SW4200501_17-116 - Stormwater Narrative_4th submittal_5/26/2020

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
Cal y, North Carolina 27518
Phone: [phone] Fax: [phone]

CONTENTS
Design Narrative
Supporting Calculations

STORMWATER MANAGEMENT PLAN
LEWISVILLE MIDDLE SCHOOL
LEWISVILLE-VIENNA ROAD
LEWISVILLE, NC
CLH Project No: 17-116
PROJECT DESCRIPTION:
Lewisville Middle School is a new school that is being constructed on five tracts located southeast of the
intersection of Lewisville -Vienna Road and Robinhood Road near the northern limits of Lewisville. The middle
school project area is approximately 79 acres. This proposed project consists of constructing a new school with
parking, sidewalks, play fields, utilities and stormwater control measures. The construction limits of the project
contain approximately 30 acres.
The stormwater runoff from the project site discharges easterly to a tributary of Tomahawk Creek (Classification:
Q. Streams with 30-foot Town of Lewisville stream buffers are on site, as well as floodway and floodplains as
indicated on FEMA FIRM #3710588600J dated January 2, 2009.
Soils on the site consist predominately of Hiwasse with minor concentrations of Wahadkee along streams in low
areas of site.
STORMATER MANAGEMENT:
This site is divided and under the stormwater jurisdiction of the Town of Lewisville and NCDEQ for stormwater
review. Stormwater design has taken into consideration both Town and State requirements and was design to the
most stringent of requirements.
This site drainages to three major drainage points. Drainage point A encompasses the majority of drainage area and
is located along the midpoint of the eastern property boundary. Drainage point B is located at the southeastern
property corner. Drainage point C is located west of drainage point B, along the southern property boundary. Please
refer to the stormwater drainage map for additional information.
This site is high -density and employs a stormwater network to convey runoff and two ponds to treat. A wet pond
treats the majority of the site's runoff and the wetland treats the bus -loop driveway. Per the Town of Lewisville's
stormwater management manual, stormwater control measures were designed to control and treat runoff from the
25-year, 6-hour storm leaving the site.
The majority of the site has a hydrological soil rating of HSG B and, therefore, storm calculations will reflect
constants relating to HSG B type soils. Calculations were performed with Hydraflow software by Autocad 2017
which utilizes the TR-55 Hydrograph method.
Additional modeling information has been provided, as requested by the state. This includes a model of the stage
storage for the main pool and for the forebay. These were requested and shall be used only as verification with our
calculations. There is a 0.2% discrepancy between the wet pond sizing calculations and the hydraflow model of
the stage storage as a result of slightly different methodologies for calculating storage volume. This discrepancy
should be acceptable per email conversation with Hannah Banks and Jim Farkas.
In lieu of receiving a legal agreement among the offsite parcel owners for future BUA allotments as it pertains to the
stormwater treatment in the wet pond, the portion of offsite drainage area has been concluded as 100% impervious
for less restructure for future development.

SUPPORTING
CALCULATIONS

DATE
8/15/19
PROJECT NAME PROJECT NO
Lewisville MS 17-116
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 Storage
827.30 ft 0.80 ft 30484 cf Depth at Req'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 (2-5 days Required)
T days=(Temp. Storage Vol Req / (0.6 . A ' (2'g'(h))Al /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 > 75,494 OK
Forebay Volume:
Forebay Max. Depth =
4.50 ft
Area of Forebay Bottom (Above PSS) =
1,540 sf
Area at Bottom of Shelf =
4,400 sf
Area of Permanent Pool =
5,330 sf
Forebay Volume Required =
11,324 - 15,099
Forebay Volume Provided =
14,313 cf
16.45 % = 15-20 OK
s:\1319\0001\calcs\17-116 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HRTpM ed: 5/15/2020 2:33 PM Page 1 of 1

DATE
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 (I5-inmax)
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 Storaae
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))Al /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-Wetland-2017-MDCYLS 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
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

