SW3221006_Stormwater Report_20230419

STORMWA TER MANAGEMENT
AND EROSION CONTROL DESIGN
THE COTTAGES A T W/NGA TE - PHASE I
W/NGA TE, NORTH CAROL/NA
For
SHELBY CATTLE FARM, LLC.
EAGLE ENGINEERING
Creating Communities. Together.
MATTHEW C. KIRCHNER, P.E.
EAGLE ENGINEERING, INC.
2013 Van Buren Ave.
Indian Trail, NC 28079
EEI PROJECT NO.: 7516
DULY 25, 2022
Initials
Date
SAP
08-22-2022
KAP
10-13-2022
SAP
04-17-2023
N CAR
O� FEssio
9
SEAL _
04550 =
z.
IN .• G
i
C i K\ ��b4-17-23

The Cottages at Wingate 7516-C-NC
Stormwater Management Report June 7, 2022
1.0 Project Address and Summary
The project is located on Edgewood Drive and Maye Street, approximately 0.10 miles north of the
intersection of Edgewood Drive and Andrew Jackson Highway (US 74). The proposed development will
include the construction of 180 single family homes and the associated site grading, roadways, stormwater
management facilities, and landscaping. In addition, Phase 2 of the property is set aside for future
development to the north which will contain an additional 119 single family homes.
Site improvements will include the site grading, paving, storm drain systems, public roadways, and three wet
pond storm water devices. These devices will treat all proposed single-family homes and infrastructure. Phase
2 of the development will include storm water ponds of their own to manage and treat the impervious area.
As mentioned above, the site will include the construction of three stormwater BMP's located adjacent to the
stream that splits the site in two, at the topographically low point of each drainage shed. The development of
the site must comply with the City of Wingate Stormwater Management Ordinance and therefore will provide
stormwater quality and provide peak controls for stormwater runoff of the 2- and 10-year storm events while
providing safe conveyance of the 100-year storm event. The BMP's chosen were three wet ponds to provide
for both WQv and detention designed per the NCDEQ Stormwater BMP Manual.
Runoff calculations were performed following the procedures outlined in the NCDEQ Stormwater BMP
Manual and by the SCS method.
The receiving drainage system for this site is an existing channel/stream located on -site, which splits the site
in half, and flows to the southwest until it leaves the property along the western property line, at which point
the stream continues to the north.
Soils on the site consist of:
• BdB2: Badin channery silty clay loam, 2 to 8% slopes
• BaC: Badin channery silt loam, 8 to 15% slopes
• ChA: Chewacla silt loam, 0 to 2% slopes
• GsB: Goldston-Badin complex, 2 to 8% slopes
• GsC: Goldston-Badin complex, 8 to 15% slopes
• GsE:Goldston-Badin complex, 15 to 45% slopes
• TaB: Tarrus gravelly silt loam, 2 to 8% slopes
• TbB2: Tarrus gravelly silty clay loam, 2 to 8% slopes
This soil is labeled as hydrologic soil group (HSG) "B". A USDA NRCS soils map and supporting
information can be found in the Appendix A.
2.0 Water Quality Volume Control and Peak Flow Control
Water Quality Volume and Release Rate calculations were performed as outlined in Appendix B.

The Cottages at Wingate 7516-C-NC
Stormwater Management Report June 7, 2022
3.0 Predeveloped Conditions
Under existing conditions, the site is an undeveloped property consisting primarily of woods in good
condition with a large area of open fields in good condition. There are no existing structures on -site.
The site has 3 different streams that split the site into 3 different sections. The section to the east and adjacent
to Edgewood Road is the largest section and the area that consists of Phase 1. The section between the
western most channels is a smaller area, but will be the land that contains Phase 2 of the development.
Finally, the section of land to the far west is split my an existing channel, but will be undeveloped. All of
these sections drain to the 3 different streams and the floodplain located to the far west of the site along the
boundary. Although the site all drains to the floodplain, there are 2 distinct drainage areas for the purposes of
this development. One drainage basin that consists of all the land of Phase 1 (and uphill drainage) and one
drainage basin that consists of all of the land of Phase 2 of the development (and all uphill runoff). The
easternmost portion of the site (Phase 1) is the largest drainage basin and drains from east to west into the
previously mentioned existing channels and 100-year floodplain. The point at which this stream enters the
floodplain was considered the study point (Point of Analysis A). This drainage shed has a rather large portion
of offsite drainage in the southeast which makes its way onto the site. However, bypass swales will be utilized
to divert much of this offsite drainage away from the site.
The predevelopment drainage from the site was delineated as indicated on the Pre Development Drainage
Area Map included in Appendix B. The pre -development time of concentration calculations utilize a
combination of overland sheet flow and shallow concentrated flow to determine the longest possible scenarios
with a minimum 5 minute time interval. These calculations are outlined in Appendix B.
The Curve Number (CN) for the pre -development basin was computed as a combination of woods and open
areas (fields) with some impervious. Offsite areas used actual condition curve numbers where applicable.
These calculations resulted in a predevelopment CN of 74 for the drainage area of Phase 1. A NRCS soil data
table (Table 8.03e) from the NCDEQ Erosion and Sediment Control Planning and Design Manual depicting
the soils designation for the site is included in Appendix A.
4.0 Post Developed Conditions
The proposed development will include the construction of 180 single family detached homes, pavement and
hardscape with associated site grading. Phase 1's drainage area will utilize three BMP's at various points
within the drainage basin to provide the required water quality and detention volumes. The first BMP is a wet
pond (A1) located at the most westerly part of the development, on the west side of the stream crossing
connecting Phase 1 and Phase 2. The pond is located at the topographical low point of its' drainage basin on
the site and outfalls to the northwest toward the stream channel that cuts the site in half between Phase 1 and
Phase 2. This pond measures approximately 435' x 85' and contains two separate forebays and a single outfall
control structure. This is also the largest BMP in the entire drainage basin. The second BMP is a wet pond
(A2) located central to the site and adjacent to the road crossing leading to Phase 2, but on the east side of the
roadway. This pond measures approximately 145' x 75' and contains a single forebay and outfall control
structure. The third BMP in this drainage shed is a wet pond (A3) and is located along the northern portion of
the site, adjacent to the stream crossing that splits the site in two halves and between lots 62/63 and 70/71.
This BMP measures approximately 90' x 65' and contains a forebay as well as a single outfall structure.
These 3 BMP's will capture runoff from the entirety of Phase 1, excluding the small area of bypass. All these
BMPs will eventually have their drainage reach Point of Analysis A.
All of these devices are being utilized for primary detention as well as for water quality treatment. They have
been modeled to mitigate the sites requirements for post development flow and water quality. Calculations in

The Cottages at Wingate 7516-C-NC
Stormwater Management Report June 7, 2022
Appendix B (see Hydrograph Return Period Recap, Page 1) have been provided to show that the detention
system is adequately sized for the 2-year and 10-year storm events, and adequately size to safely convey the
100-year 24-hour storm event. Any increase in peak flow in the bypass drainage sheds from Pre and Post
development conditions has been accounted for with the over -detention of the flow from the development
onsite within each wet pond.
The composite Curve Numbers were calculated for each post developed basins and are summarized below.
• Pre -Development Area A: 74
• Post Development Area Al: 83
• Post Development Area A2: 83
• Post Development Area A3: 81
• Post Development Area A -Bypass: 76
See Post Development Drainage Area Map.
A comparison of pre -developed, post -developed, and detained peak flows is shown below. The pre -
development peak flows (Hyd. No. 2) should be compared to the total post -development peak flows (Hyd.
No. 10). The drainage area reduces it' respective peak flow rates from pre -developed to post -developed
conditions utilizing the wet pond detention. These BMPs's have been oversized to account for the un-detained
flows from the respective bypass drainage sheds. Complete calculations including time of concentration and
full hydrographs for the 2-year, 10-year, and 100-year 24-hour storm events are included in Appendix B.
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (ds)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
10D-yr
1
SGS Runoff
162.81
250.44
396.51
519.33
699.35
850.20
1010.95
TOTAL PRE-DEV
2
SGS Runoff
97.80
132.87
207.55
269.94
361.36
437.55
518.59
PRE-DEV PHASE 1
3
SCS Runoff
67.63
91.11
127.68
156.86
198.04
231.31
266.10
POST DEV Al
4
Reservoir
3
3.782
8.054
15.05
1962.
24.54
28.30
35.96
WET POND A7
5
SCS Runoff
26.01
35.04
49.11
60.33
76.17
88.97
102.35
POST DEV A2
6
Reservoir
5
3226
5.832
8.101
9.399
10.84
11.74
14.92
WET POND A2
7
SCS Runoff
12.06
16.46
23.49
29.15
37.17
43.67
50.48
POST DEV A3
8
Reservoir
7
1.731
4.548
7.051
8.360
9.685
10.56
11.34
WET POND A3
9
SGS Runoff
59.00
10124
153.91
197.92
261.80
314.44
376.18
PHASE 1 BYPASS
10
Combine
4,6.8.
76.54
118.69
133.64
234.97
306.64
364.84
432.11
COMBINED
9
5.0 Stormwater System
The storm water system consists of proposed reinforced concrete pipes, ranging in size from 15" up to 30",
conveying runoff to the proposed BMP's through a combination of underground pipes and catch basins.
Adequate cover has been provided for all pipes and all pipes are proposed as class 3 and class 4 reinforced
concrete pipe. The system has been modeled for a 10-year storm event for capacity and HGL. The results of
the system have been provided in Appendix C.

The Cottages at Wingate
Stormwater Management Report
6.0 Erosion Control
7516-C-NC
June 7, 2022
Erosion control will be provided by utilizing temporary sediment basins, perimeter silt fence, temporary
diversion ditch, and inlet protection where necessary. These mechanisms will be in place until the project is
stabilized. Upon approval of the NCDEQ inspector, these mechanisms can be removed and the final storm
drain measures can be put in place. Calculations for the sediment traps and sediment basins have been
provided in Appendix D.

The Cottages at Wingate
Stormwater Management Report
Appendix A
Hydrologic Soils Map and Summary Report
Curve Number Determinations
7516-C-NC
June 7, 2022

547II100
34o 59' 41" N J.
Hydrologic Soil Group —Union County, North Carolina
5474W 547700 548000 5483M 548600 5489M
34o 58' 42" N—
I
547100 547400 547700 548000 548300 548600
N Map Scale: 1:12,900 if printed on A landscape (11" x 8.5") sheet.
$ N Meters
0 150 300 E00 900
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
549800
11 M_ N 34' 59' 41" N
f N
"L 0 34o 58' 42" N
549800
5/23/2022
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Oct 30,
2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 5/23/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Badin channery silt
C
0.9
0.1 %
loam, 2 to 8 percent
slopes
BaC
Badin channery silt
C
16.2
2.1 %
loam, 8 to 15 percent
slopes
BdB2
Badin channery silty
C
321.7
41.1 %
clay loam, 2 to 8
percent slopes,
moderately eroded
BdC2
Badin channery silty
C
27.9
3.6%
clay loam, 8 to 15
percent slopes,
moderately eroded
BuB
Badin-Urban land
C
81.1
10.3%
complex, 2 to 8
percent slopes
ChA
Chewacla silt loam, 0 to
B/D
65.4
8.3%
2 percent slopes,
frequently flooded
CmB
Cid channery silt loam, 1
D
67.9
8.7%
to 5 percent slopes
GsB
Goldston-Badin
D
36.5
4.7%
complex, 2 to 8
percent slopes
GsC
Goldston-Badin
D
74.9
9.6%
complex, 8 to 15
percent slopes
GsE
Goldston-Badin
D
21.6
2.8%
complex, 15 to 45
percent slopes
TaB
Tarrus gravelly silt loam,
B
57.3
7.3%
2 to 8 percent slopes
TbB2
Tarrus gravelly silty clay
B
9.1
1.2%
loam, 2 to 8 percent
slopes, moderately
eroded
Ud
Udorthents, loamy
C
2.2
0.3%
W
Water
0.8
0.1 %
Totals for Area of Interest
783.4
100.0%
USDA Natural Resources Web Soil Survey 5/23/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 5/23/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
---------------------------------------Cover Description------------------------- --------- hydrologic soil g^roup-------
Cover type and hydrologic condition Average percent
impervious area A FBI
F]c
FD
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3:
Poor condition (grass cover < 50%) ...........................
Fair condition (grass cover 50% to 75%) ....................
Good condition (grass cover > 75%) ..........................
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) .............................................
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)................................................................
Paved; open ditches (including right-of-way) ..............
Gravel (including right-of-way) ....................................
Dirt (including right-of-way) .........................................
Urban districts:
Commercial and business ..............................................
Industrial.........................................................................
Residential districts by average lot size:
1/8 acre or less (town houses) ........................................
1/4 acre...........................................................................
1/3 acre...........................................................................
1/2 acre...........................................................................
1 acre..............................................................................
2 acres............................................................................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) 4 .............................
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
EMININ
MMEMEM
MMININ
83
89
92
93
76
85
89
91
72
82
87
89
85 89
92
94
95
72 81
88
91
93
65 77
85
90
92
38 61
75
83
87
30 57
72
81
86
25 54
70
80
85
20 51
68
79
84
12 46
65
77
82
77 86 91 94
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rev. 6/06 8.03.17

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
---------------------------Cover description ------------------------------- --------------hydrologic soil groups -----------
Hydrologic77
Cover type conditions3 A C D
Pasture, grassland, or range— Poor 68
n79
86
89
continuous forage for grazing. 2
Fair 49
79
84
Good 39
61
74
80
Meadow —continuous grass, protected — 30
58
71
78
from grazing and generally mowed for
hay.
Brush —brush -weed -grass mixture with Poor 48
67
77
83
brush the major element. 3
Fair 35
56
70
77
Good 304
48
65
73
Woods —grass combination (orchard or Poor 57
73
82
86
tree farm). 5
Fair 43
65
76
82
Good 32
58
72
79
Woods .6 Poor 45
66
77
83
Fair 36
60
73
79
Good 304
55
70
74
__f82
H86
Farmsteads—buildings, lanes, — 59
driveways, and surrounding lots.
1 Average runoff condition, and la= 0.2S.
2 Poor.' <50% ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor.' <50% ground cover.
Fair: 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev. 6/06 8.03.19

The Cottages at Wingate
Stormwater Management Report
7516-C-NC
June 7, 2022
Appendix B
Pre -Development Drainage Area Map
Post -Development Drainage Area Map
Water Quality Volume (WQv) and Peak Flow Calculations (I-inchrainfall)
Stormwater Hydrographs (2-yr, 10-yr, and 100-yr 24-hr)

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Weighted Curve
Number Calculations
EAGLE ENGINEERING
4# V.—
Project
Cottages at Wingate
Client
Moser Group
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
Project #
7516
Date
5/25/2022
Designation
Pre -Development
Designer
MDP
Pre -Developed Area A L— Total Area: 121.99 ac
Acreage
Land Use
Hydrologic
Group
CN
Weighted CN
(Acreage/ Total Area)X(CN)
10.78
Impervious
-
98
8.7
0.76
Water
-
98
0.6
6.14
Open Space (Lawn)
B
61
3.1
4.69
Woods
B
55
2.1
21.62
Open Space (Lawn)
C
74
13.1
47.55
Woods
C
70
27.3
4.50
Open Space (Lawn)
D
80
3.0
25.95
Woods
D
77
16.4
121.99
CN PRE =
74
EAGLE ENGINEERING, INC. PRE DEV - PHASE 1
2013 VAN BUREN AVENUE, STE A 7516 - CN Pre.xls
INDIAN TRAIL, NC 28079 6/10/2022

Weighted Curve
Number Calculations
EAGLE ENGINEERING
4# V.—
Project
Cottages at Wingate
Client
Moser Group
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
Project #
7516
Date
5/25/2022
Designation
Bypass
Designer
MDP
Bypass Area A L— Total Area: 78.05 ac
Acreage
Land Use
Hydrologic
Group
CN
Weighted CN
(Acreage/ Total Area)X(CN)
10.77
Impervious
-
98
13.5
0.50
Water
-
98
0.6
1.91
Open Space (Lawn)
B
61
1.5
3.23
Woods
B
55
2.3
7.69
Open Space (Lawn)
C
74
7.3
31.17
Woods
C
70
28.0
2.43
Open Space (Lawn)
D
80
2.5
20.35
Woods
D
77
20.1
78.05
CN PRE =
76
EAGLE ENGINEERING, INC. BYPASS - PHASE 1
2013 VAN BUREN AVENUE, STE A 7516 - CN Pre.xls
INDIAN TRAIL, NC 28079 6/10/2022

Wet Detention Pond E N GI NEE R
PROJECT: Cottages at Wingate CLIENT: The Moser Group
PROJ. #: 7516 DATE: 4/15/2023 2013A Van Buren Avenue
PHASE: POND#Al DESIGN BY: MDP Indian Mrai1,NC28079
Wet Detention Pond - NCDEQ BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 1,194,724 Ftz 27.43 ac.
New Impervious Area = 463,280 Ftz 10.64 ac.
Impervious Fraction (IA) = 0.39 39 %
Rv = 0.05+0.9(IA) = 0.40 Runoff Coefficient
Water Quality Volume Required (WQV) = 39,724 ft3
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (Rp) = 1.0 in.
Runoff Coefficient (Rv) = 0.40 unitless
Watershed Area (A) = 27.43 ac. WQV Volume Calculation
WQV Elev. = 513.00
WQV provided = 49,853 ft3 OK
512
46,581
0
0
512.5
49,839
24,105
24,105
513
53,152
25,748
49,853
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (dav) = 3.4 ft 3.0 ft. (rounded down)
da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation
Area at bottom of shelf =
Area at perm. Pool =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
36,137 Abot shelf (ft)
36,137 Apermyool (ft z)
26,269 Abotyond (ft)
Contour
Area
Volume
Net Vol
508
26,269
0
0
509
28,690
27,480
27,480
510
31,141
29,916
57,395
511
33,624
32,383
89,778
512
1 36,137
1 34,881
1 124,658
4.00
Depth (ft)
124,658
ft3
39
%
1.47
%
17,544
ftz
36,137
ftz
100
ft
50
ft
2.0
:1
-based on assumed bottom, add V to design pond bottom to
provide add'I sediment storage
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0
3.5
4.0
40
1.51
1.38
1.24
50
1.71_
1.65
1.51
60
2.09
1.93
1.77
Values from Table: 1
(NCDEQStormwater Design Manual -Section C-3)
Region: Piedmont
Efficiency: 90 %
EEI Project No. 6700
Wet Detention Pond
Page 1

