SW4200501_Signed Stormwater Narrative_6th submittal_20200602

STO RMWAT E R
NARRATIVE
Lewisville Muddle School
Lewisville Vienna Road
Lewisville, North Carolina 27023
June 2020
CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
Phone: [phone] Fax: [phone]

CONTENTS
Design Narrative
Supporting Calculations

STORMWATER MANAGEMENT PLAN
LEWISVILLE MIDDLE SCHOOL
LEWISVILLE-VIENNA ROAD
LEWISVILLE, NC
CLH Project No: 17-116
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:
Q. 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.
STORMATER MANAGEMENT:
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

DATE
8/15/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116 0 (f
LOCATION BY
Forsvth Countv. NC KAL
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 Storaae
827.30 ft 0.80 ft 30484 cf Depth at Rea'd DE
827.35 ft 0.85 ft 32472 cf Volume (ft) _
0.83
Temp. Storage Depth above Dewatering Hole = 0.83 ft
Diameter of Dewatering Hole = 2.50 in
Detention (Draw -Down) Time = 4.5 days
T days=(Temp. Storage Vol Req / (0.6 * A (2'g*(h))A1/2) , 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
Forebay Volume:
Forebay Max. Depth =
Area of Forebay Bottom (Above PSS) _
Area at Bottom of Shelf =
Area of Permanent Pool =
Forebay Volume Required =
Forebay Volume Provided =
(2-5 days Required)
4.50 ft
1,540 sf
4,400 sf
5,330 sf
11,527 - 15,369
14,313 cf
16.45 % _
76,847 OK
15-20 OK
s:\1319\0001 \calcs\17-116 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HRTIXk&d: 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 (tuft)
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
Crest Len (ft)
= 0.00 0.00
1000.00
0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00 0.00
826.50
0.00
No. Barrels = 0
0
0
0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type
= --- ---
Broad
---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage
= No No
No
No
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
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
No
No
No
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 (tuft)
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
Crest Len (ft)
= 0.00 0.00
1000.00
0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00 0.00
826.50
0.00
No. Barrels = 0
0
0
0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type
= --- ---
Broad
---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage
= No No
No
No
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
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
No
No
No
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

' DATE
8/15/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116
LOCATION BY
Forsyth County, NC KAL
Drainage Area, (DA) =
Impervious Area c= 0.95
Pervious Area c= 0.30
Cc =
Wetland Surface Area & Volume
% Impervious =
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) _
Depth of Temporary Pool (Dplants) =
Approx. Ave. Surface Area for Design =
2.05 ac
0.75 ac
1.30 ac
0.54
37 %
1.00 in
0.38 in/in
2,822 cf
12 in
2,822 sf
Includes 0.06 AC Future
(15-in max)
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 > 2,822 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
Surface Area at Design Volume Depth (sf) = 4274 sf
Depth at Reg'd Design
Volume (ft) _
0.70
Temp. Storage Depth above Dewatering Hole =
0.70 ft
Diameter of Dewatering Hole =
1.00 in
Detention (Draw -Down) Time =
2.7 days
T days=(Req. Temp. Storage Vol / (0.6 * A * (2*g*(h ))Al /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
13% OK
Non-Forebay Deep Pools =
373 sf
9% OK
Shallow Water Zone =
1,826 sf
43% OK
Temporary Inundation Zone =
1,536 sf
36% OK
s:\1319\0001\calcs\17-116 - PondSize-Wet1and-2017-MDC.XLS printed: 6/2/2020 9:03 AM Page 1 of 1

Wetland Stage -Storage
Elevation
Cross Sectional Area
Notes
Sediment storage bottom @ forebay
809
51
entrance
Forebay bottom @ entrance/Sediment
809.5
116
storage bottom @ forebay exit
810
208
131
Forebay bottom @ exit/ bottom of deep pool
811
463
315
Forebay/Deep Pool
Shallow Water Zone Bottom/Forebay & DP
811.25
539
373
To
Permanent Pool/Shallow Water Top/ Temp.
812
2738
Inundation Bottom
812.7
Temporary Pool WSE/Temp. Inundation Top
4274
813
4676
Secondary Spillway Elevation
814.13
5662
Peak Attenuation WSE

�y'draibw Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Return Period ReH
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

Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
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

