SW4191201_17-116 - Stormwater Narrative_3rd submittal_3/26/2020

CONTENTS

Design Narrative
Supporting Calculations

SSSSTORMWATTORMWATTORMWATTORMWATER MAER MAER MAER MANANANANAGEMENTGEMENTGEMENTGEMENT PLANPLANPLANPLAN
LewisLewisLewisLewisvillvillvillville Middlee Middlee Middlee Middle SchoolSchoolSchoolSchool
LeLeLeLewiswiswiswisvilvilvilvillelelele----Vienna RoadVienna RoadVienna RoadVienna Road
LewisvilleLewisvilleLewisvilleLewisville,,,, NCNCNCNC
CLH Project No: 17-116
PROJECT DESCRIPTION:PROJECT DESCRIPTION:PROJECT DESCRIPTION:PROJECT DESCRIPTION:

Lewisville Middle School is a new school that is being constructed on five tracts located southeast of the
intersection of Lewisville-Vienna Road and Robinhood Road near the northern limits of Lewisville. The middle
school project area is approximately 79 acres. This proposed project consists of constructing a new school with
parking, sidewalks, play fields, utilities and stormwater control measures. The construction limits of the project
contain approximately 30 acres.

The stormwater runoff from the project site discharges easterly to a tributary of Tomahawk Creek (Classification:
C). Streams with 30-foot Town of Lewisville stream buffers are on site, as well as floodway and floodplains as
indicated on FEMA FIRM #3710588600J dated January 2, 2009.

Soils on the site consist predominately of Hiwasse with minor concentrations of Wahadkee along streams in low
areas of site.

STORMATESTORMATESTORMATESTORMATER MANR MANR MANR MANAGAGAGAGEMENT:EMENT:EMENT:EMENT:

This site is divided and under the stormwater jurisdiction of the Town of Lewisville and NCDEQ for stormwater
review. Stormwater design has taken into consideration both Town and State requirements and was design to the
most stringent of requirements.

This site drainages to three major drainage points. Drainage point A encompasses the majority of drainage area and
is located along the midpoint of the eastern property boundary. Drainage point B is located at the southeastern
property corner. Drainage point C is located west of drainage point B, along the southern property boundary. Please
refer to the stormwater drainage map for additional information.

This site is high-density and employs a stormwater network to convey runoff and two ponds to treat. A wet pond
treats the majority of the site’s runoff and the wetland treats the bus-loop driveway. Per the Town of Lewisville’s
stormwater management manual, stormwater control measures were designed to control and treat runoff from the
25-year, 6-hour storm leaving the site.

The majority of the site has a hydrological soil rating of HSG B and, therefore, storm calculations will reflect
constants relating to HSG B type soils. Calculations were performed with Hydraflow software by Autocad 2017
which utilizes the TR-55 Hydrograph method.

Additional modeling information has been provided, as requested by the state. This includes a model of the stage
storage for the main pool and for the forebay. These were requested and shall be used only as verification with our
calculations. There is a 0.2% discrepancy between the wet pond sizing calculations and the hydraflow model of
the stage storage as a result of slightly different methodologies for calculating storage volume. This discrepancy
should be acceptable per email conversation with Hannah Banks and Jim Farkas.

SUPPORTING
CALCULATIONS

WET POND SIZING DATE
8/15/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116
LOCATION BY
Forsyth County, NC KAL
SCM 1
Drainage Area, (DA) =18.65 ac
Impervious Area c=0.95 8.00 ac Includes 0.20 AC Future
Pervious Area c= 0.30 10.65 ac
Cc =0.58
% Impervious =42.90 %
Soil Type: Hiwasse (Type B)
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.44 in/in
Required Volume (design rainfall)(Rv)(DA) = 29,521 cf
Main Pool Volume Required, Vmp = 71,913 cf
Main Pool Volume:
Main Pool Max. Depth = 3.50 ft
Area of Pond Bottom (Above PSS) = 20,780 sf
Area at Bottom of Shelf = 27,620 sf
Area of Permanent Pool = 30,040 sf
Area at Top of Shelf = 32,530 sf
Perm. Pool Volume Provided =87,015 cf > 71,913 cf
Surface Area at 1" Storage Volume = 33,800 sf
1" Storage Volume Provided =32,225 cf > 29,521 OK
Temp. Storage Depth above Dewatering Hole = 1.00 ft
Diameter of Dewatering Hole = 2.50 in
Detention (Draw-Down) Time =3.8 days (2-5 days Required)
T days=(Temp. Storage Vol Req / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate=0.16 cfs
Main Pool Volume=87,015 cf > 71,913 OK
Forebay Volume:
Forebay Max. Depth = 4.50 ft
Area of Forebay Bottom (Above PSS) = 1,540 sf
Area at Bottom of Shelf = 4,400 sf
Area of Permanent Pool = 5,330 sf
Forebay Volume Required = 13,052 - 17,403
Forebay Volume Provided =14,313 cf
16.45 %= 15-20 OK
s:\1319\0001\calcs\17-116 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HRT.XLSprinted: 12/3/2019 9:51 AM Page 1 of 1
WETLAND SIZING DATE
8/15/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116
LOCATION BY
Forsyth County, NC KAL
WETLAND 2
Drainage Area, (DA) =2.05 ac
Impervious Area c=0.95 0.75 ac Includes 0.06 AC Future
Pervious Area c= 0.30 1.30 ac
Cc =0.54
Wetland Surface Area & Volume
% Impervious =37 %
Design Storm Rainfall 1.00 in
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.38 in/in
Required Volume (design rainfall)(Rv)(DA) = 2,822 cf
Depth of Temporary Pool (Dplants) = 12 in (15-in max)
Approx. Ave. Surface Area for Design = 2,822 sf
Surface Area at Permanent Pool= 2,610 sf @ 0.0 in. ponding
Surface Area at 1/2 Depth= 3,970 sf @ 6.0 in. ponding
Surface Area at Temporary Pool= 4,670 sf @ 12.0 in. ponding
Temporary Ponding Volume Provided=3,805 cf >OK
Temp. Storage Depth above Dewatering Hole = 1.00 ft
Diameter of Dewatering Hole = 1.00 in
Detention (Draw-Down) Time =2.2 days
T days=(Req. Temp. Storage Vol / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Wetland Zones Required
Forebay Surface Area (10-15%) = 467 - 701 sf
Non-Forebay Deep Pools (5-15%) = 234 - 701 sf
Shallow Water Zone (35-45%) = 1635 - 2102 sf
Temp. Inundation Zone (30-45%) = 1401 - 2102 sf
Wetland Zones Provided
Forebay Surface Area =680 sf OK
Non-Forebay Deep Pools =590 sf OK
Shallow Water Zone =1,690 sf OK
Temporary Inundation Zone =1,710 sf OK
15%
13%
36%
37%
2,822 cf
s:\1319\0001\calcs\17-116 - PondSize-Wetland-2017-MDC.XLS printed: 12/3/2019 9:51 AM
Page 1 of 1
Hydraflow Table of Contents 17-116 Pond Routing.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hydrograph Return Period Recap............................................................................. 1
1 - Year
Summary Report......................................................................................................................... 2
Hydrograph Reports................................................................................................................... 3
Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................... 3
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................... 4
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................... 5
Hydrograph No. 7, SCS Runoff, Area to SCM 1....................................................................... 6
Hydrograph No. 8, Reservoir, Route SCM 1............................................................................ 7
Pond Report - SCM 1.......................................................................................................... 8
Hydrograph No. 10, SCS Runoff, Area to SCM 2..................................................................... 9
Hydrograph No. 11, Reservoir, Route SCM 2........................................................................ 10
Pond Report - SCM 2........................................................................................................ 11
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................. 12
Hydrograph No. 15, Combine, Total Area A - Post Dev......................................................... 13
2 - Year
Summary Report....................................................................................................................... 14
Hydrograph Reports................................................................................................................. 15
Hydrograph No. 1, SCS Runoff, Area A - Pre......................................................................... 15
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 16
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 17
Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 18
Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 19
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 20
Hydrograph No. 11, Reservoir, Route SCM 2........................................................................ 21
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................. 22
Hydrograph No. 15, Combine, Total Area A - Post Dev......................................................... 23
10 - Year
Summary Report....................................................................................................................... 24
Hydrograph Reports................................................................................................................. 25
Hydrograph No. 1, SCS Runoff, Area A - Pre......................................................................... 25
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 26
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 27
Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 28
Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 29
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 30
Hydrograph No. 11, Reservoir, Route SCM 2........................................................................ 31
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................. 32
Hydrograph No. 15, Combine, Total Area A - Post Dev......................................................... 33
25 - Year
Summary Report....................................................................................................................... 34
Hydrograph Reports................................................................................................................. 35
Hydrograph No. 1, SCS Runoff, Area A - Pre......................................................................... 35
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 36
Contents continued...17-116 Pond Routing.gpw
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 37
Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 38
Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 39
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 40