Hydrograph Return Period ReHydra cap
w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
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 Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
Friday, 05 / 15 / 2020
Hyd. No. 1
AreaA - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 3.011 cfs
Storm frequency
= 1 yrs
Time to peak
= 762 min
Time interval
= 2 min
Hyd. volume
= 46,894 cuft
Drainage area
= 73.220 ac
Curve number
= 56.4*
Basin Slope
= 1.8 %
Hydraulic length
= 9400 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 41.99 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
Area A - Pre
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.147 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 1,393 cuft
Drainage area
= 2.830 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
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
Area B - Pre & Post
Hyd. No. 2 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.048 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 458 cuft
Drainage area
= 0.930 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Area C - Pre & Post
Hyd. No. 3 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
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
= 29.10 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 66,934 cuft
Drainage area
= 18.650 ac
Curve number
= 78*
Basin Slope
= 4.0 %
Hydraulic length
= 1830 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 8.76 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Area to SCM 1
Hyd. No. 7 -- 1 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1' -.1 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 0.574 cfs
Storm frequency
= 1 yrs
Time to peak
= 1124 min
Time interval
= 2 min
Hyd. volume
= 54,862 cuft
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
= 827.74 ft
Reservoir name
= SCM 1
Max. Storage
= 48,575 cuft
Storage Indication method used.
Route SCM 1
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 8 Hyd No. 7 Total storage used = 48,575 cult

Pond Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
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)
0.00
826.50
0.50
827.00
1.00
827.50
1.50
828.00
3.50
830.00
5.50
832.00
Contour area (sqft)
35,380
38,870
40,680
42,820
48,600
54,620
Incr. Storage (cuft)
0
18,554
19,884
20,871
91,350
103,151
Total storage (cuft)
0
18,554
38,438
59,308
150,658
253,809
Friday, 05 / 15 / 2020
Culvert / Orifice Structures
[A]
Rise (in) = 30.00
Span (in) = 30.00
No. Barrels = 1
Invert El. (ft) = 823.50
Length (ft) = 62.00
Slope (%) = 0.50
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C]
2.50 0.00
2.50 0.00
1 0
826.50 0.00
0.50 0.00
0.00 0.00
.013 .013
0.60 0.60
Yes No
[PrfRsr]
0.00
0.00
0
0.00
0.00
n/a
n/a
0.60
No
Weir Structures
[A] [B]
Crest Len (ft) = 19.00 10.00
Crest El. (ft) = 829.50 830.00
Weir Coeff. = 3.33 2.60
Weir Type = 1 Broad
Multi -Stage = Yes No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
1.00 0.00
827.50 0.00
3.33 3.33
Rect ---
Yes No
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
ft
cuft
ft
cfs
2.90
123,253
829.40
24.65 oc
3.10
132,388
829.60
24.65 oc
3.30
141,523
829.80
24.65 oc
3.50
150,658
830.00
35.80 oc
3.70
160,973
830.20
49.06 is
3.90
171,288
830.40
54.02 is
4.10
181,604
830.60
55.88 is
4.30
191,919
830.80
57.29 is
4.50
202,234
831.00
58.50 is
4.70
212,549
831.20
59.59 is
4.90
222,864
831.40
60.62 is
5.10
233,179
831.60
61.60 is
5.30
243,494
831.80
62.55 is
5.50
253,809
832.00
63.47 is
... End
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.27 is
---
---
0.00
0.00
8.72
---
---
---
8.996
0.28 is
---
---
2.00
0.00
10.13
---
---
---
12.42
0.29 is
---
---
10.40
0.00
11.62
---
---
---
22.31
0.26 is
---
---
22.37
0.00
13.16
---
---
---
35.80
0.18 is
---
---
37.06
2.33
11.83 s
---
---
---
51.38
0.11 is
---
---
44.86 s
6.58
9.05 s
---
---
---
60.59
0.08 is
---
---
47.69 s
12.08
8.10 s
---
---
---
67.96
0.07 is
---
---
49.75 s
18.60
7.46 s
---
---
---
75.89
0.06 is
---
---
51.44 s
26.00
7.00 s
---
---
---
84.50
0.05 is
---
---
52.89 s
34.18
6.64 s
---
---
---
93.77
0.04 is
---
---
54.18 s
43.07
6.37 s
---
---
---
103.67
0.04 is
---
---
55.37 s
52.63
6.15 s
---
---
---
114.19
0.03 is
---
---
56.51 s
62.79
5.98 s
---
---
---
125.32
0.03 is
---
---
57.56 s
73.54
5.84 s
---
---
---
136.97