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
2-day Avg Discharge (Qza") =
5-day Avg Discharge (Q5a") =
Average Discharge (Q) =
Discharge Coefficient (CD) _
X-sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) =
WQV Outlet Device
3.5 in.
Q = CD A (29(Ho/3))D.s
0.2885 cfs (max.)
0.1154 cfs (min.)
16 cfs (provided)
0.0668 ftz
32.2 ft/seC
0.2847 ft
Days to Discharge WQV 3.36
OK
Ho = Driving Head (ft), measured from the centroid of the
orifice area to the water surface
Note: Use Ho/3 to compute drawdown to reflect
the fact that head is decreasing as drawdown
occurs
Forebav Volume Calculation
Forebay Design
Forebay Vol. Required(min.): 18,699 f? (15% main pool)
Approx. Area Required: 4,675 fe
Vol. Provided: 20,643 fe OK
Area Provided: 7,078 fe OK
Design Percentage of Main Pond 17% OK
(15-20% Req'd)
Contour
Area
Volume
Net Vol
508
3400
0
0
509
4225
3,813
3,813
510
5114
4,670
8,482
511
6065
5,590
14,072
512
7078
6,572
20,643
The area and volume values shown above are the
EEI Project No. 6700
Wet Detention Pond
Page 2

Wet Detention Pond E N G I N E E R
PROJECT: Cottages at Wingate CLIENT: The Moser Group
PROJ. #: 7516 DATE: 4/15/2023 2013A Van Buren Avenue
PHASE: POND#A2 DESIGN BY: MDP Indian Trail, NC28079
Wet Detention Pond - NCDEQ BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 459,674 Ftz
New Impervious Area = 174,676 Ftz
Impervious Fraction (IA) = 0.38 38 %
Rv = 0.05+0.9(IA) = 0.39 Runoff Coefficient
Water Quality Volume Required (WQV) = 15,016 ft3
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (Rp) = 1.0 in.
Runoff Coefficient (Rv) = 0.39 unitless
Watershed Area (A) = 10.55 ac.
WQV Elev. = 515.00
WQV provided = 15,167 ft3 OK
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (dav) = 3.3 ft 3.0 ft. (rounded down)
da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation
10.55 ac.
4.01 ac.
Area at bottom of shelf =
Area at perm. Pool =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
WQV Volume Calculation
514
13,399
0
0
514.5
15,146
7,136
7,136
515
16,975
8,030
15,167
z
10,853 Abot shelf (ft)
10,853 Apermyool (ft)513
z
7,258 Abotyond (ft)
Contour
Area
Volume
Net Vol
510
7,258
0
0
511
8,108
7,683
7,683
512
8,991
8,550
16,233
9,906
9,449
25,681
514
10,853
10,380
36,061
4.00
Depth (ft)
36,061
ft3
38
%
1.44
%
6,628
ft,
10,853
ftz
100
ft
50
ft
2.0
:1
-based on assumed bottom, add V to design pond bottom to
provide add'I sediment storage
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0
3.5
4.0
40
1.51
1.38
1.24
50
1.79
1.65
1.5.
60
2.09
1.93
1.77
Values from Table: 1
(NCDEQ Stormwater Design Manual - Section C-3)
Region: Piedmont
Efficiency: 90 %
EEI Project No. 6700
Wet Detention Pond
Page 1

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
WQV Outlet Device
2 in.
Q = Co A (29(Ho/3))o.s
2-day Avg Discharge (Qza") =
0.0878
cfs (max.)
5-day Avg Discharge (Q5a") =
0.0351
cfs (min.)
Average Discharge (Q) =
Icfs
(provided)
Discharge Coefficient (Co) _
X-sect area of orifice (A) =
0.0218
ftz
Accel. due to gravity (g) =
32.2
ft/secz
Avg. driving head (Ho) =
0.3056
ft
Days to Discharge WQV
Ho = Driving Head (ft), measured from the centroid of the
orifice area to the water surface
Note: Use Ho/3 to compute drawdown to reflect
the fact that head is decreasing as drawdown
occurs
Forebay Design
Forebay Vol. Required(min.): 5,409 ft3 (15% main pool)
Approx. Area Required: 1,352 ftz
Vol. Provided: 6,280 ft3 OK
Area Provided: 2,546 ftz OK
Design Percentage of Main Pond 17% OK
(15-20% Req'd)
Forebav Volume Calculation
Contour
Area
Volume
Net Vol
510
666
0
0
511
1093
880
880
512
1548
1,321
2,200
513
2033
1,791
3,991
514
2546
2,290
6,280
The area and volume values shown above are the
EEI Project No. 6700
Wet Detention Pond
Page 2

Wet Detention Pond E N G I N E E R
PROJECT: Cottages at Wingate CLIENT: The Moser Group
PROJ. #: 7516 DATE: 4/15/2023 2013A Van Buren Avenue
PHASE: POND #A3 DESIGN BY: KAP Indian Trail, NC 28079
Wet Detention Pond - NCDEQ BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 233,461 Ftz
New Impervious Area = 65,776 Ftz
Impervious Fraction (IA) =
0.28
28 %
Rv = 0.05+0.9(IA) =
0.30
Runoff Coefficient
Water Quality Volume Required (WQV) =
5,906 ft3
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (Rp) =
1.0
in.
Runoff Coefficient (Rv) =
0.30
unitless
Watershed Area (A) =
5.36
ac.
WQV Elev. =
533.00
WQV provided =
7,785
ft3 OK
5.36 ac.
1.51 ac.
WQV Volume Calculation
532
6,786
0
0
532.5
7,770
3,639
3,639
533
8,812
4,146
7,785
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (da") = 4.0 ft 4.0 ft. (rounded down)
da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation
Area at bottom of shelf =
Area at perm. Pool =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
4,067 Abot shelf (ftz)
4,067 Apermyool (ft z)
2,258 Abotyond (ft z )
Contour
Area
Volume
Net Vol
526
1,537
0
0
527
1,881
1,709
1,709
528
2,258
2,070
3,779
529
2,667
2,463
6,241
530
3,104
2,886
9,127
531
3,571
3,338
12,464
532
4,067
3,819
16,283
4.00
Depth (ft)
16,283
ft3
28
%
0.89
%
2088,
ftz
4,067
ftz
100
ft
50
ft
2.0
:1
-based on assumed bottom, add V to design pond bottom to
provide add'I sediment storage
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0
3.5
4.0
40
1.SI
1.38
I.L4
50
1.79
1.65
1.51
60
1 2.09
1.93
1 1.77
Values from Table: 1
(NCDEQ Stormwater Design Manual - Section C-3)
Region: Piedmont
Efficiency: 90 %
EEI Project No. 7516
Wet Detention Pond
Page 1

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
WQV Outlet Device
5 in.
Q = Co A (29(Ho/3))o.s
2-day Avg Discharge (Qza") =
0.0450
cfs (max.)
5-day Avg Discharge (Q5a") =
0.0180
cfs (min.)
Average Discharge (Q) =
Icfs
(provided)
Discharge Coefficient (Co) _
X-sect area of orifice (A) =
0.0123
ftz
Accel. due to gravity (g) =
32.2
ft/secz
Avg. driving head (Ho) =
0.3125
ft
Days to Discharge WQV
Ho = Driving Head (ft), measured from the centroid of the
orifice area to the water surface
Note: Use Ho/3 to compute drawdown to reflect
the fact that head is decreasing as drawdown
occurs
Forebay Design
Forebay Vol. Required(min.): 2,442 ft3 (15% main pool)
Approx. Area Required: 611 ftz
Vol. Provided: 2,963 ft3 OK
Area Provided: 1,640 ftz OK
Design Percentage of Main Pond 18% OK
(15-20% Req'd)
Forebav Volume Calculation
Contour
Area
Volume
Net Vol
0
0
529
442
0
0
530
761
602
602
531
1161
961
1,563
532
1640
1,401
2,963
The area and volume values shown above are the
EEI Project No. 7516
Wet Detention Pond
Page 2

Hydraflow Table of Contents 7516-Wingate Hydrographs.gpw
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Tuesday, 07 / 26 / 2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No.
1, SCS Runoff, TOTAL PRE-DEV..................................................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1..............................................................
6
TR-55 Tc Worksheet...........................................................................................................
7
Hydrograph No.
3, SCS Runoff, POST DEV Al .......................................................................
8
Hydrograph No.
4, Reservoir, WET POND Al .........................................................................
9
Pond Report
- WET POND Al ...........................................................................................
10
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
12
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
13
Pond Report
- WET POND A2...........................................................................................
14
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
16
Hydrograph No.
8, Reservoir, WET POND Aa......................................................................
17
Pond Report
- WET POND A3...........................................................................................
18
Hydrograph No.
9, SCS Runoff, PHASE 1 BYPASS..............................................................
20
TR-55 Tc Worksheet.........................................................................................................
21
Hydrograph No.
10, Combine, COMBINED...........................................................................
22
2 - Year
SummaryReport
.......................................................................................................................
23
HydrographReports.................................................................................................................
24
Hydrograph No.
1, SCS Runoff, TOTAL PRE-DEV................................................................
24
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1............................................................
25
Hydrograph No.
3, SCS Runoff, POST DEV Al .....................................................................
26
Hydrograph No.
4, Reservoir, WET POND Al .......................................................................
27
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
28
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
29
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
30
Hydrograph No.
8, Reservoir, WET POND Aa......................................................................
31
Hydrograph No.
9, SCS Runoff, PHASE 1 BYPASS..............................................................
32
Hydrograph No.
10, Combine, COMBINED...........................................................................
33
5 - Year
SummaryReport
.......................................................................................................................
34
HydrographReports.................................................................................................................
35
Hydrograph No.
1, SCS Runoff, TOTAL PRE-DEV................................................................
35
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1............................................................
36
Hydrograph No.
3, SCS Runoff, POST DEV Al .....................................................................
37
Hydrograph No.
4, Reservoir, WET POND Al .......................................................................
38
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
39
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
40
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
41

Contents continued...
7516 -Wingate Hydrographs.gpw
Hydrograph No. 8, Reservoir, WET POND Aa...................................................................... 42
Hydrograph No. 9, SCS Runoff, PHASE 1 BYPASS.............................................................. 43
Hydrograph No. 10, Combine, COMBINED........................................................................... 44
10 -Year
SummaryReport
.......................................................................................................................
45
HydrographReports.................................................................................................................
46
Hydrograph No.
1, SCS Runoff, TOTAL PRE-DEV................................................................
46
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1............................................................
47
Hydrograph No.
3, SCS Runoff, POST DEV Al .....................................................................
48
Hydrograph No.
4, Reservoir, WET POND Al .......................................................................
49
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
50
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
51
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
52
Hydrograph No.
8, Reservoir, WET POND Aa......................................................................
53
Hydrograph No.
9, SCS Runoff, PHASE 1 BYPASS..............................................................
54
Hydrograph No.
10, Combine, COMBINED...........................................................................
55
25 - Year
SummaryReport
.......................................................................................................................
56
HydrographReports.................................................................................................................
57
Hydrograph No.
1, SCS Runoff, TOTAL PRE-DEV................................................................
57
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1............................................................
58
Hydrograph No.
3, SCS Runoff, POST DEV Al .....................................................................
59
Hydrograph No.
4, Reservoir, WET POND Al .......................................................................
60
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
61
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
62
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
63
Hydrograph No.
8, Reservoir, WET POND Aa......................................................................
64
Hydrograph No.
9, SCS Runoff, PHASE 1 BYPASS..............................................................
65
Hydrograph No.
10, Combine, COMBINED...........................................................................
66
50 - Year
SummaryReport
.......................................................................................................................
67
HydrographReports.................................................................................................................
68
Hydrograph No.
1, SCS Runoff, TOTAL PRE-DEV................................................................
68
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1............................................................
69
Hydrograph No.
3, SCS Runoff, POST DEV Al .....................................................................
70
Hydrograph No.
4, Reservoir, WET POND Al .......................................................................
71
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
72
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
73
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
74
Hydrograph No.
8, Reservoir, WET POND Aa......................................................................
75
Hydrograph No.
9, SCS Runoff, PHASE 1 BYPASS..............................................................
76
Hydrograph No.
10, Combine, COMBINED...........................................................................
77
100 - Year
SummaryReport....................................................................................................................... 78
HydrographReports................................................................................................................. 79
Hydrograph No. 1, SCS Runoff, TOTAL PRE-DEV................................................................ 79

Contents continued...
7516 -Wingate Hydrographs.gpw
Hydrograph No.
2, SCS Runoff, PRE-DEV PHASE 1............................................................
80
Hydrograph No.
3, SCS Runoff, POST DEV Al .....................................................................
81
Hydrograph No.
4, Reservoir, WET POND Al .......................................................................
82
Hydrograph No.
5, SCS Runoff, POST DEV A2.....................................................................
83
Hydrograph No.
6, Reservoir, WET POND A2.......................................................................
84
Hydrograph No.
7, SCS Runoff, POST DEV A3.....................................................................
85
Hydrograph No.
8, Reservoir, WET POND A3.......................................................................
86
Hydrograph No.
9, SCS Runoff, PHASE 1 BYPASS..............................................................
87
Hydrograph No.
10, Combine, COMBINED...........................................................................
88
OFReport.................................................................................................................. 89

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
1
2
3
5
7
ED
9
Legend
yd. Origin
Description
12
1 SCS Runoff
TOTAL PRE-DEV
CD
2 SCS Runoff
PRE-DEV PHASE 1
10
3 SCS Runoff
POST DEV Al
4 Reservoir
WET PONDA1
5 SCS Runoff
POST DEV A2
6 Reservoir
WET PONDA2
7 SCS Runoff
POST DEV A3
8 Reservoir
WET PONDA3
9 SCS Runoff
PHASE 1 BYPASS
10 Combine
COMBINED
12 SCS Runoff
STREAM CULVERT
Project: 7516 -
Wingate Hydrographs.gpw
Tuesday, 07 / 26 / 2022

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
------
162.81
250.44
-------
396.61
519.33
699.35
850.20
1010.95
TOTAL PRE-DEV
2
SCS Runoff
------
87.80
132.87
-------
207.55
269.94
361.36
437.55
518.58
PRE-DEV PHASE 1
3
SCS Runoff
------
67.63
91.11
-------
127.68
156.86
198.04
231.31
266.10
POST DEV Al
4
Reservoir
3
3.782
8.054
-------
15.05
19.62
24.54
28.30
35.96
WET POND Al
5
SCS Runoff
------
26.01
35.04
-------
49.11
60.33
76.17
88.97
102.35
POST DEV A2
6
Reservoir
5
3.226
5.832
-------
8.101
9.399
10.84
11.74
14.92
WET POND A2
7
SCS Runoff
------
12.06
16.46
-------
23.49
29.15
37.17
43.67
50.48
POST DEV A3
8
Reservoir
7
1.731
4.548
-------
7.051
8.360
9.685
10.56
11.34
WET POND A3
9
SCS Runoff
------
69.00
101.24
-------
153.91
197.92
261.80
314.44
370.18
PHASE 1 BYPASS
10
Combine
4, 6, 8,
76.54
118.69
-------
183.64
234.97
306.64
364.84
432.11
COMBINED
9
12
SCS Runoff
------
57.40
83.14
-------
125.03
159.83
210.12
251.45
295.13
STREAM CULVERT
Proj. file: 7516 - Wingate Hydrographs.gpw
Tuesday, 07 / 26 / 2022

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
162.81
2
734
778,150
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
87.80
2
734
412,915
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
67.63
2
716
136,538
------
------
------
POST DEV Al
4
Reservoir
3.782
2
780
132,595
3
513.50
77,162
WET POND Al
5
SCS Runoff
26.01
2
716
52,515
------
------
------
POST DEV A2
6
Reservoir
3.226
2
736
50,822
5
515.46
24,684
WET POND A2
7
SCS Runoff
12.06
2
718
24,240
------
------
------
POST DEV A3
8
Reservoir
1.731
2
730
23,619
7
533.30
10,627
WET POND A3
9
SCS Runoff
69.00
2
732
291,405
------
------
------
PHASE 1 BYPASS
10
Combine
76.54
2
732
498,441
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
57.40
2
732
239,997
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 1 Year
Tuesday, 07 / 26 / 2022

4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Peak discharge
= 162.81 cfs
Storm frequency
= 1 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 778,150 cuft
Drainage area
= 243.450 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 30.30 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
TOTAL PRE-DEV
Hyd. No. 1 -- 1 Year
1 1 1 .1 :1 .11 1 1 •.1 1:1 11 III C, 1 1 .1
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.64
0.00
0.00
Land slope (%)
= 1.50
0.00
0.00
Travel Time (min)
= 22.59 +
0.00 +
0.00 =
22.59
Shallow Concentrated Flow
Flow length (ft)
= 1012.00
0.00
0.00
Watercourse slope (%)
= 3.85
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.17
0.00
0.00
Travel Time (min)
= 5.33 +
0.00 +
0.00 =
5.33
Channel Flow
X sectional flow area (sqft)
= 20.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope (%)
= 2.07
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=18.15
0.00
0.00
Flow length (ft)
({0})2626.0
0.0
0.0
Travel Time (min)
= 2.41 +
0.00 +
0.00 =
2.41
Total Travel Time, Tc..............................................................................
30.30 min

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 87.80 cfs
Storm frequency
= 1 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 412,915 cuft
Drainage area
= 121.990 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 30.30 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
PRE-DEV PHASE 1
Hyd. No. 2 -- 1 Year
1 1 1 •1 :1 •11 1 1 •.1 1:1 11 III C, 1 1 •1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

I
0
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.64
0.00
0.00
Land slope (%)
= 1.50
0.00
0.00
Travel Time (min)
= 22.59 +
0.00 +
0.00 =
22.59
Shallow Concentrated Flow
Flow length (ft)
= 1012.00
0.00
0.00
Watercourse slope (%)
= 3.85
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.17
0.00
0.00
Travel Time (min)
= 5.33 +
0.00 +
0.00 =
5.33
Channel Flow
X sectional flow area (sqft)
= 20.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope (%)
= 2.07
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=18.15
0.00
0.00
Flow length (ft)
({0})2626.0
0.0
0.0
Travel Time (min)
= 2.41 +
0.00 +
0.00 =
2.41
Total Travel Time, Tc..............................................................................
30.30 min

