SW4200501_17-116 - Stormwater Narrative_7th submittal_20200702

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.

In lieu of receiving a legal agreement among the offsite parcel owners for future BUA allotments as it pertains to the
stormwater treatment in the wet pond, the portion of offsite drainage area has been concluded as 100% impervious
for less restructure for future development.

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 8.62 ac
Pervious Area c= 0.30 10.03 ac
Cc =0.60
% Impervious =46.22 %
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.)) = 0.47 in/in
Required Volume (design rainfall)(Rv)(DA) = 31,547 cf
Main Pool Volume Required, Vmp = 76,847 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 = (826.00) 27,620 sf
Area of Permanent Pool = (826.50) 30,040 sf
Area at Top of Shelf = (827.00) 32,530 sf
Perm. Pool Volume Provided =87,015 cf > 76,847 cf
Surface Area at 1" Storage Volume = 33,800 sf (based on 12" depth)
1" Storage Volume Provided =32,225 cf > 31,547 OK
Required Design Volume=31,547 cf
Interpolation From Stage-Storage Table (Hydraflow Hydrographs)=
Elevation Depth Storage
827.30 ft 0.80 ft 30484 cf
827.35 ft 0.85 ft 32472 cf
Temp. Storage Depth above Dewatering Hole = 0.83 ft
Diameter of Dewatering Hole = 2.50 in
Detention (Draw-Down) Time =4.5 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= 0.14 cfs
Main Pool Volume=87,015 cf > 76,847 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 = 11,527 - 15,369
Forebay Volume Provided =14,313 cf
16.45 %= 15-20 OK
Depth at Req'd Design
Volume (ft) =
0.83
s:\1319\0001\calcs\17-116 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HRT.XLSprinted: 6/2/2020 9:49 AM Page 1 of 1
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
2.00 4,277 824.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.00 11,417 826.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
4.50 13,845 826.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
1.00 21,874 824.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.00 72,408 826.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000
3.50 86,817 826.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000
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= ( 812.00 ) 2,738 sf @ 0.0 in. ponding
Surface Area at 1/2 Depth= ( 812.50 ) 3,908 sf @ 6.0 in. ponding
Surface Area at Secondary Spillway= ( 813.00 ) 4,676 sf @ 12.0 in. ponding
Temporary Ponding Volume Provided= 3,808 cf >OK
Required Design Volume=2,822 cf
Interpolation From Stage-Storage Table (Hydraflow Hydrographs)=
Elevation Depth Storage
812.60 ft 0.60 ft 2436 cf
812.80 ft 0.80 ft 3248 cf
4274 sf
Temp. Storage Depth above Dewatering Hole = 0.70 ft
Diameter of Dewatering Hole = 0.75 in
Detention (Draw-Down) Time = 4.7 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%) = 427 - 641 sf
Non-Forebay Deep Pools (5-15%) = 214 - 641 sf
Shallow Water Zone (35-45%) = 1496 - 1923 sf
Temp. Inundation Zone (30-45%) = 1282 - 1923 sf
Wetland Zones Provided
Forebay Surface Area = 539 sf OK
Non-Forebay Deep Pools = 373 sf OK
Shallow Water Zone = 1,826 sf OK
Temporary Inundation Zone = 1,536 sf OK
2,822 cf
13%
9%
43%
36%
Depth at Req'd Design
Volume (ft) =
0.70
Surface Area at Design Volume Depth (sf) =
s:\1319\0001\calcs\17-116 - PondSize-Wetland-2017-MDC.XLS printed: 7/1/2020 9:59 AM
