Post on 16-Oct-2021
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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September, 2017
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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Legend!H Milepost
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
NAD 1983 UTM 17N (feet)
Mountain Valley Pipeline Project
Figure 2Franklin County, Virginia
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September, 2017
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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260 0 260130 Feet
Legend!H Milepost
Delineated StreamExisting 50' ContourExisting 10' ContourAlignment CenterlinePermanent Access RoadLimit of DisturbancePermanent Right-of-WayBrushGravelMeadowWoodsDrainage AreaHydrologic Soil Groups
?
DA-FR-SD1431.44 acresWeighted CN = 37
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
NAD 1983 UTM 17N (feet)
Mountain Valley Pipeline Project
Figure 3Franklin County, Virginia
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September, 2017
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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260 0 260130 Feet
Legend!H Milepost
Delineated StreamExisting 50' ContourExisting 10' ContourAlignment CenterlinePermanent Access RoadLimit of DisturbancePermanent Right-of-WayTime of ConcentrationDrainage Area
?
DA-FR-SD1431.44 acresWeighted CN = 37
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
NAD 1983 UTM 17N (feet)
Mountain Valley Pipeline Project
Figure 4Franklin County, Virginia
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September, 2017
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
?
DA-FR-SD1431.44 acresWeighted CN = 37
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
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
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
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
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
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017
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 -- 1 Year
Hyd No. 2
TR55 Tc Worksheet7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 2
Culvt S-D14 Post-
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
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017
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)
Culvt S-D14 Preforested-
Hyd. No. 3 -- 1 Year
Hyd No. 3
TR55 Tc Worksheet9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Culvt S-D14 Preforested-
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 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
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
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 = 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 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017
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 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017
Hyd. No. 3
Culvt S-D14 Preforested-
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)
Culvt S-D14 Preforested-
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydraflow Rainfall Report14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017
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
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 09 / 20 / 2017
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.
********************************************************************************
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