation: 1627.30 ft

Roadway Data for Crossing: S-D14

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 8.00 ft

Crest Elevation: 1631.21 ft

Roadway Surface: Gravel

Roadway Top Width: 8.00 ft

Flow (cfs)Water Surface

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

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

1.91 1627.37 0.06 4.28 1.20 2.99

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