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 27.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
70.00
50.00
40.00
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DEV Al
Hyd. No. 3 -- 1 Year
Tuesday, 07 / 26 / 2022
= 67.63 cfs
= 716 min
= 136,538 cuft
= 83*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
70.00
*1 01
50.00
40.00
30.00
20.00
10.00
0.00 '1 1 1 --.W►-- ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 3.782 cfs
Storm frequency
= 1 yrs
Time to peak
= 780 min
Time interval
= 2 min
Hyd. volume
= 132,595 cuft
Inflow hyd. No.
= 3 - POST DEV Al
Max. Elevation
= 513.50 ft
Reservoir name
= WET POND Al
Max. Storage
= 77,162 cuft
Storage Indication method used.
Q (cfs)
70.00
50.00
40.00
30.00
10.00
0.00
0 600
— Hyd No. 4
WET POND Al
Hyd. No. 4 -- 1 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 ® Total storage used = 77,162 cult

Pond
Report
10
Hydraflow Hydrographs Extension for
Autodesk@ Civil
3D@ by Autodesk,
Inc. v2023
Tuesday, 07 / 26 / 2022
Pond No.
1 - WET POND Al
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation = 512.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
512.00
46,582
0
0
1.00
513.00
53,152
49,826
49,826
2.00
514.00
56,522
54,823
104,649
3.00
515.00
59,948
58,221
162,870
4.00
516.00
63,432
61,676
224,545
5.00
517.00
66,971
65,187
289,732
6.00
518.00
70,567
68,754
358,487
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrFRsr]
[A]
[B]
[C] [D]
Rise (in)
= 24.00
3.50 0.00
0.00
Crest Len (ft)
= 16.00
3.00
20.00 0.00
Span (in)
= 24.00
3.50 0.00
0.00
Crest El. (ft)
= 516.00
513.00
517.00 0.00
No. Barrels
= 1
1 0
0
WeirCoeff.
= 3.33
3.33
3.33 3.33
Invert El. (ft) = 512.00
512.00 0.00
0.00
Weir Type
= 1
Rect
Ciplti ---
Length (ft)
= 50.00
0.00 0.00
0.00
Multi -Stage
= Yes
Yes
No No
Slope (%)
= 2.00
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
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
CIvA
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
0.00
0 512.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- ---
0.000
0.10
4,983 512.10
0.02 is
0.02 is ---
--- 0.00
0.00
0.00
--- --- ---
0.021
0.20
9,965 512.20
0.07 is
0.07 is ---
--- 0.00
0.00
0.00
--- --- ---
0.073
0.30
14,948 512.30
0.13 is
0.13 is ---
--- 0.00
0.00
0.00
--- --- ---
0.126
0.40
19,930 512.40
0.16 is
0.16 is ---
--- 0.00
0.00
0.00
--- --- ---
0.159
0.50
24,913 512.50
0.18 is
0.18 is ---
--- 0.00
0.00
0.00
--- --- ---
0.185
0.60
29,896 512.60
0.22 is
0.21 is ---
--- 0.00
0.00
0.00
--- --- ---
0.208
0.70
34,878 512.70
0.24 is
0.23 is ---
--- 0.00
0.00
0.00
--- --- ---
0.229
0.80
39,861 512.80
0.25 is
0.25 is ---
--- 0.00
0.00
0.00
--- --- ---
0.249
0.90
44,843 512.90
0.27 is
0.27 is ---
--- 0.00
0.00
0.00
--- --- ---
0.269
1.00
49,826 513.00
0.29 is
0.29 is ---
--- 0.00
0.00
0.00
--- --- ---
0.286
1.10
55,308 513.10
0.60 is
0.29 is ---
--- 0.00
0.32
0.00
--- --- ---
0.602
1.20
60,790 513.20
1.20 is
0.28 is ---
--- 0.00
0.89
0.00
--- --- ---
1.174
1.30
66,273 513.30
1.92 is
0.27 is ---
--- 0.00
1.64
0.00
--- --- ---
1.916
1.40
71,755 513.40
2.81 is
0.27 is ---
--- 0.00
2.53
0.00
--- --- ---
2.797
1.50
77,237 513.50
3.80 is
0.26 is ---
--- 0.00
3.53
0.00
--- --- ---
3.795
1.60
82,720 513.60
4.90 is
0.26 is ---
--- 0.00
4.64
0.00
--- --- ---
4.900
1.70
88,202 513.70
6.06 is
0.26 is ---
--- 0.00
5.79 s
0.00
--- --- ---
6.044
1.80
93,684 513.80
7.16 is
0.25 is ---
--- 0.00
6.86 s
0.00
--- --- ---
7.117
1.90
99,167 513.90
8.28 is
0.25 is ---
--- 0.00
7.93 s
0.00
--- --- ---
8.180
2.00
104,649 514.00
9.27 is
0.25 is ---
--- 0.00
9.01 s
0.00
--- --- ---
9.267
2.10
110,471 514.10
10.44 is
0.25 is ---
--- 0.00
10.10 s
0.00
--- --- ---
10.35
2.20
116,293 514.20
11.46 is
0.25 is ---
--- 0.00
11.20 s
0.00
--- --- ---
11.46
2.30
122,115 514.30
12.55 is
0.25 is ---
--- 0.00
12.30 s
0.00
--- --- ---
12.55
2.40
127,937 514.40
13.59 is
0.25 is ---
--- 0.00
13.34 s
0.00
--- --- ---
13.59
2.50
133,759 514.50
14.58 is
0.25 is ---
--- 0.00
14.33 s
0.00
--- --- ---
14.58
2.60
139,581 514.60
15.43 is
0.24 is ---
--- 0.00
15.19 s
0.00
--- --- ---
15.43
2.70
145,403 514.70
16.30 is
0.24 is ---
--- 0.00
16.07 s
0.00
--- --- ---
16.30
2.80
151,225 514.80
17.14 is
0.23 is ---
--- 0.00
16.91 s
0.00
--- --- ---
17.14
2.90
157,048 514.90
17.94 is
0.23 is ---
--- 0.00
17.71 s
0.00
--- --- ---
17.94
3.00
162,870 515.00
18.70 is
0.22 is ---
--- 0.00
18.48 s
0.00
--- --- ---
18.70
3.10
169,037 515.10
19.43 is
0.22 is ---
--- 0.00
19.21 s
0.00
--- --- ---
19.43
3.20
175,205 515.20
20.13 is
0.21 is ---
--- 0.00
19.91 s
0.00
--- --- ---
20.12
3.30
181,372 515.30
20.79 is
0.21 is ---
--- 0.00
20.59 s
0.00
--- --- ---
20.79
3.40
187,540 515.40
21.44 is
0.20 is ---
--- 0.00
21.24 s
0.00
--- --- ---
21.44
3.50
193,707 515.50
22.06 is
0.20 is ---
--- 0.00
21.86 s
0.00
--- --- ---
22.06
Continues on next page...

11
WET POND Al
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.60
199,875
515.60
22.66 is
3.70
206,043
515.70
23.23 is
3.80
212,210
515.80
23.79 is
3.90
218,378
515.90
24.34 is
4.00
224,545
516.00
24.86 is
4.10
231,064
516.10
25.57 is
4.20
237,583
516.20
26.32 is
4.30
244,101
516.30
26.95 is
4.40
250,620
516.40
27.49 is
4.50
257,139
516.50
27.99 is
4.60
263,657
516.60
28.45 is
4.70
270,176
516.70
28.90 is
4.80
276,695
516.80
29.32 is
4.90
283,214
516.90
29.74 is
5.00
289,732
517.00
30.14 is
5.10
296,608
517.10
30.53 is
5.20
303,483
517.20
30.92 is
5.30
310,359
517.30
31.29 is
5.40
317,234
517.40
31.66 is
5.50
324,109
517.50
32.03 is
5.60
330,985
517.60
32.39 is
5.70
337,860
517.70
32.75 is
5.80
344,736
517.80
33.10 is
5.90
351,611
517.90
33.45 is
6.00
358,487
518.00
33.79 is
... End
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User Total
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.19 is ---
--- 0.00
22.46 s
0.00
--- --- --- 22.65
0.19 is ---
--- 0.00
23.04 s
0.00
--- --- --- 23.23
0.18 is ---
--- 0.00
23.61 s
0.00
--- --- --- 23.79
0.18 is ---
--- 0.00
24.15 s
0.00
--- --- --- 24.33
0.18 is ---
--- 0.00
24.69 s
0.00
--- --- --- 24.86
0.16 is ---
--- 1.68
23.72 s
0.00
--- --- --- 25.56
0.13 is ---
--- 4.66 s
21.53 s
0.00
--- --- --- 26.32
0.11 is ---
--- 6.99 s
19.84 s
0.00
--- --- --- 26.94
0.10 is ---
--- 8.88 s
18.51 s
0.00
--- --- --- 27.48
0.09 is ---
--- 10.47 s
17.42 s
0.00
--- --- --- 27.98
0.08 is ---
--- 11.85 s
16.52 s
0.00
--- --- --- 28.45
0.07 is ---
--- 13.06 s
15.77 s
0.00
--- --- --- 28.90
0.07 is ---
--- 14.13 s
15.11 s
0.00
--- --- --- 29.30
0.06 is ---
--- 15.10 s
14.56 s
0.00
--- --- --- 29.72
0.06 is ---
--- 15.98 s
14.08 s
0.00
--- --- --- 30.11
0.05 is ---
--- 16.80 s
13.68 s
2.11
--- --- --- 32.63
0.05 is ---
--- 17.52 s
13.30 s
5.95
--- --- --- 36.82
0.04 is ---
--- 18.22 s
12.98 s
10.94
--- --- --- 42.19
0.04 is ---
--- 18.89 s
12.71 s
16.84
--- --- --- 48.48
0.04 is ---
--- 19.49 s
12.45 s
23.54
--- --- --- 55.52
0.04 is ---
--- 20.08 s
12.23 s
30.94
--- --- --- 63.29
0.04 is ---
--- 20.66 s
12.05 s
38.99
--- --- --- 71.74
0.03 is ---
--- 21.19 s
11.86 s
47.64
--- --- --- 80.72
0.03 is ---
--- 21.64 s
11.67 s
56.84
--- --- --- 90.19
0.03 is ---
--- 22.16 s
11.55 s
66.60
--- --- --- 100.34

12
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 5
POST DEV A2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.01 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 52,515 cuft
Drainage area
= 10.550 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.010 x 98) + (6.540 x 74)] / 10.550
Q (cfs)
28.00
24.00
16.00
12.00
4.00
POST DEV A2
Hyd. No. 5 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
13
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 5 - POST DEV A2
Reservoir name
= WET POND A2
Storage Indication method used.
Q (cfs)
28.00
24.00
16.00
12.00
4.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WET POND A2
Hyd. No. 6 -- 1 Year
Tuesday, 07 / 26 / 2022
= 3.226 cfs
= 736 min
= 50,822 cuft
= 515.46 ft
= 24,684 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' ' _ ' 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
— Hyd No. 6 Hyd No. 5 ® Total storage used = 24,684 cult

Pond
Report
14
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2023
Tuesday, 07 / 26 / 2022
Pond No.
2 - WET POND A2
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation = 514.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
514.00
14,597
0
0
1.00
515.00
17,709
16,126
16,126
2.00
516.00
19,349
18,521
34,647
3.00
517.00
21,047
20,190
54,837
4.00
518.00
22,800
21,915
76,753
5.00
519.00
24,610
23,697
100,450
6.00
520.00
26,477
25,535
125,985
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrFRsr]
[A]
[B]
[C] [D]
Rise (in)
= 15.00
2.00 0.00
0.00
Crest Len (ft)
= 16.00
3.00
10.00 0.00
Span (in)
= 15.00
2.00 0.00
0.00
Crest El. (ft)
= 518.00
515.00
519.00 0.00
No. Barrels
= 1
1 0
0
WeirCoeff.
= 3.33
3.33
3.33 3.33
Invert El. (ft) = 514.00
514.00 0.00
0.00
Weir Type
= 1
Rect
Ciplti ---
Length (ft)
= 50.00
0.00 0.00
0.00
Multi -Stage
= Yes
Yes
No No
Slope (%)
= 1.00
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
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
CIvA
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
0.00
0 514.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- ---
0.000
0.10
1,613 514.10
0.01 is
0.01 is ---
--- 0.00
0.00
0.00
--- --- ---
0.015
0.20
3,225 514.20
0.04 is
0.04 is ---
--- 0.00
0.00
0.00
--- --- ---
0.036
0.30
4,838 514.30
0.05 is
0.05 is ---
--- 0.00
0.00
0.00
--- --- ---
0.047
0.40
6,451 514.40
0.06 is
0.06 is ---
--- 0.00
0.00
0.00
--- --- ---
0.057
0.50
8,063 514.50
0.07 is
0.07 is ---
--- 0.00
0.00
0.00
--- --- ---
0.065
0.60
9,676 514.60
0.08 is
0.07 is ---
--- 0.00
0.00
0.00
--- --- ---
0.073
0.70
11,288 514.70
0.08 is
0.08 is ---
--- 0.00
0.00
0.00
--- --- ---
0.080
0.80
12,901 514.80
0.09 is
0.09 is ---
--- 0.00
0.00
0.00
--- --- ---
0.086
0.90
14,514 514.90
0.09 is
0.09 is ---
--- 0.00
0.00
0.00
--- --- ---
0.092
1.00
16,126 515.00
0.10 is
0.10 is ---
--- 0.00
0.00
0.00
--- --- ---
0.098
1.10
17,978 515.10
0.41 is
0.09 is ---
--- 0.00
0.32
0.00
--- --- ---
0.410
1.20
19,831 515.20
1.01 is
0.09 is ---
--- 0.00
0.89
0.00
--- --- ---
0.983
1.30
21,683 515.30
1.73 is
0.09 is ---
--- 0.00
1.64
0.00
--- --- ---
1.727
1.40
23,535 515.40
2.61 is
0.08 is ---
--- 0.00
2.53
0.00
--- --- ---
2.607
1.50
25,387 515.50
3.61 is
0.07 is ---
--- 0.00
3.53 s
0.00
--- --- ---
3.605
1.60
27,239 515.60
4.36 oc
0.07 is ---
--- 0.00
4.30 s
0.00
--- --- ---
4.362
1.70
29,091 515.70
4.83 oc
0.06 is ---
--- 0.00
4.77 s
0.00
--- --- ---
4.827
1.80
30,943 515.80
5.35 oc
0.05 is ---
--- 0.00
5.29 s
0.00
--- --- ---
5.346
1.90
32,795 515.90
5.80 oc
0.05 is ---
--- 0.00
5.75 s
0.00
--- --- ---
5.797
2.00
34,647 516.00
6.20 oc
0.05 is ---
--- 0.00
6.15 s
0.00
--- --- ---
6.198
2.10
36,666 516.10
6.56 oc
0.04 is ---
--- 0.00
6.51 s
0.00
--- --- ---
6.558
2.20
38,685 516.20
6.89 oc
0.04 is ---
--- 0.00
6.85 s
0.00
--- --- ---
6.889
2.30
40,704 516.30
7.19 oc
0.04 is ---
--- 0.00
7.15 s
0.00
--- --- ---
7.193
2.40
42,723 516.40
7.48 oc
0.04 is ---
--- 0.00
7.44 s
0.00
--- --- ---
7.479
2.50
44,742 516.50
7.75 oc
0.03 is ---
--- 0.00
7.71 s
0.00
--- --- ---
7.748
2.60
46,761 516.60
8.01 oc
0.03 is ---
--- 0.00
7.97 s
0.00
--- --- ---
8.006
2.70
48,780 516.70
8.25 oc
0.03 is ---
--- 0.00
8.22 s
0.00
--- --- ---
8.251
2.80
50,799 516.80
8.49 oc
0.03 is ---
--- 0.00
8.46 s
0.00
--- --- ---
8.488
2.90
52,818 516.90
8.72 oc
0.03 is ---
--- 0.00
8.69 s
0.00
--- --- ---
8.714
3.00
54,837 517.00
8.94 oc
0.03 is ---
--- 0.00
8.91 s
0.00
--- --- ---
8.933
3.10
57,029 517.10
9.15 oc
0.03 is ---
--- 0.00
9.12 s
0.00
--- --- ---
9.145
3.20
59,221 517.20
9.35 oc
0.03 is ---
--- 0.00
9.33 s
0.00
--- --- ---
9.351
3.30
61,412 517.30
9.56 oc
0.02 is ---
--- 0.00
9.53 s
0.00
--- --- ---
9.555
3.40
63,604 517.40
9.75 oc
0.02 is ---
--- 0.00
9.72 s
0.00
--- --- ---
9.747
3.50
65,795 517.50
9.94 is
0.02 is ---
--- 0.00
9.91 s
0.00
--- --- ---
9.931
Continues on next page...