Hydrograph No. 11, Reservoir, Route SCM 2........................................................................ 41
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................. 42
Hydrograph No. 15, Combine, Total Area A - Post Dev......................................................... 43
100 - Year
Summary Report....................................................................................................................... 44
Hydrograph Reports................................................................................................................. 45
Hydrograph No. 1, SCS Runoff, Area A - Pre......................................................................... 45
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 46
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 47
Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 48
Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 49
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 50
Hydrograph No. 11, Reservoir, Route SCM 2........................................................................ 51
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................. 52
Hydrograph No. 15, Combine, Total Area A - Post Dev......................................................... 53
IDF Report.................................................................................................................. 54
Hydrograph Return Period Recap
1
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 ------ 3.011 9.441 ------- ------- 43.34 71.95 ------- 127.39 Area A - Pre
2 SCS Runoff ------ 0.147 0.883 ------- ------- 4.334 6.951 ------- 11.83 Area B - Pre & Post
3 SCS Runoff ------ 0.048 0.290 ------- ------- 1.424 2.284 ------- 3.887 Area C - Pre & Post
7 SCS Runoff ------ 27.41 39.89 ------- ------- 76.87 100.80 ------- 141.27 Area to SCM 1
8 Reservoir 7 0.188 0.273 ------- ------- 2.316 6.856 ------- 45.29 Route SCM 1
10 SCS Runoff ------ 2.885 4.272 ------- ------- 8.379 11.10 ------- 15.72 Area to SCM 2
11 Reservoir 10 0.066 0.223 ------- ------- 2.390 5.997 ------- 11.66 Route SCM 2
13 SCS Runoff ------ 2.558 7.646 ------- ------- 33.24 54.48 ------- 95.18 Area A that bypasses SCMs
15 Combine 8, 11, 13, 2.713 7.949 ------- ------- 35.62 61.41 ------- 127.77 Total Area A - Post Dev
Proj. file: 17-116 Pond Routing.gpw Monday, 03 / 23 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Summary Report
2
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 3.011 2 762 46,894 ------ ------ ------ Area A - Pre
2 SCS Runoff 0.147 2 722 1,393 ------ ------ ------ Area B - Pre & Post
3 SCS Runoff 0.048 2 722 458 ------ ------ ------ Area C - Pre & Post
7 SCS Runoff 27.41 2 720 63,288 ------ ------ ------ Area to SCM 1
8 Reservoir 0.188 2 1446 45,170 7 827.91 55,703 Route SCM 1
10 SCS Runoff 2.885 2 718 5,808 ------ ------ ------ Area to SCM 2
11 Reservoir 0.066 2 1020 4,644 10 813.03 4,120 Route SCM 2
13 SCS Runoff 2.558 2 760 36,954 ------ ------ ------ Area A that bypasses SCMs
15 Combine 2.713 2 760 86,768 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 1 Year Monday, 03 / 23 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 1
Area A - Pre
Hydrograph type = SCS Runoff Peak discharge = 3.011 cfs
Storm frequency = 1 yrs Time to peak = 12.70 hrs
Time interval = 2 min Hyd. volume = 46,894 cuft
Drainage area = 73.220 ac Curve number = 56.4*
Basin Slope = 1.8 % Hydraulic length = 9400 ft
Tc method = KIRPICH Time of conc. (Tc) = 41.99 min
Total precip. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Area A - Pre
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 0.147 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 1,393 cuft
Drainage area = 2.830 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (hrs)
Area B - Pre & Post
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 0.048 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 458 cuft
Drainage area = 0.930 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Area C - Pre & Post
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 27.41 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 63,288 cuft
Drainage area = 18.650 ac Curve number = 77*
Basin Slope = 4.0 % Hydraulic length = 1830 ft
Tc method = KIRPICH Time of conc. (Tc) = 8.76 min
Total precip. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
Area to SCM 1
Hyd. No. 7 -- 1 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 0.188 cfs
Storm frequency = 1 yrs Time to peak = 24.10 hrs
Time interval = 2 min Hyd. volume = 45,170 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 827.91 ft
Reservoir name = SCM 1 Max. Storage = 55,703 cuft
Storage Indication method used.
7
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 1 Year
Hyd No. 8 Hyd No. 7 Total storage used = 55,703 cuft
Pond Report 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Pond No. 1 - SCM 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 826.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 826.50 35,380 0 0
0.50 827.00 38,870 18,554 18,554
1.00 827.50 40,680 19,884 38,438
1.50 828.00 42,820 20,871 59,308
3.50 830.00 48,600 91,350 150,658
5.50 832.00 54,620 103,151 253,809
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 30.00 2.50 0.00 0.00
Span (in)= 30.00 2.50 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 823.50 826.50 0.00 0.00
Length (ft)= 62.00 0.50 0.00 0.00
Slope (%)= 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 19.00 10.00 1.00 0.00
Crest El. (ft)= 829.50 830.00 828.50 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad Rect ---
Multi-Stage = Yes No Yes No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
Stage (ft)
0.00 826.50
1.00 827.50
2.00 828.50
3.00 829.50
4.00 830.50
5.00 831.50
6.00 832.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 10
Area to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 2.885 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 5,808 cuft
Drainage area = 2.050 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
9
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Area to SCM 2
Hyd. No. 10 -- 1 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 0.066 cfs
Storm frequency = 1 yrs Time to peak = 17.00 hrs
Time interval = 2 min Hyd. volume = 4,644 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.03 ft
Reservoir name = SCM 2 Max. Storage = 4,120 cuft
Storage Indication method used.
10
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Route SCM 2
Hyd. No. 11 -- 1 Year
Hyd No. 11 Hyd No. 10 Total storage used = 4,120 cuft
Pond Report 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Pond No. 2 - SCM 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 812.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 812.00 2,610 0 0
2.00 814.00 5,540 7,968 7,968
4.00 816.00 7,460 12,951 20,919
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 15.00 0.75 0.00 0.00
Span (in)= 15.00 0.75 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 809.50 812.00 0.00 0.00
Length (ft)= 54.00 0.50 0.00 0.00
Slope (%)= 2.78 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 11.00 8.00 1.00 0.00
Crest El. (ft)= 814.00 815.00 813.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad Rect ---
Multi-Stage = Yes No Yes No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
Stage (ft)
0.00 812.00
1.00 813.00
2.00 814.00
3.00 815.00
4.00 816.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type = SCS Runoff Peak discharge = 2.558 cfs
Storm frequency = 1 yrs Time to peak = 12.67 hrs
Time interval = 2 min Hyd. volume = 36,954 cuft
Drainage area = 52.920 ac Curve number = 57.1*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 42.00 min
Total precip. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
12
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Area A that bypasses SCMs
Hyd. No. 13 -- 1 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 2.713 cfs
Storm frequency = 1 yrs Time to peak = 12.67 hrs
Time interval = 2 min Hyd. volume = 86,768 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
13
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Total Area A - Post Dev
Hyd. No. 15 -- 1 Year
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13
Hydrograph Summary Report
14
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 9.441 2 748 95,225 ------ ------ ------ Area A - Pre
2 SCS Runoff 0.883 2 720 2,978 ------ ------ ------ Area B - Pre & Post
3 SCS Runoff 0.290 2 720 979 ------ ------ ------ Area C - Pre & Post
7 SCS Runoff 39.89 2 720 91,349 ------ ------ ------ Area to SCM 1
8 Reservoir 0.273 2 1446 57,989 7 828.49 81,735 Route SCM 1
10 SCS Runoff 4.272 2 718 8,543 ------ ------ ------ Area to SCM 2
11 Reservoir 0.223 2 794 7,373 10 813.14 4,539 Route SCM 2
13 SCS Runoff 7.646 2 746 73,447 ------ ------ ------ Area A that bypasses SCMs
15 Combine 7.949 2 748 138,808 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 2 Year Monday, 03 / 23 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 1
Area A - Pre
Hydrograph type = SCS Runoff Peak discharge = 9.441 cfs
Storm frequency = 2 yrs Time to peak = 12.47 hrs
Time interval = 2 min Hyd. volume = 95,225 cuft
Drainage area = 73.220 ac Curve number = 56.4*
Basin Slope = 1.8 % Hydraulic length = 9400 ft
Tc method = KIRPICH Time of conc. (Tc) = 41.99 min
Total precip. = 3.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
15
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Area A - Pre
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 0.883 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 2,978 cuft
Drainage area = 2.830 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
16
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (hrs)
Area B - Pre & Post
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 0.290 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 979 cuft
Drainage area = 0.930 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (hrs)
Area C - Pre & Post
Hyd. No. 3 -- 2 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 39.89 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 91,349 cuft
Drainage area = 18.650 ac Curve number = 77*
Basin Slope = 4.0 % Hydraulic length = 1830 ft
Tc method = KIRPICH Time of conc. (Tc) = 8.76 min
Total precip. = 3.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650
18
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
Area to SCM 1
Hyd. No. 7 -- 2 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 0.273 cfs
Storm frequency = 2 yrs Time to peak = 24.10 hrs
Time interval = 2 min Hyd. volume = 57,989 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 828.49 ft
Reservoir name = SCM 1 Max. Storage = 81,735 cuft
Storage Indication method used.