Page 1 of 1
Wetland Stage-Storage
809 51
Sediment storage bottom @ forebay
entrance
809.5 116
Forebay bottom @ entrance/Sediment
storage bottom @ forebay exit
810 208 131 Forebay bottom @ exit/ bottom of deep pool
811 463 315 Forebay/Deep Pool
811.25 539 373
Shallow Water Zone Bottom/Forebay & DP
Top
812 Permanent Pool/Shallow Water Top/ Temp.
Inundation Bottom
812.7 Temporary Pool WSE/Temp. Inundation Top
813 Secondary Spillway Elevation
814.13 Peak Attenuation WSE
4274
4676
5662
NotesElevation Cross Sectional Area
2738
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 ------ 29.10 41.83 ------- ------- 79.43 103.53 ------- 144.14 Area to SCM 1
8 Reservoir 7 0.574 1.363 ------- ------- 5.545 10.15 ------- 49.34 Route SCM 1
10 SCS Runoff ------ 2.885 4.272 ------- ------- 8.379 11.10 ------- 15.72 Area to SCM 2
11 Reservoir 10 0.063 0.215 ------- ------- 2.302 5.806 ------- 11.58 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, 2.718 8.436 ------- ------- 39.94 66.51 ------- 131.12 Total Area A - Post Dev
Proj. file: 17-116 Pond Routing.gpw Tuesday, 06 / 2 / 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 29.10 2 720 66,934 ------ ------ ------ Area to SCM 1
8 Reservoir 0.574 2 1124 54,862 7 827.74 48,575 Route SCM 1
10 SCS Runoff 2.885 2 718 5,808 ------ ------ ------ Area to SCM 2
11 Reservoir 0.063 2 1042 4,585 10 813.03 4,192 Route SCM 2
13 SCS Runoff 2.558 2 760 36,954 ------ ------ ------ Area A that bypasses SCMs
15 Combine 2.718 2 760 96,402 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 1 Year Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 29.10 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 66,934 cuft
Drainage area = 18.650 ac Curve number = 78*
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) = [(10.030 x 61) + (8.620 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
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
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 Tuesday, 06 / 2 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 0.574 cfs
Storm frequency = 1 yrs Time to peak = 18.73 hrs
Time interval = 2 min Hyd. volume = 54,862 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 827.74 ft
Reservoir name = SCM 1 Max. Storage = 48,575 cuft
Storage Indication method used.
7
0 10 20 30 40 50 60 70 80 90 100
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
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 1 Year
Hyd No. 8 Hyd No. 7 Total storage used = 48,575 cuft
Pond Report 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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)= 829.50 830.00 827.50 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).
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 0 826.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.05 1,855 826.55 24.65 oc 0.00 ic --- --- 0.00 0.00 0.00 ------ --- 0.005
0.10 3,711 826.60 24.65 oc 0.02 ic --- --- 0.00 0.00 0.00 ------ --- 0.018
0.15 5,566 826.65 24.65 oc 0.04 ic --- --- 0.00 0.00 0.00 ------ --- 0.035
0.20 7,422 826.70 24.65 oc 0.05 ic --- --- 0.00 0.00 0.00 ------ --- 0.051
0.25 9,277 826.75 24.65 oc 0.06 ic --- --- 0.00 0.00 0.00 ------ --- 0.063
0.30 11,132 826.80 24.65 oc 0.07 ic --- --- 0.00 0.00 0.00 --- --- --- 0.073
0.35 12,988 826.85 24.65 oc 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.081
0.40 14,843 826.90 24.65 oc 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.089
0.45 16,698 826.95 24.65 oc 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.096
0.50 18,554 827.00 24.65 oc 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.103
0.55 20,542 827.05 24.65 oc 0.11 ic --- --- 0.00 0.00 0.00 --- --- --- 0.110
0.60 22,531 827.10 24.65 oc 0.12 ic --- --- 0.00 0.00 0.00 --- --- --- 0.116
0.65 24,519 827.15 24.65 oc 0.12 ic --- --- 0.00 0.00 0.00 --- --- --- 0.121
