SW4191201_17-116 - Stormwater Narrative_4th submittal_5/18/2020

STo RMWAT E R
NARRATIVE
Lewisville Middle School
Lewisville Vienna Road
Lewisville, North Carolina 27023
May 2020
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400 Regency Forest Dr r ve, Suite 120
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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 �0
Lewisville MS 17-116
LOCATION BY
Forsvth Countv. NC KAL
Drainage Area, (DA) =
18.65 ac
Impervious Area c= 0.95
8.45 ac
Includes 0.20 AC Future
Pervious Area c= 0.30
10.20 ac
Cc =
0.59
% Impervious =
45.31 %
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.)) =
0.46 in/in
Required Volume (design rainfall)(Rv)(DA) =
30,991 cf
Main Pool Volume Required, Vmp =
75,494 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
> 75,494 cf
Surface Area at 1" Storage Volume =
33,800 sf
(based on 12" depth)
1" Storage Volume Provided =
32,225 cf
> 30,991 OK
Required Design Volume= 30,991 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) _
0.81
Temp. Storage Depth above Dewatering Hole = 0.81 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))^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
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
11,324 - 15,099
14,313 cf
16.45 % _
75,494 OK
15-20 OK
s:\1319\0001\calcs\17-116 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HRTpXht&d: 5/15/2020 2:33 PM Page 1 Of 1

� DATE
Wm
8/15/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116
LOCATION BY
Forsvth Countv. NC KAL
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 )
2,610 sf
@ 0.0 in.
ponding
Surface Area at 1/2 Depth= ( 812.50 )
3,922 sf
@ 6.0 in.
ponding
Surface Area at Temporary Pool= ( 813.00 )
4,670 sf
@ 12.0 in.
ponding
Temporary Ponding Volume Provided=
3,781 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
2390 cf
Depth at Req'd Design
812.80 ft 0.80 ft
3187 cf
Volume (ft) _
0.71
Surface Area at Design Volume Depth (sf) 4234 sf
Temp. Storage Depth above Dewatering Hole =
0.71 ft
Diameter of Dewatering Hole =
1.00 in
Detention (Draw -Down) Time
2.6 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%) =
423 635 sf
Non-Forebay Deep Pools (5-15%) =
212 635 sf
Shallow Water Zone (35-45%) =
1482 1905 sf
Temp. Inundation Zone (30-45%) =
1270 1905 sf
Wetland Zones Provided
Forebay Surface Area =
630 sf
15% OK
Non-Forebay Deep Pools =
590 sf
14% OK
Shallow Water Zone =
1,690 sf
40% OK
Temporary Inundation Zone =
1,324 sf
31% OK
s:\1319\0001\calcs\17-116 - PondSize-Wet1and-2017-MDC.XLS printed: 5/15/2020 2:32 PM Page 1 Of 1

Hydraflow Table of Contents
17-116 Pond Routing.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Area A - Pre.......................................................................... 4
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................... 5
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................... 6
Hydrograph No. 7, SCS Runoff, Area to SCM 1....................................................................... 7
Hydrograph No. 8, Reservoir, Route SCM 1............................................................................ 8
PondReport - SCM 1.......................................................................................................... 9
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 11
Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 12
PondReport - SCM 2........................................................................................................ 13
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 14
Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 15
2 - Year
SummaryReport....................................................................................................................... 16
HydrographReports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................ 17
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................ 18
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 19
Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 20
Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 21
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 22
Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 23
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 24
Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 25
10 -Year
SummaryReport....................................................................................................................... 26
HydrographReports................................................................................................................. 27
Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................ 27
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................ 28
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 29
Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 30
Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 31
Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 32
Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 33
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 34
Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 35
25 - Year
SummaryReport....................................................................................................................... 36
HydrographReports................................................................................................................. 37

Contents continued...
17-116 Pond Routing.gpw
Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................
37
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................
38
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post.............................................................
39
Hydrograph No. 7, SCS Runoff, Area to SCM 1.....................................................................
40
Hydrograph No. 8, Reservoir, Route SCM 1..........................................................................
41
Hydrograph No. 10, SCS Runoff, Area to SCM 2...................................................................
42
Hydrograph No. 11, Reservoir, Route SCM 2.......................................................................
43
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................
44
Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................
45
100 - Year
SummaryReport.......................................................................................................................
46
HydrographReports.................................................................................................................
47
Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................
47
Hydrograph No. 2, SCS Runoff, Area B - Pre & Post.............................................................
48
Hydrograph No. 3, SCS Runoff, Area C - Pre & Post.............................................................
49
Hydrograph No. 7, SCS Runoff, Area to SCM 1.....................................................................
50
Hydrograph No. 8, Reservoir, Route SCM 1..........................................................................
51
Hydrograph No. 10, SCS Runoff, Area to SCM 2...................................................................
52
Hydrograph No. 11, Reservoir, Route SCM 2.......................................................................
53
Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs.............................................
54
Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................
55
OFReport.................................................................................................................. 56

�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
0.066
0.223
-------
-------
2.390
5.997
-------
11.66
Route SCM 2
13
SCS Runoff
------
2.558
7.646
-------
-------
33.24
54.48
-------
95.18
Area A that bypasses SCMs
15
Combine
8, 11, 13,
2.719
8.459
-------
-------
39.96
66.50
-------
131.12
Total Area A - Post Dev
Proj. file: 17-116 Pond Routing.gpw
Friday, 05 / 15 / 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
0.066
2
1020
4,644
10
813.03
4,120
Route SCM 2
13
SCS Runoff
2.558
2
760
36,954
------
------
------
Area A that bypasses SCMs
15
Combine
2.719
2
760
96,460
8, 11, 13,
------
------
Total Area A - Post Dev
17-116 Pond Routing.gpw
Return Period: 1 Year
Friday, 05 / 15 / 2020

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Area A - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 73.220 ac
Curve number
Basin Slope
= 1.8 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
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 ' '
0 120 240
— Hyd No. 1
Area A - Pre
Hyd. No. 1 -- 1 Year
360 480 600 720 840
Friday, 05 / 15 / 2020
= 3.011 cfs
= 762 min
= 46,894 cuft
= 56.4*
= 9400 ft
= 41.99 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
V ' 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
5
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
Area B - Pre & Post
Hyd. No. 2 -- 1 Year
Friday, 05 / 15 / 2020
= 0.147 cfs
= 722 min
= 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
I
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
Area C - Pre & Post
Hyd. No. 3 -- 1 Year
Friday, 05 / 15 / 2020
= 0.048 cfs
= 722 min
= 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
I
M
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 18.650 ac
Curve number
Basin Slope
= 4.0 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
. Composite (Area/CN) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00
0 120 240
Hyd No. 7
Area to SCM 1
Hyd. No. 7 -- 1 Year
Friday, 05 / 15 / 2020
= 29.10 cfs
= 720 min
= 66,934 cuft
= 78*
= 1830 ft
= 8.76 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
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
0 600
Hyd No. 8
Route SCM 1
Hyd. No. 8 -- 1 Year
Friday, 05 / 15 / 2020
= 0.574 cfs
= 1124 min
= 54,862 cuft
= 827.74 ft
= 48,575 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 I_I_I_I_I_I_1 Total storage used = 48,575 cuft

Pond
Report
9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by
Autodesk, Inc. v2020
Friday, 05 / 15 / 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
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...

10
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

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.050 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
. Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 10
Area to SCM 2
Hyd. No. 10 -- 1 Year
360 480 600 720 840
Friday, 05 / 15 / 2020
= 2.885 cfs
= 718 min
= 5,808 cuft
= 75*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 0.066 cfs
Storm frequency
= 1 yrs
Time to peak
= 1020 min
Time interval
= 2 min
Hyd. volume
= 4,644 cuft
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
= 813.03 ft
Reservoir name
= SCM 2
Max. Storage
= 4,120 cuft
Storage Indication method used
Q (cfs)
3.00
2.00
1.00
0.00
0 600
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 1 Year
1200 1800 2400
Hyd No. 10
3000 3600 4200 4800 5400
I_I_I_I_I_I_I Total storage used = 4,120 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
6000
Time (min)