Hydrograph
Report
11
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
= 2.885 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 5,808 cuft
Drainage area
= 2.050 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.300 x 61) + (0.750 x 98)] / 2.050
Area to SCM 2
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 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
I'm
1.00
Route SCM 2
Hyd. No. 11 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 11 — Hyd No. 10 Total storage used = 4,120 cuft
Q (cfs)
3.00
2.00
1.00
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
Friday, 05 / 15 / 2020
Hyd. No. 13
Area A that bypasses SCMs
Hydrograph type
= SCS Runoff
Peak discharge
= 2.558 cfs
Storm frequency
= 1 yrs
Time to peak
= 760 min
Time interval
= 2 min
Hyd. volume
= 36,954 cuft
Drainage area
= 52.920 ac
Curve number
= 57.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 42.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
Area A that bypasses SCMs
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 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
rM
1.00
e
Total Area A - Post Dev
Hyd. No. 15 -- 1 Year
600 1200
1800
2400
3000 3600 4200
4800 5400
Hyd No. 15 —
Hyd No.
8
Hyd No. 11
Hyd No. 13
Q (cfs)
3.00
2.00
1.00
1 0.00
6000
Time (min)

16
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 1
AreaA - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 9.441 cfs
Storm frequency
= 2 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 95,225 cuft
Drainage area
= 73.220 ac
Curve number
= 56.4*
Basin Slope
= 1.8 %
Hydraulic length
= 9400 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 41.99 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
Q (cfs)
10.00
UR
. UM
4.00
r w
M
Area A - Pre
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.883 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 2,978 cuft
Drainage area
= 2.830 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Area B - Pre & Post
Hyd. No. 2 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0.290 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 979 cuft
Drainage area
= 0.930 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
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
Area C - Pre & Post
Hyd. No. 3 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

20
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
= 41.83 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 95,747 cuft
Drainage area
= 18.650 ac
Curve number
= 78*
Basin Slope
= 4.0 %
Hydraulic length
= 1830 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 8.76 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs)
50.00
40.00
20.00
10.00
Area to SCM 1
Hyd. No. 7 -- 2 Year
Q (cfs)
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)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 1.363 cfs
Storm frequency
= 2 yrs
Time to peak
= 902 min
Time interval
= 2 min
Hyd. volume
= 83,192 cuft
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
= 828.00 ft
Reservoir name
= SCM 1
Max. Storage
= 59,215 cuft
Storage Indication method used.
Route SCM 1
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 8 Hyd No. 7 Total storage used = 59,215 cult

22
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
= 4.272 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,543 cuft
Drainage area
= 2.050 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
Q (cfs)
5.00
4.00
3.00
1.00
Area to SCM 2
Hyd. No. 10 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

23
Hydrograph Report
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
= 0.223 cfs
Storm frequency
= 2 yrs
Time to peak
= 794 min
Time interval
= 2 min
Hyd. volume
= 7,373 cuft
Inflow hyd. No.
= 10 - Area to SCM 2
Max. Elevation
= 813.14 ft
Reservoir name
= SCM 2
Max. Storage
= 4,539 cuft
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
R 11
1.00
0.00 ' 1
0 600
— Hyd No. 11
Route SCM 2
Hyd. No. 11 -- 2 Year
1200 1800 2400
— Hyd No. 10
3000 3600 4200 4800 5400
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
M
4.00
I'm
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
r M�
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
4.00
e
Total Area A - Post Dev
Hyd. No. 15 -- 2 Year
600 1200 1800 2400
Hyd No. 15 - Hyd No. 8
3000 3600
Hyd No. 11
4200 4800 5400
Hyd No. 13
Q (cfs)
10.00
4.00
2.00
1 0.00
6000
Time (min)

26
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 1
AreaA - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 43.34 cfs
Storm frequency
= 10 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 2 82, 010 cuft
Drainage area
= 73.220 ac
Curve number
= 56.4*
Basin Slope
= 1.8 %
Hydraulic length
= 9400 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 41.99 min
Total precip.
= 4.97 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
Q (cfs)
50.00
40.00
20.00
10.00
Area A - Pre
Hyd. No. 1 -- 10 Year
Q (cfs)
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. 1 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 4.334 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 9,293 cuft
Drainage area
= 2.830 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.97 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
Area B - Pre & Post
Hyd. No. 2 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 k - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 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
M
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
40.00
20.00
10.00
Area to SCM 1
Hyd. No. 7 -- 10 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1
' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 5.545 cfs
Storm frequency
= 10 yrs
Time to peak
= 768 min
Time interval
= 2 min
Hyd. volume
= 168,728 cuft
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
= 828.86 ft
Reservoir name
= SCM 1
Max. Storage
= 98,653 cuft
Storage Indication method used.
� 1 �
1 11 -■-------- 1 11
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 8 Hyd No. 7 Total storage used = 98,653 cult