0.70 26,507 827.20 24.65 oc 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.127
0.75 28,496 827.25 24.65 oc 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.132
0.80 30,484 827.30 24.65 oc 0.14 ic --- --- 0.00 0.00 0.00 --- --- --- 0.137
0.85 32,472 827.35 24.65 oc 0.14 ic --- --- 0.00 0.00 0.00 --- --- --- 0.142
0.90 34,461 827.40 24.65 oc 0.15 ic --- --- 0.00 0.00 0.00 --- --- --- 0.146
0.95 36,449 827.45 24.65 oc 0.15 ic --- --- 0.00 0.00 0.00 --- --- --- 0.151
1.00 38,438 827.50 24.65 oc 0.16 ic --- --- 0.00 0.00 0.00 --- --- --- 0.155
1.05 40,525 827.55 24.65 oc 0.16 ic --- --- 0.00 0.00 0.04 --- --- --- 0.197
1.10 42,612 827.60 24.65 oc 0.16 ic --- --- 0.00 0.00 0.11 --- --- --- 0.269
1.15 44,699 827.65 24.65 oc 0.17 ic --- --- 0.00 0.00 0.19 --- --- --- 0.361
1.20 46,786 827.70 24.65 oc 0.17 ic --- --- 0.00 0.00 0.30 --- --- --- 0.470
1.25 48,873 827.75 24.65 oc 0.18 ic --- --- 0.00 0.00 0.42 --- --- --- 0.592
1.30 50,960 827.80 24.65 oc 0.18 ic --- --- 0.00 0.00 0.55 --- --- --- 0.726
1.35 53,047 827.85 24.65 oc 0.18 ic --- --- 0.00 0.00 0.69 --- --- --- 0.872
1.40 55,134 827.90 24.65 oc 0.19 ic --- --- 0.00 0.00 0.84 --- --- --- 1.029
1.45 57,221 827.95 24.65 oc 0.19 ic --- --- 0.00 0.00 1.00 --- --- --- 1.195
1.50 59,308 828.00 24.65 oc 0.19 ic --- --- 0.00 0.00 1.18 --- --- --- 1.371
1.70 68,443 828.20 24.65 oc 0.21 ic --- --- 0.00 0.00 1.95 --- --- --- 2.158
1.90 77,578 828.40 24.65 oc 0.22 ic --- --- 0.00 0.00 2.84 --- --- --- 3.063
2.10 86,713 828.60 24.65 oc 0.23 ic --- --- 0.00 0.00 3.84 --- --- --- 4.074
2.30 95,848 828.80 24.65 oc 0.24 ic --- --- 0.00 0.00 4.94 --- --- --- 5.179
2.50 104,983 829.00 24.65 oc 0.25 ic --- --- 0.00 0.00 6.12 --- --- --- 6.372
2.70 114,118 829.20 24.65 oc 0.26 ic --- --- 0.00 0.00 7.38 --- --- --- 7.646
Continues on next page...
9
SCM 1
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
2.90 123,253 829.40 24.65 oc 0.27 ic --- --- 0.00 0.00 8.72 --- --- --- 8.996
3.10 132,388 829.60 24.65 oc 0.28 ic --- --- 2.00 0.00 10.13 --- --- --- 12.42
3.30 141,523 829.80 24.65 oc 0.29 ic --- --- 10.40 0.00 11.62 --- --- --- 22.31
3.50 150,658 830.00 35.80 oc 0.26 ic --- --- 22.37 0.00 13.16 --- --- --- 35.80
3.70 160,973 830.20 49.06 ic 0.18 ic --- --- 37.06 2.33 11.83 s --- --- --- 51.38
3.90 171,288 830.40 54.02 ic 0.11 ic --- --- 44.86 s 6.58 9.05 s --- --- --- 60.59
4.10 181,604 830.60 55.88 ic 0.08 ic --- --- 47.69 s 12.08 8.10 s --- --- --- 67.96
4.30 191,919 830.80 57.29 ic 0.07 ic --- --- 49.75 s 18.60 7.46 s --- --- --- 75.89
4.50 202,234 831.00 58.50 ic 0.06 ic --- --- 51.44 s 26.00 7.00 s --- --- --- 84.50
4.70 212,549 831.20 59.59 ic 0.05 ic --- --- 52.89 s 34.18 6.64 s --- --- --- 93.77
4.90 222,864 831.40 60.62 ic 0.04 ic --- --- 54.18 s 43.07 6.37 s --- --- --- 103.67
5.10 233,179 831.60 61.60 ic 0.04 ic --- --- 55.37 s 52.63 6.15 s --- --- --- 114.19
5.30 243,494 831.80 62.55 ic 0.03 ic --- --- 56.51 s 62.79 5.98 s --- --- --- 125.32
5.50 253,809 832.00 63.47 ic 0.03 ic --- --- 57.56 s 73.54 5.84 s --- --- --- 136.97
...End
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
10
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 Tuesday, 06 / 2 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 0.063 cfs
Storm frequency = 1 yrs Time to peak = 17.37 hrs
Time interval = 2 min Hyd. volume = 4,585 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.03 ft
Reservoir name = SCM 2 Max. Storage = 4,192 cuft
Storage Indication method used.
11
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 = 4,192 cuft
Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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 2,738 0 0
2.00 814.00 5,545 8,119 8,119
4.00 816.00 7,468 12,964 21,083
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).