Pond Report 13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Pond No. 2 - SCM 2
Pond Data
Contours -User-defined contour areas. Conic method
used for volume calculation. Begining Elevation = 812.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 812.00
2,610
0
0
2.00 814.00
5,540
7,968
7,968
4.00 816.00
7,460
12,951
20,919
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 15.00
0.75
0.00
0.00
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
797
812.20
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.006
0.40
1,594
812.40
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.009
0.60
2,390
812.60
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.011
0.80
3,187
812.80
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.013
1.00
3,984
813.00
8.09 is
0.01 is
--- ---
0.00
0.00
0.00
--- --- ---
0.015
1.20
4,781
813.20
8.09 is
0.02 is
--- ---
0.00
0.00
0.30
--- --- ---
0.314
1.40
5,577
813.40
8.09 is
0.02 is
--- ---
0.00
0.00
0.84
--- --- ---
0.860
1.60
6,374
813.60
8.09 is
0.02 is
--- ---
0.00
0.00
1.55
--- --- ---
1.567
1.80
7,171
813.80
8.09 is
0.02 is
--- ---
0.00
0.00
2.38
--- --- ---
2.403
2.00
7,968
814.00
8.09 is
0.02 is
--- ---
0.00
0.00
3.33
--- --- ---
3.351
2.20
9,263
814.20
8.09 is
0.02 is
--- ---
3.28
0.00
4.38
--- --- ---
7.676
2.40
10,558
814.40
11.83 is
0.01 is
--- ---
8.50 s
0.00
3.32 s
--- --- ---
11.83
2.60
11,853
814.60
12.36 is
0.00 is
--- ---
9.70 s
0.00
2.66 s
--- --- ---
12.36
2.80
13,148
814.80
12.71 is
0.00 is
--- ---
10.37 s
0.00
2.34 s
--- --- ---
12.70
3.00
14,443
815.00
13.01 is
0.00 is
--- ---
10.86 s
0.00
2.14 s
--- --- ---
13.00
3.20
15,738
815.20
13.29 is
0.00 is
--- ---
11.25 s
1.86
2.01 s
--- --- ---
15.13
3.40
17,033
815.40
13.55 is
0.00 is
--- ---
11.60 s
5.26
1.92 s
--- --- ---
18.79
3.60
18,329
815.60
13.81 is
0.00 is
--- ---
11.90 s
9.67
1.86 s
--- --- ---
23.43
3.80
19,624
815.80
14.07 is
0.00 is
--- ---
12.23 s
14.89
1.82 s
--- --- ---
28.94
4.00
20,919
816.00
14.31 is
0.00 is
--- ---
12.46 s
20.80
1.78 s
--- --- ---
35.04

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
1 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
52.920 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
. 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 ' '
0 120 240
Hyd No. 13
Area A that bypasses SCMs
Hyd. No. 13 -- 1 Year
360 480 600 720 840
Friday, 05 / 15 / 2020
= 2.558 cfs
= 760 min
= 36,954 cuft
= 57.1
= 0 ft
= 42.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
�i 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 15
Total Area A - Post
Dev
Hydrograph type
= Combine
Peak discharge
= 2.719 cfs
Storm frequency
= 1 yrs
Time to peak
= 760 min
Time interval
= 2 min
Hyd. volume
= 96,460 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 ' ' JrI 10.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

16
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
0.223
2
794
7,373
10
813.14
4,539
Route SCM 2
13
SCS Runoff
7.646
2
746
73,447
------
------
------
Area A that bypasses SCMs
15
Combine
8.459
2
750
164,011
8, 11, 13,
------
------
Total Area A - Post Dev
17-116 Pond Routing.gpw
Return Period: 2 Year
Friday, 05 / 15 / 2020

Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Area A - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 73.220 ac
Curve number
Basin Slope
= 1.8 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 3.39 in
Distribution
Storm duration
= 24 hrs
Shape factor
. 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 ' '
0 120 240
Hyd No. 1
360 480
Area A - Pre
Hyd. No. 1 -- 2 Year
Friday, 05 / 15 / 2020
= 9.441 cfs
= 748 min
= 95,225 cuft
= 56.4*
= 9400 ft
= 41.99 min
= Type II
= 484
Q (cfs)
10.00
. 11
4.00
2.00
.� 0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
18
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
Area B - Pre & Post
Hyd. No. 2 -- 2 Year
Friday, 05 / 15 / 2020
= 0.883 cfs
= 720 min
= 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
19
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
Area C - Pre & Post
Hyd. No. 3 -- 2 Year
Friday, 05 / 15 / 2020
= 0.290 cfs
= 720 min
= 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 18.650 ac
Curve number
Basin Slope
= 4.0 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 3.39 in
Distribution
Storm duration
= 24 hrs
Shape factor
. Composite (Area/CN) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs)
50.00
40.00
O e 1l
20.00
10.00
0.00
0 120 240
Hyd No. 7
Area to SCM 1
Hyd. No. 7 -- 2 Year
Friday, 05 / 15 / 2020
= 41.83 cfs
= 720 min
= 95,747 cuft
= 78*
= 1830 ft
= 8.76 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
21
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
40.00
O e 1l
20.00
10.00
0.00
0 600
Hyd No. 8
Route SCM 1
Hyd. No. 8 -- 2 Year
1200 1800 2400
Hyd No. 7
Friday, 05 / 15 / 2020
= 1.363 cfs
= 902 min
= 83,192 cuft
= 828.00 ft
= 59,215 cuft
3000 3600 4200 4800 5400
I_I_I_I_I_I_I Total storage used = 59,215 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.050 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
. 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
0 120 240
Hyd No. 10
Area to SCM 2
Hyd. No. 10 -- 2 Year
Friday, 05 / 15 / 2020
= 4.272 cfs
= 718 min
= 8,543 cuft
= 75*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
IM11111
2.00
1.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
23
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
0 600
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 2 Year
1200 1800 2400
Hyd No. 10
Friday, 05 / 15 / 2020
= 0.223 cfs
= 794 min
= 7,373 tuft
= 813.14 ft
= 4,539 cuft
3000 3600 4200 4800 5400
I_I_I_I_I_I_I Total storage used = 4,539 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
6000
Time (min)

Hydrograph Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
52.920 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
. 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 '
0 120 240
Hyd No. 13
Area A that bypasses SCMs
Hyd. No. 13 -- 2 Year
360 480 600 720 840
Friday, 05 / 15 / 2020
= 7.646 cfs
= 746 min
= 73,447 cuft
= 57.1
= 0 ft
= 42.00 min
= Type II
= 484
Q (cfs)
8.00
4.00
2.00
% i 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 15
Total Area A - Post
Dev
Hydrograph type
= Combine
Peak discharge
= 8.459 cfs
Storm frequency
= 2 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 164,011 cuft
Inflow hyds.
= 8, 11, 13
Contrib. drain. area
= 52.920 ac
Q (cfs)
10.00
M
4.00
2.00
Total Area A - Post Dev
Hyd. No. 15 -- 2 Year
Q (cfs)
10.00
NMI]
4.00
2.00
0.00 ' ' F 11 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

26
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
2.390
2
724
15,737
10
813.80
7,159
Route SCM 2
13
SCS Runoff
33.24
2
742
212,341
------
------
------
Area A that bypasses SCMs
15
Combine
39.96
2
742
396,807
8, 11, 13,
------
------
Total Area A - Post Dev
17-116 Pond Routing.gpw
Return Period: 10 Year
Friday, 05 / 15 / 2020

Hydrograph Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Area A - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 73.220 ac
Curve number
Basin Slope
= 1.8 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 4.97 in
Distribution
Storm duration
= 24 hrs
Shape factor
. 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
0 120 240
Hyd No. 1
Area A - Pre
Hyd. No. 1 -- 10 Year
Friday, 05 / 15 / 2020
= 43.34 cfs
= 742 min
= 282,010 cuft
= 56.4*
= 9400 ft
= 41.99 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
i i I I I I I I t 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
28
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
= 10 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.
= 4.97 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 2
Area B - Pre & Post
Hyd. No. 2 -- 10 Year
Friday, 05 / 15 / 2020
= 4.334 cfs
= 718 min
= 9,293 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
IM11111
2.00
1.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
29
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
1
Area C - Pre & Post
Hyd. No. 3 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Friday, 05 / 15 / 2020
= 1.424 cfs
= 718 min
= 3,054 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 05 / 15 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 79.43 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
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) = [(10.200 x 61) + (8.450 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
31
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
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Route SCM 1
Hyd. No. 8 -- 10 Year
Friday, 05 / 15 / 2020
= 5.545 cfs
= 768 min
= 168,728 cuft
= 828.86 ft
= 98,653 cuft
Q (cfs)
80.00
70.00
I:IIIIII=
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 �I Total storage used = 98,653 cuft

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.050 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
. Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
Q (cfs)
10.00
. 11
4.00
2.00
0.00 ' '
0 120 240
Hyd No. 10
360 480
Area to SCM 2
Hyd. No. 10 -- 10 Year
Friday, 05 / 15 / 2020
= 8.379 cfs
= 716 min
= 16,918 cuft
= 75*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
10.00
. 11
4.00
2.00
..6--� ' ' ' 0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 2.390 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 15,737 cuft
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
= 813.80 ft
Reservoir name
= SCM 2
Max. Storage
= 7,159 cuft
Storage Indication method used
Q (cfs)
10.00
. 11
4.00
2.00
0.00 ' '
0 120 240
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 10 Year
360 480 600
Hyd No. 10
720
Q (cfs)
10.00
. 11
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
I_I_I_I_I_I_1 Total storage used = 7,159 cuft