32
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
= 8.379 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 16,918 cuft
Drainage area
= 2.050 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.97 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
Q (cfs)
10.00
Were
. OM
4.00
r w
M
Area to SCM 2
Hyd. No. 10 -- 10 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 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
Were
. UX
4.00
r W
Route SCM 2
Hyd. No. 11 -- 10 Year
120 240 360 480 600 720
Hyd No. 11 Hyd No. 10
Q (cfs)
10.00
H. We
4.00
r W
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 7,159 cult

34
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
= 33.24 cfs
Storm frequency =
10 yrs
Time to peak
= 742 min
Time interval =
2 min
Hyd. volume
= 212,341 cuft
Drainage area =
52.920 ac
Curve number
= 57.1
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 42.00 min
Total precip. =
4.97 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Area A that bypasses SCMs
Hyd. No. 13 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' IW' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 Time (min)

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
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
0.00
1920
Time (min)

36
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
AreaA - 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
40.00
20.00
10.00
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. 1 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 6.951 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 14,232 cuft
Drainage area
= 2.830 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
Area B - Pre & Post
Hyd. No. 2 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
39
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 2.284 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 4,677 cuft
Drainage area
= 0.930 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area C - Pre & Post
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

40
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
= 103.53 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 238,110 cuft
Drainage area
= 18.650 ac
Curve number
= 78*
Basin Slope
= 4.0 %
Hydraulic length
= 1830 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 8.76 min
Total precip.
= 5.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.200 x 61) + (8.450 x 98)] / 18.650
Q (cfs)
120.00
100.00
40.00
20.00
Area to SCM 1
Hyd. No. 7 -- 25 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 10.15 cfs
Storm frequency
= 25 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 224,778 cuft
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
= 829.47 ft
Reservoir name
= SCM 1
Max. Storage
= 126,333 cuft
Storage Indication method used.
Route SCM 1
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
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
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
— Hyd No. 8 Hyd No. 7 Total storage used = 126,333 cult

42
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
= 11.10 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 22,481 cuft
Drainage area
= 2.050 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050
Q (cfs)
12.00
10.00
:1M
.M
4.00
rM
Area to SCM 2
Hyd. No. 10 -- 25 Year
120 240 360 480 600 720 840
Hyd No. 10
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
960 1080 1200 1320 1440
Time (min)

43
Hydrograph Report
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
M
M
4.00
r M�
Route SCM 2
Hyd. No. 11 -- 25 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 10 Total storage used = 8,760 cult

44
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
= 54.48 cfs
Storm frequency =
25 yrs
Time to peak
= 740 min
Time interval =
2 min
Hyd. volume
= 318,383 cuft
Drainage area =
52.920 ac
Curve number
= 57.1
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 42.00 min
Total precip. =
5.93 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920
Q (cfs)
60.00
40.00
20.00
10.00
Area A that bypasses SCMs
Hyd. No. 13 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1-0 ' ' ' ' ' ' ' 1 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 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
Q (cfs)
70.00
-1 ••
40.00
20.00
10.00
Q (cfs)
70.00
•• •11
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 1680
Time (min)
— Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13

46
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 1
AreaA - Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 127.39 cfs
Storm frequency
= 100 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 698,793 cuft
Drainage area
= 73.220 ac
Curve number
= 56.4*
Basin Slope
= 1.8 %
Hydraulic length
= 9400 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 41.99 min
Total precip.
= 7.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Area A - Pre
Hyd. No. 1 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 1 1-01 ' ' ' ' ' ' ' 1%' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 2
Area B - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 11.83 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 23,703 cuft
Drainage area
= 2.830 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
M
M
4.00
r M�
M
Area B - Pre & Post
Hyd. No. 2 -- 100 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 3
Area C - Pre & Post
Hydrograph type
= SCS Runoff
Peak discharge
= 3.887 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,789 cuft
Drainage area
= 0.930 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area C - Pre & Post
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 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
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
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)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 05 / 15 / 2020
Hyd. No. 8
Route SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 49.34 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 321,492 cuft
Inflow hyd. No.
= 7 - Area to SCM 1
Max. Elevation
= 830.18 ft
Reservoir name
= SCM 1
Max. Storage
= 159,623 cuft
Storage Indication method used.
Q (cfs)
Route SCM 1
Hyd. No. 8 -- 100 Year Q (cfs)
a as
• • •
ft
0 240
— Hyd No. 8
480 720
Hyd No. 7
960 1200 1440 1680 1920
Time (min)
Total storage used = 159,623 cult