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
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' ' ---"
0 2 4
— Hyd No. 1
Area A - Pre
Hyd. No. 1 -- 1 Year
6 8 10 12 14 16
Q (cfs)
4.00
3.00
2.00
1.00
V ' 0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.830 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
Hyd No. 2
Area B - Pre & Post
Hyd. No. 2 -- 1 Year
Tuesday, 06 / 2 / 2020
= 0.147 cfs
= 12.03 hrs
= 1,393 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.10
0.09
0.08
0.07
0.05
0.04
0.03
0.02
0.01
0.00
0 2 4
Hyd No. 3
Area C - Pre & Post
Hyd. No. 3 -- 1 Year
Tuesday, 06 / 2 / 2020
= 0.048 cfs
= 12.03 hrs
= 458 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

6
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
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4
Hyd No. 7
6 8
Area to SCM 1
Hyd. No. 7 -- 1 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
I
U
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
Reservoir name
= SCM 1
Max. Storage
Storage Indication method used
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00
0 10
Hyd No. 8
Route SCM 1
Hyd. No. 8 -- 1 Year
20 30 40
Hyd No. 7
Tuesday, 06 / 2 / 2020
= 0.574 cfs
= 18.73 hrs
= 54,862 cuft
= 827.74 ft
= 48,575 cuft
50 60 70 80 90
I_I_I_I_I_I_1 Total storage used = 48,575 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
100
Time (hrs)

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
(tuft)
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
Crest Len (ft)
= 19.00
10.00
1.00
0.00
Span (in)
= 30.00
2.50 0.00
0.00
Crest El. (ft)
= 829.50
830.00
827.50
0.00
No. Barrels
= 1
1 0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft) = 823.50
826.50 0.00
0.00
Weir Type
= 1
Broad
Rect
---
Length (ft)
= 62.00
0.50 0.00
0.00
Multi -Stage
= Yes
No
Yes
No
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
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes No
No
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 is ---
---
0.00
0.00
0.00
---
--- --- 0.005
0.10
3,711 826.60
24.65 oc
0.02 is ---
---
0.00
0.00
0.00
---
--- --- 0.018
0.15
5,566 826.65
24.65 oc
0.04 is ---
---
0.00
0.00
0.00
---
--- --- 0.035
0.20
7,422 826.70
24.65 oc
0.05 is ---
---
0.00
0.00
0.00
---
--- --- 0.051
0.25
9,277 826.75
24.65 oc
0.06 is ---
---
0.00
0.00
0.00
---
--- --- 0.063
0.30
11,132 826.80
24.65 oc
0.07 is ---
---
0.00
0.00
0.00
---
--- --- 0.073
0.35
12,988 826.85
24.65 oc
0.08 is ---
---
0.00
0.00
0.00
---
--- --- 0.081
0.40
14,843 826.90
24.65 oc
0.09 is ---
---
0.00
0.00
0.00
---
--- --- 0.089
0.45
16,698 826.95
24.65 oc
0.10 is ---
---
0.00
0.00
0.00
---
--- --- 0.096
0.50
18,554 827.00
24.65 oc
0.10 is ---
---
0.00
0.00
0.00
---
--- --- 0.103
0.55
20,542 827.05
24.65 oc
0.11 is ---
---
0.00
0.00
0.00
---
--- --- 0.110
0.60
22,531 827.10
24.65 oc
0.12 is ---
---
0.00
0.00
0.00
---
--- --- 0.116
0.65
24,519 827.15
24.65 oc
0.12 is ---
---
0.00
0.00
0.00
---
--- --- 0.121
0.70
26,507 827.20
24.65 oc
0.13 is ---
---
0.00
0.00
0.00
---
--- --- 0.127
0.75
28,496 827.25
24.65 oc
0.13 is ---
---
0.00
0.00
0.00
---
--- --- 0.132
0.80
30,484 827.30
24.65 oc
0.14 is ---
---
0.00
0.00
0.00
---
--- --- 0.137
0.85
32,472 827.35
24.65 oc
0.14 is ---
---
0.00
0.00
0.00
---
--- --- 0.142
0.90
34,461 827.40
24.65 oc
0.15 is ---
---
0.00
0.00
0.00
---
--- --- 0.146
0.95
36,449 827.45
24.65 oc
0.15 is ---
---
0.00
0.00
0.00
---
--- --- 0.151
1.00
38,438 827.50
24.65 oc
0.16 is ---
---
0.00
0.00
0.00
---
--- --- 0.155
1.05
40,525 827.55
24.65 oc
0.16 is ---
---
0.00
0.00
0.04
---
--- --- 0.197
1.10
42,612 827.60
24.65 oc
0.16 is ---
---
0.00
0.00
0.11
---
--- --- 0.269
1.15
44,699 827.65
24.65 oc
0.17 is ---
---
0.00
0.00
0.19
---
--- --- 0.361
1.20
46,786 827.70
24.65 oc
0.17 is ---
---
0.00
0.00
0.30
---
--- --- 0.470
1.25
48,873 827.75
24.65 oc
0.18 is ---
---
0.00
0.00
0.42
---
--- --- 0.592
1.30
50,960 827.80
24.65 oc
0.18 is ---
---
0.00
0.00
0.55
---
--- --- 0.726
1.35
53,047 827.85
24.65 oc
0.18 is ---
---
0.00
0.00
0.69
---
--- --- 0.872
1.40
55,134 827.90
24.65 oc
0.19 is ---
---
0.00
0.00
0.84
---
--- --- 1.029
1.45
57,221 827.95
24.65 oc
0.19 is ---
---
0.00
0.00
1.00
---
--- --- 1.195
1.50
59,308 828.00
24.65 oc
0.19 is ---
---
0.00
0.00
1.18
---
--- --- 1.371
1.70
68,443 828.20
24.65 oc
0.21 is ---
---
0.00
0.00
1.95
---
--- --- 2.158
1.90
77,578 828.40
24.65 oc
0.22 is ---
---
0.00
0.00
2.84
---
--- --- 3.063
2.10
86,713 828.60
24.65 oc
0.23 is ---
---
0.00
0.00
3.84
---
--- --- 4.074
2.30
95,848 828.80
24.65 oc
0.24 is ---
---
0.00
0.00
4.94
---
--- --- 5.179
2.50
104,983 829.00
24.65 oc
0.25 is ---
---
0.00
0.00
6.12
---
--- --- 6.372
2.70
114,118 829.20
24.65 oc
0.26 is ---
---
0.00
0.00
7.38
---
--- --- 7.646
Continues on next page...