15
WET POND A2
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.60
67,987
517.60
10.12 is
3.70
70,178
517.70
10.29 is
3.80
72,370
517.80
10.46 is
3.90
74,561
517.90
10.63 is
4.00
76,753
518.00
10.80 is
4.10
79,123
518.10
10.97 is
4.20
81,492
518.20
11.14 is
4.30
83,862
518.30
11.31 is
4.40
86,232
518.40
11.46 is
4.50
88,601
518.50
11.62 is
4.60
90,971
518.60
11.77 is
4.70
93,341
518.70
11.92 is
4.80
95,710
518.80
12.07 is
4.90
98,080
518.90
12.21 is
5.00
100,450
519.00
12.35 is
5.10
103,003
519.10
12.49 is
5.20
105,557
519.20
12.63 is
5.30
108,110
519.30
12.77 is
5.40
110,664
519.40
12.91 is
5.50
113,217
519.50
13.04 is
5.60
115,771
519.60
13.18 is
5.70
118,325
519.70
13.31 is
5.80
120,878
519.80
13.44 is
5.90
123,432
519.90
13.57 is
6.00
125,985
520.00
13.70 is
... End
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User Total
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.02 is ---
--- 0.00
10.09 s
0.00
--- --- --- 10.11
0.02 is ---
--- 0.00
10.27 s
0.00
--- --- --- 10.29
0.02 is ---
--- 0.00
10.43 s
0.00
--- --- --- 10.45
0.02 is ---
--- 0.00
10.60 s
0.00
--- --- --- 10.62
0.02 is ---
--- 0.00
10.78 s
0.00
--- --- --- 10.79
0.02 is ---
--- 1.11 s
9.84 s
0.00
--- --- --- 10.97
0.01 is ---
--- 2.15 s
8.97 s
0.00
--- --- --- 11.13
0.01 is ---
--- 3.03 s
8.26 s
0.00
--- --- --- 11.30
0.01 is ---
--- 3.76 s
7.68 s
0.00
--- --- --- 11.45
0.01 is ---
--- 4.37 s
7.18 s
0.00
--- --- --- 11.56
0.01 is ---
--- 4.91 s
6.80 s
0.00
--- --- --- 11.72
0.01 is ---
--- 5.41 s
6.50 s
0.00
--- --- --- 11.91
0.01 is ---
--- 5.82 s
6.21 s
0.00
--- --- --- 12.04
0.01 is ---
--- 6.19 s
5.96 s
0.00
--- --- --- 12.15
0.01 is ---
--- 6.50 s
5.72 s
0.00
--- --- --- 12.22
0.01 is ---
--- 6.84 s
5.56 s
1.05
--- --- --- 13.46
0.00 is ---
--- 7.17 s
5.43 s
2.98
--- --- --- 15.58
0.00 is ---
--- 7.39 s
5.26 s
5.47
--- --- --- 18.13
0.00 is ---
--- 7.54 s
5.07 s
8.42
--- --- --- 21.04
0.00 is ---
--- 7.94 s
5.07 s
11.77
--- --- --- 24.79
0.00 is ---
--- 8.07 s
4.91 s
15.47
--- --- --- 28.46
0.00 is ---
--- 8.37 s
4.88 s
19.50
--- --- --- 32.74
0.00 is ---
--- 8.30 s
4.64 s
23.82
--- --- --- 36.76
0.00 is ---
--- 8.81 s
4.75 s
28.42
--- --- --- 41.99
0.00 is ---
--- 8.82 s
4.59 s
33.30
--- --- --- 46.71

Hydrograph Report
16
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 5.360 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(1.510 x 98) + (3.850 x 74)] / 5.360
Q (cfs)
14.00
12.00
10.00
M
. M@
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DEV A3
Hyd. No. 7 -- 1 Year
Tuesday, 07 / 26 / 2022
= 12.06 cfs
= 718 min
= 24,240 cuft
= 81*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
M
ee
4.00
ItM
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Peak discharge
= 1.731 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 23,619 cuft
Inflow hyd. No.
= 7 - POST DEV A3
Max. Elevation
= 533.30 ft
Reservoir name
= WET POND A3
Max. Storage
= 10,627 cuft
Storage Indication method used.
WET POND A3
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 8 Hyd No. 7 ® Total storage used = 10,627 cult

Pond
Report
18
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2023
Tuesday, 07 / 26 / 2022
Pond No.
3 - WET POND A3
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation = 532.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
532.00
6,786
0
0
1.00
533.00
8,812
7,776
7,776
2.00
534.00
9,909
9,354
17,130
3.00
535.00
11,064
10,480
27,611
4.00
536.00
12,275
11,663
39,274
5.00
537.00
13,542
12,902
52,176
6.00
538.00
14,866
14,197
66,373
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrFRsr]
[A]
[B]
[C] [D]
Rise (in)
= 15.00
1.50 0.00
0.00
Crest Len (ft)
= 16.00
3.00
10.00 0.00
Span (in)
= 15.00
1.50 0.00
0.00
Crest El. (ft)
= 536.00
533.00
537.00 0.00
No. Barrels
= 1
1 0
0
WeirCoeff.
= 3.33
3.33
3.33 3.33
Invert El. (ft) = 532.00
532.00 0.00
0.00
Weir Type
= 1
Rect
Ciplti ---
Length (ft)
= 45.00
0.00 0.00
0.00
Multi -Stage
= Yes
Yes
No No
Slope (%)
= 1.00
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
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
CIvA
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
0.00
0 532.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- ---
0.000
0.10
778 532.10
0.01 is
0.01 is ---
--- 0.00
0.00
0.00
--- --- ---
0.011
0.20
1,555 532.20
0.02 is
0.02 is ---
--- 0.00
0.00
0.00
--- --- ---
0.022
0.30
2,333 532.30
0.03 is
0.03 is ---
--- 0.00
0.00
0.00
--- --- ---
0.028
0.40
3,110 532.40
0.03 is
0.03 is ---
--- 0.00
0.00
0.00
--- --- ---
0.033
0.50
3,888 532.50
0.04 is
0.04 is ---
--- 0.00
0.00
0.00
--- --- ---
0.038
0.60
4,666 532.60
0.05 is
0.04 is ---
--- 0.00
0.00
0.00
--- --- ---
0.042
0.70
5,443 532.70
0.05 is
0.05 is ---
--- 0.00
0.00
0.00
--- --- ---
0.046
0.80
6,221 532.80
0.05 is
0.05 is ---
--- 0.00
0.00
0.00
--- --- ---
0.050
0.90
6,999 532.90
0.06 is
0.05 is ---
--- 0.00
0.00
0.00
--- --- ---
0.053
1.00
7,776 533.00
0.06 is
0.06 is ---
--- 0.00
0.00
0.00
--- --- ---
0.056
1.10
8,712 533.10
0.37 is
0.05 is ---
--- 0.00
0.32
0.00
--- --- ---
0.369
1.20
9,647 533.20
0.94 is
0.05 is ---
--- 0.00
0.89
0.00
--- --- ---
0.944
1.30
10,582 533.30
1.69 is
0.05 is ---
--- 0.00
1.64
0.00
--- --- ---
1.689
1.40
11,518 533.40
2.57 is
0.05 is ---
--- 0.00
2.53
0.00
--- --- ---
2.572
1.50
12,453 533.50
3.57 is
0.04 is ---
--- 0.00
3.53
0.00
--- --- ---
3.573
1.60
13,389 533.60
4.23 oc
0.04 is ---
--- 0.00
4.19 s
0.00
--- --- ---
4.225
1.70
14,324 533.70
4.77 oc
0.03 is ---
--- 0.00
4.73 s
0.00
--- --- ---
4.766
1.80
15,260 533.80
5.30 oc
0.03 is ---
--- 0.00
5.27 s
0.00
--- --- ---
5.300
1.90
16,195 533.90
5.77 oc
0.03 is ---
--- 0.00
5.74 s
0.00
--- --- ---
5.767
2.00
17,130 534.00
6.18 oc
0.03 is ---
--- 0.00
6.16 s
0.00
--- --- ---
6.183
2.10
18,178 534.10
6.56 oc
0.02 is ---
--- 0.00
6.53 s
0.00
--- --- ---
6.558
2.20
19,226 534.20
6.90 oc
0.02 is ---
--- 0.00
6.88 s
0.00
--- --- ---
6.901
2.30
20,274 534.30
7.22 oc
0.02 is ---
--- 0.00
7.20 s
0.00
--- --- ---
7.218
2.40
21,322 534.40
7.52 oc
0.02 is ---
--- 0.00
7.49 s
0.00
--- --- ---
7.515
2.50
22,370 534.50
7.80 oc
0.02 is ---
--- 0.00
7.78 s
0.00
--- --- ---
7.796
2.60
23,419 534.60
8.06 oc
0.02 is ---
--- 0.00
8.05 s
0.00
--- --- ---
8.064
2.70
24,467 534.70
8.32 oc
0.02 is ---
--- 0.00
8.30 s
0.00
--- --- ---
8.316
2.80
25,515 534.80
8.55 is
0.02 is ---
--- 0.00
8.53 s
0.00
--- --- ---
8.544
2.90
26,563 534.90
8.76 is
0.02 is ---
--- 0.00
8.74 s
0.00
--- --- ---
8.761
3.00
27,611 535.00
8.97 is
0.02 is ---
--- 0.00
8.96 s
0.00
--- --- ---
8.971
3.10
28,777 535.10
9.18 is
0.01 is ---
--- 0.00
9.16 s
0.00
--- --- ---
9.172
3.20
29,943 535.20
9.37 is
0.01 is ---
--- 0.00
9.36 s
0.00
--- --- ---
9.370
3.30
31,109 535.30
9.57 is
0.01 is ---
--- 0.00
9.55 s
0.00
--- --- ---
9.563
3.40
32,276 535.40
9.75 is
0.01 is ---
--- 0.00
9.73 s
0.00
--- --- ---
9.747
3.50
33,442 535.50
9.94 is
0.01 is ---
--- 0.00
9.92 s
0.00
--- --- ---
9.936
Continues on next page...

19
WET POND A3
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.60
34,608
535.60
10.12 is
3.70
35,775
535.70
10.29 is
3.80
36,941
535.80
10.46 is
3.90
38,107
535.90
10.63 is
4.00
39,274
536.00
10.80 is
4.10
40,564
536.10
10.97 is
4.20
41,854
536.20
11.14 is
4.30
43,144
536.30
11.31 is
4.40
44,434
536.40
11.46 is
4.50
45,725
536.50
11.62 is
4.60
47,015
536.60
11.77 is
4.70
48,305
536.70
11.92 is
4.80
49,595
536.80
12.07 is
4.90
50,885
536.90
12.21 is
5.00
52,176
537.00
12.35 is
5.10
53,595
537.10
12.49 is
5.20
55,015
537.20
12.63 is
5.30
56,435
537.30
12.77 is
5.40
57,855
537.40
12.91 is
5.50
59,274
537.50
13.04 is
5.60
60,694
537.60
13.18 is
5.70
62,114
537.70
13.31 is
5.80
63,534
537.80
13.44 is
5.90
64,953
537.90
13.57 is
6.00
66,373
538.00
13.70 is
... End
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User Total
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.01 is ---
--- 0.00
10.10 s
0.00
--- --- --- 10.11
0.01 is ---
--- 0.00
10.28 s
0.00
--- --- --- 10.29
0.01 is ---
--- 0.00
10.44 s
0.00
--- --- --- 10.46
0.01 is ---
--- 0.00
10.61 s
0.00
--- --- --- 10.63
0.01 is ---
--- 0.00
10.79 s
0.00
--- --- --- 10.80
0.01 is ---
--- 1.11 s
9.84 s
0.00
--- --- --- 10.97
0.01 is ---
--- 2.15 s
8.97 s
0.00
--- --- --- 11.13
0.01 is ---
--- 3.03 s
8.26 s
0.00
--- --- --- 11.29
0.01 is ---
--- 3.76 s
7.68 s
0.00
--- --- --- 11.44
0.01 is ---
--- 4.39 s
7.22 s
0.00
--- --- --- 11.62
0.00 is ---
--- 4.91 s
6.80 s
0.00
--- --- --- 11.71
0.00 is ---
--- 5.41 s
6.50 s
0.00
--- --- --- 11.91
0.00 is ---
--- 5.82 s
6.21 s
0.00
--- --- --- 12.03
0.00 is ---
--- 6.19 s
5.96 s
0.00
--- --- --- 12.15
0.00 is ---
--- 6.50 s
5.72 s
0.00
--- --- --- 12.22
0.00 is ---
--- 6.84 s
5.56 s
1.05
--- --- --- 13.46
0.00 is ---
--- 7.17 s
5.43 s
2.98
--- --- --- 15.58
0.00 is ---
--- 7.39 s
5.26 s
5.47
--- --- --- 18.13
0.00 is ---
--- 7.54 s
5.07 s
8.42
--- --- --- 21.04
0.00 is ---
--- 7.94 s
5.07 s
11.77
--- --- --- 24.79
0.00 is ---
--- 8.07 s
4.91 s
15.47
--- --- --- 28.45
0.00 is ---
--- 8.37 s
4.88 s
19.50
--- --- --- 32.74
0.00 is ---
--- 8.61 s
4.82 s
23.82
--- --- --- 37.26
0.00 is ---
--- 8.81 s
4.75 s
28.42
--- --- --- 41.98
0.00 is ---
--- 8.82 s
4.59 s
33.30
--- --- --- 46.71

Hydrograph Report
20
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
40.00
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 1 Year
Tuesday, 07 / 26 / 2022
= 69.00 cfs
= 732 min
= 291,405 cuft
= 76
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
70.00
.1 01
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1—w ' ' ' ' ' ' ' �-. ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

21
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.64
0.00
0.00
Land slope (%)
= 1.50
0.00
0.00
Travel Time (min)
= 22.59 +
0.00 +
0.00 =
22.59
Shallow Concentrated Flow
Flow length (ft)
= 705.00
0.00
0.00
Watercourse slope (%)
= 3.85
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.17
0.00
0.00
Travel Time (min)
= 3.71 +
0.00 +
0.00 =
3.71
Channel Flow
X sectional flow area (sqft)
= 20.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope (%)
= 2.07
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=18.15
0.00
0.00
Flow length (ft)
({0})2933.0
0.0
0.0
Travel Time (min)
= 2.69 +
0.00 +
0.00 =
2.69
Total Travel Time, Tc..............................................................................
29.00 min

22
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 76.54 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 498,441 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
80.00
70.00
50.00
40.00
30.00
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. 10 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 9

Hydrograph Summary Report
23
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
250.44
2
734
1,140,556
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
132.87
2
734
599,662
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
91.11
2
716
184,540
------
------
------
POST DEV Al
4
Reservoir
8.054
2
748
182,102
3
513.89
98,520
WET POND Al
5
SCS Runoff
35.04
2
716
70,977
------
------
------
POST DEV A2
6
Reservoir
5.832
2
726
69,296
5
515.91
32,958
WET POND A2
7
SCS Runoff
16.46
2
716
33,245
------
------
------
POST DEV A3
8
Reservoir
4.548
2
724
32,536
7
533.66
13,947
WET POND A3
9
SCS Runoff
101.24
2
732
415,845
------
------
------
PHASE 1 BYPASS
10
Combine
118.69
2
732
699,779
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
83.14
2
732
339,632
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 2 Year
Tuesday, 07 / 26 / 2022

Hydrograph Report
24
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 243.450 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
TOTAL PRE-DEV
Hyd. No. 1 -- 2 Year
Tuesday, 07 / 26 / 2022
= 250.44 cfs
= 734 min
= 1,140, 556 cuft
= 73
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 1 1l ' ' ' ' ' ' ' '*' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
25
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 121.990 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE 1
Hyd. No. 2 -- 2 Year
Tuesday, 07 / 26 / 2022
= 132.87 cfs
= 734 min
= 599,662 cuft
= 74
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
.1 01
40.00
20.00
0.00 ' 1 1 1' --.O� ' ' ' ' ' ' ' I% ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 27.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
e
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DEV Al
Hyd. No. 3 -- 2 Year
Tuesday, 07 / 26 / 2022
= 91.11 cfs
= 716 min
= 184,540 cuft
= 83*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
n nn
120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)

Hydrograph Report
27
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3 - POST DEV Al
Reservoir name
= WET POND Al
Storage Indication method used.
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WET POND Al
Hyd. No. 4 -- 2 Year
Tuesday, 07 / 26 / 2022
= 8.054 cfs
= 748 min
= 182,102 cuft
= 513.89 ft
= 98,520 cuft
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Time (min)
— Hyd No. 4 Hyd No. 3 ® Total storage used = 98,520 cult

28
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 5
POST DEV A2
Hydrograph type
= SCS Runoff
Peak discharge
= 35.04 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 70,977 cuft
Drainage area
= 10.550 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.010 x 98) + (6.540 x 74)] / 10.550
Q (cfs)
40.00
30.00
10.00
0.00 -L— ---J—
0 120 240
— Hyd No. 5
POST DEV A2
Hyd. No. 5 -- 2 Year
360 480 600 720 840
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph
Report
29
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 5.832 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 69,296 cuft
Inflow hyd. No.
= 5 - POST DEV A2
Max. Elevation
= 515.91 ft
Reservoir name
= WET POND A2
Max. Storage
= 32,958 cuft
Storage Indication method used
Q (cfs)
40.00
30.00
10.00
0.00
0 360
— Hyd No. 6
WET POND A2
Hyd. No. 6 -- 2 Year
720 1080 1440
Hyd No. 5
1800 2160 2520 2880 3240
® Total storage used = 32,958 cuft
Q (cfs)
40.00
30.00
20.00
10.00
---1- 0.00
3600
Time (min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Peak discharge
= 16.46 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 33,245 cuft
Drainage area
= 5.360 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.510 x 98) + (3.850 x 74)] / 5.360
POST DEV A3
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
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 AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 7 - POST DEV A3
Reservoir name
= WET POND A3
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
am
3.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WET POND A3
Hyd. No. 8 -- 2 Year
Tuesday, 07 / 26 / 2022
= 4.548 cfs
= 724 min
= 32,536 cuft
= 533.66 ft
= 13,947 cuft
Q (cfs)
18.00
15.00
12.00
3.00
WIVIT11
240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 8 Hyd No. 7 ® Total storage used = 13,947 cult

Hydrograph Report
32
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 2 Year
0.00 '1 1 1 1�
0 120 240 360 480 600 720
— Hyd No. 9
840
Tuesday, 07 / 26 / 2022
= 101.24 cfs
= 732 min
= 415,845 cuft
= 76
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
33
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 118.69 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 699,779 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
120.00
100.00
40.00
COMBINED
Hyd. No. 10 -- 2 Year
0.00 '
0 120 240 360 480 600 720
— Hyd No. 10 Hyd No. 4
Hyd No. 9
Q (cfs)
120.00
100.00
40.00
20.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 8

Hydrograph Summary Report
34
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
396.61
2
734
1,750,360
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
207.55
2
734
911,994
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
127.68
2
716
261,073
------
------
------
POST DEV Al
4
Reservoir
15.05
2
738
261,104
3
514.56
137,016
WETPONDA1
5
SCS Runoff
49.11
2
716
100,413
------
------
------
POST DEV A2
6
Reservoir
8.101
2
726
98,768
5
516.64
47,542
WET POND A2
7
SCS Runoff
23.49
2
716
47,743
------
------
------
POST DEV A3
8
Reservoir
7.051
2
724
46,893
7
534.25
19,721
WET POND A3
9
SCS Runoff
153.91
2
732
621,559
------
------
------
PHASE 1 BYPASS
10
Combine
183.64
2
730
1,028,324
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
125.03
2
730
503,423
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 5 Year
Tuesday, 07 / 26 / 2022