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
M
3.00
M
Area to SCM 2
Hyd. No. 10 -- 100 Year
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Time (min)

53
Hydrograph Report
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
M
3.00
Route SCM 2
Hyd. No. 11 -- 100 Year
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 10 Total storage used = 10,505 cult

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
60.00
50.00
40.00
20.00
10.00
0.00
0
Area A that bypasses SCMs
Hyd. No. 13 -- 100 Year
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

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
20.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 15 — Hyd No. 8 Hyd No. 11 Hyd No. 13

Hydraflow Rainfall Report
56
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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)
6 min
10
16
20
26
30
36
40
46
60
66
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.
Precip. file name: Sample.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-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-1 st
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 for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00 0 822.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.20 428 822.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.40 855 822.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.60 1,283 822.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.80 1,711 822.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.00 2,139 823.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.20 2,566 823.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.40 2,994 823.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.60 3,422 823.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.80 3,850 823.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.00 4,277 824.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.20 4,991 824.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.40 5,705 824.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.60 6,419 824.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.80 7,133 824.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.00 7,847 825.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.20 8,561 825.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.40 9,275 825.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.60 9,989 825.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.80 10,703 825.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.00 11,417 826.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.05 11,659 826.05
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.10 11,902 826.10
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.15 12,145 826.15
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.20 12,388 826.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.25 12,631 826.25
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.30 12,874 826.30
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.35 13,117 826.35
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.40 13,359 826.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.45 13,602 826.45
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
4.50 13,845 826.50
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000

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 for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00 0 823.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.10 2,187 823.10
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.20 4,375 823.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.30 6,562 823.30
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.40 8,749 823.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.50 10,937 823.50
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.60 13,124 823.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.70 15,311 823.70
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.80 17,499 823.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
0.90 19,686 823.90
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.00 21,874 824.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.20 26,927 824.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.40 31,980 824.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.60 37,034 824.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
1.80 42,087 824.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.00 47,141 825.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.20 52,194 825.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.40 57,247 825.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.60 62,301 825.60
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
2.80 67,354 825.80
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.00 72,408 826.00
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.05 73,849 826.05
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.10 75,290 826.10
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.15 76,731 826.15
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.20 78,171 826.20
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.25 79,612 826.25
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.30 81,053 826.30
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.35 82,494 826.35
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.40 83,935 826.40
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.45 85,376 826.45
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000
3.50 86,817 826.50
--- --- ---
--- ---
--- 0.00
---
--- --- 0.000

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DATE
8/19/19
PROJECT NAME
PROJECT NO
Lewisville MS
17-116
LOCATION
BY
Forsyth County, INC
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
DMAX
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
D MAX
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

DATE
DESIGN PHASE
PRELIMME
FP
rewisvillTe
8/19/19
PROJECT NO
CONSTR
/ X
17-116
REVISION
RECORD
LOCATION
BY
Forsyth County, INC
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
Apron Thickness
=
18
in
3
Apron Length
=
8
ft
Length
Apron Width = 3xDia
=
4
ft

DATE
8/19/19
PROJECT NAME
PROJECT NO
Lewisville MS
17-116
LOCATION
BY
Forsyth County, INC
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 =
8
in
DMAX =
12
in
3 o
Riprap Class =
B
Apron Thickness =
18
in
Outlet
W = Do + La
Apron Length (L) =
24
ft
diameter (Do)
Width (W 1) = 3xDia =
11
ft
La —''
Width (W2) = Dia + L =
28
ft
T ilwater < 0.50o
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
3 o
Riprap Class =
B
Apron Thickness =
18
in
Outlet
W = Do + La
Apron Length (L) =
16
ft
diameter (Do)
Width (W 1) = 3xDia =
4
ft
La —''
Width (W2) = Dia + L =
18
ft
T ilwater � 0.5Do

DATE
8/19/19
PROJECT NAME
PROJECT NO
Lewisville MS
17-116
LOCATION
BY
Forsyth County, INC
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
3 o Riprap Class = B
Apron Thickness = 18 in
Outlet W - Do + La Apron Length (L) = 16 ft
diameter (Do) Width (W 1) = 3xDia = 8 ft
La —'' Width (W2) = Dia + L = 19 ft
T ilwater < 0.500
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
3 o Riprap Class = B
Apron Thickness = 18 in
Outlet W = Do + La Apron Length (L) = 12 ft
diameter (Do) Width (W 1) = 3xDia = 4 ft
La —'' O.SDo Width (W2) = Dia + L = 14 ft
ilwater <