19
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 2 Year
Hyd No. 8 Hyd No. 7 Total storage used = 81,735 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 10
Area to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 4.272 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 8,543 cuft
Drainage area = 2.050 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Area to SCM 2
Hyd. No. 10 -- 2 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 0.223 cfs
Storm frequency = 2 yrs Time to peak = 13.23 hrs
Time interval = 2 min Hyd. volume = 7,373 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.14 ft
Reservoir name = SCM 2 Max. Storage = 4,539 cuft
Storage Indication method used.
21
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Route SCM 2
Hyd. No. 11 -- 2 Year
Hyd No. 11 Hyd No. 10 Total storage used = 4,539 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type = SCS Runoff Peak discharge = 7.646 cfs
Storm frequency = 2 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 73,447 cuft
Drainage area = 52.920 ac Curve number = 57.1*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 42.00 min
Total precip. = 3.39 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
22
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
Area A that bypasses SCMs
Hyd. No. 13 -- 2 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 7.949 cfs
Storm frequency = 2 yrs Time to peak = 12.47 hrs
Time interval = 2 min Hyd. volume = 138,808 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
23
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
Total Area A - Post Dev
Hyd. No. 15 -- 2 Year
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13
Hydrograph Summary Report
24
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 43.34 2 742 282,010 ------ ------ ------ Area A - Pre
2 SCS Runoff 4.334 2 718 9,293 ------ ------ ------ Area B - Pre & Post
3 SCS Runoff 1.424 2 718 3,054 ------ ------ ------ Area C - Pre & Post
7 SCS Runoff 76.87 2 718 175,877 ------ ------ ------ Area to SCM 1
8 Reservoir 2.316 2 896 136,704 7 829.22 115,144 Route SCM 1
10 SCS Runoff 8.379 2 716 16,918 ------ ------ ------ Area to SCM 2
11 Reservoir 2.390 2 724 15,737 10 813.80 7,159 Route SCM 2
13 SCS Runoff 33.24 2 742 212,341 ------ ------ ------ Area A that bypasses SCMs
15 Combine 35.62 2 742 364,782 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 10 Year Monday, 03 / 23 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 1
Area A - Pre
Hydrograph type = SCS Runoff Peak discharge = 43.34 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 282,010 cuft
Drainage area = 73.220 ac Curve number = 56.4*
Basin Slope = 1.8 % Hydraulic length = 9400 ft
Tc method = KIRPICH Time of conc. (Tc) = 41.99 min
Total precip. = 4.97 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
25
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
Area A - Pre
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 4.334 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 9,293 cuft
Drainage area = 2.830 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.97 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
26
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Area B - Pre & Post
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 1.424 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 3,054 cuft
Drainage area = 0.930 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.97 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
27
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Area C - Pre & Post
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 76.87 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 175,877 cuft
Drainage area = 18.650 ac Curve number = 77*
Basin Slope = 4.0 % Hydraulic length = 1830 ft
Tc method = KIRPICH Time of conc. (Tc) = 8.76 min
Total precip. = 4.97 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650
28
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Area to SCM 1
Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 2.316 cfs
Storm frequency = 10 yrs Time to peak = 14.93 hrs
Time interval = 2 min Hyd. volume = 136,704 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 829.22 ft
Reservoir name = SCM 1 Max. Storage = 115,144 cuft
Storage Indication method used.
29
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 10 Year
Hyd No. 8 Hyd No. 7 Total storage used = 115,144 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 10
Area to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 8.379 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 16,918 cuft
Drainage area = 2.050 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.97 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
30
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Area to SCM 2
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 2.390 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 15,737 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.80 ft
Reservoir name = SCM 2 Max. Storage = 7,159 cuft
Storage Indication method used.
31
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Route SCM 2
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 10 Total storage used = 7,159 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type = SCS Runoff Peak discharge = 33.24 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 212,341 cuft
Drainage area = 52.920 ac Curve number = 57.1*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 42.00 min
Total precip. = 4.97 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
32
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
Area A that bypasses SCMs
Hyd. No. 13 -- 10 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 35.62 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 364,782 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
33
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
Total Area A - Post Dev
Hyd. No. 15 -- 10 Year
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13
Hydrograph Summary Report
34
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 71.95 2 740 425,708 ------ ------ ------ Area A - Pre
2 SCS Runoff 6.951 2 718 14,232 ------ ------ ------ Area B - Pre & Post
3 SCS Runoff 2.284 2 718 4,677 ------ ------ ------ Area C - Pre & Post
7 SCS Runoff 100.80 2 718 231,398 ------ ------ ------ Area to SCM 1
8 Reservoir 6.856 2 770 191,785 7 829.62 133,086 Route SCM 1
10 SCS Runoff 11.10 2 716 22,481 ------ ------ ------ Area to SCM 2
11 Reservoir 5.997 2 722 21,296 10 814.13 8,760 Route SCM 2
13 SCS Runoff 54.48 2 740 318,383 ------ ------ ------ Area A that bypasses SCMs
15 Combine 61.41 2 742 531,464 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 25 Year Monday, 03 / 23 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 1
Area A - Pre
Hydrograph type = SCS Runoff Peak discharge = 71.95 cfs
Storm frequency = 25 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 425,708 cuft
Drainage area = 73.220 ac Curve number = 56.4*
Basin Slope = 1.8 % Hydraulic length = 9400 ft
Tc method = KIRPICH Time of conc. (Tc) = 41.99 min
Total precip. = 5.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
35
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Area A - Pre
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 6.951 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 14,232 cuft
Drainage area = 2.830 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
36
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
Area B - Pre & Post
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 2.284 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 4,677 cuft
Drainage area = 0.930 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
37
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Area C - Pre & Post
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 100.80 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 231,398 cuft
Drainage area = 18.650 ac Curve number = 77*
Basin Slope = 4.0 % Hydraulic length = 1830 ft
Tc method = KIRPICH Time of conc. (Tc) = 8.76 min
Total precip. = 5.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650
38
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
Area to SCM 1
Hyd. No. 7 -- 25 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 6.856 cfs
Storm frequency = 25 yrs Time to peak = 12.83 hrs
Time interval = 2 min Hyd. volume = 191,785 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 829.62 ft
Reservoir name = SCM 1 Max. Storage = 133,086 cuft
Storage Indication method used.
39
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 25 Year
Hyd No. 8 Hyd No. 7 Total storage used = 133,086 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 10
Area to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 11.10 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 22,481 cuft
Drainage area = 2.050 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
40
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
Area to SCM 2
Hyd. No. 10 -- 25 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 5.997 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 21,296 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 814.13 ft
Reservoir name = SCM 2 Max. Storage = 8,760 cuft
Storage Indication method used.
41
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
Route SCM 2
Hyd. No. 11 -- 25 Year
Hyd No. 11 Hyd No. 10 Total storage used = 8,760 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type = SCS Runoff Peak discharge = 54.48 cfs
Storm frequency = 25 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 318,383 cuft
Drainage area = 52.920 ac Curve number = 57.1*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 42.00 min
Total precip. = 5.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
42
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
Area A that bypasses SCMs
Hyd. No. 13 -- 25 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 61.41 cfs
Storm frequency = 25 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 531,464 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
43
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Total Area A - Post Dev
Hyd. No. 15 -- 25 Year
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13
Hydrograph Summary Report
44
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 127.39 2 740 698,793 ------ ------ ------ Area A - Pre
2 SCS Runoff 11.83 2 718 23,703 ------ ------ ------ Area B - Pre & Post
3 SCS Runoff 3.887 2 718 7,789 ------ ------ ------ Area C - Pre & Post
7 SCS Runoff 141.27 2 718 327,391 ------ ------ ------ Area to SCM 1
8 Reservoir 45.29 2 728 287,330 7 830.18 160,013 Route SCM 1
10 SCS Runoff 15.72 2 716 32,166 ------ ------ ------ Area to SCM 2
11 Reservoir 11.66 2 720 30,976 10 814.40 10,505 Route SCM 2
13 SCS Runoff 95.18 2 740 519,017 ------ ------ ------ Area A that bypasses SCMs
15 Combine 127.77 2 738 837,322 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 100 Year Monday, 03 / 23 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 1
Area A - Pre
Hydrograph type = SCS Runoff Peak discharge = 127.39 cfs
Storm frequency = 100 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 698,793 cuft
Drainage area = 73.220 ac Curve number = 56.4*
Basin Slope = 1.8 % Hydraulic length = 9400 ft
Tc method = KIRPICH Time of conc. (Tc) = 41.99 min
Total precip. = 7.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
45
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
Area A - Pre
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 11.83 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 23,703 cuft
Drainage area = 2.830 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
46
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
Area B - Pre & Post
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type = SCS Runoff Peak discharge = 3.887 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 7,789 cuft
Drainage area = 0.930 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
47
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Area C - Pre & Post
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 141.27 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 327,391 cuft
Drainage area = 18.650 ac Curve number = 77*
Basin Slope = 4.0 % Hydraulic length = 1830 ft
Tc method = KIRPICH Time of conc. (Tc) = 8.76 min
Total precip. = 7.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650
48
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
Area to SCM 1
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 45.29 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 287,330 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 830.18 ft
Reservoir name = SCM 1 Max. Storage = 160,013 cuft
Storage Indication method used.