Hydrograph Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
52.920 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
. 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
Area A that bypasses SCMs
Hyd. No. 13 -- 10 Year
Friday, 05 / 15 / 2020
= 33.24 cfs
= 742 min
= 212,341 cuft
= 57.1
= 0 ft
= 42.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
IiZ17
0.00 ' 1 1 1 1 1" ' ' ' ' ' ' '!% ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13

Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 15
Total Area A - Post
Dev
Hydrograph type
= Combine
Peak discharge
= 39.96 cfs
Storm frequency
= 10 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 396,807 cuft
Inflow hyds.
= 8, 11, 13
Contrib. drain. area
= 52.920 ac
Q (cfs)
40.00
30.00
20.00
10.00
0.00 '
0 240
Hyd No. 15
Total Area A - Post Dev
Hyd. No. 15 -- 10 Year
480 720
Hyd No. 8
960 1200
Hyd No. 11
1440 1680
Hyd No. 13
Q (cfs)
40.00
30.00
20.00
10.00
=M`- 0.00
1920
Time (min)

36
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
238,110
------
------
------
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
5.997
2
722
21,296
10
814.13
8,760
Route SCM 2
13
SCS Runoff
54.48
2
740
318,383
------
------
------
Area A that bypasses SCMs
15
Combine
66.50
2
740
564,458
8, 11, 13,
------
------
Total Area A - Post Dev
17-116 Pond Routing.gpw
Return Period: 25 Year
Friday, 05 / 15 / 2020

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 05 / 15 / 2020
Hyd. No. 1
Area A - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 71.95 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
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' ' ' ' ' ' ' ' "*, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
38
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
= 25 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.
= 5.93 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
7.00
.M
5.00
i
3.00
2.00
1.00
Area B - Pre & Post
Hyd. No. 2 -- 25 Year
Friday, 05 / 15 / 2020
= 6.951 cfs
= 718 min
= 14,232 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
MR1111
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
39
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
1
Area C - Pre & Post
Hyd. No. 3 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Friday, 05 / 15 / 2020
= 2.284 cfs
= 718 min
= 4,677 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 18.650 ac
Curve number
Basin Slope
= 4.0 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 5.93 in
Distribution
Storm duration
= 24 hrs
Shape factor
. Composite (Area/CN) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs)
120.00
100.00
20.00
0.00
0 120 240
Hyd No. 7
Area to SCM 1
Hyd. No. 7 -- 25 Year
Friday, 05 / 15 / 2020
= 103.53 cfs
= 718 min
= 238,110 cuft
= 78*
= 1830 ft
= 8.76 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
—' ' ' ' 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
41
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
0.00
0 480
Hyd No. 8
•.1
Route SCM 1
Hyd. No. 8 -- 25 Year
Friday, 05 / 15 / 2020
= 10.15 cfs
= 750 min
= 224,778 cuft
= 829.47 ft
= 126,333 cuft
Q (cfs)
120.00
100.00
40.00
20.00
6 6' 0.00
1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 7 I_I_I_I_I_I_1 Total storage used = 126,333 CA

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.050 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
. Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
Q (cfs)
12.00
10.00
4.00
2.00
Area to SCM 2
Hyd. No. 10 -- 25 Year
Friday, 05 / 15 / 2020
= 11.10 cfs
= 716 min
= 22,481 cuft
= 75*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 10

Hydrograph
Report
43
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 5.997 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 21,296 cuft
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
= 814.13 ft
Reservoir name
= SCM 2
Max. Storage
= 8,760 cuft
Storage Indication method used
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0 120 240
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 25 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 I_I_I_I_I_I_1 Total storage used = 8,760 cuft

Hydrograph Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
25 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
52.920 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
. 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
0 120 240
Hyd No. 13
Area A that bypasses SCMs
Hyd. No. 13 -- 25 Year
Friday, 05 / 15 / 2020
= 54.48 cfs
= 740 min
= 318,383 cuft
= 57.1
= 0 ft
= 42.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
I I i J I I I I I I I ` 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 15
Total Area A - Post
Dev
Hydrograph type
= Combine
Peak discharge
= 66.50 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 564,458 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

46
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
11.66
2
720
30,976
10
814.40
10,505
Route SCM 2
13
SCS Runoff
95.18
2
740
519,017
------
------
------
Area A that bypasses SCMs
15
Combine
131.12
2
736
871,485
8, 11, 13,
------
------
Total Area A - Post Dev
17-116 Pond Routing.gpw
Return Period: 100 Year
Friday, 05 / 15 / 2020

Hydrograph Report
47
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Area A - Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 73.220 ac
Curve number
Basin Slope
= 1.8 %
Hydraulic length
Tc method
= KIRPICH
Time of conc. (Tc)
Total precip.
= 7.52 in
Distribution
Storm duration
= 24 hrs
Shape factor
. Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
Area A - Pre
Friday, 05 / 15 / 2020
= 127.39 cfs
= 740 min
= 698,793 cuft
= 56.4*
= 9400 ft
= 41.99 min
= Type II
= 484
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
48
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
= 100 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.
= 7.52 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0 120 240
Hyd No. 2
Area B - Pre & Post
Hyd. No. 2 -- 100 Year
Friday, 05 / 15 / 2020
= 11.83 cfs
= 718 min
= 23,703 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
4.00
2.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
49
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
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' '
0 120 240
— Hyd No. 3
Area C - Pre & Post
Hyd. No. 3 -- 100 Year
360 480 600 720 840
Friday, 05 / 15 / 2020
= 3.887 cfs
= 718 min
= 7,789 cuft
= 55
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 7
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 144.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
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) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs
160.00
140.00
120.00
100.00
:1 11
,.1 11
i 1 11
20.00
Q (cfs)
160.00
140.00
120.00
100.00
:/ 11
•/ 11
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 7 Time (min)

Hydrograph Report
51
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)
Friday, 05 / 15 / 2020
= 49.34 cfs
= 728 min
= 321,492 cuft
= 830.18 ft
= 159,623 cuft
Route SCM 1
Hyd. No. 8 -- 100 Year Q (cfs)
mom
0 240
Hyd No. 8
480 720
Hyd No. 7
960 1200 1440 1680 1920
Time (min)
I_I_I_I_I_I_I Total storage used = 159,623 CA

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 05 / 15 / 2020
Hyd. No. 10
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 15.72 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
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
Area to SCM 2
Hyd. No. 10 -- 100 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00 ' 1
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 10

Hydrograph
Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 11
Route SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 11.66 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 30,976 cuft
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
= 814.40 ft
Reservoir name
= SCM 2
Max. Storage
= 10,505 cuft
Storage Indication method used
Q (cfs)
18.00
15.00
12.00
.M
3.00
0.00 ' '
0 120 240
Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 100 Year
Q (cfs)
18.00
15.00
12.00
m
3.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 I_I_I_I_I_I_1 Total storage used = 10,505 cuft

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 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
= 740 min
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
50.00
40.00
30.00
20.00
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13

Hydrograph
Report
55
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 15
Total Area A - Post
Dev
Hydrograph type
= Combine
Peak discharge
= 131.12 cfs
Storm frequency
= 100 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 871,485 cuft
Inflow hyds.
= 8, 11, 13
Contrib. drain. area
= 52.920 ac
Q (cfs
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
DO i111
WAVOTA,
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 11 Hyd No. 13

Hydraflow Rainfall Report
56
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
Friday, 05 / 15 / 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

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
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
Friday, 05 / 15 / 2020
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 fororifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00 0 822.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.20 428 822.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.40 855 822.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.60 1,283 822.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.80 1,711 822.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.00 2,139 823.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.20 2,566 823.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.40 2,994 823.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.60 3,422 823.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.80 3,850 823.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.00 4,277 824.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.20 4,991 824.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.40 5,705 824.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.60 6,419 824.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.80 7,133 824.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.00 7,847 825.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.20 8,561 825.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.40 9,275 825.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.60 9,989 825.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.80 10,703 825.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.00 11,417 826.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.05 11,659 826.05
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.10 11,902 826.10
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.15 12,145 826.15
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.20 12,388 826.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.25 12,631 826.25
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.30 12,874 826.30
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.35 13,117 826.35
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.40 13,359 826.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.45 13,602 826.45
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.50 13.845 826.50
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
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
Friday, 05 / 15 / 2020
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 fororifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00 0 823.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.10 2,187 823.10
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.20 4,375 823.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.30 6,562 823.30
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.40 8,749 823.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.50 10,937 823.50
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.60 13,124 823.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.70 15,311 823.70
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.80 17,499 823.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.90 19,686 823.90
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.00 21,874 824.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.20 26,927 824.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.40 31,980 824.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.60 37,034 824.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.80 42,087 824.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.00 47,141 825.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.20 52,194 825.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.40 57,247 825.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.60 62,301 825.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.80 67,354 825.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.00 72,408 826.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.05 73,849 826.05
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.10 75,290 826.10
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.15 76,731 826.15
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.20 78,171 826.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.25 79,612 826.25
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.30 81,053 826.30
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.35 82,494 826.35
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.40 83,935 826.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.45 85,376 826.45
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.50 86.817 826.50
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000