N
scM 1
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C PrfRsr
Wr A
Wr B
ft
cuft
ft
cfs
cfs
cfs cfs
cfs
cfs
2.90
123,253
829.40
24.65 oc
0.27 is
--- ---
0.00
0.00
3.10
132,388
829.60
24.65 oc
0.28 is
--- ---
2.00
0.00
3.30
141,523
829.80
24.65 oc
0.29 is
--- ---
10.40
0.00
3.50
150,658
830.00
35.80 oc
0.26 is
--- ---
22.37
0.00
3.70
160,973
830.20
49.06 is
0.18 is
--- ---
37.06
2.33
3.90
171,288
830.40
54.02 is
0.11 is
--- ---
44.86 s
6.58
4.10
181,604
830.60
55.88 is
0.08 is
--- ---
47.69 s
12.08
4.30
191,919
830.80
57.29 is
0.07 is
--- ---
49.75 s
18.60
4.50
202,234
831.00
58.50 is
0.06 is
--- ---
51.44 s
26.00
4.70
212,549
831.20
59.59 is
0.05 is
--- ---
52.89 s
34.18
4.90
222,864
831.40
60.62 is
0.04 is
--- ---
54.18 s
43.07
5.10
233,179
831.60
61.60 is
0.04 is
--- ---
55.37 s
52.63
5.30
243,494
831.80
62.55 is
0.03 is
--- ---
56.51 s
62.79
5.50
253,809
832.00
63.47 is
0.03 is
--- ---
57.56 s
73.54
... End
Wr C
Wr D
Exfil
User
Total
cfs
cfs
cfs
cfs
cfs
8.72
---
---
---
8.996
10.13
---
---
---
12.42
11.62
---
---
---
22.31
13.16
---
---
---
35.80
11.83 s
---
---
---
51.38
9.05 s
---
---
---
60.59
8.10 s
---
---
---
67.96
7.46 s
---
---
---
75.89
7.00 s
---
---
---
84.50
6.64 s
---
---
---
93.77
6.37 s
---
---
---
103.67
6.15 s
---
---
---
114.19
5.98 s
---
---
---
125.32
5.84 s
---
---
---
136.97