49
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 7 Total storage used = 160,013 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 10
Area to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 15.72 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 32,166 cuft
Drainage area = 2.050 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
50
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (hrs)
Area to SCM 2
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 11.66 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 30,976 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 814.40 ft
Reservoir name = SCM 2 Max. Storage = 10,505 cuft
Storage Indication method used.
51
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (hrs)
Route SCM 2
Hyd. No. 11 -- 100 Year
Hyd No. 11 Hyd No. 10 Total storage used = 10,505 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type = SCS Runoff Peak discharge = 95.18 cfs
Storm frequency = 100 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 519,017 cuft
Drainage area = 52.920 ac Curve number = 57.1*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 42.00 min
Total precip. = 7.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
52
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
Area A that bypasses SCMs
Hyd. No. 13 -- 100 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 127.77 cfs
Storm frequency = 100 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 837,322 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
53
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
Total Area A - Post Dev
Hyd. No. 15 -- 100 Year
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13
Hydraflow Rainfall Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 03 / 23 / 2020
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 0.0000 0.0000 0.0000 --------
3 0.0000 0.0000 0.0000 --------
5 0.0000 0.0000 0.0000 --------
10 0.0000 0.0000 0.0000 --------
25 0.0000 0.0000 0.0000 --------
50 0.0000 0.0000 0.0000 --------
100 0.0000 0.0000 0.0000 --------
File name: Sample.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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: Sample.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.80 3.39 0.00 3.30 4.97 5.93 6.80 7.52
SCS 6-Hr 1.93 2.34 0.00 3.38 3.41 4.04 4.57 5.07
Huff-1st 0.00 0.00 0.00 2.75 0.00 0.00 6.50 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 2.75 0.00 0.00 6.50 0.00
Custom 0.00 0.00 0.00 2.80 0.00 0.00 6.00 0.00
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 26 / 2020
Pond No. 3 - Main Pool
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 823.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 823.00 20,780 0 0
1.00 824.00 22,990 21,874 21,874
3.00 826.00 27,620 50,534 72,408
3.50 826.50 30,040 14,409 86,817
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 0.00 0.00 1000.00 0.00
Crest El. (ft)= 0.00 0.00 826.50 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = --- --- Broad ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 823.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.10 2,187 823.10 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.20 4,375 823.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.30 6,562 823.30 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.40 8,749 823.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.50 10,937 823.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.60 13,124 823.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.70 15,311 823.70 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.80 17,499 823.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.90 19,686 823.90 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.00 21,874 824.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.20 26,927 824.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.40 31,980 824.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.60 37,034 824.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.80 42,087 824.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.00 47,141 825.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.20 52,194 825.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.40 57,247 825.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.60 62,301 825.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.80 67,354 825.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.00 72,408 826.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.05 73,849 826.05 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.10 75,290 826.10 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.15 76,731 826.15 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.20 78,171 826.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.25 79,612 826.25 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.30 81,053 826.30 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.35 82,494 826.35 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.40 83,935 826.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.45 85,376 826.45 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.50 86,817 826.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 26 / 2020
Pond No. 4 - Forebay
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 822.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 822.00 1,540 0 0
2.00 824.00 2,800 4,277 4,277
4.00 826.00 4,400 7,139 11,417
4.50 826.50 5,330 2,429 13,845
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 0.00 0.00 1000.00 0.00
Crest El. (ft)= 0.00 0.00 826.50 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = --- --- Broad ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 822.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.20 428 822.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.40 855 822.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.60 1,283 822.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
0.80 1,711 822.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.00 2,139 823.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.20 2,566 823.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.40 2,994 823.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.60 3,422 823.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
1.80 3,850 823.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.00 4,277 824.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.20 4,991 824.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.40 5,705 824.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.60 6,419 824.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