'DATE
NAME
rLewisville MS
8/19/19
DESIGN PHASE
PRELIM /XECT
CONSTR /
REVISION / /
PROJECT NO
17-116
�J
LOCATION
Forsyth County, NC
BY
KAL
RECORD / /
OTHER / /
CHECKED BY
(SPECIFY)
n= 0.013
9= 192
h= 23
STORM DRAINAGE SCHEDULE CONTINUED
1= 6.86
INLET
AREA
(SF)
INLET
AREA
(AC)
IMPERVIOUS
N
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
TIME
(MIN)
PIPE
TIME
(MIN)
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
(IN/HR)
Cc
RUNOFF
COEFF.
FROM TO
Al
A2
46,680
1.07
60
0.69
5.07
1.07
5.00
0.00
5.00
6.86
0.69
A2
A3
46,680
1.07
60
0.69
5.07
2.14
5.00
0.01
5.01
6.85
0.69
A3
A4
18,700
0.43
80
0.82
2.41
2.57
5.00
0.05
5.05
6.85
0.71
A4
A5
6,750
0.15
0
0.30
0.32
2.73
5.00
0.73
5.73
6.68
0.69
A5
A6
11,150
0.26
40
0.56
0.98
2.98
5.00
0.89
5.89
6.65
0.68
A6
A7
9,580
0.22
40
0.56
0.84
3.20
5.00
1.13
6.13
6.59
0.67
A7
A8
10,810
0.25
0
0.30
0.51
3.45
5.00
1.34
6.34
6.54
0.64
A8
A9
7,280
0.17
10
0.37
0.42
3.62
5.00
1.54
6.54
6.50
0.63
A9
A10
19,910
0.46
95
0.92
2.88
4.08
5.00
1.72
6.72
6.46
0.66
A10
All
2,420
0.06
95
0.92
0.35
4.13
5.00
1.83
6.83
6.44
0.67
All
Al2
11,070
0.25
95
0.92
1.60
4.39
5.00
1.88
6.88
6.43
0.68
A50
A51
10,980
0.25
30
0.50
0.86
0.25
5.00
0.00
5.00
6.86
0.50
A51
A52
13,120
0.30
30
0.50
1.02
0.55
5.00
0.37
5.37
6.77
0.50
A52
A53
13,830
0.32
30
0.50
1.08
0.87
5.00
0.69
5.69
6.69
0.50
A53
A5
12,720
0.29
30
0.50
0.99
1.16
5.00
1.01
6.01
6.62
0.50
A510
A51
5,160
0.12
0
0.30
0.24
0.12
5.00
0.00
5.00
6.86
0.30
A520
A52
6,420
0.15
0
0.30
0.30
0.15
5.00
0.00
5.00
6.86
0.30
A530
A53
5,530
0.13
0
0.30
0.26
0.13
5.00
0.00
5.00
6.86
0.30
A80
A8
12,130
0.28
40
0.56
1.07
0.28
5.00
0.00
5.00
6.86
0.56
A90
A91
27,750
0.64
50
0.63
2.73
0.64
5.00
0.00
5.00
6.86
0.63
A91
A92
57,450
1.32
30
0.50
4.48
1.96
5.00
0.13
5.13
6.83
0.54
A92
A93
9,290
0.21
50
0.63
0.91
2.17
5.00
0.44
5.44
6.75
0.55
A93
A94
8,370
0.19
90
0.89
1.17
2.36
5.00
0.60
5.60
6.71
0.57
17-116-STRM-I-INVERTS.XLSSTORM Page 1 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
OTHER
RECORDrT
(SPECIFY)
PR OJECT NO
17-116
LOCATION
Forsyth County, NC
BY
KAL
CHECKED BY
n= 0.013
9= 192
h= 23
STORM DRAINAGE SCHEDULE - CONTINUED
1= 6.86
Q
DISCHARGE
(CFS)
Q
SIDE-
STREAM
(CFS)
SLOPE
DIA.
(IN)
CAPACITY
(FULL)
(CFS)
V FULL
(FPS)
LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT)
LOWER
INV.
(FT)
UPSTREAM
TOP
ELEV.
(FT)
PIPE
COVER
(FT)
FROM TO
Al
A2
5.07
0.00
0.0167
18
13.6
7.7
6
0.01
833.20
833.10
837.30
2.46
A2
A3
10.14
0.00
0.0143
18
12.6
7.1
14
0.03
833.00
832.80
837.30
2.66
A3
A4
12.53
0.00
0.0058
24
17.2
5.5
224
0.68
832.70
831.40
838.10
3.22
A4
A5
12.55
0.00
0.0069
24
18.8
6.0
58
0.16
831.50
831.10
850.00
16.32
A5
A6
18.05
4.62
0.0070
30
34.3
7.0
100
0.24
831.00
830.30
849.40
15.67
A6
A7
18.75
0.00
0.0076
30
35.8
7.3
92
0.21
830.20
829.50
849.40
16.47
A7
A8
19.14
0.00
0.0071
30
34.7
7.1
84
0.20
829.40
828.80
850.00
17.87
A8
A9
20.50
1.07
0.0075
30
35.5
7.2
80
0.18
828.70
828.10
850.00
18.57
A9
A10
59.72
36.60
0.0071
42
85.0
8.8
56
0.11
828.00
827.60
852.70
20.88
A10
All
65.02
5.03
0.0071
42
85.0
8.8
28
0.05
827.50
827.30
851.05
19.73
All
Al2
66.49
0.00
0.0076
42
87.8
9.1
92
0.17
827.20
826.50
851.05
20.03
A50
A51
0.86
0.00
0.0106
12
3.7
4.7
104
0.37
845.90
844.80
849.40
2.41
A51
A52
2.10
0.24
0.0100
15
6.5
5.3
100
0.32
844.70
843.70
849.40
3.34
A52
A53
3.43
0.30
0.0100
15
6.5
5.3
100
0.32
843.60
842.60
849.40
4.44
A53
A5
4.62
0.26
0.0913
15
19.5
15.9
104
0.11
841.00
831.50
849.40
7.04
A510
A51
0.24
0.00
0.0104
12
3.6
4.6
48
0.17
847.00
846.50
850.00
1.91
A520
A52
0.30
0.00
0.0104
12
3.6
4.6
48
0.17
847.00
846.50
850.00
1.91
A530
A53
0.26
0.00
0.0104
12
3.6
4.6
48
0.17
847.00
846.50
850.00
1.91
A80
A8
1.07
0.00
0.0196
12
5.0
6.3
56
0.15
846.40
845.30
849.40
1.91
A90
A91
2.73
0.00
0.0100
15
6.5
5.3
40
0.13
867.00
866.60
870.50
2.14
A91
A92
7.17
0.00
0.0500
15
14.4
11.8
224
0.32
866.50
855.30
870.50
2.64
A92
A93
8.89
0.90
0.0380
18
20.5
11.6
108
0.16
855.20
851.10
859.20
2.36
A93
A94
9.99
0.00
0.0136
18
12.3
6.9
22
0.05
851.00
850.70
855.00
2.36
17-116-STRM-I-INVERTS.XLSSTORM Page 2 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
PROJECT NO
17-116
LI
LOCATION
Forsyth County, NC
BY
KAL
RECORD
OTHER
CHECKED BY
(SPECIFY)
n= 0.013
g= 192
h= 23
1= 6.86
HYDRAULIC GRADE LINE CONTINUED
BEND LOSS K's
90° = 0.70 70' = 0.61 50' = 0.47 30' = 0.28 20° = 0.16
80° = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15' = 0.10
PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION
AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY
(FT) (FT) (CFS) K (FT/FT) (FPS)
FROM TO
Al
A2
1.7671
0.3750
0.00
0.01
0.03
0.00
0.00
0.05
0.00
0.0023
2.86
A2
A3
1.7671
0.3750
0.00
0.13
0.13
0.04
0.00
0.30
0.00
0.0093
5.71
A3
A4
3.1416
0.5000
0.00
0.68
0.06
0.18
0.31
1.23
0.61
0.0030
3.97
A4
A5
3.1416
0.5000
0.00
0.18
0.06
0.09
0.13
0.46
0.55
0.0031
3.97
A5
A6
4.9087
0.6250
4.62
0.19
0.05
0.09
0.07
0.40
0.28
0.0019
3.65
A6
A7
4.9087
0.6250
4.62
0.19
0.06
0.07
0.03
0.35
0.16
0.0021
3.80
A7
A8
4.9087
0.6250
4.62
0.18
0.06
0.08
0.12
0.44
0.55
0.0022
3.88
A8
A9
4.9087
0.6250
5.69
0.20
0.07
0.08
0.07
0.41
0.28
0.0025
4.15
A9
A10
9.6211
0.8750
42.29
0.20
0.15
0.09
0.07
0.51
0.28
0.0035
6.16
A10
All
9.6211
0.8750
47.32
0.12
0.17
0.21
0.32
0.82
0.55
0.0041
6.71
All
Al2
9.6211
0.8750
47.32
0.40
0.18
0.24
0.38
1.21
0.55
0.0043
6.86
A50
A51
0.7854
0.2500
0.00
0.06
0.00
0.00
0.00
0.06
0.00
0.0006
1.09
A51
A52
1.2272
0.3125
0.24
0.10
0.01
0.01
0.00
0.12
0.10
0.0010
1.70
A52
A53
1.2272
0.3125
0.55
0.28
0.03
0.02
0.00
0.33
0.00
0.0028
2.79
A53
A5
1.2272
0.3125
0.81
0.53
0.05
0.04
0.01
0.64
0.10
0.0051
3.75
A510
A51
0.7854
0.2500
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.31
A520
A52
0.7854
0.2500
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0001
0.38
A530
A53
0.7854
0.2500
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0001
0.33
A80
A8
0.7854
0.2500
0.00
0.05
0.01
0.00
0.00
0.06
0.00
0.0009
1.36
A90
A91
1.2272
0.3125
0.00
0.07
0.02
0.00
0.00
0.09
0.00
0.0018
2.22
A91
A92
1.2272
0.3125
0.00
2.75
0.13
0.03
0.05
2.96
0.70
0.0123
5.82
A92
A93
1.7671
0.3750
0.90
0.77
0.10
0.18
0.00
1.05
0.00
0.0071
5.01
A93
A94
1.7671
0.3750
0.90
0.20
0.12
0.14
0.27
0.73
0.70
0.0090
5.63
17-116-STRM-I-INVERTS.XLSSTORM Page 3 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
PROJECT NO
17-116
LI
LOCATION
Forsyth County, NC
BY
KAL
RECORD
OTHER
CHECKED BY
(SPECIFY)
n= 0.013
g= 192
h= 23
1= 6.86
HYDRAULIC
GRADE LINE - CONTINUED
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN.
3. INTENSITY = g/(h+T), FOR 10 YR STORM
4. MANNINGS "n" FACTOR=.013
5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT
OUTLET
W.S. ELEV
(FT)
INLET W.S.ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FT)
UPSTREAM
INLET
TYPE
COMMENTS
FROM TO
OUTLET
CONTOL
(FT)
INLET
CONTROL
(FT)
USE
(FT)
Al
A2
835.93
835.98
834.31
835.98
OUTLET
0.82
CB
OK
A2
A3
835.63
835.93
835.17
835.93
OUTLET
0.87
CB
OK
A3
A4
834.40
835.63
834.39
835.63
OUTLET
1.97
CB
OK
A4
A5
833.95
834.40
833.19
834.40
OUTLET
15.60
DI
OK
A5
A6
833.55
833.95
832.83
833.95
OUTLET
15.45
DI
OK
A6
A7
833.20
833.55
832.08
833.55
OUTLET
15.85
DI
OK
A7
A8
832.75
833.20
831.31
833.20
OUTLET
16.80
DI
OK
A8
A9
832.34
832.75
830.70
832.75
OUTLET
17.25
DI
OK
A9
A10
831.83
832.34
831.41
832.34
OUTLET
19.86
CB
OK
A10
All
831.01
831.83
831.22
831.83
OUTLET
18.72
CB
OK
All
Al2
829.30
830.51
831.01
831.01
INLET
19.54
CB
OK
Tailwater Elev=
829.30
A50
A51
845.45
845.52
846.45
846.45
INLET
2.95
DI
OK
A51
A52
844.56
844.69
845.45
845.45
INLET
3.95
DI
OK
A52
A53
842.60
842.93
844.56
844.56
INLET
4.84
DI
OK
A53
A5
833.95
834.58
842.24
842.24
INLET
7.16
DI
OK
Tailwater Elev=
833.95
A510
A51
847.30
847.30 847.50
847.50
INLET
2.50
DI
OK
Tailwater Elev=
847.30
A520
A52
847.30
847.30 847.51
847.51
INLET
2.49
DI
OK
Tailwater Elev=
847.30
A530
A53
847.30
847.30 847.50
847.50
INLET
2.50
DI
OK
Tailwater Elev=
847.30
A80
A8
846.10
846.16 846.98
846.98
INLET
2.42
DI
OK
Tailwater Elev=
846.10
A90
A91
868.60
868.69
867.84
868.69
OUTLET
1.31
CB
OK
A91
A92
857.04
860.00
868.60
868.60
INLET
1.40
CB
OK
A92
A93
853.13
854.18
857.04
857.04
INLET
1.66
CB
OK
A93
A94
852.24
852.97
853.13
853.13
INLET
1.37
CB
OK
17-116-STRM-I-INVERTS.XLSSTORM Page 4 of 12