10
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
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 10
Area to SCM 2
Hyd. No. 10 -- 1 Year
6 8 10 12 14 16
Q (cfs)
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
Reservoir name
= SCM 2
Max. Storage
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
0.00
0 10
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 1 Year
20 30 40
Hyd No. 10
Tuesday, 06 / 2 / 2020
= 0.063 cfs
= 17.37 hrs
= 4,585 cuft
= 813.03 ft
= 4,192 cuft
50 60 70 80 90
I_I_I_I_I_I_1 Total storage used = 4,192 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
100
Time (hrs)

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 (tuft)
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
Crest Len (ft)
= 11.00 8.00
1.00
0.00
Span (in) = 15.00
0.75
0.00
0.00
Crest El. (ft)
= 814.00 815.00
813.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 809.50
812.00
0.00
0.00
Weir Type
= 1 Broad
Rect
---
Length (ft) = 54.00
0.50
0.00
0.00
Multi -Stage
= Yes No
Yes
No
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
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes
No
No
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 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.006
0.40
1,624
812.40
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.009
0.60
2,436
812.60
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.011
0.80
3,248
812.80
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.013
1.00
4,059
813.00
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.015
1.20
4,871
813.20
8.09 is
0.02 is
--- ---
0.00
0.00
0.30
--- --- ---
0.314
1.40
5,683
813.40
8.09 is
0.02 is
--- ---
0.00
0.00
0.84
--- --- ---
0.860
1.60
6,495
813.60
8.09 is
0.02 is
--- ---
0.00
0.00
1.55
--- --- ---
1.567
1.80
7,307
813.80
8.09 is
0.02 is
--- ---
0.00
0.00
2.38
--- --- ---
2.403
2.00
8,119
814.00
8.09 is
0.02 is
--- ---
0.00
0.00
3.33
--- --- ---
3.351
2.20
9,415
814.20
8.09 is
0.02 is
--- ---
3.28
0.00
4.38
--- --- ---
7.676
2.40
10,712
814.40
11.83 is
0.01 is
--- ---
8.50 s
0.00
3.32 s
--- --- ---
11.83
2.60
12,008
814.60
12.36 is
0.00 is
--- ---
9.70 s
0.00
2.66 s
--- --- ---
12.36
2.80
13,304
814.80
12.71 is
0.00 is
--- ---
10.37 s
0.00
2.34 s
--- --- ---
12.70
3.00
14,601
815.00
13.01 is
0.00 is
--- ---
10.86 s
0.00
2.14 s
--- --- ---
13.00
3.20
15,897
815.20
13.29 is
0.00 is
--- ---
11.25 s
1.86
2.01 s
--- --- ---
15.13
3.40
17,194
815.40
13.55 is
0.00 is
--- ---
11.60 s
5.26
1.92 s
--- --- ---
18.79
3.60
18,490
815.60
13.81 is
0.00 is
--- ---
11.90 s
9.67
1.86 s
--- --- ---
23.43
3.80
19,786
815.80
14.07 is
0.00 is
--- ---
12.23 s
14.89
1.82 s
--- --- ---
28.94
4.00
21,083
816.00
14.31 is
0.00 is
--- ---
12.46 s
20.80
1.78 s
--- --- ---
35.04

13
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
Q (cfs)
3.00
2.00
1.00
0.00 '
0 2 4
Hyd No. 13
Area A that bypasses SCMs
Hyd. No. 13 -- 1 Year
6 8 10 12 14 16
Q (cfs)
3.00
2.00
1.00
' 0.00
18 20 22 24 26
Time (hrs)

Hydrograph
Report
14
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
Q (cfs)
3.00
2.00
1.00
Total Area A - Post Dev
Hyd. No. 15 -- 1 Year
Q (cfs)
3.00
2.00
1.00
0.00 ' ' 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

15
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
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

16
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
Q (cfs)
10.00
. 11
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
Area A - Pre
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
. 11
4.00
2.00
.� 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.830 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.39 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1.00
0.90
0.80
0.70
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
Hyd No. 2
Area B - Pre & Post
Hyd. No. 2 -- 2 Year
Tuesday, 06 / 2 / 2020
= 0.883 cfs
= 12.00 hrs
= 2,978 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.39 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
Hyd No. 3
Area C - Pre & Post
Hyd. No. 3 -- 2 Year
Tuesday, 06 / 2 / 2020
= 0.290 cfs
= 12.00 hrs
= 979 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