Hydrograph Report
35
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 243.450 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
420.00
240.00
180.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
TOTAL PRE-DEV
Hyd. No. 1 -- 5 Year
Tuesday, 07 / 26 / 2022
= 396.61 cfs
= 734 min
= 1,750,360 cuft
= 73
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 1 1 1 1 .y/ I I I I I I II%
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
36
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 121.990 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
30.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE 1
Hyd. No. 2 -- 5 Year
Tuesday, 07 / 26 / 2022
= 207.55 cfs
= 734 min
= 911,994 cuft
= 74
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 '1 1 1 — ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Peak discharge
= 127.68 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 261,073 cuft
Drainage area
= 27.430 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
140.00
120.00
100.00
40.00
Q (cfs)
140.00
120.00
100.00
•1 01
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 3 Time (min)

Hydrograph Report
38
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Storm frequency
= 5 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3 - POST DEV Al
Reservoir name
= WET POND Al
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
40.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WET POND Al
Hyd. No. 4 -- 5 Year
Tuesday, 07 / 26 / 2022
= 15.05 cfs
= 738 min
= 261,104 cuft
= 514.56 ft
= 137,016 cuft
Q (cfs)
140.00
120.00
100.00
.1 01
40.00
20.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
— Hyd No. 4 — Hyd No. 3 ® Total storage used = 137,016 cult

39
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 5
POST DEV A2
Hydrograph type
= SCS Runoff
Peak discharge
= 49.11 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 100,413 cuft
Drainage area
= 10.550 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.010 x 98) + (6.540 x 74)] / 10.550
Q (cfs)
50.00
40.00
30.00
10.00
POST DEV A2
Hyd. No. 5 -- 5 Year
Q (cfs)
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
— Hyd No. 5 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 8.101 cfs
Storm frequency
= 5 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 98,768 cuft
Inflow hyd. No.
= 5 - POST DEV A2
Max. Elevation
= 516.64 ft
Reservoir name
= WET POND A2
Max. Storage
= 47,542 cuft
Storage Indication method used.
WET POND A2
Q (cfs) Hyd. No. 6 -- 5 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
-jk
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 6 — Hyd No. 5 ® Total storage used = 47,542 cult

41
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Peak discharge
= 23.49 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 47,743 cuft
Drainage area
= 5.360 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.510 x 98) + (3.850 x 74)] / 5.360
Q (cfs)
24.00
16.00
12.00
: M
4.00
POST DEV A3
Hyd. No. 7 -- 5 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 -L— ---J— I ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 7 Time (min)

Hydrograph
Report
42
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Peak discharge
= 7.051 cfs
Storm frequency
= 5 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 46,893 cuft
Inflow hyd. No.
= 7 - POST DEV A3
Max. Elevation
= 534.25 ft
Reservoir name
= WET POND A3
Max. Storage
= 19,721 cuft
Storage Indication method used
WET POND A3
Q (cfs) Hyd. No. 8 -- 5 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 7 ® Total storage used = 19,721 cult

Hydrograph Report
43
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 4.58 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 5 Year
Tuesday, 07 / 26 / 2022
= 153.91 cfs
= 732 min
= 621,559 cuft
= 76
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 1 1 1 1 �.�..- I I I I I I I�
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph
Report
44
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 183.64 cfs
Storm frequency
= 5 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 1,028,324 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
210.00
180.00
150.00
120.00
• M It It
30.00
Q (cfs)
210.00
180.00
150.00
120.00
• It It 1
30.00
Mraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 8

Hydrograph Summary Report
45
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
519.33
2
734
2,267,366
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
269.94
2
734
1,175,622
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
156.86
2
716
323,454
------
------
------
POST DEV Al
4
Reservoir
19.62
2
734
325,524
3
515.13
170,709
WET POND Al
5
SCS Runoff
60.33
2
716
124,405
------
------
------
POST DEV A2
6
Reservoir
9.399
2
726
122,797
5
517.22
59,736
WET POND A2
7
SCS Runoff
29.15
2
716
59,643
------
------
------
POST DEV A3
8
Reservoir
8.360
2
724
58,679
7
534.72
24,665
WET POND A3
9
SCS Runoff
197.92
2
730
793,719
------
------
------
PHASE 1 BYPASS
10
Combine
234.97
2
730
1,300,719
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
159.83
2
730
639,939
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 10 Year
Tuesday, 07 / 26 / 2022

Hydrograph Report
46
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 243.450 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
TOTAL PRE-DEV
Hyd. No. 1 -- 10 Year
Tuesday, 07 / 26 / 2022
= 519.33 cfs
= 734 min
= 2,267,366 cuft
= 73
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
0.00 1 1 1 1 �,.- I I I I I I I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
47
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 121.990 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE 1
Hyd. No. 2 -- 10 Year
Tuesday, 07 / 26 / 2022
= 269.94 cfs
= 734 min
= 1,175,622 cuft
= 74
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
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)

48
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Peak discharge
= 156.86 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 323,454 cuft
Drainage area
= 27.430 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
160.00
140.00
120.00
100.00
40.00
POST DEV Al
Hyd. No. 3 -- 10 Year
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
— Hyd No. 3 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 19.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 325,524 cuft
Inflow hyd. No.
= 3 - POST DEV Al
Max. Elevation
= 515.13 ft
Reservoir name
= WET POND Al
Max. Storage
= 170,709 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
— Hyd No. 4 Hyd No. 3 ® Total storage used = 170,709 cult

50
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 5
POST DEV A2
Hydrograph type
= SCS Runoff
Peak discharge
= 60.33 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 124,405 cuft
Drainage area
= 10.550 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(4.010 x 98) + (6.540 x 74)] / 10.550
Q (cfs)
70.00
50.00
40.00
30.00
10.00
Q (cfs)
70.00
•1 01
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
— Hyd No. 5 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 9.399 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 122,797 cuft
Inflow hyd. No.
= 5 - POST DEV A2
Max. Elevation
= 517.22 ft
Reservoir name
= WET POND A2
Max. Storage
= 59,736 cuft
Storage Indication method used.
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 240
— Hyd No. 6
WET POND A2
Hyd. No. 6 -- 10 Year Q (cfs)
480 720
Hyd No. 5

52
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Peak discharge
= 29.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 59,643 cuft
Drainage area
= 5.360 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.510 x 98) + (3.850 x 74)] / 5.360
Q (cfs)
30.00
25.00
15.00
10.00
5.00
POST DEV A3
Hyd. No. 7 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' —'— ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 7 Time (min)

Hydrograph
Report
53
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Peak discharge
= 8.360 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 58,679 cuft
Inflow hyd. No.
= 7 - POST DEV A3
Max. Elevation
= 534.72 ft
Reservoir name
= WET POND A3
Max. Storage
= 24,665 cuft
Storage Indication method used
Q (cfs)
30.00
25.00
15.00
10.00
5.00
WET POND A3
Hyd. No. 8 -- 10 Year
0.00
0 120 240 360 480 600 720
— Hyd No. 8 — Hyd No. 7
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
® Total storage used = 24,665 cult

Hydrograph Report
54
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.32 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
30.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 10 Year
Tuesday, 07 / 26 / 2022
= 197.92 cfs
= 730 min
= 793,719 cuft
= 76
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' 1 1 1'- ' ' ' ' ' ' '- ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 234.97 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 1,300,719 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 9

Hydrograph Summary Report
56
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
699.35
2
732
3,032,927
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
361.36
2
732
1,564,718
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
198.04
2
716
413,218
------
------
------
POST DEV Al
4
Reservoir
24.54
2
734
418,248
3
515.94
220,755
WET POND Al
5
SCS Runoff
76.17
2
716
158,930
------
------
------
POST DEV A2
6
Reservoir
10.84
2
728
157,375
5
518.03
77,347
WET POND A2
7
SCS Runoff
37.17
2
716
76,852
------
------
------
POST DEV A3
8
Reservoir
9.685
2
724
75,724
7
535.37
31,881
WET POND A3
9
SCS Runoff
261.80
2
730
1,046,231
------
------
------
PHASE 1 BYPASS
10
Combine
306.64
2
730
1,697,580
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
210.12
2
730
839,570
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 25 Year
Tuesday, 07 / 26 / 2022

Hydrograph Report
57
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 243.450 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.36 in
Storm duration
= 24 hrs
Q (cfs)
700.00
400.00
200.00
100.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
TOTAL PRE-DEV
Hyd. No. 1 -- 25 Year
Tuesday, 07 / 26 / 2022
= 699.35 cfs
= 732 min
= 3,032,927 cuft
= 73
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
700.00
500.00
400.00
300.00
200.00
100.00
0.00 ' 1 1 1Tr ' ' ' ' ' ' ' — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
58
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 121.990 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.36 in
Storm duration
= 24 hrs
Q (cfs)
400.00
350.00
250.00
200.00
150.00
100.00
50.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE 1
Hyd. No. 2 -- 25 Year
Tuesday, 07 / 26 / 2022
= 361.36 cfs
= 732 min
= 1,564,718 cuft
= 74
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 ' ' ' ' ' ' ' ' -*, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Peak discharge
= 198.04 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 413,218 cuft
Drainage area
= 27.430 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.36 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
210.00
180.00
150.00
120.00
30.00
POST DEV Al
Hyd. No. 3 -- 25 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 24.54 cfs
Storm frequency
= 25 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 418,248 cuft
Inflow hyd. No.
= 3 - POST DEV Al
Max. Elevation
= 515.94 ft
Reservoir name
= WET POND Al
Max. Storage
= 220,755 cuft
Storage Indication method used.
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
0 240 480
— Hyd No. 4
WET POND Al
Hyd. No. 4 -- 25 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 3 ® Total storage used = 220,755 cult

61
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 5
POST DEV A2
Hydrograph type
= SCS Runoff
Peak discharge
= 76.17 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 158,930 cuft
Drainage area
= 10.550 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.36 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.010 x 98) + (6.540 x 74)] / 10.550
Q (cfs)
80.00
70.00
50.00
40.00
30.00
10.00
POST DEV A2
Hyd. No. 5 -- 25 Year
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
— Hyd No. 5 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 10.84 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 157,375 cuft
Inflow hyd. No.
= 5 - POST DEV A2
Max. Elevation
= 518.03 ft
Reservoir name
= WET POND A2
Max. Storage
= 77,347 cuft
Storage Indication method used.
WET POND A2
1 11 ----- ------ 1 11
1 1 1 •1 :1 •11 1 1 •.1 1:1 11 N1 1 •1 .:1

63
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Peak discharge
= 37.17 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 76,852 cuft
Drainage area
= 5.360 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.36 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.510 x 98) + (3.850 x 74)] / 5.360
Q (cfs)
40.00
30.00
10.00
0.00
0 120 240
— Hyd No. 7
POST DEV A3
Hyd. No. 7 -- 25 Year
360 480 600 720 840 960
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320
Time (min)

Hydrograph
Report
64
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Peak discharge
= 9.685 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 75,724 cuft
Inflow hyd. No.
= 7 - POST DEV A3
Max. Elevation
= 535.37 ft
Reservoir name
= WET POND A3
Max. Storage
= 31,881 cuft
Storage Indication method used
WET POND A3
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
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
Time (min)
— Hyd No. 8 — Hyd No. 7 ® Total storage used = 31,881 cult

Hydrograph Report
65
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.36 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 25 Year
Tuesday, 07 / 26 / 2022
= 261.80 cfs
= 730 min
= 1,046,231 cuft
= 76
= Oft
= 29.00 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 1
' ' ' ' ' ' '— ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 306.64 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 1,697,580 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
COMBINED
Hyd. No. 10 -- 25 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ffill---- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 9

Hydrograph Summary Report
67
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
850.20
2
732
3,675,923
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
437.55
2
732
1,890,698
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
231.31
2
716
486,977
------
------
------
POST DEV Al
4
Reservoir
28.30
2
734
494,453
3
516.57
261,541
WET POND Al
5
SCS Runoff
88.97
2
716
187,299
------
------
------
POST DEV A2
6
Reservoir
11.74
2
728
185,790
5
518.61
91,266
WET POND A2
7
SCS Runoff
43.67
2
716
91,047
------
------
------
POST DEV A3
8
Reservoir
10.56
2
724
89,784
7
535.86
37,630
WET POND A3
9
SCS Runoff
314.44
2
730
1,256,762
------
------
------
PHASE 1 BYPASS
10
Combine
364.84
2
730
2,026,790
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
251.45
2
730
1,005,629
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 50 Year
Tuesday, 07 / 26 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 243.450 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.20 in
Storm duration
= 24 hrs
Q (cfs)
854.00
732.00
610.00
488.00
244.00
122.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
TOTAL PRE-DEV
Hyd. No. 1 -- 50 Year
Tuesday, 07 / 26 / 2022
= 850.20 cfs
= 732 min
= 3,675,923 cuft
= 73
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
854.00
732.00
610.00
488.00
366.00
244.00
122.00
0.00 ' ' ' ' ' ' ' I '% ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 121.990 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.20 in
Storm duration
= 24 hrs
Q (cfs)
480.00
420.00
240.00
180.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE 1
Hyd. No. 2 -- 50 Year
Tuesday, 07 / 26 / 2022
= 437.55 cfs
= 732 min
= 1,890,698 cuft
= 74
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' 1 1 1
' ' ' ' ' ' ' -*, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Peak discharge
= 231.31 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 486,977 cuft
Drainage area
= 27.430 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
POST DEV Al
Hyd. No. 3 -- 50 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 ' 1 1
' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 28.30 cfs
Storm frequency
= 50 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 494,453 cuft
Inflow hyd. No.
= 3 - POST DEV Al
Max. Elevation
= 516.57 ft
Reservoir name
= WET POND Al
Max. Storage
= 261,541 cuft
Storage Indication method used.
Q (cfs)
WET POND Al
Hyd. No. 4 -- 50 Year Q (cfs)
0 240
— Hyd No. 4
480 720
Hyd No. 3
960 1200 1440 1680 1920
Time (min)
® Total storage used = 261,541 cult

72
Hydrograph
Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 5
POST DEV A2
Hydrograph type
= SCS Runoff
Peak discharge
= 88.97 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 187,299 cuft
Drainage area
= 10.550 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.010 x 98) + (6.540 x 74)] / 10.550
POST DEV A2
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
90.00 90.00
11
I111I1=������
9111I1=�� :I
►Z111I1=�� Mi
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 5 Time (min)

73
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 11.74 cfs
Storm frequency
= 50 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 185,790 cuft
Inflow hyd. No.
= 5 - POST DEV A2
Max. Elevation
= 518.61 ft
Reservoir name
= WET POND A2
Max. Storage
= 91,266 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
WET POND A2
Hyd. No. 6 -- 50 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 .:1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

74
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Peak discharge
= 43.67 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 91,047 cuft
Drainage area
= 5.360 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.510 x 98) + (3.850 x 74)] / 5.360
Q (cfs)
50.00
40.00
30.00
10.00
POST DEV A3
Hyd. No. 7 -- 50 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
— Hyd No. 7 Time (min)

Hydrograph
Report
75
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Peak discharge
= 10.56 cfs
Storm frequency
= 50 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 89,784 cuft
Inflow hyd. No.
= 7 - POST DEV A3
Max. Elevation
= 535.86 ft
Reservoir name
= WET POND A3
Max. Storage
= 37,630 cuft
Storage Indication method used
WET POND A3
Q (cfs) Hyd. No. 8 -- 50 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 7 ® Total storage used = 37,630 cult

Hydrograph Report
76
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.20 in
Storm duration
= 24 hrs
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 50 Year
Tuesday, 07 / 26 / 2022
= 314.44 cfs
= 730 min
= 1,256,762 cuft
= 76
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 364.84 cfs
Storm frequency
= 50 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 2,026,790 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
400.00
350.00
250.00
200.00
150.00
100.00
50.00
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 9

Hydrograph Summary Report
78
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
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
1010.95
2
732
4,367,266
------
------
------
TOTAL PRE-DEV
2
SCS Runoff
518.58
2
732
2,240,579
------
------
------
PRE-DEV PHASE 1
3
SCS Runoff
266.10
2
716
565,111
------
------
------
POST DEVA1
4
Reservoir
35.96
2
730
575,188
3
517.18
302,074
WET POND Al
5
SCS Runoff
102.35
2
716
217,350
------
------
------
POST DEV A2
6
Reservoir
14.92
2
728
215,891
5
519.17
104,759
WET POND A2
7
SCS Runoff
50.48
2
716
106,121
------
------
------
POST DEVA3
8
Reservoir
11.34
2
724
104,717
7
536.33
43,501
WET POND A3
9
SCS Runoff
370.18
2
730
1,481,983
------
------
------
PHASE 1 BYPASS
10
Combine
432.11
2
730
2,377,781
4, 6, 8,
------
------
COMBINED
9
12
SCS Runoff
295.13
2
730
1,182,997
------
------
------
STREAM CULVERT
7516 - Wingate Hydrographs.gpw
Return Period: 100 Year
Tuesday, 07 / 26 / 2022

Hydrograph Report
79
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
TOTAL PRE-DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 243.450 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.08 in
Storm duration
= 24 hrs
Q (cfs)
1015.00
870.00
725.00
435.00
290.00
145.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
TOTAL PRE-DEV
Hyd. No. 1 -- 100 Year
Tuesday, 07 / 26 / 2022
= 1010.95 cfs
= 732 min
= 4,367,266 cuft
= 73
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
1015.00
870.00
725.00
580.00
435.00
290.00
145.00
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
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
PRE-DEV PHASE 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 121.990 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.08 in
Storm duration
= 24 hrs
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE 1
Hyd. No. 2 -- 100 Year
Tuesday, 07 / 26 / 2022
= 518.58 cfs
= 732 min
= 2,240,579 cuft
= 74
= 0 ft
= 30.30 min
= Type II
= 484
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
0.00 ' 1 1 1. -. ' ' ' ' ' ' '-*, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

81
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 3
POST DEV Al
Hydrograph type
= SCS Runoff
Peak discharge
= 266.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 565,111 cuft
Drainage area
= 27.430 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(10.640 x 98) + (16.790 x 74)] / 27.430
Q (cfs)
280.00
240.00
200.00
160.00
120.00
0.00
0 120 240
— Hyd No. 3
POST DEV Al
Hyd. No. 3 -- 100 Year
360 480 600
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
720 840 960 1080 1200
Time (min)

82
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 35.96 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 575,188 cuft
Inflow hyd. No.
= 3 - POST DEV Al
Max. Elevation
= 517.18 ft
Reservoir name
= WET POND Al
Max. Storage
= 302,074 cuft
Storage Indication method used.
Q (cfs)
0
WET POND Al
Hyd. No. 4 -- 100 Year Q (cfs)
0 240
— Hyd No. 4
480 720
Hyd No. 3
960 1200 1440 1680 1920
Time (min)
® Total storage used = 302,074 cult