' 'DATE
NAME
rLewisville MS
8/19/19
DESIGN PHASE
PRELIM /XECT
CONSTR /
REVISION / /
PROJECT NO
17-116
�J
LOCATION
Forsyth County, NC
BY
KAL
RECORD / /
OTHER / /
CHECKED BY
(SPECIFY)
n= 0.013
9= 192
h= 23
STORM DRAINAGE SCHEDULE CONTINUED
1= 6.86
INLET
AREA
(SF)
INLET
AREA
(AC)
IMPERVIOUS
N
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
TIME
(MIN)
PIPE
TIME
(MIN)
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
(IN/HR)
Cc
RUNOFF
COEFF.
FROM TO
A94
A95
8,010
0.18
90
0.89
1.12
2.55
5.00
0.65
5.65
6.70
0.60
A95
A96
25,860
0.59
0
0.30
1.22
3.14
5.00
0.73
5.73
6.68
0.54
A96
A97
9,200
0.21
0
0.30
0.43
3.35
5.00
1.24
6.24
6.57
0.52
A97
A98
8,350
0.19
90
0.89
1.16
3.54
5.00
1.52
6.52
6.50
0.54
A98
A99
8,740
0.20
85
0.85
1.17
3.74
5.00
1.75
6.75
6.45
0.56
A99
A100
11,020
0.25
90
0.89
1.54
4.00
5.00
2.00
7.00
6.40
0.58
A100
A101
16,920
0.39
55
0.66
1.75
4.38
5.00
2.15
7.15
6.37
0.59
A101
A102
5,050
0.12
0
0.30
0.24
4.50
5.00
2.41
7.41
6.31
0.58
A102
A103
3,800
0.09
0
0.30
0.18
4.59
5.00
2.69
7.69
6.26
0.58
A103
A9
5,850
0.13
0
0.30
0.28
4.72
5.00
2.94
7.94
6.21
0.57
A920
A92
6,700
0.15
85
0.85
0.90
0.15
5.00
0.00
5.00
6.86
0.85
A950
A95
21,250
0.49
75
0.79
2.63
0.49
5.00
0.00
5.00
6.86
0.79
A960
A961
9,000
0.21
50
0.63
0.89
0.21
5.00
0.00
5.00
6.86
0.63
A961
A962
4,750
0.11
80
0.82
0.61
0.32
5.00
0.44
5.44
6.75
0.69
A962
A963
27,220
0.62
90
0.89
3.79
0.94
5.00
0.52
5.52
6.73
0.82
A963
A96
9,990
0.23
90
0.89
1.39
1.17
5.00
0.60
5.60
6.71
0.83
A990
A991
15,430
0.35
75
0.79
1.91
0.35
5.00
0.00
5.00
6.86
0.79
A991
A99
15,430
0.35
75
0.79
1.91
0.71
5.00
0.01
5.01
6.86
0.79
A1000
A1001
9,910
0.23
30
0.50
0.77
0.23
5.00
0.00
5.00
6.86
0.50
A1001
A1002
11,890
0.27
40
0.56
1.05
0.50
5.00
0.36
5.36
6.77
0.53
A1002
A1003
12,960
0.30
30
0.50
1.01
0.80
5.00
0.73
5.73
6.68
0.52
A1003
A1004
13,790
0.32
30
0.50
1.07
1.11
5.00
1.10
6.10
6.60
0.51
A1004
A1005
12,830
0.29
30
0.50
1.00
1.41
5.00
1.41
6.41
6.53
0.51
A1005
A1006
5,060
0.12
10
0.37
0.29
1.53
5.00
1.56
6.56
6.49
0.50
A1006
A10
3,010
0.07
0
0.30
0.14
1.59
5.00
1.69
6.69
6.47
0.49
17-116-STRM-I-INVERTS.XLSSTORM Page 5 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
OTHER
RECORDrT
(SPECIFY)
PR OJECT NO
17-116
LOCATION
Forsyth County, NC
BY
KAL
CHECKED BY
n= 0.013
9= 192
h= 23
STORM DRAINAGE SCHEDULE - CONTINUED
1= 6.86
Q
DISCHARGE
(CFS)
Q
SIDE-
STREAM
(CFS)
SLOPE
DIA.
(IN)
CAPACITY
(FULL)
(CFS)
V FULL
(FPS)
LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT)
LOWER
INV.
(FT)
UPSTREAM
TOP
ELEV.
(FT)
PIPE
COVER
(FT)
FROM TO
A94
A95
11.06
0.00
0.0111
24
23.8
7.6
36
0.08 850.20
849.80
855.00
2.62
A95
A96
14.86
2.63
0.0104
24
23.0
7.3
222
0.51
849.70
847.40
854.50
2.62
A96
A97
21.62
6.54
0.0100
30
41.0
8.3
140
0.28
846.90
845.50
859.00
9.37
A97
A98
22.62
0.00
0.0102
30
41.4
8.4
118
0.23
845.40
844.20
861.40
13.27
A98
A99
23.62
0.00
0.0102
30
41.3
8.4
128
0.25
844.10
842.80
859.70
12.87
A99
A100
28.77
3.82
0.0108
30
42.6
8.7
74
0.14
842.70
841.90
858.30
12.87
A100
A101
33.01
2.69
0.0100
30
41.0
8.3
130
0.26
841.80
840.50
857.50
12.97
A101
A102
33.09
0.00
0.0100
30
41.0
8.3
140
0.28
840.40
839.00
857.50
14.37
A102
A103
34.69
1.58
0.0106
30
42.2
8.6
132
0.26
838.90
837.50
859.10
17.47
A103
A9
36.60
1.80
0.0704
30
108.8
22.1
98
0.07
837.40
830.50
856.00
15.87
A920
A92
0.90
0.00
0.0100
15
6.5
5.3
40
0.13
855.70
855.30
859.20
2.14
A950
A95
2.63
0.00
0.0100
15
6.5
5.3
20
0.06
851.80
851.60
855.30
2.14
A960
A961
0.89
0.00
0.0100
15
6.5
5.3
140
0.44
856.00
854.60
859.50
2.14
A961
A962
1.48
0.00
0.0115
15
6.9
5.6
26
0.08
854.50
854.20
859.50
3.64
A962
A963
5.19
0.00
0.0758
15
17.8
14.5
66
0.08
854.10
849.10
860.00
4.54
A963
A96
6.54
0.00
0.0722
15
17.4
14.1
18
0.02
849.50
848.20
858.90
8.04
A990
A991
1.91
0.00
0.0250
15
10.2
8.3
4
0.01
851.90
851.80
855.40
2.14
A991
A99
3.82
0.00
0.0755
15
17.7
14.4
102
0.12
851.70
844.00
855.40
2.34
A1000
A1001
0.77
0.00
0.0102
12
3.6
4.6
98
0.36
846.40
845.40
849.40
1.91
A1001
A1002
1.80
0.00
0.0106
12
3.7
4.7
104
0.37
845.30
844.20
849.40
3.01
A1002
A1003
2.76
0.00
0.0100
12
3.6
4.5
100
0.37
844.10
843.10
849.40
4.21
A1003
A1004
3.76
0.00
0.0100
15
6.5
5.3
100
0.32
843.00
842.00
849.40
5.04
A1004
A1005
4.67
0.00
0.0104
15
6.6
5.4
48
0.15
841.90
841.40
849.40
6.14
A1005
A1006
4.92
0.00
0.0100
15
6.5
5.3
40
0.13
841.30
840.90
850.00
7.34
A1006
A10
5.03
0.00
0.0111
15
6.8
5.5
36
0.11
840.80
840.40
849.50
7.34
17-116-STRM-I-INVERTS.XLSSTORM Page 6 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
PROJECT NO
17-116
LI
LOCATION
Forsyth County, NC
BY
KAL
RECORD
OTHER
CHECKED BY
(SPECIFY)
n= 0.013
g= 192
h= 23
1= 6.86
HYDRAULIC GRADE LINE CONTINUED
BEND LOSS K's
90° = 0.70 70' = 0.61 50' = 0.47 30' = 0.28 20° = 0.16
80° = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15' = 0.10
PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION
AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY
(FT) (FT) (CFS) K (FT/FT) (FPS)
FROM TO
A94
A95
3.1416
0.5000
0.90
0.09
0.05
0.17
0.27
0.58
0.55
0.0024
3.50
A95
A96
3.1416
0.5000
3.53
0.95
0.09
0.07
0.05
1.16
0.28
0.0043
4.71
A96
A97
4.9087
0.6250
10.08
0.39
0.07
0.12
0.10
0.68
0.28
0.0028
4.38
A97
A98
4.9087
0.6250
10.08
0.36
0.08
0.10
0.03
0.57
0.10
0.0030
4.58
A98
A99
4.9087
0.6250
10.08
0.42
0.09
0.11
0.18
0.80
0.55
0.0033
4.78
A99
A100
4.9087
0.6250
13.90
0.36
0.13
0.12
0.10
0.72
0.28
0.0049
5.83
A100
A101
4.9087
0.6250
16.59
0.83
0.17
0.18
0.00
1.19
0.00
0.0064
6.69
A101
A102
4.9087
0.6250
16.59
0.90
0.17
0.24
0.49
1.81
0.70
0.0064
6.70
A102
A103
4.9087
0.6250
18.17
0.94
0.19
0.24
0.20
1.57
0.28
0.0071
7.02
A103
A9
4.9087
0.6250
19.97
0.77
0.21
0.27
0.42
1.68
0.55
0.0079
7.41
A920
A92
1.2272
0.3125
0.00
0.01
0.00
0.00
0.00
0.01
0.00
0.0002
0.73
A950
A95
1.2272
0.3125
0.00
0.03
0.02
0.00
0.00
0.05
0.00
0.0017
2.14
A960
A961
1.2272
0.3125
0.00
0.03
0.00
0.00
0.00
0.03
0.00
0.0002
0.72
A961
A962
1.2272
0.3125
0.00
0.01
0.01
0.00
0.01
0.03
0.70
0.0005
1.20
A962
A963
1.2272
0.3125
0.00
0.42
0.07
0.01
0.02
0.52
0.70
0.0064
4.22
A963
A96
1.2272
0.3125
0.00
0.18
0.11
0.10
0.00
0.39
0.00
0.0102
5.31
A990
A991
1.2272
0.3125
0.00
0.00
0.01
0.00
0.00
0.01
0.00
0.0009
1.55
A991
A99
1.2272
0.3125
0.00
0.36
0.04
0.01
0.02
0.43
0.61
0.0035
3.11
A1000
A1001
0.7854
0.2500
0.00
0.05
0.00
0.00
0.00
0.05
0.00
0.0005
0.98
A1001
A1002
0.7854
0.2500
0.00
0.26
0.02
0.01
0.01
0.30
0.55
0.0025
2.28
A1002
A1003
0.7854
0.2500
0.00
0.60
0.05
0.03
0.01
0.68
0.10
0.0060
3.50
A1003
A1004
1.2272
0.3125
0.00
0.34
0.04
0.07
0.00
0.44
0.00
0.0034
3.05
A1004
A1005
1.2272
0.3125
0.00
0.25
0.06
0.05
0.10
0.46
0.70
0.0052
3.79
A1005
A1006
1.2272
0.3125
0.00
0.23
0.06
0.08
0.00
0.37
0.00
0.0058
4.00
A1006
A10
1.2272
0.3125
0.00
0.22
0.06
0.09
0.00
0.37
0.00
0.0060
4.09
17-116-STRM-I-INVERTS.XLSSTORM Page 7 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
PROJECT NO
17-116
LI
LOCATION
Forsyth County, NC
BY
KAL
RECORD
OTHER
CHECKED BY
(SPECIFY)
n= 0.013
g= 192
h= 23
1= 6.86
HYDRAULIC
GRADE LINE - CONTINUED
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN.
3. INTENSITY = g/(h+T), FOR 10 YR STORM
4. MANNINGS "n" FACTOR=.013
5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT
OUTLET
W.S. ELEV
(FT)
INLET W.S.ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FT)
UPSTREAM
INLET
TYPE
COMMENTS
FROM TO
OUTLET
CONTOL
(FT)
INLET
CONTROL
(FT)
USE
(FT)
A94
A95
851.67
848.99
852.24 1 851.74
850.14 851.67
852.24
851.67
OUTLET 2.26 CB
INLET 2.83 DI
OK
OK
A95
A96
A96
A97
847.70
848.38
848.99
848.99
INLET
10.01
DI
OK
A97
A98
847.13
847.70
847.57
847.70
OUTLET
13.20
CB
OK
A98
A99
846.33
847.13
846.35
847.13
OUTLET
12.07
CB
OK
A99
A100
845.61
846.33
845.43
846.33
OUTLET
11.47
CB
OK
A100
A101
844.42
845.61
845.00
845.61
OUTLET
11.89
DI
OK
A101
A102
842.61
844.42
843.61
844.42
OUTLET
13.08
DI
OK
A102
A103
841.05
842.61
842.30
842.61
OUTLET
16.49
DI
OK
A103
A9
832.50
834.18
841.05
841.05
INLET
14.95
DI
OK
Tailwater Elev=
832.50
A920
A92
856.30
856.31 856.35
856.35
INLET
2.35
CB
OK
Tailwater Elev=
856.30
A950
A95
852.60
852.65 852.62
852.65
OUTLET
2.15
CB
OK
Tailwater Elev=
852.60
A960
A961
855.53
855.55
856.65
856.65
INLET
2.85
DI
OK
A961
A962
855.50
855.53
855.19
855.53
OUTLET
3.97
DI
OK
A962
A963
851.35
851.87
855.50
855.50
INLET
4.50
DI
OK
A963
A96
849.20
849.59
851.35
851.35
INLET
7.05
CB
OK
Tailwater Elev=
849.20
A990
A991
852.74
852.76
852.63
852.76
OUTLET
2.14
CB
OK
A991
A99
845.00
845.43
852.74
852.74
INLET
2.16
CB
OK
Tailwater Elev=
845.00
A1000
A1001
846.03
846.08
846.94
846.94
INLET
2.46
DI
OK
A1001
A1002
845.13
845.43
846.03
846.03
INLET
3.37
DI
OK
A1002
A1003
844.03
844.71
845.13
845.13
INLET
4.27
DI
OK
A1003
A1004
843.15
843.59
844.03
844.03
INLET
5.37
DI
OK
A1004
A1005
842.62
843.08
843.15
843.15
INLET
6.25
DI
OK
A1005
A1006
842.15
842.52
842.62
842.62
INLET
7.38
DI
OK
A1006
A10
841.40
841.77
842.15
842.15
INLET
7.35
DI
OK
17-116-STRM-I-INVERTS.XLSSTORM Page 8 of 12