19
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
Q (cfs)
50.00
40.00
O e 1l
20.00
10.00
0.00
0 2 4
Hyd No. 7
6 8
Area to SCM 1
Hyd. No. 7 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1� ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
Reservoir name
= SCM 1
Max. Storage
Storage Indication method used
Q (cfs)
50.00
20.00
10.00
0.00 -'
0
Route SCM 1
Hyd. No. 8 -- 2 Year
10 20 30 40
Hyd No. 8 — Hyd No. 7
Tuesday, 06 / 2 / 2020
= 1.363 cfs
= 15.03 hrs
= 83,192 cuft
= 828.00 ft
= 59,215 cuft
50 60 70 80 90
III Total storage used = 59,215 cuft
Q (cfs)
50.00
40.00
20.00
10.00
1 0.00
100
Time (hrs)

21
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
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 10
6 8
Area to SCM 2
Hyd. No. 10 -- 2 Year
Q (cfs)
5.00
4.00
IM11111
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
Reservoir name
= SCM 2
Max. Storage
Storage Indication method used
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 -'
0
Route SCM 2
Hyd. No. 11 -- 2 Year
10 20 30 40
Hyd No. 11 — Hyd No. 10
Tuesday, 06 / 2 / 2020
= 0.215 cfs
= 13.33 hrs
= 7,314 cuft
= 813.13 ft
= 4,602 cuft
50 60 70 80 90
III Total storage used = 4,602 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
100
Time (hrs)

23
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
Q (cfs)
8.00
4.00
2.00
0.00 '
0 2 4
Hyd No. 13
Area A that bypasses SCMs
Hyd. No. 13 -- 2 Year
6 8 10 12 14 16
Q (cfs)
8.00
4.00
2.00
' 0.00
18 20 22 24 26
Time (hrs)

Hydrograph
Report
24
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
Q (cfs)
10.00
: M
.M
4.00
2.00
Total Area A - Post Dev
Hyd. No. 15 -- 2 Year
Q (cfs)
10.00
IIIIMI
4.00
2.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

25
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
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

26
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
Q (cfs)
50.00
40.00
O e 1l
20.00
10.00
0.00
0 2 4
Hyd No. 1
6 8
Area A - Pre
Hyd. No. 1 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
.� 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

27
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
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 2
6 8
Area B - Pre & Post
Hyd. No. 2 -- 10 Year
Q (cfs)
5.00
4.00
IM11111
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.97 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 3
Area C - Pre & Post
Hyd. No. 3 -- 10 Year
Tuesday, 06 / 2 / 2020
= 1.424 cfs
= 11.97 hrs
= 3,054 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

29
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
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Area to SCM 1
Hyd. No. 7 -- 10 Year
IiE
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
Reservoir name
= SCM 1
Max. Storage
Storage Indication method used
0 10
Hyd No. 8
Route SCM 1
Hyd. No. 8 -- 10 Year
20 30 40
Hyd No. 7
Tuesday, 06 / 2 / 2020
= 5.545 cfs
= 12.80 hrs
= 168,728 cuft
= 828.86 ft
= 98,653 cuft
50 60 70 80 90
TTTTMI Total storage used = 98,653 cuft
100
Time (hrs)

31
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
Q (cfs)
10.00
. 11
4.00
2.00
0.00 '
0 2 4
Hyd No. 10
6 8
Area to SCM 2
Hyd. No. 10 -- 10 Year
Q (cfs)
10.00
. 11
4.00
2.00
y� ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
Reservoir name
= SCM 2
Max. Storage
Storage Indication method used.
Route SCM 2
Tuesday, 06 / 2 / 2020
= 2.302 cfs
= 12.07 hrs
= 15,677 cuft
= 813.78 ft
= 7,209 cuft
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
L0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 11 Hyd No. 10 I_I_I_I_I_I_1 Total storage used = 7,209 cuft

33
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
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4
Hyd No. 13
Area A that bypasses SCMs
Hyd. No. 13 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
11 L L L L L I� '- 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
34
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
Q (cfs)
40.00
30.00
20.00
10.00
0.00 '
0 4
Hyd No. 15
Total Area A - Post Dev
Hyd. No. 15 -- 10 Year
8 12
Hyd No. 8
16 20
Hyd No. 11
24 28
Hyd No. 13
Q (cfs)
40.00
30.00
20.00
10.00
=it- 0.00
32
Time (hrs)

35
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
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

36
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
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Area A - Pre
Hyd. No. 1 -- 25 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 '1 1 1 1 ' ' ' ' ' ' n, -1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