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 0 812.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.20 812 812.20 8.09 ic 0.01 ic --- --- 0.00 0.00 0.00 --- ------ 0.006
0.40 1,624 812.40 8.09 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.009
0.60 2,436 812.60 8.09 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.011
0.80 3,248 812.80 8.09 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.013
1.00 4,059 813.00 8.09 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.015
1.20 4,871 813.20 8.09 ic 0.02 ic --- --- 0.00 0.00 0.30 --- --- --- 0.314
1.40 5,683 813.40 8.09 ic 0.02 ic --- --- 0.00 0.00 0.84 --- --- --- 0.860
1.60 6,495 813.60 8.09 ic 0.02 ic --- --- 0.00 0.00 1.55 --- --- --- 1.567
1.80 7,307 813.80 8.09 ic 0.02 ic --- --- 0.00 0.00 2.38 --- --- --- 2.403
2.00 8,119 814.00 8.09 ic 0.02 ic --- --- 0.00 0.00 3.33 --- --- --- 3.351
2.20 9,415 814.20 8.09 ic 0.02 ic --- --- 3.28 0.00 4.38 --- --- --- 7.676
2.40 10,712 814.40 11.83 ic 0.01 ic --- --- 8.50 s 0.00 3.32 s --- --- --- 11.83
2.60 12,008 814.60 12.36 ic 0.00 ic --- --- 9.70 s 0.00 2.66 s --- --- --- 12.36
2.80 13,304 814.80 12.71 ic 0.00 ic --- --- 10.37 s 0.00 2.34 s --- --- --- 12.70
3.00 14,601 815.00 13.01 ic 0.00 ic --- --- 10.86 s 0.00 2.14 s --- --- --- 13.00
3.20 15,897 815.20 13.29 ic 0.00 ic --- --- 11.25 s 1.86 2.01 s --- --- --- 15.13
3.40 17,194 815.40 13.55 ic 0.00 ic --- --- 11.60 s 5.26 1.92 s --- --- --- 18.79
3.60 18,490 815.60 13.81 ic 0.00 ic --- --- 11.90 s 9.67 1.86 s --- --- --- 23.43
3.80 19,786 815.80 14.07 ic 0.00 ic --- --- 12.23 s 14.89 1.82 s --- --- --- 28.94
4.00 21,083 816.00 14.31 ic 0.00 ic --- --- 12.46 s 20.80 1.78 s --- --- --- 35.04
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
13
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 Tuesday, 06 / 2 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 2.718 cfs
Storm frequency = 1 yrs Time to peak = 12.67 hrs
Time interval = 2 min Hyd. volume = 96,402 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
14
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
15
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 41.83 2 720 95,747 ------ ------ ------ Area to SCM 1
8 Reservoir 1.363 2 902 83,192 7 828.00 59,215 Route SCM 1
10 SCS Runoff 4.272 2 718 8,543 ------ ------ ------ Area to SCM 2
11 Reservoir 0.215 2 800 7,314 10 813.13 4,602 Route SCM 2
13 SCS Runoff 7.646 2 746 73,447 ------ ------ ------ Area A that bypasses SCMs
15 Combine 8.436 2 750 163,952 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 2 Year Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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
16
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 Tuesday, 06 / 2 / 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
17
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 Tuesday, 06 / 2 / 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
18
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 Tuesday, 06 / 2 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 41.83 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 95,747 cuft
Drainage area = 18.650 ac Curve number = 78*
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) = [(10.030 x 61) + (8.620 x 98)] / 18.650
19
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 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 Tuesday, 06 / 2 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 1.363 cfs
Storm frequency = 2 yrs Time to peak = 15.03 hrs
Time interval = 2 min Hyd. volume = 83,192 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 828.00 ft
Reservoir name = SCM 1 Max. Storage = 59,215 cuft
Storage Indication method used.
20
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
Q (cfs)
Time (hrs)
Route SCM 1
Hyd. No. 8 -- 2 Year
Hyd No. 8 Hyd No. 7 Total storage used = 59,215 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
21
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 Tuesday, 06 / 2 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 0.215 cfs
Storm frequency = 2 yrs Time to peak = 13.33 hrs
Time interval = 2 min Hyd. volume = 7,314 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.13 ft
Reservoir name = SCM 2 Max. Storage = 4,602 cuft
Storage Indication method used.
22
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 = 4,602 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
23
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 Tuesday, 06 / 2 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 8.436 cfs
Storm frequency = 2 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 163,952 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
24
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
10.00 10.00
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
25
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 79.43 2 718 181,858 ------ ------ ------ Area to SCM 1
8 Reservoir 5.545 2 768 168,728 7 828.86 98,653 Route SCM 1
10 SCS Runoff 8.379 2 716 16,918 ------ ------ ------ Area to SCM 2
11 Reservoir 2.302 2 724 15,677 10 813.78 7,209 Route SCM 2
13 SCS Runoff 33.24 2 742 212,341 ------ ------ ------ Area A that bypasses SCMs
15 Combine 39.94 2 742 396,746 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 10 Year Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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
26
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 Tuesday, 06 / 2 / 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
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
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 Tuesday, 06 / 2 / 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
28
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 Tuesday, 06 / 2 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 79.43 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 181,858 cuft
Drainage area = 18.650 ac Curve number = 78*
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) = [(10.030 x 61) + (8.620 x 98)] / 18.650
29
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 Tuesday, 06 / 2 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 5.545 cfs
Storm frequency = 10 yrs Time to peak = 12.80 hrs
Time interval = 2 min Hyd. volume = 168,728 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 828.86 ft
Reservoir name = SCM 1 Max. Storage = 98,653 cuft
Storage Indication method used.