2.80 7,133 824.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.00 7,847 825.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.20 8,561 825.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.40 9,275 825.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.60 9,989 825.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.80 10,703 825.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.00 11,417 826.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.05 11,659 826.05 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.10 11,902 826.10 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.15 12,145 826.15 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.20 12,388 826.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.25 12,631 826.25 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.30 12,874 826.30 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.35 13,117 826.35 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.40 13,359 826.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.45 13,602 826.45 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.50 13,845 826.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000
STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)-n= 0.013 STORM DRAINAGE SCHEDULE CONTINUEDg= 192 h= 23I= 6.86INLETTc I CcINLET INLET Cc INLET TOTAL INLET PIPE TIME RUNOFFFROM TO AREA AREA IMPERVIOUS RUNOFF DISCHARGE AREAS TIME TIME OF CONC. INTENSITY COEFF.(SF) (AC) (%) COEFF. (CFS) (AC) (MIN) (MIN) (MIN) (IN/HR)A1 A2 46,680 1.07 60 0.69 5.07 1.07 5.00 0.00 5.00 6.86 0.69A2 A3 46,680 1.07 60 0.69 5.07 2.14 5.00 0.01 5.01 6.85 0.69A3 A4 18,700 0.43 80 0.82 2.41 2.57 5.00 0.05 5.05 6.85 0.71A4 A5 6,750 0.15 0 0.30 0.32 2.73 5.00 0.73 5.73 6.68 0.69A5 A6 11,150 0.26 40 0.56 0.98 2.98 5.00 0.89 5.89 6.65 0.68A6 A7 9,580 0.22 40 0.56 0.84 3.20 5.00 1.13 6.13 6.59 0.67A7 A8 10,810 0.25 0 0.30 0.51 3.45 5.00 1.34 6.34 6.54 0.64A8 A9 7,280 0.17 10 0.37 0.42 3.62 5.00 1.54 6.54 6.50 0.63A9 A10 19,910 0.46 95 0.92 2.88 4.08 5.00 1.72 6.72 6.46 0.66A10 A11 2,420 0.06 95 0.92 0.35 4.13 5.00 1.83 6.83 6.44 0.67A11 A12 11,070 0.25 95 0.92 1.60 4.39 5.00 1.88 6.88 6.43 0.68A50 A51 10,980 0.25 30 0.50 0.86 0.25 5.00 0.00 5.00 6.86 0.50A51 A52 13,120 0.30 30 0.50 1.02 0.55 5.00 0.37 5.37 6.77 0.50A52 A53 13,830 0.32 30 0.50 1.08 0.87 5.00 0.69 5.69 6.69 0.50A53 A5 12,720 0.29 30 0.50 0.99 1.16 5.00 1.01 6.01 6.62 0.50A510 A51 5,160 0.12 0 0.30 0.24 0.12 5.00 0.00 5.00 6.86 0.30A520 A52 6,420 0.15 0 0.30 0.30 0.15 5.00 0.00 5.00 6.86 0.30A530 A53 5,530 0.13 0 0.30 0.26 0.13 5.00 0.00 5.00 6.86 0.30A80 A8 12,130 0.28 40 0.56 1.07 0.28 5.00 0.00 5.00 6.86 0.56A90 A91 27,750 0.64 50 0.63 2.73 0.64 5.00 0.00 5.00 6.86 0.63A91 A92 57,450 1.32 30 0.50 4.48 1.96 5.00 0.13 5.13 6.83 0.54A92 A93 9,290 0.21 50 0.63 0.91 2.17 5.00 0.44 5.44 6.75 0.55A93 A94 8,370 0.19 90 0.89 1.17 2.36 5.00 0.60 5.60 6.71 0.5717-116-STRM-1-INVERTS.XLSSTORM Page 1 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA1 A2A2 A3A3 A4A4 A5A5 A6A6 A7A7 A8A8 A9A9 A10A10 A11A11 A12A50 A51A51 A52A52 A53A53 A5A510 A51A520 A52A530 A53A80 A8A90 A91A91 A92A92 A93A93 A94STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)- STORM DRAINAGE SCHEDULE - CONTINUED Q QUPSTREAMSIDE-CAPACITY SEGMENT UPPER LOWER TOP PIPEDISCHARGE STREAM SLOPE DIA. (FULL) V FULL LENGTH TIME INV. INV. ELEV. COVER(CFS) (CFS) (IN) (CFS) (FPS) (FT) (MIN) (FT) (FT) (FT) (FT)5.07 0.00 0.0167 18 13.6 7.7 6 0.01 833.20 833.10 837.30 2.4610.14 0.00 0.0143 18 12.6 7.1 14 0.03 833.00 832.80 837.30 2.6612.53 0.00 0.0058 24 17.2 5.5 224 0.68 832.70 831.40 838.10 3.2212.55 0.00 0.0069 24 18.8 6.0 58 0.16 831.50 831.10 850.00 16.3218.054.620.0070 30 34.3 7.0 100 0.24 831.00 830.30 849.40 15.6718.75 0.00 0.0076 30 35.8 7.3 92 0.21 830.20 829.50 849.40 16.4719.14 0.00 0.0071 30 34.7 7.1 84 0.20 829.40 828.80 850.00 17.8720.501.070.0075 30 35.5 7.2 80 0.18 828.70 828.10 850.00 18.5759.7236.600.0071 42 85.0 8.8 56 0.11 828.00 827.60 852.70 20.8865.025.030.0071 42 85.0 8.8 28 0.05 827.50 827.30 851.05 19.7366.49 0.00 0.0076 42 87.8 9.1 92 0.17 827.20 826.50 851.05 20.030.86 0.00 0.0106 12 3.7 4.7 104 0.37 845.90 844.80 849.40 2.412.100.240.0100 15 6.5 5.3 100 0.32 844.70 843.70 849.40 3.343.430.300.0100 15 6.5 5.3 100 0.32 843.60 842.60 849.40 4.444.620.260.0913 15 19.5 15.9 104 0.11 841.00 831.50 849.40 7.040.24 0.00 0.0104 12 3.6 4.6 48 0.17 847.00 846.50 850.00 1.910.30 0.00 0.0104 12 3.6 4.6 48 0.17 847.00 846.50 850.00 1.910.26 0.00 0.0104 12 3.6 4.6 48 0.17 847.00 846.50 850.00 1.911.07 0.00 0.0196 12 5.0 6.3 56 0.15 846.40 845.30 849.40 1.912.73 0.00 0.0100 15 6.5 5.3 40 0.13 867.00 866.60 870.50 2.147.17 0.00 0.0500 15 14.4 11.8 224 0.32 866.50 855.30 870.50 2.648.890.900.0380 18 20.5 11.6 108 0.16 855.20 851.10 859.20 2.369.99 0.00 0.0136 18 12.3 6.9 22 0.05 851.00 850.70 855.00 2.3617-116-STRM-1-INVERTS.XLSSTORM Page 2 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA1 A2A2 A3A3 A4A4 A5A5 A6A6 A7A7 A8A8 A9A9 A10A10 A11A11 A12A50 A51A51 A52A52 A53A53 A5A510 A51A520 A52A530 A53A80 A8A90 A91A91 A92A92 A93A93 A94STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)- HYDRAULIC GRADE LINE CONTINUEDBEND LOSS K's90° = 0.70 70° = 0.61 50° = 0.47 30° = 0.28 20° = 0.1680° = 0.66 60° = 0.55 40° = 0.38 25° = 0.22 15° = 0.10PIPE HYDRAULIC SIDESTREAM HEAD LOSSBEND FRICTION FRICTIONAREA RADIUS SUMMATION Hf Hc He Hb Ht LOSS SLOPE VELOCITY(FT) (FT) (CFS)K (FT/FT) (FPS)1.7671 0.3750 0.00 0.01 0.03 0.00 0.00 0.05 0.00 0.0023 2.861.7671 0.3750 0.00 0.13 0.13 0.04 0.00 0.30 0.00 0.0093 5.713.1416 0.5000 0.00 0.68 0.06 0.18 0.31 1.23 0.61 0.0030 3.973.1416 0.5000 0.00 0.18 0.06 0.09 0.13 0.46 0.55 0.0031 3.974.9087 0.6250 4.62 0.19 0.05 0.09 0.07 0.40 0.28 0.0019 3.654.9087 0.6250 4.62 0.19 0.06 0.07 0.03 0.35 0.16 0.0021 3.804.9087 0.6250 4.62 0.18 0.06 0.08 0.12 0.44 0.55 0.0022 3.884.9087 0.6250 5.69 0.20 0.07 0.08 0.07 0.41 0.28 0.0025 4.159.6211 0.8750 42.29 0.20 0.15 0.09 0.07 0.51 0.28 0.0035 6.169.6211 0.8750 47.32 0.12 0.17 0.21 0.32 0.82 0.55 0.0041 6.719.6211 0.8750 47.32 0.40 0.18 0.24 0.38 1.21 0.55 0.0043 6.860.7854 0.2500 0.00 0.06 0.00 0.00 0.00 0.06 0.00 0.0006 1.091.2272 0.3125 0.24 0.10 0.01 0.01 0.00 0.12 0.10 0.0010 1.701.2272 0.3125 0.55 0.28 0.03 0.02 0.00 0.33 0.00 0.0028 2.791.2272 0.3125 0.81 0.53 0.05 0.04 0.01 0.64 0.10 0.0051 3.750.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.310.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0001 0.380.