' 'DATE
NAME
rLewisville MS
8/19/19
DESIGN PHASE
PRELIM /XECT
CONSTR /
REVISION / /
PROJECT NO
17-116
�J
LOCATION
Forsyth County, NC
BY
KAL
RECORD / /
OTHER / /
CHECKED BY
(SPECIFY)
n= 0.013
9= 192
h= 23
STORM DRAINAGE SCHEDULE CONTINUED
1= 6.86
INLET
AREA
(SF)
INLET
AREA
(AC)
IMPERVIOUS
N
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
TIME
(MIN)
PIPE
TIME
(MIN)
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
(IN/HR)
Cc
RUNOFF
COEFF.
FROM TO
A1010
A100
19,300
0.44
90
0.89
2.69
0.44
5.00
0.00
5.00
6.86
0.89
A1020
A1021
11,200
0.26
85
0.85
1.50
0.26
5.00
0.00
5.00
6.86
0.85
A1021
A102
1,870
0.04
0
0.30
0.09
0.30
5.00
0.11
5.11
6.83
0.77
A1030
A1031
5,680
0.13
5
0.33
0.30
0.13
5.00
0.00
5.00
6.86
0.33
A1031
A103
15,330
0.35
50
0.63
1.51
0.48
5.00
0.12
5.12
6.83
0.55
Bi
B2
10,980
0.25
90
0.89
1.53
0.25
5.00
0.00
5.00
6.86
0.89
B2
B3
33,630
0.77
25
0.46
2.45
1.02
5.00
0.09
5.09
6.84
0.57
B3
B4
2,650
0.06
90
0.89
0.37
1.08
5.00
0.19
5.19
6.81
0.58
B4
B5
6,200
0.14
40
0.56
0.55
1.23
5.00
0.22
5.22
6.80
0.58
B30
B3
7,640
0.18
90
0.89
1.06
0.18
5.00
0.00
5.00
6.86
0.89
Ci
C2
544,600
12.50
5
0.33
28.51
12.50
5.00
0.00
5.00
6.86
0.33
C3
C4
3,136,320
72.00
10
0.37
180.21
72.00
10.00
0.00
10.00
5.45
0.37
Di
D2
42,750
0.98
50
0.63
4.21
0.98
5.00
0.00
5.00
6.86
0.63
17-116-STRM-I-INVERTS.XLSSTORM Page 9 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
OTHER
RECORDrT
(SPECIFY)
PR OJECT NO
17-116
LOCATION
Forsyth County, NC
BY
KAL
CHECKED BY
n= 0.013
9= 192
h= 23
STORM DRAINAGE SCHEDULE - CONTINUED
1= 6.86
Q
DISCHARGE
(CFS)
Q
SIDE-
STREAM
(CFS)
SLOPE
DIA.
(IN)
CAPACITY
(FULL)
(CFS)
V FULL
(FPS)
LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT)
LOWER
INV.
(FT)
UPSTREAM
TOP
ELEV.
(FT)
PIPE
COVER
(FT)
FROM TO
A1010
A100
2.69
0.00
0.0634
15
16.3
13.2
142
0.18
854.00
845.00
860.00
4.64
A1020
A1021
1.50
0.00
0.0200
15
9.1
7.4
50
0.11
856.00
855.00
860.00
2.64
A1021
A102
1.58
0.00
0.0271
15
10.6
8.7
70
0.13
854.90
853.00
860.00
3.74
A1030
A1031
0.30
0.00
0.0250
15
10.2
8.3
60
0.12
856.50
855.00
860.00
2.14
A1031
A103
1.80
0.00
0.0133
15
7.5
6.1
180
0.49
854.90
852.50
858.50
2.24
Bi
B2
1.53
0.00
0.0107
15
6.7
5.4
28
0.09
821.00
820.70
824.50
2.14
B2
B3
3.97
0.00
0.0278
15
10.8
8.8
54
0.10
820.60
819.10
824.50
2.54
B3
B4
5.38
1.06
0.0906
15
19.4
15.8
32
0.03
819.00
816.10
823.58
3.22
B4
B5
5.92
0.00
0.0875
15
19.1
15.6
40
0.04
816.00
812.50
824.00
6.64
B30
B3
1.06
0.00
0.0100
15
6.5
5.3
28
0.09
820.08
819.80
823.58
2.14
Ci
C2
28.51
0.00
0.0333
36
121.8
17.2
210
0.20
847.00
840.00
856.00
5.73
C3
C4
143.23
0.00
0.0116
54
212.1
13.3
86
0.11
804.00
803.00
822.00
13.09
D1
D2
4.21
0.00
0.0427
15
13.4
10.9
110
0.17
834.50
829.80
836.50
0.64
17-116-STRM-I-INVERTS.XLSSTORM Page 10 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM
CONSTR
REVISION
/X /
PROJECT NO
17-116
LI
LOCATION
Forsyth County, NC
BY
KAL
RECORD
OTHER
CHECKED BY
(SPECIFY)
n=
g=
h=
1=
0.013
192
23
6.86
HYDRAULIC
PIPE
AREA
(FT)
GRADE LINE
HYDRAULIC
RADIUS
(FT)
SIDESTREAM
SUMMATION
(CFS)
Hf
90° = 0.70
80° = 0.66
He
70' = 0.61
60' = 0.55
HEAD LOSS
He
BEND LOSS
50' = 0.47
40' = 0.38
Hb
K's
30' = 0.28
25' = 0.22
Ht
20° = 0.16
15' = 0.10
BEND
LOSS
K
CONTINUED
FRICTION
SLOPE
(FT/FT)
FRICTION
VELOCITY
(FPS)
FROM TO
A1010
A100
1.2272
0.3125
0.00
0.24
0.02
0.00
0.00
0.26
0.00
0.0017
2.18
A1020
A1021
1.2272
0.3125
0.00
0.03
0.01
0.00
0.00
0.03
0.00
0.0005
1.22
A1021
A102
1.2272
0.3125
0.00
0.04
0.01
0.01
0.01
0.06
0.28
0.0006
1.29
A1030
A1031
1.2272
0.3125
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.24
A1031
A103
1.2272
0.3125
0.00
0.14
0.01
0.00
0.00
0.15
0.61
0.0008
1.46
B1
B2
1.2272
0.3125
0.00
0.02
0.01
0.00
0.00
0.02
0.00
0.0006
1.24
B2
B3
1.2272
0.3125
0.00
0.20
0.04
0.01
0.02
0.27
0.70
0.0038
3.22
B3
B4
1.2272
0.3125
1.06
0.22
0.07
0.06
0.00
0.35
0.00
0.0069
4.37
B4
B5
1.2272
0.3125
1.06
0.33
0.09
0.10
0.21
0.74
0.70
0.0084
4.81
B30
B3
1.2272
0.3125
0.00
0.01
0.00
0.00
0.00
0.01
0.00
0.0003
0.86
Ci
C2
7.0686
0.7500
0.00
0.38
0.06
0.00
0.00
0.44
0.00
0.0018
4.01
C3
C4
15.9043
1.1250
0.00
0.45
0.31
0.00
0.00
0.76
0.00
0.0052
8.93
D1
D2
1.2272
0.3125
0.00
0.46
0.05
0.00
0.00
0.51
0.00
0.0042
3.41
17-116-STRM-I-INVERTS.XLSSTORM Page 11 of 12