30
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 = 98,653 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
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)
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 Tuesday, 06 / 2 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 2.302 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 15,677 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.78 ft
Reservoir name = SCM 2 Max. Storage = 7,209 cuft
Storage Indication method used.
32
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 = 7,209 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
33
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 Tuesday, 06 / 2 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 39.94 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 396,746 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
34
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
35
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 103.53 2 718 238,109 ------ ------ ------ Area to SCM 1
8 Reservoir 10.15 2 750 224,778 7 829.47 126,333 Route SCM 1
10 SCS Runoff 11.10 2 716 22,481 ------ ------ ------ Area to SCM 2
11 Reservoir 5.806 2 722 21,237 10 814.12 8,855 Route SCM 2
13 SCS Runoff 54.48 2 740 318,383 ------ ------ ------ Area A that bypasses SCMs
15 Combine 66.51 2 740 564,399 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 25 Year Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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
36
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 Tuesday, 06 / 2 / 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
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
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 Tuesday, 06 / 2 / 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
38
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 Tuesday, 06 / 2 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 103.53 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 238,109 cuft
Drainage area = 18.650 ac Curve number = 78*
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) = [(10.030 x 61) + (8.620 x 98)] / 18.650
39
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 Tuesday, 06 / 2 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 10.15 cfs
Storm frequency = 25 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 224,778 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 829.47 ft
Reservoir name = SCM 1 Max. Storage = 126,333 cuft
Storage Indication method used.
40
0 8 16 24 32 40 48 56 64 72 80 88
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 = 126,333 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
41
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 Tuesday, 06 / 2 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 5.806 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 21,237 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 814.12 ft
Reservoir name = SCM 2 Max. Storage = 8,855 cuft
Storage Indication method used.
42
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 = 8,855 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
43
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 Tuesday, 06 / 2 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 66.51 cfs
Storm frequency = 25 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 564,399 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
44
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
45
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 144.14 2 718 335,052 ------ ------ ------ Area to SCM 1
8 Reservoir 49.34 2 728 321,492 7 830.18 159,623 Route SCM 1
10 SCS Runoff 15.72 2 716 32,166 ------ ------ ------ Area to SCM 2
11 Reservoir 11.58 2 720 30,916 10 814.39 10,631 Route SCM 2
13 SCS Runoff 95.18 2 740 519,017 ------ ------ ------ Area A that bypasses SCMs
15 Combine 131.12 2 736 871,425 8, 11, 13, ------ ------ Total Area A - Post Dev
17-116 Pond Routing.gpw Return Period: 100 Year Tuesday, 06 / 2 / 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 Tuesday, 06 / 2 / 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
46
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 Tuesday, 06 / 2 / 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
47
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 Tuesday, 06 / 2 / 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
48
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 Tuesday, 06 / 2 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type = SCS Runoff Peak discharge = 144.14 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 335,052 cuft
Drainage area = 18.650 ac Curve number = 78*
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) = [(10.030 x 61) + (8.620 x 98)] / 18.650
49
0 2 4 6 8 10 12 14 16 18 20 22 24
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 Tuesday, 06 / 2 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type = Reservoir Peak discharge = 49.34 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 321,492 cuft
Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 830.18 ft
Reservoir name = SCM 1 Max. Storage = 159,623 cuft
Storage Indication method used.
50
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 = 159,623 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
51
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 Tuesday, 06 / 2 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type = Reservoir Peak discharge = 11.58 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 30,916 cuft
Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 814.39 ft
Reservoir name = SCM 2 Max. Storage = 10,631 cuft
Storage Indication method used.
52
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 = 10,631 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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
53
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 Tuesday, 06 / 2 / 2020
Hyd. No. 15
Total Area A - Post Dev
Hydrograph type = Combine Peak discharge = 131.12 cfs
Storm frequency = 100 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 871,425 cuft
Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac
54
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
55
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 2 / 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