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0001 0.330.7854 0.2500 0.00 0.05 0.01 0.00 0.00 0.06 0.00 0.0009 1.361.2272 0.3125 0.00 0.07 0.02 0.00 0.00 0.09 0.00 0.0018 2.221.2272 0.3125 0.00 2.75 0.13 0.03 0.05 2.96 0.70 0.0123 5.821.7671 0.3750 0.90 0.77 0.10 0.18 0.00 1.05 0.00 0.0071 5.011.7671 0.3750 0.90 0.20 0.12 0.14 0.27 0.73 0.70 0.0090 5.6317-116-STRM-1-INVERTS.XLSSTORM Page 3 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA1 A2A2 A3A3 A4A4 A5A5 A6A6 A7A7 A8A8 A9A9 A10A10 A11A11 A12A50 A51A51 A52A52 A53A53 A5A510 A51A520 A52A530 A53A80 A8A90 A91A91 A92A92 A93A93 A94STORM DRAINAGE / HYDRAULIC GRADE LINEDATE DESIGN PHASEANALYSISPRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBY RECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)-DESIGN CRITERIA: HYDRAULIC GRADE LINE - CONTINUED 1. DESIGN FOR THE 10 YR STORM2. ASSUME TIME OF CONCENTRATION TOAN INDIVIDUAL INLET = 5 MIN.INLET W.S. ELEV.3. INTENSITY = g/(h+T), FOR 10 YR STORMOUTLET OUTLET INLET USE FLOW FREE- UPSTREAM4. MANNINGS "n" FACTOR= .013W.S. ELEV CONTOL CONTROL CONDITION BOARD INLET COMMENTS5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT(FT) (FT) (FT) (FT) CONTROL (FT) TYPE835.93 835.98 834.31 835.98 OUTLET 0.82 CB OK835.63 835.93 835.17 835.93 OUTLET 0.87 CB OK834.40 835.63 834.39 835.63 OUTLET 1.97 CB OK833.95 834.40 833.19 834.40 OUTLET 15.60 DI OK833.55 833.95 832.83 833.95 OUTLET 15.45 DI OK833.20 833.55 832.08 833.55 OUTLET 15.85 DI OK832.75 833.20 831.31 833.20 OUTLET 16.80 DI OK832.34 832.75 830.70 832.75 OUTLET 17.25 DI OK831.83 832.34 831.41 832.34 OUTLET 19.86 CB OK831.01 831.83 831.22 831.83 OUTLET 18.72 CB OK829.30 830.51 831.01 831.01 INLET 19.54 CB OKTailwater Elev=829.30845.45 845.52 846.45 846.45 INLET 2.95 DI OK844.56 844.69 845.45 845.45 INLET 3.95 DI OK842.60 842.93 844.56 844.56 INLET 4.84 DI OK833.95 834.58 842.24 842.24 INLET 7.16 DI OKTailwater Elev= 833.95847.30 847.30 847.50 847.50 INLET 2.50 DI OKTailwater Elev=847.30847.30 847.30 847.51 847.51 INLET 2.49 DI OKTailwater Elev=847.30847.30 847.30 847.50 847.50 INLET 2.50 DI OKTailwater Elev=847.30846.10 846.16 846.98 846.98 INLET 2.42 DI OKTailwater Elev=846.10868.60 868.69 867.84 868.69 OUTLET 1.31 CB OK857.04 860.00 868.60 868.60 INLET 1.40 CB OK853.13 854.18 857.04 857.04 INLET 1.66 CB OK852.24 852.97 853.13 853.13 INLET 1.37 CB OK8/19/1917-116-STRM-1-INVERTS.XLSSTORM Page 4 of 12
STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)-n= 0.013 STORM DRAINAGE SCHEDULE CONTINUEDg= 192 h= 23I= 6.86INLETTc I CcINLET INLET Cc INLET TOTAL INLET PIPE TIME RUNOFFFROM TO AREA AREA IMPERVIOUS RUNOFF DISCHARGE AREAS TIME TIME OF CONC. INTENSITY COEFF.(SF) (AC) (%) COEFF. (CFS) (AC) (MIN) (MIN) (MIN) (IN/HR)A94 A95 8,010 0.18 90 0.89 1.12 2.55 5.00 0.65 5.65 6.70 0.60A95 A96 25,860 0.59 0 0.30 1.22 3.14 5.00 0.73 5.73 6.68 0.54A96 A97 9,200 0.21 0 0.30 0.43 3.35 5.00 1.24 6.24 6.57 0.52A97 A98 8,350 0.19 90 0.89 1.16 3.54 5.00 1.52 6.52 6.50 0.54A98 A99 8,740 0.20 85 0.85 1.17 3.74 5.00 1.75 6.75 6.45 0.56A99 A100 11,020 0.25 90 0.89 1.54 4.00 5.00 2.00 7.00 6.40 0.58A100 A101 16,920 0.39 55 0.66 1.75 4.38 5.00 2.15 7.15 6.37 0.59A101 A102 5,050 0.12 0 0.30 0.24 4.50 5.00 2.41 7.41 6.31 0.58A102 A103 3,800 0.09 0 0.30 0.18 4.59 5.00 2.69 7.69 6.26 0.58A103 A9 5,850 0.13 0 0.30 0.28 4.72 5.00 2.94 7.94 6.21 0.57A920 A92 6,700 0.15 85 0.85 0.90 0.15 5.00 0.00 5.00 6.86 0.85A950 A95 21,250 0.49 75 0.79 2.63 0.49 5.00 0.00 5.00 6.86 0.79A960 A961 9,000 0.21 50 0.63 0.89 0.21 5.00 0.00 5.00 6.86 0.63A961 A962 4,750 0.11 80 0.82 0.61 0.32 5.00 0.44 5.44 6.75 0.69A962 A963 27,220 0.62 90 0.89 3.79 0.94 5.00 0.52 5.52 6.73 0.82A963 A96 9,990 0.23 90 0.89 1.39 1.17 5.00 0.60 5.60 6.71 0.83A990 A991 15,430 0.35 75 0.79 1.91 0.35 5.00 0.00 5.00 6.86 0.79A991 A99 15,430 0.35 75 0.79 1.91 0.71 5.00 0.01 5.01 6.86 0.79A1000 A1001 9,910 0.23 30 0.50 0.77 0.23 5.00 0.00 5.00 6.86 0.50A1001 A1002 11,890 0.27 40 0.56 1.05 0.50 5.00 0.36 5.36 6.77 0.53A1002 A1003 12,960 0.30 30 0.50 1.01 0.80 5.00 0.73 5.73 6.68 0.52A1003 A1004 13,790 0.32 30 0.50 1.07 1.11 5.00 1.10 6.10 6.60 0.51A1004 A1005 12,830 0.29 30 0.50 1.00 1.41 5.00 1.41 6.41 6.53 0.51A1005 A1006 5,060 0.12 10 0.37 0.29 1.53 5.00 1.56 6.56 6.49 0.50A1006 A10 3,010 0.07 0 0.30 0.14 1.59 5.00 1.69 6.69 6.47 0.4917-116-STRM-1-INVERTS.XLSSTORM Page 5 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA94 A95A95 A96A96 A97A97 A98A98 A99A99 A100A100 A101A101 A102A102 A103A103 A9A920 A92A950 A95A960 A961A961 A962A962 A963A963 A96A990 A991A991 A99A1000 A1001A1001 A1002A1002 A1003A1003 A1004A1004 A1005A1005 A1006A1006 A10STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)- STORM DRAINAGE SCHEDULE - CONTINUED Q QUPSTREAMSIDE-CAPACITY SEGMENT UPPER LOWER TOP PIPEDISCHARGE STREAM SLOPE DIA. (FULL) V FULL LENGTH TIME INV. INV. ELEV. COVER(CFS) (CFS) (IN) (CFS) (FPS) (FT) (MIN) (FT) (FT) (FT) (FT)11.06 0.00 0.0111 24 23.8 7.6 36 0.08 850.20 849.80 855.00 2.6214.862.630.0104 24 23.0 7.3 222 0.51 849.70 847.40 854.50 2.6221.626.540.0100 30 41.0 8.3 140 0.28 846.90 845.50 859.00 9.3722.62 0.00 0.0102 30 41.4 8.4 118 0.23 845.40 844.20 861.40 13.2723.62 0.00 0.0102 30 41.3 8.4 128 0.25 844.10 842.80 859.70 12.8728.773.820.0108 30 42.6 8.7 74 0.14 842.70 841.90 858.30 12.8733.012.690.0100 30 41.0 8.3 130 0.26 841.80 840.50 857.50 12.9733.09 0.00 0.0100 30 41.0 8.3 140 0.28 840.40 839.00 857.50 14.3734.691.580.0106 30 42.2 8.6 132 0.26 838.90 837.50 859.10 17.4736.60 1.80 0.0704 30 108.8 22.1 98 0.07 837.40 830.50 856.00 15.870.90 0.00 0.0100 15 6.5 5.3 40 0.13 855.70 855.30 859.20 2.142.63 0.00 0.0100 15 6.5 5.3 20 0.06 851.80 851.60 855.30 2.140.89 0.00 0.0100 15 6.5 5.3 140 0.44 856.00 854.60 859.50 2.141.48 0.00 0.0115 15 6.9 5.6 26 0.08 854.50 854.20 859.50 3.645.19 0.00 0.0758 15 17.8 14.5 66 0.08 854.10 849.10 860.00 4.546.54 0.00 0.0722 15 17.4 14.1 18 0.02 849.50 848.20 858.90 8.041.91 0.00 0.0250 15 10.2 8.3 4 0.01 851.90 851.80 855.40 2.143.82 0.00 0.0755 15 17.7 14.4 102 0.12 851.70 844.00 855.40 2.340.77 0.00 0.0102 12 3.6 4.6 98 0.36 846.40 845.40 849.40 1.911.80 0.00 0.0106 12 3.7 4.7 104 0.37 845.30 844.20 849.40 3.012.76 0.00 0.0100 12 3.6 4.5 100 0.37 844.10 843.10 849.40 4.213.76 0.00 0.0100 15 6.5 5.3 100 0.32 843.00 842.00 849.40 5.044.67 0.00 0.0104 15 6.6 5.4 48 0.15 841.90 841.40 849.40 6.144.92 0.00 0.0100 15 6.5 5.3 40 0.13 841.30 840.90 850.00 7.345.03 0.00 0.0111 15 6.8 5.5 36 0.11 840.80 840.40 849.50 7.3417-116-STRM-1-INVERTS.XLSSTORM Page 6 