D
• • '
PROJECT NAME
Lewisville MS
DATE
8/19/19
DESIGN PHASE
PRELIM /X /
CONSTR
REVISION
PROJECT NO
17-116
LI
LOCATION
Forsyth County, NC
BY
KAL
RECORD
OTHER
CHECKED BY
(SPECIFY)
n= 0.013
g= 192
h= 23
1= 6.86
HYDRAULIC
GRADE LINE - CONTINUED
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN.
3. INTENSITY = g/(h+T), FOR 10 YR STORM
4. MANNINGS "n" FACTOR=.013
5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT
OUTLET
W.S. ELEV
(FT)
INLET W.S.ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FT)
UPSTREAM
INLET
TYPE
COMMENTS
FROM TO
OUTLET
CONTOL
(FT)
INLET
CONTROL
(FT)
USE
(FT)
846.00
Tailwater Elev=
846.26 854.83
841.40
854.83
INLET 5.17 DI
OK
A1010
A100
Tailwater Elev=
846.00
A1020
A1021
855.60
855.63
856.69
856.69
INLET
3.31
DI
OK
A1021
A102
854.00
854.06
855.60
855.60
INLET
4.40
DI
OK
Tailwater Elev=
854.00
A1030
A1031
855.62
855.62
857.13
857.13
INLET
2.87
DI
OK
A1031
A103
853.50
853.65
855.62
855.62
INLET
2.88
DI
OK
Tailwater Elev=
853.50
B1
B2
821.68
821.70
821.69
821.70
OUTLET
2.30
CB
OK
B2
B3
820.45
820.72
821.68
821.68
INLET
2.32
CB
OK
B3
B4
817.63
817.98
820.45
820.45
INLET
2.63
CB
OK
B4
B5
813.50
814.24
817.63
817.63
INLET
5.87
CB
OK
Tailwater Elev=
813.50
B30
B3
820.80
820.81 820.74
820.81
OUTLET
2.27
CB
OK
Tailwater Elev=
820.80
Ci
C2
842.40
842.84 849.20
849.20
INLET
6.80
FES
OK
Tailwater Elev=
842.40
C3
C4
806.60
807.36 809.75
809.75
INLET
12.25
HW
OK
Tailwater Elev=
806.60
D1
D2
830.80
831.31 835.63
835.63
INLET
0.87
PE
OK
Tailwater Elev=
830.80
17-116-STRM-I-INVERTS.XLSSTORM Page 12 of 12