Hydrograph
Report
83
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 5
POST DEV A2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.550 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 8.08 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 07 / 26 / 2022
= 102.35 cfs
= 716 min
= 217,350 cuft
= 83*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(4.010
Q (cfs)
x 98) + (6.540 x 74)] / 10.550
POST DEV A2
Hyd. No. 5 -- 100 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
0 120
— Hyd No.
0.00
240 360 480 600 720 840 960 1080 1200
5 Time (min)

Hydrograph
Report
84
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 6
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 14.92 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 215,891 cuft
Inflow hyd. No.
= 5 - POST DEV A2
Max. Elevation
= 519.17 ft
Reservoir name
= WET POND A2
Max. Storage
= 104,759 cuft
Storage Indication method used
Q (cfs)
120.00
100.00
40.00
rIt ee
WET POND A2
Hyd. No. 6 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 6 Hyd No. 5 ® Total storage used = 104,759 cult

85
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 7
POST DEV A3
Hydrograph type
= SCS Runoff
Peak discharge
= 50.48 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 106,121 cuft
Drainage area
= 5.360 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.510 x 98) + (3.850 x 74)] / 5.360
Q (cfs)
60.00
50.00
40.00
30.00
10.00
POST DEV A3
Hyd. No. 7 -- 100 Year
Q (cfs)
60.00
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
— Hyd No. 7 Time (min)

Hydrograph
Report
86
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 8
WET POND A3
Hydrograph type
= Reservoir
Peak discharge
= 11.34 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 104,717 cuft
Inflow hyd. No.
= 7 - POST DEV A3
Max. Elevation
= 536.33 ft
Reservoir name
= WET POND A3
Max. Storage
= 43,501 cuft
Storage Indication method used
WET POND A3
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
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
Time (min)
— Hyd No. 8 — Hyd No. 7 ® Total storage used = 43,501 cult

Hydrograph Report
87
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 9
PHASE 1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 78.050 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.08 in
Storm duration
= 24 hrs
Q (cfs)
400.00
350.00
250.00
200.00
150.00
100.00
50.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PHASE 1 BYPASS
Hyd. No. 9 -- 100 Year
Tuesday, 07 / 26 / 2022
= 370.18 cfs
= 730 min
= 1,481,983 cuft
= 76
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 ' 1 1 1
' ' ' ' ' ' r1w, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Tuesday, 07 / 26 / 2022
Hyd. No. 10
COMBINED
Hydrograph type
= Combine
Peak discharge
= 432.11 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 2,377,781 cuft
Inflow hyds.
= 4, 6, 8, 9
Contrib. drain. area
= 78.050 ac
Q (cfs)
480.00
420.00
240.00
180.00
120.00
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 9

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
69.1983
13.0000
0.8993
--------
2
76.6030
12.9000
0.8784
--------
3
0.0000
0.0000
0.0000
--------
5
81.3501
13.1000
0.8444
--------
10
78.2019
12.5000
0.8066
--------
25
67.4210
11.1000
0.7419
--------
50
60.5607
10.1000
0.6971
--------
100
54.5298
9.1000
0.6545
--------
File name: Wingate Intensity.IDF
Intensity = B / (Tc + D)^E
Tuesday, 07 / 26 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.14
4.13
3.46
2.98
2.63
2.35
2.13
1.95
1.80
1.67
1.56
1.46
2
6.08
4.89
4.12
3.56
3.14
2.82
2.56
2.35
2.17
2.01
1.88
1.77
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
7.05
5.74
4.86
4.24
3.76
3.39
3.09
2.84
2.63
2.46
2.30
2.17
10
7.77
6.35
5.40
4.72
4.20
3.80
3.47
3.20
2.98
2.78
2.62
2.47
25
8.58
7.02
5.99
5.26
4.71
4.28
3.93
3.64
3.40
3.19
3.01
2.85
50
9.13
7.48
6.40
5.64
5.07
4.62
4.26
3.96
3.70
3.48
3.30
3.13
100
9.65
7.91
6.79
6.01
5.41
4.95
4.58
4.26
4.00
3.78
3.58
3.41
Tc = time in minutes. Values may exceed 60.
Precip. He name: X:\Land Projects R2\7516 - Mae St Pro pert \Calculations\Stormwater\Re o rt\Wi ng ate Precip.pc
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.02
3.64
0.00
4.58
5.32
6.36
7.20
8.08
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

The Cottages at Wingate
Stormwater Management Report
Appendix C
Storm Drain Calculations
7516-C-NC
June 7, 2022

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Sheet
POST-DEV

Gotta es at
Win ate
Project Number:
7516
Description
Original Date:
6/7/22
DB:
MDP
Revision Date:
N/A
PM:
MDP
Location
I Inlet I
i Areas i
Storm Runoff
I
I
Pipe Sizing Calculations
I I
Pipe In ut Cover Calculations
I I I I I I
From 1 1 1 Percent I Percent I Composite I
Structure I To Structure I (acres) I Pervious) Impervios I Runoff I
I Coeff. Cc I
I I I I I I
I (in/hr)
I I I I I I I
I Inlet I Combined I I Pipe 1 Pipe I Dtheo I
I Discharge QI Discharge I Material nl Slope I Length) (in) I S¢e (in)
I (cfs) I Qpipe (cfs) I I (%) I (k) I I
I I I I I I I
I I Pipe I I I
I Vfull I Capacity I Q-full 1 d/dm I
I ( . I full I (°O/a) 1 ratio I
I I I I I
I I() I I I
I I ipe I Actual I I I Structure I I
I Actual I Time I Pipe I Pope I Pipe I Rim I Depth Of I Pipe
v/V-full I Vpipe I (min) - I Time I Inv. 1 Inv. In 1 Elevation 1 Cover (Based I Material
I (fps) I Full I I Out I I I on Rim) I
I I I (min) I I I (RoWine) I I
I
I Pipe
I Material
I Class
I
Storm Network 100
CB-116
Cff115
0.92 40%
60%
0.71
7.78
5.10
5.10
0.013 0.65%
76 1 14.9 1
15
1 4.2
5.19
98%
0.88
1.15
4.86 0.30 1 0.26 1 542.21 1 541.72 545.68 1
1.97
RCP
CB-115 I
CB-114
1 0.07 1 55% 1
45% 1
0.62 1
7.78
1 0.32
1 5.42 I
0.013 1 0.50% 1
57 1 16.0 1
18
1 4.2 1
7.45 1
73% 1
0.62 1
1.07 1 4.51 1 0.23 1 0.21 1 541.471541.181 546.46 1
3.20 1
RCP
C&114
CB-113
0.15 32%
68%
0.76
7.78
0.86
6.28
0.013 0.50%
107 16.9
18
4.2
7.39
85%
0.68
1.12
4.68 0.43 0.38 541.08 540.55 547.68
4.81
RCP
C1113
CB-112
0.00 60%
40%
0.59
7.78
0.02
6.30
0.013 1.00%
170 14.8
18
5.9
10.49
60%
0.56
1.05
6.23 0.48 0.45 540.44 538.74 548.99 0
6.76
RCP
I
I I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
2I-118
DI-117
1.46 91%
9%
0.40
7.78
4.58
4.58
0.013 0.50%
228 15.0
15
3.7
4.57
100%
0.82
1.16
4.32 1.02 0.88 540.60 539.46 543.50
1.40
RCP
DI-117
CB-112
1.48 85%
15%
0.44
7.78
5.04
9.62
0.013 0.50%
142 19.8
24
5.1
16.00
60%
0.56
1.05
5.35 m 0.46 m 0.44 m 538.95 m 538.24m 542.94 m
1 1 1 1
1.68 i
RCP
CB-112 I
CB-111
1 0.25 1 34% 1
66% 1
0.75 1
7.78
1 1.46
1 17.38 I
0.013 1 1.00% 1 103 1 21.7 1
24
1 7.2 1 22.61 1
77% 1
0.65 1
1.12
1 8.06 1 0.24 1 0.21 1 538.15 1537.121 546.19 1
5.73 1
RCP
CB-119
CB-111
0.35 37%
63%
0.73
7.78
1.99
1.99
0.013 3.50%
36 7.6 1
15
1 9.8 1
12.07 1
17% 1
0.27 1
0.66
1 6.49 1 0.06 1 0.09 1 539.141 537.871 544.90 1
4.26 1
RCP
CB-111 I
CB-110
I 0.10 I 41% I
59% I
0.70 I
7.78
I 0.54
I 19.91 I
0.013 I 0.50% I
28 126.0 1
30
1 5.9 1 28.96 1
69% 1
0.58 1
1.05
1 6.20 1 0.08 1 0.08 1 536.621536.481 544.13 1
4.66 1
RCP
C6110
CB-109
0.35 36%
64%
0.74
7.78
1.99
21.90
0.013 0.50%
36 27.0
30
5.9
28.86
76%
0.65
1.12
6.59 0.10 0.09 536.28 536.10 544.13
5.00
RCP
C6109
Cff108
0.08 28%
72%
0.78
7.78
0.51
22.41
0.013 0.50%
28 27.2
30
5.9
28.96 m
77%
0.65
1.12
m 6.61 0.08 0.07 m 535.90 m 535.76 543.08 m
4.33
RCP
CB-108 I
Cff107
I 0.36 I 34% I
66% I
0.75 I
7.78
I 2.12
I 24.53 I
0.013 12.00% I 128 121.7 1
30
1 11.8 1 57.89 1
42% 1
0.44 1
0.87
1 10.261 0.18 1 0.21 1 535.561533.001 543.08 1
4.67 1
RCP
CB-107
CB-101
0.20 38%
62%
0.72
7.78
1.11
25.64
0.013 2.00%
137 22.1 1
30
1 11.8 1
57.89 1
44% 1
0.44 1
0.87
1 10.26 1 0.19 1 0.22 1 532.80 1530.061 540.75 1
5.10 1
RCP
DI-106 I
DI-105
1 0.67 1 81% 1
19% 1
0.46 1
7.78
1 2.43
1 2.43 1
0.013 1 2.00% 1 244 1 9.1 1
15
1 7.4 1
9.13 1
27% 1
0.35 1
0.82
1 6.10 1 0.55 1 0.67 1 534.371529.481 539.50 1
3.63 1
RCP
DI-1
CB-104
1.32 82%
18°/a
0.46
7.78
4.74
7.17
0.013 0.50%142
17.7
18
4.2
7.43
96°/a
0.88
1.15
4.84 0.56 0.49 529.23 528.52 532.08
1.06
RCP
C'104
CB-101
0.81 33%
67%
0.75
7.78
4.75
11.92
0.013 0.50%
28 21.5
24
5.1
15.98
75%
0.62
1.07
5.44 0.09 m 0.09 m 528.02 m 527.88 538.58 m
8.25
RCP
I
I I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
CB-103
CB-102
0.54 39%
61%
0.72
7.78
3.01
3.01
0.013 2.00%
28 9.9
15
7.4
9.12
33%
0.37
0.82
6.10 1 0.06 1 0.08 1 536.481 535.921 540.16 1
2.18
RCP
CB-102
CB-101
0.55 40%
60%
0.71
7.78
3.04
6.06
0.013 1.00%
174 14.6
15
5.3
6.45
94%
0.74
1.14
5.99 0.55 0.48 535.72 533.98 540.16
2.94
RCP
CB-101 I
FES-100
I 0.58 I 35% I
65% I
0.74 I
7.78
I 3.31
I 46.92 I
0.013 I 2.00% I 158 127.7 I
30
I 11.8 I 57.87 I
81% I
0.68 I
1.12
113.20 1 0.22 1 0.20 1 527.381524.231 538.58 1
8.35 1
RCP
CB-142
CB-141
0.48 29%
71%
0.77
7.78
2.92
2.92
0.013 1 1.00%
28 11.1
15
5.3
6.45
45%
0.47
0.94
1 4.94 0.09 0.09 560.62 1560.341 565.29 1
3.17
RCP
CB-141 I
Cff140
I 0.42 I 31% I
69% I
0.76 I
7.78
I 2.46
I 5.38 I
0.013 1 1.00% I 111 114.0 I
15
I 5.3 I
6.45 I
83% I
0.68 I
1.12
1 5.88 1 0.35 1 0.31 1 560.141559.031 565.29 1
3.65 1
RCP
CB-140
Cff139
0.17 33%
67%
0.75
7.78
1.01
6.39
0.013 1.00%
89 14.9
15
5.3
6.45
99%
0.88
1.15
6.04 0.28 1 0.25 1 558.83 1 557.941 564.18 1
3.85 i
RCP
CB-139
Cff138
0.15 31%
69%
0.76
7.78
0.91
7.30
0.013 2.00%
110 13.8
15
7.4
9.13
80%
0.65
1.12
8.34 1 0.25 1 0.22 1 557.741555.541 563.13 1
3.89 1
RCP
CB-138 I
CB-137
I 0.19 I 33% I
67% I
0.75 I
7.78
I 1.11
I 8.41 I
0.013 I 2.25% I
92 114.2 I
18
I 8.9 I
15.72 I
53% I
0.50 I
0.99
I 8.81 I 0.17 1 0.17 1 555.291553.231 561.04 1
3.96 1
RCP
DI-145
CB-146
2.28 1 87% 1
13% 1
0.43 1
5.24
5.15
5.15 1
0.013 1.00% 1
21 1 13.8 1
15
5.3
6.45 1
80% 1
0.65 1
1.12
5.89 1 0.07 1 0.06 1 555.05 554.84 557.50 1
0.95
RCP
CB-146 I
CB-137
I 0.54 I 36% I
64% I
0.73 I
7.78
I 3.07
I 8.22 I
0.013 1 1.00% I
28 I 16.4 I
18
I 5.9 I
10.49 I
78% I
0.65 I
1.12
I 6.65 1 0.08 1 0.07 1 554.591554.311 559.29 1
2.91 1
RCP
I
DI-143
CB-137
1.61 81%
19%
0.46
5.24
3.89
3.89
0.013 0.50%
141 14.1
15
3.7
4.57
85%
0.70
1.14
1 4.25 1 0.63 1 0.55 1 554.191553.481 556.78 1
1.09 1
RCP
I
I I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
CB-137
Cff136
0.15 31%
69%
0.76
7.78
0.91
21.43
0.013 0.90%
195 24.0
24
6.8
21.44
100%
0.88
1.15
7.85 0.48 1 0.42 1 552.73 1 550.971 559.29 1
4.25
RCP
DI-144 I
Cff147
I 1.17 I 87% I
13% I
0.43 I
7.78
I 3.88
I 3.88 I
0.013 I 0.50% I 140 114.1 I
15
I 3.7 I
4.56 I
85% I
0.70 I
1.14
I 4.24 I 0.63 I 0.55 1 551.861551.161 554.36 I
1.00 I
RCP
CB-147
Cff136
0.50 30%
70%
0.77
7.78
3.02
3.02
0.013 0.50%
28 12.8
15
3.7
4.56
66%
0.58
1.05
3.90 1 0.13 1 0.12 1 550.961 550.821 556.09 1
3.63 i
RCP
CB.136 I
CB-135
I 0.60 I 39% I
61% I
0.72 I
7.78
I 3.36
I 27.81 I
0.013 I 0.50% I
67 129.5 I
30
I 5.9 I 28.85 I
96% I
0.88 I
1.15
I 6.76 1 0.19 1 0.16 1 549.571549.241 556.09 1
3.67 1
RCP
I
CB-135
Cff134
0.06 36%
64%
0.73
7.78
0.34
28.15
0.013 0.50%
78 29.6
30
5.9
28.98
97%
0.88
1.15
6.79 1 0.22 1 0.19 1 549.041548.651 556.74 1
4.85
RCP
C&134
Cff133
0.01 47%
53%
0.67
7.78
0.05
28.20
0.013 0.49%
61 29.7
30
5.9
28.79
98%
0.88
1.15
6.75 0.17 0.15 548.45 548.15 557.40
6.10
RCP
I
I I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
C&148
Cff149
0.27 48%
52%
0.66
7.78
1.41
1.41
0.013 0.99%
37 8.5
15
5.2
6.41
22%
0.30
0.74
3.87 0.12 0.16 552.85 552.48 555.84
1.49
RCP
C1149
CB-133
0.13 30%
70%
0.77
7.78
0.76
2.17
0.013 1.00%
28 9.9
15
5.3
6.45
34%
0.37
0.82
4.31 0.09 0.11 552.28 552.00 556.61
2.83
RCP
CB-133 I
CB-132
1 0.12 1 33% 1
67% 1
0.75 1
7.78
1 0.71
1 31.08 I
0.013 1 0.59% 1
37 1 29.8 1
30
1 6.4 1 31.38 1
99% 1
0.88 1
1.15
1 7.35 1 0.10 1 0.08 1 547.951547.731 556.61 1
5.81 1
RCP
C6132
CB-131
0.05 27%
73%
0.79
7.78
0.28
31.36
0.013 0.70%
95 29.0
30
7.0
34.21
92%
0.74
1.14
7.94 0.23 0.20 547.53 546.87 555.27
4.89
RCP
C1131
CB-130
0.09 39%
61%
0.71
7.78
0.50
31.86
0.013 0.75%
77 28.8
30
7.2
35.52
90%
0.70
1.14
8.25 0.18 0 0.16 0 546.67 546.09 554.32 0
4.80
RCP
CB-130 I
CB-129
1 0.32 1 79% 1
21% 1
0.48 1
7.78
1 1.17
1 33.03 I
0.013 1 0.80% 1
81 1 28.8 1
30
1 7.5 1
36.64 1
90% 1
0.74 1
1.14 1 8.51 1 0.18 1 0.16 1 545.891545.241 553.61 1
4.87 1
RCP
CB-129
CB-128
1 0.22 1 32% 1
68% 1
0.76 1
7.78
1 1.29
1 34.32 1
0.013 1 0.84% 1
51 1 28.9 1
30
1 7.7 1
37.62 1
91% 1
0.74 1
1.14
1 8.74 1 0.11 1 0.10 1 545.041544.611 552.86 1
4.97 1
RCP