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA94 A95A95 A96A96 A97A97 A98A98 A99A99 A100A100 A101A101 A102A102 A103A103 A9A920 A92A950 A95A960 A961A961 A962A962 A963A963 A96A990 A991A991 A99A1000 A1001A1001 A1002A1002 A1003A1003 A1004A1004 A1005A1005 A1006A1006 A10STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)- HYDRAULIC GRADE LINE CONTINUEDBEND LOSS K's90° = 0.70 70° = 0.61 50° = 0.47 30° = 0.28 20° = 0.1680° = 0.66 60° = 0.55 40° = 0.38 25° = 0.22 15° = 0.10PIPE HYDRAULIC SIDESTREAM HEAD LOSSBEND FRICTION FRICTIONAREA RADIUS SUMMATION Hf Hc He Hb Ht LOSS SLOPE VELOCITY(FT) (FT) (CFS)K (FT/FT) (FPS)3.1416 0.5000 0.90 0.09 0.05 0.17 0.27 0.58 0.55 0.0024 3.503.1416 0.5000 3.53 0.95 0.09 0.07 0.05 1.16 0.28 0.0043 4.714.9087 0.6250 10.08 0.39 0.07 0.12 0.10 0.68 0.28 0.0028 4.384.9087 0.6250 10.08 0.36 0.08 0.10 0.03 0.57 0.10 0.0030 4.584.9087 0.6250 10.08 0.42 0.09 0.11 0.18 0.80 0.55 0.0033 4.784.9087 0.6250 13.90 0.36 0.13 0.12 0.10 0.72 0.28 0.0049 5.834.9087 0.6250 16.59 0.83 0.17 0.18 0.00 1.19 0.00 0.0064 6.694.9087 0.6250 16.59 0.90 0.17 0.24 0.49 1.81 0.70 0.0064 6.704.9087 0.6250 18.17 0.94 0.19 0.24 0.20 1.57 0.28 0.0071 7.024.9087 0.6250 19.97 0.77 0.21 0.27 0.42 1.68 0.55 0.0079 7.411.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0002 0.731.2272 0.3125 0.00 0.03 0.02 0.00 0.00 0.05 0.00 0.0017 2.141.2272 0.3125 0.00 0.03 0.00 0.00 0.00 0.03 0.00 0.0002 0.721.2272 0.3125 0.00 0.01 0.01 0.00 0.01 0.03 0.70 0.0005 1.201.2272 0.3125 0.00 0.42 0.07 0.01 0.02 0.52 0.70 0.0064 4.221.2272 0.3125 0.00 0.18 0.11 0.10 0.00 0.39 0.00 0.0102 5.311.2272 0.3125 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.0009 1.551.2272 0.3125 0.00 0.36 0.04 0.01 0.02 0.43 0.61 0.0035 3.110.7854 0.2500 0.00 0.05 0.00 0.00 0.00 0.05 0.00 0.0005 0.980.7854 0.2500 0.00 0.26 0.02 0.01 0.01 0.30 0.55 0.0025 2.280.7854 0.2500 0.00 0.60 0.05 0.03 0.01 0.68 0.10 0.0060 3.501.2272 0.3125 0.00 0.34 0.04 0.07 0.00 0.44 0.00 0.0034 3.051.2272 0.3125 0.00 0.25 0.06 0.05 0.10 0.46 0.70 0.0052 3.791.2272 0.3125 0.00 0.23 0.06 0.08 0.00 0.37 0.00 0.0058 4.001.2272 0.3125 0.00 0.22 0.06 0.09 0.00 0.37 0.00 0.0060 4.0917-116-STRM-1-INVERTS.XLSSTORM Page 7 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA94 A95A95 A96A96 A97A97 A98A98 A99A99 A100A100 A101A101 A102A102 A103A103 A9A920 A92A950 A95A960 A961A961 A962A962 A963A963 A96A990 A991A991 A99A1000 A1001A1001 A1002A1002 A1003A1003 A1004A1004 A1005A1005 A1006A1006 A10STORM DRAINAGE / HYDRAULIC GRADE LINEDATE DESIGN PHASEANALYSISPRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBY RECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)-DESIGN CRITERIA: HYDRAULIC GRADE LINE - CONTINUED 1. DESIGN FOR THE 10 YR STORM2. ASSUME TIME OF CONCENTRATION TOAN INDIVIDUAL INLET = 5 MIN.INLET W.S. ELEV.3. INTENSITY = g/(h+T), FOR 10 YR STORMOUTLET OUTLET INLET USE FLOW FREE- UPSTREAM4. MANNINGS "n" FACTOR= .013W.S. ELEV CONTOL CONTROL CONDITION BOARD INLET COMMENTS5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT(FT) (FT) (FT) (FT) CONTROL (FT) TYPE8/19/19851.67 852.24 851.74 852.24 OUTLET 2.26 CB OK848.99 850.14 851.67 851.67 INLET 2.83 DI OK847.70 848.38 848.99 848.99 INLET 10.01 DI OK847.13 847.70 847.57 847.70 OUTLET 13.20 CB OK846.33 847.13 846.35 847.13 OUTLET 12.07 CB OK845.61 846.33 845.43 846.33 OUTLET 11.47 CB OK844.42 845.61 845.00 845.61 OUTLET 11.89 DI OK842.61 844.42 843.61 844.42 OUTLET 13.08 DI OK841.05 842.61 842.30 842.61 OUTLET 16.49 DI OK832.50 834.18 841.05 841.05 INLET 14.95 DI OKTailwater Elev=832.50856.30 856.31 856.35 856.35 INLET 2.35 CB OKTailwater Elev=856.30852.60 852.65 852.62 852.65 OUTLET 2.15 CB OKTailwater Elev=852.60855.53 855.55 856.65 856.65 INLET 2.85 DI OK855.50 855.53 855.19 855.53 OUTLET 3.97 DI OK851.35 851.87 855.50 855.50 INLET 4.50 DI OK849.20 849.59 851.35 851.35 INLET 7.05 CB OKTailwater Elev=849.20852.74 852.76 852.63 852.76 OUTLET 2.14 CB OK845.00 845.43 852.74 852.74 INLET 2.16 CB OKTailwater Elev=845.00846.03 846.08 846.94 846.94 INLET 2.46 DI OK845.13 845.43 846.03 846.03 INLET 3.37 DI OK844.03 844.71 845.13 845.13 INLET 4.27 DI OK843.15 843.59 844.03 844.03 INLET 5.37 DI OK842.62 843.08 843.15 843.15 INLET 6.25 DI OK842.15 842.52 842.62 842.62 INLET 7.38 DI OK841.40 841.77 842.15 842.15 INLET 7.35 DI OK17-116-STRM-1-INVERTS.XLSSTORM Page 8 of 12
STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)-n= 0.013 STORM DRAINAGE SCHEDULE CONTINUEDg= 192 h= 23I= 6.86INLETTc I CcINLET INLET Cc INLET TOTAL INLET PIPE TIME RUNOFFFROM TO AREA AREA IMPERVIOUS RUNOFF DISCHARGE AREAS TIME TIME OF CONC. INTENSITY COEFF.(SF) (AC) (%) COEFF. (CFS) (AC) (MIN) (MIN) (MIN) (IN/HR)A1010 A100 19,300 0.44 90 0.89 2.69 0.44 5.00 0.00 5.00 6.86 0.89A1020 A1021 11,200 0.26 85 0.85 1.50 0.26 5.00 0.00 5.00 6.86 0.85A1021 A102 1,870 0.04 0 0.30 0.09 0.30 5.00 0.11 5.11 6.83 0.77A1030 A1031 5,680 0.13 5 0.33 0.30 0.13 5.00 0.00 5.00 6.86 0.33A1031 A103 15,330 0.35 50 0.63 1.51 0.48 5.00 0.12 5.12 6.83 0.55B1 B2 10,980 0.25 90 0.89 1.53 0.25 5.00 0.00 5.00 6.86 0.89B2 B3 33,630 0.77 25 0.46 2.45 1.02 5.00 0.09 5.09 6.84 0.57B3 B4 2,650 0.06 90 0.89 0.37 1.08 5.00 0.19 5.19 6.81 0.58B4 B5 6,200 0.14 40 0.56 0.55 1.23 5.00 0.22 5.22 6.80 0.58B30 B3 7,640 0.18 90 0.89 1.06 0.18 5.00 0.00 5.00 6.86 0.89C1 C2 544,600 12.50 5 0.33 28.51 12.50 5.00 0.00 5.00 6.86 0.33C3 C4 3,136,320 72.00 10 0.37 180.21 72.00 10.00 0.00 10.005.450.37D1 D2 42,750 0.98 50 0.63 4.21 0.98 5.00 0.00 5.00 6.86 0.6317-116-STRM-1-INVERTS.XLSSTORM Page 9 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA1010 A100A1020 A1021A1021 A102A1030 A1031A1031 A103B1 B2B2 B3B3 B4B4 B5B30 B3C1 C2C3 C4D1 D2STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)- STORM DRAINAGE SCHEDULE - CONTINUED Q QUPSTREAMSIDE-CAPACITY SEGMENT UPPER LOWER TOP PIPEDISCHARGE STREAM SLOPE DIA. (FULL) V FULL LENGTH TIME INV. INV. ELEV. COVER(CFS) (CFS) (IN) (CFS) (FPS) (FT) (MIN) (FT) (FT) (FT) (FT)2.69 0.00 0.0634 15 16.3 13.2 142 0.18 854.00 845.00 860.00 4.641.50 0.00 0.0200 15 9.1 7.4 50 0.11 856.00 855.00 860.00 2.641.58 0.00 0.0271 15 10.6 8.7 70 0.13 854.90 853.00 860.00 3.740.30 0.00 0.0250 15 10.2 8.3 60 0.12 856.50 855.00 860.00 2.141.80 0.00 0.0133 15 7.5 6.1 180 0.49 854.90 852.50 858.50 2.241.53 0.00 0.0107 15 6.7 5.4 28 0.09 821.00 820.70 824.50 2.143.97 0.00 0.0278 15 10.8 8.8 54 0.10 820.60 819.10 824.50 2.545.381.060.0906 15 19.4 15.8 32 0.03 819.00 816.10 823.58 3.225.92 0.00 0.0875 15 19.1 15.6 40 0.04 816.00 812.50 824.00 6.641.06 0.00 0.0100 15 6.5 5.3 28 0.09 820.08 819.80 