37
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
Q (cfs)
7.00
.M
5.00
i
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 2
Area B - Pre & Post
Hyd. No. 2 -- 25 Year
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
MR1111
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.93 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 3
Area C - Pre & Post
Hyd. No. 3 -- 25 Year
6 8 10 12 14 16
Tuesday, 06 / 2 / 2020
= 2.284 cfs
= 11.97 hrs
= 4,677 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

39
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
Q (cfs)
120.00
100.00
20.00
0.00
0 2 4
Hyd No. 7
6 8
Area to SCM 1
Hyd. No. 7 -- 25 Year
Q (cfs)
120.00
100.00
40.00
20.00
'q-- ' ' ' - ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
Reservoir name
= SCM 1
Max. Storage
Storage Indication method used.
Q (cfs)
120.00
100.00
20.00
Route SCM 1
Hyd. No. 8 -- 25 Year
Tuesday, 06 / 2 / 2020
= 10.15 cfs
= 12.50 hrs
= 224,778 cuft
= 829.47 ft
= 126.333 cuft
Q (cfs)
120.00
100.00
40.00
20.00
0.00 — ' 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 8 Hyd No. 7 I_I_I_I_I_I_1 Total storage used = 126,333 CA

41
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
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 10
Area to SCM 2
Hyd. No. 10 -- 25 Year
6 8 10 12 14 16
Q (cfs)
12.00
10.00
4.00
2.00
0.00
18 20 22 24
Time (hrs)

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
Reservoir name
= SCM 2
Max. Storage
Storage Indication method used.
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 25 Year
Tuesday, 06 / 2 / 2020
= 5.806 cfs
= 12.03 hrs
= 21,237 cuft
= 814.12 ft
= 8,855 cuft
Q (cfs)
12.00
10.00
4.00
2.00
' — '' ' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 10 I_I_I_I_I_I_1 Total storage used = 8,855 cuft

43
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
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 13
6 8
Area A that bypasses SCMs
Hyd. No. 13 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
i J I I I I I I I ` 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
44
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
Total Area A - Post Dev
Q (cfs) Hyd. No. 15 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

45
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
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

46
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
Area A - Pre
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

47
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
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 2
6 8
Area B - Pre & Post
Hyd. No. 2 -- 100 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.52 in
Distribution
Storm duration
= 24 hrs
Shape factor
Area C - Pre & Post
Tuesday, 06 / 2 / 2020
= 3.887 cfs
= 11.97 hrs
= 7,789 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Time (hrs)

49
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
Area to SCM 1
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 7 Time (hrs)

Hydrograph Report
50
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
Reservoir name
= SCM 1
Max. Storage
Storage Indication method used
Q (cfs)
Tuesday, 06 / 2 / 2020
= 49.34 cfs
= 12.13 hrs
= 321,492 cuft
= 830.18 ft
= 159,623 cuft
Route SCM 1
Hyd. No. 8 -- 100 Year Q (cfs)
mom
0 4
Hyd No. 8
8 12
Hyd No. 7
16 20 24 28 32
Time (hrs)
I_I_I_I_I_I_I Total storage used = 159,623 CA

51
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
Q (cfs)
18.00
15.00
12.00
.M
3.00
0.00 ' 1'
0.0 2.0 4.0
Hyd No. 10
6.0 8.0
Area to SCM 2
Hyd. No. 10 -- 100 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
52
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
Reservoir name
= SCM 2
Max. Storage
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
.M
3.00
0.00 ' '
0 2 4
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 100 Year
Tuesday, 06 / 2 / 2020
= 11.58 cfs
= 12.00 hrs
= 30,916 cuft
= 814.39 ft
= 10,631 cuft
Q (cfs)
18.00
15.00
12.00
m
3.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 10 I_I_I_I_I_I_1 Total storage used = 10,631 cuft Time (hrs)

53
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
Q (cfs)
100.00
90.00
80.00
70.00
.1 11
50.00
40.00
30.00
20.00
Q (cfs)
100.00
90.00
80.00
70.00
.1 11
50.00
40.00
30.00
20.00
10.00
n nn
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
54
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
Total Area A - Post Dev
Q (cfs) Hyd. No. 15 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

Hydraflow Rainfall Report
6V
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(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
Tuesday, 06 / 2 / 2020
Return
Period
Intensity Values (in/hr)
(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.
Storm
rreci . The name: yam ie. c
Rainfall Precipitation Table (in)
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