Gotta es at
Win ate
Project Number:
7516
Description
Original Date:
6/7/22
DB:
MDP
Revision Date:
N/A
PM:
MDP
Location
I Inlet
i Areas
I
i
Storm Runoff
I
I
Pipe Sizing Calculations
I I
Pipe In ut Cover Calculations
I I I I I I
From I I I Percent I Percent I Composite I
Structure I To Stmclure I (acres) I Pervious) Impervios I Runoff I
I Coeff. Co I
I I I I I I
I (in/hr)
I I I I I I I
1 Inlet 1 Combined 1 1 Pipe 1 Pipe I Dtheo 1
I Discharge QI Discharge I Material nl Slope I Length) (in) I S¢e (in)
I (cfs) I Qpipe (cfs) I
I I I I I I I
I I Pipe I 1 I
1 Vfull 1 Capacity 1 Q-full 1 d/dm 1
I ( . I full I (°O/a) 1 ratio I
I I I I
I I() I I I
I IPipe I Actual I I I Structure I I
I Actual 1 Time I Pipe 1 Pope 1 Pipe 1 Rim I Depth Of I Pipe
v/V-full I Vpipe I (min) - I Time I Inv. I Inv. In 1 Elevation 1 Cover (Based I Material
I (fps) I Full I I Out I I I on Rim) I
I I I (min) I I I (HoWine) I I
I
I Pipe
I Material
I Class
I
CB-150
CB-128
1 0.56
1 36% 1
64% 1
0.73 1
7.78
1 3.20
1 3.20 1
0.013
1 1.00% 1
28 11.5 1
15
1 5.3
6.45 1
50% 1
0.47
0.94
1 4.94 0.09 1 0.09 1 549.28 1549.001 552.64 1
1.86
RCP
CB-128
CB-127
1 0.10
1 33% 1
67%
0.75
7.78
0.57
38.09
0.013
0.51%
47 33.1
36
6.7
47.55
80%
0.68
1.12
7.53 0.12 1 0.10 1 544.11 543.87 552.64 1
5.13
RCP
CB-127 I
CB-126
1 0.18 1 31% 1
69% 1
0.76 1
7.78
1 1.08
1 39.17 1
0.013 1 0.50% 1
79 I 33.5 1
36
1 6.7 1 47.28 1
83% 1
0.68 I
1.12
1 7.49 1 0.20 1 0.18 1 543.671 543.271 553.14 1
6.07 1
RCP
CB-126
CB-125
1 0.18
32%
68%
0.76
7.78
1.07
40.24
0.013
0.50%
300 33.9
36
6.7
47.11
85%
0.70
1.14
1 7.60 1 0.75 1 0.66 1 543.071 541.571 554.15 1
7.68 i
RCP
CB-151 I
CB-125
1 0.22
I 8% I
92% I
0.90 I
7.78
I 1.53
I 1.53 I
0.013 I 1.00% I
19 I 8.7 I
15
I 5.3 I
6.45 I
24% I
0.30 I
0.74
1 3.89 1 0.06 1 0.08 1 548.191548.001 552.48 1
2.79 1
RCP
CB-152 I
CB-125
1 0.26
31%
69%
0.76
7.78
1.53
1.53
0.013
1.00%
28 8.7
15
5.3
6.45
24%
0.30
0.74
1 3.89 1 0.09 1 0.12 1 548.281548.001 551.59 1
1.81 1
RCP
CB-125 I
CB-124
1 0.17 I 24% I
76% I
0.81 I
7.78
1 1.05
I 44.35 I
0.013 I 1.51% I 189 1 28.6 I
36
1 11.6 1 81.85 I
54% I
0.50 I
0.99
1 11.46 1 0.27 1 0.28 1 541.371538.511 551.59 1
6.82 1
RCP
I
CB-153
CB-124
0.32
32%
6811,
0.76
7.78
1.87
1.87
0.013
0.89°/a
28 9.6
15
5.0
6.10
31°/a
0.37
0.82
4.07 0.09 0.11 541.91 541.66 545.91
2.50
RCP
C,124
C,123
0.37
16%
84°/a
0.86
7.78
2.43
48.65
0.013
0.60°/a
81 35.1
36
7.3
51.81
94°/a
0.74
1.14
8.36 0.18 0.16 537.71 537.22 545.91
4.80
RCP
CB-123
CB-122
0.56
28%
72%
0.78
7.78
1 3.37
52.02
0.013
5.00%
226 1 24.2
36
1 21.1 1
148.94 1
35%
0.37 1
0.82
1 17.28 0.18 1 0.22 1 535.32 1 524.001 543.78 1
5.06 i
RCP
I
I
I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
CB-154
CB-122
0.18
25%
75%
0.80
7.78
1.13
1.13
0.013
0.50%
28 8.9
15
3.7
4.56
25%
0.30
0.74
2.75 0.13 1 0.17 1 525.89 1525.751 529.35 1
1.96 1
RCP
CB-122
FES-121
0.15
32%
68°/a
0.76
7.78
0.88
54.03
0.013
5.00%
32 24.6
36
21.1
148.87
36%
0.41
0.87
18.32 0.03 0.03 522.80 521.21 529.35
3.15
RCP
DI-206
DI-205
0.87
1 84%
16%
0.44
7.78
3.01
3.01
0.013
2.55%
Storm Network 200
200 1 9.4 1 15 1 8.4
10.30
29%
0.35
0.82
6.88 0.40 1 0.48 1 547.39 1542.291 550.32 1
1.43 1
RCP
DI-205
DI-204
0.73
75%
25%
0.50
7.78
2.86
5.87
0.013
3.00%
190 11.8
15
9.1
11.17
53%
0.50
0.99
9.01 0.35 1 0.35 1 542.09 1 536.391 546.32 1
2.73 i
RCP
DI-204 I
CB-203
I 0.71 I 74% I
26% I
0.51 I
7.78
I 2.79
I 8.66 I
0.013 I 2.10% I
21 I 14.6 I
18
I 8.6 I
15.18 I
57% I
0.54 I
0.99
I 8.51 1 0.04 1 0.04 1 535.941 535.501 540.50 1
2.77 1
RCP
I
CB-203
SHE
0.12
36%
64%
0.73
7.78
0.71
9.36
0.013
1 0.81%
30 17.9
18
5.3
9.45
99%
0.88
1.15
6.15 1 0.09 1 0.08 1 534.10 1533.861 541.67 1
5.78 1
RCP
C1202
C1201
0.19
27%
73%
0.79
7.78
1.15
10.51
0.013
1.25%
73 17.3
18
6.6
11.71
90%
0.70
1.14
7.56 0.18 0.16 533.660 532.750 541.50
6.05
RCP
I
I
I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
CB-211
CB-210
0.49
38%
62%
0.72
7.78
2.76
2.76
0.013
2.00%
28 9.6
15
7.4
9.12
30%
0.37
0.82
6.10 0.06 0.08 546.34 545.78 549.91
2.07
RCP
C1216
CB-209
0.45
38%
62%
0.72
7.78
2.52
5.27
0.013
3.50%
291 11.0
15
9.8
12.07
44%
0.44
0.87
8.56 0.49 0.57 545.68 535.49 549.91 0
2.73
RCP
I
I
I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
CB-212
CB-209
0.47
31%
69%
0.76
7.78
2.80
2.80
0.013
1.00%
28 11.0
15
5.3
6.45
43%
0.44
0.87
4.57 0.09 0.10 535.77 535.49 541.99
4.72
RCP
C1209
CB-208
0.47
31%
69%
0.76
7.78
2.80
10.87
0.013
2.75%
37 15.1
18
9.8
17.39
63%
0.56
1.05
10.33 m 0.06 m 0.06 m 535.24 m 534.21 m 541.99 M
1 1 1 1
4.96 ERCP
1
CB-208 I
CB-207
1 0.17 1 34% 1
66% 1
0.74 1
7.78
1 0.99
1 11.86 1
0.013 1 2.74% 1
27 1 15.6 1
18
1 9.8 1
17.37 1
68% 1
0.58 1
1.05
1 10.32 1 0.05 1 0.04 1 534.111533.371 541.19 1
5.29 1
RCP
CB-207
CB-201
1 0.09
1 34% 1
66% 1
0.74 1
7.78
1 0.54
1 12.40 1
0.013
1 1.50% 1
28 1 17.7 1
18
1 7.3 1
12.85 1
96% 1
0.88 1
1.15
1 8.36 1 0.06 1 0.06 1 533.171532.751 540.78 1
5.82 1
RCP
DI-217 I
DI-216
1 0.79 1 81% 1
19% 1
0.46 1
7.78
1 2.85
1 2.85 I
0.013 1 2.45% 1 203 1 9.3 1
15
1 8.2 1
10.09 1
28% 1
0.35 1
0.82 1 6.75 1 0.41 1 0.50 1 545.161540.191 549.27 1
2.61 1
RCP
CB-219
CB-218
0.46
1 37% 1
63% 1
0.73 1
7.78
1 2.61
1 2.61 1
0.013
1 3.50% 1
42 1 8.4 1
15
1 9.8 1
12.07 1
22% 1
0.30 1
0.74
1 7.28 1 0.07 1 0.10 1 545.711544.251 549.06 1
1.85 1
RCP
CB-218 I
DI-216
1 0.66 1 31% 1
69% 1
0.76 1
7.78
1 3.90
1 6.52 1
0.013 1 1.75% 1 133 1 13.5 1
15
1 7.0 1
8.54 1
76% 1
0.65 1
1.12
1 7.79 1 0.32 1 0.28 1 542.521540.191 548.51 1
4.49 1
RCP
DI-216
DI-215
0.73
75%
25%
0.50
7.78
2.85
12.21
0.013
3.75%
87 14.9
15
10.2
12.49
98%
0.88
1.15
11.70 0.14 0.12 539.99 536.73 543.68
2.19
RCP
DI-211
CB-214
0.36
87%
13%
0.43
7.78
1.20
13.41
0.013
3.00%
21 16.0
18
10.3
18.17
74%
0.62
1.07
11.00 0.03 m 0.03 m 536.48 m 535.85 m 541.00
2.73
RCP
CB-214 I
CB-213
1 0.15 1 39% 1
61% 1
0.71 1
7.78
1 0.83
1 14.24 1
0.013 1 1.00% 1
28 1 20.2 1
24
1 7.2 1 22.59 1
63% 1
0.56 1
1.05
1 7.55 1 0.06 1 0.06 1 535.35 1535.071 544.38 1
6.72 1
RCP
Ct 13
CB_
0.47
33%
67°/a
0.75
7.78
2.72
16.96
0.013
1.25°/a
218 20.6
24
8.0
25.26
67°/a
0.58
1.05
8.44 0.45 0.43 534.97 532.25 594.38
7.10
RCP
CB-201
-I
FES-200
0.50
36%
64°/a
0.73
7.78
2.83
42.69
0.013
3.99°/a
147 23.5
24
14.4
45.13
95°/a
0.74
1.14
16.38 0.17 0.15 532.25 526.39 540.78
6.22
RCP
Storm Network 300
CB-305
CB-304
0.95
35%
65%
0.74
7.78
5.45
5.45
0.013
1.50%
85 13.0
18
7.3
12.85
42%
0.44
0.87
6.33 1 0.20 1 0.22 1 547.311 546.03 551.41
2.31
RCP
CB-304
CB-303
0.43
28%
72%
0.78
7.78
2.60
8.04
0.013
1.50%
191 15.1
18
7.3
12.85
63%
0.56
1.05
7.63 0.44 0.42 545.93 543.071 552.26 1
4.54
RCP
CB-303 I
CB-302
I 0.68 1 29% I
71% 1
0.78 1
7.78
1 4.10
1 12.14 1
0.013 1 0.50% 1
28 I 21.6 I
24
I 5.1 I
15.98 I
76% I
0.65 I
1.12
I 5.70 1 0.09 1 0.08 1 542.571 542.431 554.19 1
9.31 1
RCP
CB-302
DI-301
0.09
1 26%
74% 1
0.79 1
7.78
1 0.52
1 12.67 1
0.013
1 0.50% 1
91 21.9
24
5.1
16.02
79%
0.65
1.12
5.71 1 0.30 1 0.27 1 542.33 1541.871 554.19 1
9.55 1
RCP
DI-301
FES-300
0.38
88%
12%
0.42
7.78
1.24
13.91
0.013
4.90%
199 14.8
24
15.9
50.02
28%
0.35
0.82
13.06 0.21 0.25 541.77 532.00 548.15
4.07
RCP
I
I
I I
I
I
I
I I
I I
I I
I I
I
I
I
I I I I I I I
I
I
DI-307
FES-306
1.16
100%
0%
0.35
7.78
3.17
3.17
0.013
3.00%
245 9.3
15
9.1
11.17
28%
0.35
0.82
7.47 0.45 0.55 539.36 532.00 545.00
4.14
RCP
Bypass Network
DI-BP-4 I
MU-BP-3 1 7.16 I 84% I
16% I
0.44 I
5.24
I 16.68
I 16.68 I
0.013 I 0.60% I
70 123.5 1
24
1 5.6 I
17.50 I
95% I
0.88 I
1.15
I 6.41 I 0.21 1 0.18 1 551.141550.721 554.39 1
0.94 1
RCP
MH-BP-3
MH-BP-2
7.16
84%
16%
0.44
5.24
16.68
0.013
0.60%82
23.5
24
5.6
17.49
95%
0.88
1.15
6.40 0.24 0.21 550.52 550.03 559.33
6.50
RCP
MH-BP-2
FES-BP-1
1 7.16
1 84%
16%
0.44
5.24
16.68
0.013
0.60%
325 23.5
24
5.6 1
17.50 1
95% 1
0.88
1.15
1 6.41 1 0.97 1 0.85 1 549.83 547.88 580.94 128.80
RCP

The Ridge at 601 - 2-Year Gutter Spread Calculations
Project Number:
7516
Description
Original Date:
7/25/22
DB:
MDP
Gutter Spread - 2-Year Storm
Revision Date:
N/A
PM:
I MDP
Intensity: 4.00 in/hr
Proposed Lane Width:1 Ift I Proposed Gutter Width: 1 Ift
Inlet (from
Storm
Drainage)
Inlet Area
(acres)
Runoff
Coeff. C
Runoff "Q"
Sub. Total
Qs (cfs) Qt (cfs)
Slope Parameters
S Ion S cross
( 9) ( ) K
M) M)
Capacity ca
p Q p
Qcap (cfs)
Inlet Calculations
Spread Spread
p p
Tact (ft) Tallowed (ft)
Depth
Dactual (ft)
Depth
Dtheo (ft)
Q b
(cfs)
Bypass Calculations
To Inlet Basin Type
(Column A)
Sump
Condition?
*
Storm Network 100
CB-101
1 0.58
1 0.74
1.70
2.01
LP 2.080/0
-------
2.01
3.6
8.0
0.07
0.17
0.00
Single
CB-102
I 0.55
I 0.71
1.57 I
1.57
1.00% 12.08% I
18
1.27
I 7.0
I 8.0
I 0.15 I
0.17
0.30
I CB-101 I
Single
CB-103
0.54
0.72
1.55
1.55
1.00% 2.08%
18
1.25
7.0
8.0
0.14
0.17
0.30
CB-104
Single
CB-104
0.81
0.75
2.44
2.74
LP 2.08%
-------
2.74
5.8
8.0
0.12
0.17
0.00
Single
CB-107
I 0.20
I 0.72
0.57 I
0.65
2.00% 12.08% I
23.5
0.64
I 3.0
I 8.0
I 0.06 I
0.17
0.01
I CB-101 I
Single
CB-108
0.36
0.75
1.09
1.09
2.00% 2.08%
23.5
1.01
4.6
8.0
0.10
0.17
0.08
CB-107
Single
CB-109
0.08
0.78
0.26
0.39
2.00% 2.08%
23.5
0.39
1.9
8.0
0.04
0.17
0.00
CB-104
Single
CB-110
I 0.35
I 0.74
1.02 I
1.02
2.00% 12.08% I
23.5
0.96
I 4.4
I 8.0
I 0.09 I
0.17
0.06
I CB-109 I
Single
CB-111
0.10
0.70
0.28
0.30
LP 2.08%
-------
0.30
1.0
8.0
0.02
0.17
0.00
Single
CB-112
0.25
0.75
0.75
0.75
2.00% 2.08%
23.5
0.73
3.4
8.0
0.07
0.17
0.02
CB-111
Single
CB-113
I 0.00
I 0.59
0.01 I
0.01
0.10% 12.08% I
0
0.01
I 0.8
I 8.0
I 0.02 I
0.17
0.00
I CB-112 I
Single
CB-114
0.15
0.76
0.44
0.44
2.00% 2.080/0
23.5
0.44
2.0
8.0
0.04
0.17
0.00
CB-115
Single
CB-115
0.07
0.62
0.17
0.17
1.90% 2.08%
18
0.17
1.4
8.0
0.03
0.17
0.00
CB-116
Single
CB-116
I 0.92
I 0.71
2.62 I
2.62
LP 12.08% I
-------
2.62
I 5.5
I 8.0
I 0.11 I
0.17
0.00
I I
Single
CB-119
0.35
0.73
1.03 1
1.03
1.90% 1 2.08% 1
18
0.96
4.5
8.0
0.09
0.17
0.07
CB-109
Single
CB-122
0.15
0.76
0.45 1
0.70
8.00% 1 2.080
32
0.70
1.8
8.0
0.04 1
0.17
1 0.00
1
Single
CB-123
I 0.56
I 0.78
1.73 I
1.81
3.30% 12.08% I
26
1 1.57
I 5.4
I 8.0
I 0.11 I
0.17
0.24
I CB-122 I
Single
CB-124
0.37
0.86
1.25
1.25
3.00% 2.08%
26
1.17
4.4
8.0
0.09
0.17
0.08
CB-123
Single
CB-125
0.17
0.81
0.54
0.54
3.00% 2.08%
26
0.54
2.0
8.0
0.04
0.17
0.00
CB-124
Single
CB-126
I 0.18
I 0.76
0.55 I
0.55
1.50% 12.08% I
18
0.55
I 2.9
I 8.0
I 0.06 I
0.17
0.00
I CB-127 I
Single
CB-127
0.18
0.76
0.56
0.56
0.70% 2.080/6
16
0.54
4.1
8.0
0.09
0.17
0.02
CB-128
Single
CB-128
0.10
0.75
0.29
0.36
LP 2.08%
-------
0.36
1.1
8.0
0.02
0.17
0.00
Single
CB-129
I 0.22
I 0.76
0.66 I
0.68
0.90% 12.08% I
16
0.64
I 4.4
I 8.0
I 0.09 I
0.17
0.04
I CB-128 I
Single
CB-130
0.32
0.48
0.60
0.60
1.000/0 2.080/0
18
0.58
3.8
8.0
0.08
0.17
0.02
CB-129
Single
CB-131
0.09
0.71
0.26
0.26
1.10% 2.08%
18
0.26
1.8
8.0
0.04
0.17
0.00
1 CB-130 I
Single
CB-132
I 0.05
I 0.79
0.15 I
0.15
1.00% 12.08% I
18
0.15
I 1.5
I 8.0
I 0.03 I
0.17
0.00
I CB-131 I
Single
CB-133
0.12
0.75
0.37
0.37
2.00% 2.08%
23.5
0.37
1.8
8.0
0.04
0.17
0.00
05-132
Single
CB-134
I 0.01
I 0.67
0.03 I
0.03
0.30% 12.08% I
0
0.03
I 1.0
I 8.0
I 0.02 I
0.17
0.00
I CB-133 I
Single
CB-135
I 0.06
I 0.73
0.18 I
0.18
1.60% 12.08% I
18
0.18
I 1.5
I 8.0
I 0.03 I
0.17
0.00
I CB-136 I
Single
CB-136
0.60
0.72
1.73
1.73
LP 2.080/0
-------
1.73
2.6
8.0
0.05
0.17
0.00
Single
CB-137
I 0.15
I 0.76
0.47 I
0.47
2.00% 12.08% I
23.5
0.47
I 2.0
I 8.0
I 0.04 I
0.17
0.00
I CB-136 I
Single
CB-138
0.19
0.75
0.57
0.57
1.90% 2.08%
18
0.57
2.7
8.0
0.06
0.17
0.00
CB-137
Single
CB-139
0.15
0.76
0.47
0.51
1 1.80% 2.08%
18
0.51
2.4
8.0
0.05
0.17
0.00
CB-138
Single
CB-140
I 0.17
I 0.75
0.52 I
0.70
1 1.00% 12.08% I
18
0.66
I 4.3
I 8.0
I 0.09 I
0.17
0.04
I CB-139 I
Single