823.58 2.1428.51 0.00 0.0333 36 121.8 17.2 210 0.20 847.00 840.00 856.005.73143.23 0.00 0.0116 54 212.1 13.3 86 0.11 804.00 803.00 822.0013.094.21 0.00 0.0427 15 13.4 10.9 110 0.17 834.50 829.80 836.50 0.6417-116-STRM-1-INVERTS.XLSSTORM Page 10 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA1010 A100A1020 A1021A1021 A102A1030 A1031A1031 A103B1 B2B2 B3B3 B4B4 B5B30 B3C1 C2C3 C4D1 D2STORM DRAINAGE / HYDRAULIC GRADE LINEDATEDESIGN PHASEANALYSIS8/19/19PRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBYRECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)- HYDRAULIC GRADE LINE CONTINUEDBEND LOSS K's90° = 0.70 70° = 0.61 50° = 0.47 30° = 0.28 20° = 0.1680° = 0.66 60° = 0.55 40° = 0.38 25° = 0.22 15° = 0.10PIPE HYDRAULIC SIDESTREAM HEAD LOSSBEND FRICTION FRICTIONAREA RADIUS SUMMATION Hf Hc He Hb Ht LOSS SLOPE VELOCITY(FT) (FT) (CFS)K (FT/FT) (FPS)1.2272 0.3125 0.00 0.24 0.02 0.00 0.00 0.26 0.00 0.0017 2.181.2272 0.3125 0.00 0.03 0.01 0.00 0.00 0.03 0.00 0.0005 1.221.2272 0.3125 0.00 0.04 0.01 0.01 0.01 0.06 0.28 0.0006 1.291.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.241.2272 0.3125 0.00 0.14 0.01 0.00 0.00 0.15 0.61 0.0008 1.461.2272 0.3125 0.00 0.02 0.01 0.00 0.00 0.02 0.00 0.0006 1.241.2272 0.3125 0.00 0.20 0.04 0.01 0.02 0.27 0.70 0.0038 3.221.2272 0.3125 1.06 0.22 0.07 0.06 0.00 0.35 0.00 0.0069 4.371.2272 0.3125 1.06 0.33 0.09 0.10 0.21 0.74 0.70 0.0084 4.811.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0003 0.867.0686 0.7500 0.00 0.38 0.06 0.00 0.00 0.44 0.00 0.0018 4.0115.9043 1.1250 0.00 0.45 0.31 0.00 0.00 0.76 0.00 0.0052 8.931.2272 0.3125 0.00 0.46 0.05 0.00 0.00 0.51 0.00 0.0042 3.4117-116-STRM-1-INVERTS.XLSSTORM Page 11 of 12
n= 0.013g= 192h= 23I= 6.86FROM TOA1010 A100A1020 A1021A1021 A102A1030 A1031A1031 A103B1 B2B2 B3B3 B4B4 B5B30 B3C1 C2C3 C4D1 D2STORM DRAINAGE / HYDRAULIC GRADE LINEDATE DESIGN PHASEANALYSISPRELIM/x /PROJECT NAMEPROJECT NO CONSTR/ /Lewisville MS17-116REVISION/ /LOCATIONBY RECORD/ /Forsyth County, NCKALOTHER/ /CHECKED BY (SPECIFY)-DESIGN CRITERIA: HYDRAULIC GRADE LINE - CONTINUED 1. DESIGN FOR THE 10 YR STORM2. ASSUME TIME OF CONCENTRATION TOAN INDIVIDUAL INLET = 5 MIN.INLET W.S. ELEV.3. INTENSITY = g/(h+T), FOR 10 YR STORMOUTLET OUTLET INLET USE FLOW FREE- UPSTREAM4. MANNINGS "n" FACTOR= .013W.S. ELEV CONTOL CONTROL CONDITION BOARD INLET COMMENTS5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT(FT) (FT) (FT) (FT) CONTROL (FT) TYPE8/19/19Tailwater Elev=841.40846.00 846.26 854.83 854.83 INLET 5.17 DI OKTailwater Elev=846.00855.60 855.63 856.69 856.69 INLET 3.31 DI OK854.00 854.06 855.60 855.60 INLET 4.40 DI OKTailwater Elev=854.00855.62 855.62 857.13 857.13 INLET 2.87 DI OK853.50 853.65 855.62 855.62 INLET 2.88 DI OKTailwater Elev=853.50821.68 821.70 821.69 821.70 OUTLET 2.30 CB OK820.45 820.72 821.68 821.68 INLET 2.32 CB OK817.63 817.98 820.45 820.45 INLET 2.63 CB OK813.50 814.24 817.63 817.63 INLET 5.87 CB OKTailwater Elev=813.50820.80 820.81 820.74 820.81 OUTLET 2.27 CB OKTailwater Elev=820.80842.40 842.84 849.20 849.20 INLET 6.80 FES OKTailwater Elev=842.40806.60 807.36 809.75 809.75 INLET 12.25 HW OKTailwater Elev=806.60830.80 831.31 835.63 835.63 INLET 0.87 PE OKTailwater Elev=830.8017-116-STRM-1-INVERTS.XLSSTORM Page 12 of 12
OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 8/19/19 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Lewisville MS 17-116 REVISION / /
LOCATION BY RECORD / /
Forsyth County, NC KAL OTHER / /
CHECKED BY (SPECIFY)
-
Riprap Apron Outlet Protection
FES No.= C2 Q10/Qfull =0.23
Pipe Dia= 36 in V/Vfull = 0.81
Q10 =28.51 cfs V = 13.9 fps
Qfull = 121.80 cfs
Vfull = 17.20 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2:D50 = 10 in
DMAX = 17 in
Riprap Class = 1
Apron Thickness = 24 in
Apron Length = 24 ft
Apron Width = 3xDia = 9 ft
Riprap Apron Outlet Protection
FES No.= C4 Q10/Qfull =0.68
Pipe Dia= 54 in V/Vfull = 1.07
Q10 =143.23 cfs V = 14.3 fps
Qfull = 212.10 cfs
Vfull = 13.30 fps
From Fig. 8.06.b.1: Zone = 4
From Fig. 8.06.b.2:D50 = 10 in
DMAX = 17 in
Riprap Class = 1
Apron Thickness = 24 in
Apron Length = 36 ft
Apron Width = 3xDia = 14 ft
OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 8/19/19 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Lewisville MS 17-116 REVISION / /
LOCATION BY RECORD / /
Forsyth County, NC KAL OTHER / /
CHECKED BY (SPECIFY)
-
Riprap Apron Outlet Protection
FES No.= D2 Q10/Qfull =0.32
Pipe Dia= 15 in V/Vfull = 0.87
Q10 =4.21 cfs V = 9.3 fps
Qfull = 13.10 cfs
Vfull = 10.60 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2:D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length = 8 ft
Apron Width = 3xDia = 4 ft
OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 8/19/19 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Lewisville MS 17-116 REVISION / /
LOCATION BY RECORD / /
Forsyth County, NC KAL OTHER / /
CHECKED BY (SPECIFY)
-
Riprap Apron Outlet Protection (to Flat Ground)
FES No.= A12 Q10/Qfull =0.76
Pipe Dia= 42 in V/Vfull = 1.10
Q10 =66.49 cfs V = 10.0 fps
Qfull = 87.80 cfs
Vfull = 9.10 fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a:D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length (L) = 24 ft
Width (W1) = 3xDia = 11 ft
Width (W2) = Dia + L = 28 ft
Riprap Apron Outlet Protection (to Flat Ground)
FES No.= B5 Q10/Qfull =0.31
Pipe Dia= 15 in V/Vfull = 0.87
Q10 =5.92 cfs V = 13.6 fps
Qfull = 19.10 cfs
Vfull = 15.60 fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a:D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length (L) = 16 ft
Width (W1) = 3xDia = 4 ft
Width (W2) = Dia + L = 18 ft
OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 8/19/19 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Lewisville MS 17-116 REVISION / /
LOCATION BY RECORD / /
Forsyth County, NC KAL OTHER / /
CHECKED BY (SPECIFY)
-
Riprap Apron Outlet Protection (to Flat Ground)
FES No.= SCM 1 Q10/Qfull =0.02
Pipe Dia= 30 in V/Vfull = 0.32
Q10 =0.46 cfs V = 1.9 fps
Qfull = 29.00 cfs
Vfull = 5.90 fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a:D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length (L) = 16 ft
Width (W1) = 3xDia = 8 ft
Width (W2) = Dia + L = 19 ft
Riprap Apron Outlet Protection (to Flat Ground)
FES No.= SCM 2 Q10/Qfull =0.25
Pipe Dia= 15 in V/Vfull = 0.83
Q10 =2.65 cfs V = 7.3 fps
Qfull = 10.80 cfs
Vfull = 8.80 fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a:D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length (L) = 12 ft
Width (W1) = 3xDia = 4 ft
Width (W2) = Dia + L = 14 ft