DATE
low
8/19/19
PROJECT NAME
PROJECT NO
Lewisville MS
17-116
LOCATION
BY
Forsyth County, NC
KAL
CHECKED BY
Riprap Apron Outlet Protection
FES No.=
C2
Pipe Dia=
36
in
Q10 =
28.51
cfs
Qfull =
121.80
cfs
Vfull =
17.20
fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D50
D MAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Riprap Apron Outlet Protection
FES No.=
C4
Pipe Dia=
54
in
Q10 =
143.23
cfs
Qfull =
212.10
cfs
Vfull =
13.30
fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
V/Vfull =
V=
Q10/Qfull =
V/Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.23
0.81
13.9 fps
3
10 in
17 in
1
24 in
24 ft
9 ft
0.68
1.07
14.3 fps
4
10 in
17 in
1
24 in
36 ft
14 ft
X/

' '
DATE
DESIGN PHASE
PRELIM
rLewisvillITe
8/19/19
PROJECT NO
NAME
CONSTR
/ X /
MS
17-116
REVISION
RECORD
LOCATION
BY
Forsyth County, NC
KAL
OTHER
(SPECIFY)
CHECKED BY
Riprap Apron Outlet Protection
FES No.= D2
Q10/Qfull =
0.32
Pipe Dia= 15 in
V/Vfull =
0.87
Q10 = 4.21 cfs
V =
9.3
fps
Qfull = 13.10 cfs
Vfull = 10.60 fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAX
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
18
in
Lim3
Apron Length
=
8
ft
Length
Apron Width = 3xDia
=
4
ft

' ' 1 DATE
8/19/19
NAME PRO
Lewisville MS 17-116
LOCATION BY
Forsyth County, NC KAL
CHECKED BY
Riprap Apron Outlet Protection (to Flat Ground)
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
FES No.=
Al2
Q10/Qfull = 0.76
Pipe Dia=
42
in V/Vfull = 1.10
Q10 =
66.49
cfs V = 10.0 fps
Qfull =
87.80
cfs
Vfull =
9.10
fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a: D50 =
D MAX =
a o Riprap Class =
Apron Thickness =
Outlet W = Do + La Apron Length (L) —
diameter (Do) Width (W-1) = 3xDia =
_La —y' 0.5Do Width (W2) = Dia + L =
T ilwater <
8 in
12 in
B
18 in
24 ft
11 ft
28 ft
Riprap Apron Outlet Protection (to Flat Ground)
FES No.= B5 Q10/Qfull = 0.31
Pipe Dia= 15 in V/Vfull = 0.87
Q10 = 5.92 cfs V = 13.6 fps
Qfull = 19.10 cfs
Vfull = 15.60 fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a: D50 = 8 in
DMAX = 12 in
s o Riprap Class = B
Apron Thickness = 18 in
Outlet W = Do + La Apron Length (L) = 16 ft
pipe
diameter (Do) Width (W1) = 3xDia = 4 ft
La 0.5Do Width (W2) = Dia + L = 18 ft
T ilwater <

DATE
8/19/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116
LOCATION BY
Forsyth County, NC KAL
CHECKED BY
Riprap Apron Outlet Protection (to Flat Ground)
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
FES No.=
SCM 1
Q10/Qfull = 0.02
Pipe Dia=
30
in V/Vfull = 0.32
Q10 =
0.46
cfs V = 1.9 fps
Qfull =
29.00
cfs
Vfull =
5.90
fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a: D50 = 8 in
DMAX = 12 in
s o Riprap Class = B
Apron Thickness = 18 in
Outlet W = °o + La Apron Length (L) = 16 ft
pipe
diameter (Do) Width (W1) = 3xDia = 8 ft
La 0.5Do Width (W2) = Dia + L = 19 ft
T ilwater �
Riprap Apron Outlet Protection (to Flat Ground)
FES No.=
SCM 2
Q10/Qfull = 0.25
Pipe Dia=
15
in V/Vfull = 0.83
Q10 =
2.65
cfs V = 7.3 fps
Qfull =
10.80
cfs
Vfull =
8.80
fps
Outlet Conditions: Flat area, no defined channel
From Fig. 8.06.a: D50 = 8 in
DMAX = 12 in
s o Riprap Class = B
Apron Thickness = 18 in
Outlet W = °o + La Apron Length (L) = 12 ft
pipe
diameter (Do) Width (W1) = 3xDia = 4 ft
La 0.5Do Width (W2) = Dia + L = 14 ft
T ilwater �