The Ridge at 601 - 2-Year Gutter Spread Calculations
Project Number:
7516
Description
Original Date:
7/25/22
DB:
MDP
Gutter Spread - 2-Year Storm
Revision Date:
N/A
PM:
I MDP
Intensity: 4.00 in/hr
Proposed Lane Width:1 12 Ift I Proposed Gutter Width: 1 2 Ift
Inlet (from
Storm
Drainage)
Inlet Area
(acres)
Runoff
Coeff. C
Runoff "Q"
Sub. Total
Qs (cfs) Qt (cfs)
Slope Parameters
S Ion S cross
(long) (cross)
o o K
(/o) (/o)
Capacity ca
p tY "Q p�
Qcap (cfs)
Inlet Calculations
Spread Spread
p P
Tact (ft) Tallowed (ft)
Depth
pt
Dactual (ft)
Depth
Pt
Dtheo (ft)
Q b
(cfs)
Bypass Calculations
To Inlet
Column A Basin Type
( )
Sump
Condition?
*
CB-141
1 0.42
1 0.76
1.27
1.27
1.00% 1 2.08%
18
1.08
6.3
1 8.0
1 0.13
0.17
0.19
CB-140
Single
CB-142
1 0.48
1 0.77
1.50
1.50
1.00% 1 2.080/0
18
1.22
6.8
8.0
0.14
0.17
0.28
1 CB-146 I
Single
CB-146
I 0.54
I 0.73
1.58 I
1.86
2.00% 12.08% I
23.5
1.52
I 6.4
I 8.0
I 0.13 I
0.17
0.34
I CB-147 I
Single
CB-147
0.50
0.77
1.55
1.8903.00%
8%
-------
1.89
3.2
8.0
0.07
0.17
0.00
Single
CB-148
0.27
0.66
0.72
0.728%
-------
0.72
1.6
8.0
0.03
0.17
0.00
Single
CB-149
I 0.13
I 0.77
0.39 I
0.39
8% I
23.5
0.39
I 1.9
I 8.0
I 0.04 I
0.17
0.00
I CB-148 I
Single
CB-150
0.56
0.73
1.64
1.648%
-------
1.64
2.3
8.0
0.05
0.17
0.00
Single
CB-151
0.22
0.90
0.79
0.798%
-------
0.79
1.7
8.0
0.03
0.17
0.00
Single
CB-152
I 0.26
I 0.76
0.79 I
0.79
8% I
26
0.78
I 3.0
I 8.0
I 0.06 I
0.17
0.01
I CB-153 I
Single
CB-153
0.32
0.76
0.96
0.97
8%
26
0.94
3.6
8.0
0.07
0.17
0.03
CB-154
Single
CB-154
0.18
0.80
0.58
0.61
..8%
32
0.61
1 1.7
8.0
0.04 1
0.17
0.00
1 1
Single
CB-201
I 0.50
I 0.73
1.45 I
1.69gOO/b
08% I
-------
1.69
I 2.5
I 8.0
I 0.05 I
0.17
0.00
I I
Single
CB-202
0.19
0.79
0.59
0.59
08%
18
0.59
2.8
8.0
0.06
0.17
0.00
CB-201
Single
CB-203
0.12
0.73
0.36
0.36
08%
23.5
0.36
1.8
8.0
0.04
0.17
0.00
CB-207
Single
CB-207
I 0.09
I 0.74
0.28 I
0.3308%
-------
0.33
I 1.0
I 8.0
I 0.02 I
0.17
0.00
1 -- I
Single
CB-208
0.17
0.74
0.51
0.69
08%
16
0.64
4.8
8.0
0.10
0.17
0.05
CB-207
Single
CB-209
1 0.47
1 0.76
1.44 1
1.58
.1.08% 1
26
1.40
1 5.1
1 8.0
1 0.11 1
0.17
0.18
1 CB-208 1
Single 1
CB-210
I 0.45
1 0.72
1.29 1
1.29
2.00% 1 2.08% 1
23.5
1.15
1 5.1
1 8.0
1 0.11 1
0.17
0.14
1 CB-209 1
Single 1
CB-211
0.49
0.72
1.42
1.42
2.00% 2.080
23.5
1.24
5.5
8.0
0.11
0.17
0.18
CB-212
Single
CB-212
1 0.47
1 0.76
1.44 1
1.64
LP 1 2.08% 1
-------
1.64
1 2.3
1 8.0
1 0.05 1
0.17
0.00
1 1
Single 1
CB-213
0.47
0.75
1.40
1.55
1.80% 2.08%
18
1.32
5.9
8.0
0.12
0.17
0.23
CB-201
Single
CB-214
0.15
0.71
0.43
0.80
2.10% 2.08%
23.5
0.78
3.5
8.0
0.07
0.17
0.02
CB-212
Single
CB-218
1 0.66
1 0.76
2.01 1
2.01
2.20% 1 2.08% 1
23.5
1.63
1 6.5
1 8.0
1 0.13 1
0.17
0.38
1 CB-214 1
Single 1
CB-219
0.46
0.73
1.34
1.34
2.00% 2.08%
23.5
1.19
5.3
8.0
0.11
0.17
0.15
CB-213
Single
CB-302
0.09
0.79
0.27
0.27
1.10% 2.080/0
18
0.27
1.8
8.0
0.04
0.17
0.00
CB-305
Single
CB-303
1 0.68
1 0.78
2.11 1
2.11
1.10% 1 2.08% 1
18
1.59
1 7.9
1 8.0
I 0.17 I
0.17
0.52
I CB-304 1
Single
CB-304
0.43
0.78
1.34
1.85
1.20% 2.08%
18
1.45
7.3
8.0
0.15
0.17
0.40
CB-305
Single
CB-305
0.95
0.74
2.80
3.20
LP 2.08%
-------
3.20
7.2
8.0
0.15
0.17
1 0.00
Single

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-101
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.01
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.01
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.01
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.63
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.55
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
0.39

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-102
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.57
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.57
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.27
Q Bypass (cfs)
= 0.30
Gutter
Depth at Inlet (in)
= 5.50
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 81
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 7.00
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.48
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.94
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 1.86
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-103
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.55
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.55
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.25
Q Bypass (cfs)
= 0.30
Gutter
Depth at Inlet (in)
= 5.49
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 81
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 6.96
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.48
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.92
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 1.85
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-104
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.74
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.74
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.74
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 5.21
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.84
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-107
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.65
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.65
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.64
Q Bypass (cfs)
= 0.01
Gutter
Depth at Inlet (in)
= 4.49
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 99
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.98
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.08
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.39
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.37
Gutter n-value
= 0.016
All dimensions in faA
DEN

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-108
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.09
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.09
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.01
Q Bypass (cfs)
= 0.08
Gutter
Depth at Inlet (in)
= 4.89
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 93
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.59
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.22
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.04
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 1.00
Gutter n-value
= 0.016
All dimensions in faA
M

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-109
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.39
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.39
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.39
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.12
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.87
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.79
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
= 2.00
Bypass Depth (in)
_ -0-
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-110
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.02
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.02
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.96
Q Bypass (cfs)
= 0.06
Gutter
Depth at Inlet (in)
= 4.84
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 94
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.38
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.20
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.95
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.91
Gutter n-value
= 0.016
All dimensions in faA
NE

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-111
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.30
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.30
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.30
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.06
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 0.97
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-112
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.75
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.75
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.73
Q Bypass (cfs)
= 0.02
Gutter
Depth at Inlet (in)
= 4.60
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 98
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.42
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.12
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.56
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.54
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-113
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 0.10
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Jul 26 2022
Known Q
= 0.01
= 0.01
= 0.01
_ -0-
= 3.12
= 100
= 0.83
= 0.36
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-114
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 2.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Jul 26 2022
Known Q
= 0.44
= 0.44
= 0.44
_ -0-
= 4.20
= 100
= 1.96
= 2.87
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-115
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 1.90
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Jul 26 2022
Known Q
= 0.17
= 0.17
= 0.17
_ -0-
= 3.65
= 100
= 1.38
= 2.22
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-116
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.62
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.62
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.62
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 5.12
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.48
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
MW

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-122
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 8.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Jul 26 2022
Known Q
= 0.70
= 0.70
= 0.70
_ -0-
= 4.04
= 100
= 1.80
= 5.42
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-123
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.81
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.81
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.57
Q Bypass (cfs)
= 0.24
Gutter
Depth at Inlet (in)
= 5.10
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 87
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.42
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 4.25
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.42
Gutter Slope (%)
= 3.30
Bypass Depth (in)
= 1.36
Gutter n-value
= 0.016
All dimensions in faA
MW

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-124
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.25
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.25
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.17
Q Bypass (cfs)
= 0.08
Gutter
Depth at Inlet (in)
= 4.84
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 93
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.38
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.92
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.97
Gutter Slope (%)
= 3.00
Bypass Depth (in)
= 0.93
Gutter n-value
= 0.016
All dimensions in faA
NE

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-125
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.54
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.54
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.54
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.20
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.96
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.52
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
= 3.00
Bypass Depth (in)
_ -0-
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-126
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.55
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.55
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.55
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.47
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 99
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.91
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.66
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.36
Gutter Slope (%)
= 1.50
Bypass Depth (in)
= 0.34
Gutter n-value
= 0.016
All dimensions in faA
Dim

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-127
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.56
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.56
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.54
Q Bypass (cfs)
= 0.02
Gutter
Depth at Inlet (in)
= 4.78
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 96
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.14
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 1.88
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.78
Gutter Slope (%)
= 0.70
Bypass Depth (in)
= 0.75
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-128
Combination Inlet
Calculations
Location
= Sag
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= -0-
Bypass Depth (in)
Gutter n-value
= -0-
All dimensions in faA
Tuesday, Jul 26 2022
Known Q
= 0.36
= 0.36
= 0.36
_ -0-
= 2.29
= 100
= 1.08
= 2.75
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-129
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.68
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.68
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.64
Q Bypass (cfs)
= 0.04
Gutter
Depth at Inlet (in)
= 4.83
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 95
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.35
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.15
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.89
Gutter Slope (%)
= 0.90
Bypass Depth (in)
= 0.85
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-130
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.60
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.60
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.58
Q Bypass (cfs)
= 0.02
Gutter
Depth at Inlet (in)
= 4.69
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 97
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.80
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.23
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.68
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 0.65
Gutter n-value
= 0.016
All dimensions in faA
0.39

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-131
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.26
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.26
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.26
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.05
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.80
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.01
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
= 1.10
Bypass Depth (in)
_ -0-
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-132
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 1.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Monday, Jul 25 2022
Known Q
= 0.15
= 0.15
= 0.15
_ -0-
= 3.75
= 100
= 1.49
= 1.69
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-133
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 2.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Monday, Jul 25 2022
Known Q
= 0.37
= 0.37
= 0.37
_ -0-
= 4.08
= 100
= 1.83
= 2.75
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-134
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 0.30
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Monday, Jul 25 2022
Known Q
= 0.03
= 0.03
= 0.03
_ -0-
= 3.30
= 100
= 1.02
= 0.72
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-135
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 1.60
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Monday, Jul 25 2022
Known Q
= 0.18
= 0.18
= 0.18
_ -0-
= 3.72
= 100
= 1.46
= 2.11
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-137
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 2.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Monday, Jul 25 2022
Known Q
= 0.47
= 0.47
= 0.47
_ -0-
= 4.25
= 100
= 2.02
= 2.92
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-138
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.57
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.57
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.57
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.41
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.66
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.96
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.26
Gutter Slope (%)
= 1.90
Bypass Depth (in)
= 0.25
Gutter n-value
= 0.016
All dimensions in faA
0.3 F

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-139
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.51
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.51
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.51
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.34
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.41
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.85
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.10
Gutter Slope (%)
= 1.80
Bypass Depth (in)
= 0.09
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-140
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.70
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.66
Q Bypass (cfs)
= 0.04
Gutter
Depth at Inlet (in)
= 4.81
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 95
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.28
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.25
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.87
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 0.83
Gutter n-value
= 0.016
All dimensions in faA
NE

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-141
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.27
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.27
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.08
Q Bypass (cfs)
= 0.19
Gutter
Depth at Inlet (in)
= 5.31
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 85
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 6.25
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.41
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.64
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 1.57
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-142
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.50
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.50
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.22
Q Bypass (cfs)
= 0.28
Gutter
Depth at Inlet (in)
= 5.46
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 81
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 6.84
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.46
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.88
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 1.80
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-146
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.86
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.86
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.52
Q Bypass (cfs)
= 0.34
Gutter
Depth at Inlet (in)
= 5.34
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 82
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 6.37
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.42
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.77
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 1.70
Gutter n-value
= 0.016
All dimensions in FaA
MIR

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-147
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.89
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.89
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.89
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.53
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.15
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
DM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-148
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.72
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.72
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.72
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 3.36
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.58
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
❑20

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Monday, Jul 25 2022
CB-149
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.39
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.39
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.39
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.12
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.87
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.79
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
= 2.00
Bypass Depth (in)
_ -0-
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-150
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.64
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.64
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.64
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.31
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.29
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
9.36

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-151
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.79
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.79
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.79
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 3.53
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.67
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
929

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-152
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.79
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.79
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.78
Q Bypass (cfs)
= 0.01
Gutter
Depth at Inlet (in)
= 4.48
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 99
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.96
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.77
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.39
Gutter Slope (%)
= 3.00
Bypass Depth (in)
= 0.37
Gutter n-value
= 0.016
All dimensions in faA
DEN

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-153
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.97
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.97
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.94
Q Bypass (cfs)
= 0.03
Gutter
Depth at Inlet (in)
= 4.64
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 97
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.59
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.83
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.64
Gutter Slope (%)
= 3.00
Bypass Depth (in)
= 0.62
Gutter n-value
= 0.016
All dimensions in faA
HE

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-201
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.69
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.69
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.69
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.36
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.46
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-202
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.59
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.59
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.59
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.43
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.77
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.97
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.30
Gutter Slope (%)
= 1.90
Bypass Depth (in)
= 0.28
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-203
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.36
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.36
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.36
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.06
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.82
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.73
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
= 2.00
Bypass Depth (in)
_ -0-
Gutter n-value
= 0.016
All dimensions in faA
9 34

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-207
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.33
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.33
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.33
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.18
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.03
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
UM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-208
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.69
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.69
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.64
Q Bypass (cfs)
= 0.05
Gutter
Depth at Inlet (in)
= 4.95
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 93
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.80
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 1.92
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.03
Gutter Slope (%)
= 0.70
Bypass Depth (in)
= 0.99
Gutter n-value
= 0.016
All dimensions in faA
M

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-209
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.58
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.58
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.40
Q Bypass (cfs)
= 0.18
Gutter
Depth at Inlet (in)
= 5.03
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 89
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.13
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 4.01
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.29
Gutter Slope (%)
= 3.00
Bypass Depth (in)
= 1.24
Gutter n-value
= 0.016
All dimensions in faA
MM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-210
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.29
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.29
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.15
Q Bypass (cfs)
= 0.14
Gutter
Depth at Inlet (in)
= 5.03
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 89
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.13
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.27
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.26
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 1.21
Gutter n-value
= 0.016
All dimensions in faA
MM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-211
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.42
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.42
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.24
Q Bypass (cfs)
= 0.18
Gutter
Depth at Inlet (in)
= 5.11
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 88
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.45
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.31
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.39
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 1.34
Gutter n-value
= 0.016
All dimensions in faA
MW

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-212
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.64
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.64
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.64
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.31
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.29
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in faA
9.36

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-213
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.55
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.55
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.32
Q Bypass (cfs)
= 0.23
Gutter
Depth at Inlet (in)
= 5.23
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 85
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.92
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.19
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.58
Gutter Slope (%)
= 1.80
Bypass Depth (in)
= 1.51
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-214
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.80
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.80
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.78
Q Bypass (cfs)
= 0.02
Gutter
Depth at Inlet (in)
= 4.63
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 97
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.54
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.20
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.61
Gutter Slope (%)
= 2.10
Bypass Depth (in)
= 0.59
Gutter n-value
= 0.016
All dimensions in faA
0.39

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-218
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.01
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.01
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.63
Q Bypass (cfs)
= 0.38
Gutter
Depth at Inlet (in)
= 5.37
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 81
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 6.48
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.60
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.82
Gutter Slope (%)
= 2.20
Bypass Depth (in)
= 1.75
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-219
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.34
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.34
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.19
Q Bypass (cfs)
= 0.15
Gutter
Depth at Inlet (in)
= 5.06
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 89
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.25
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 3.29
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.32
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 1.26
Gutter n-value
= 0.016
All dimensions in faA
MM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-302
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.27
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.27
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.27
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.07
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.82
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.03
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
= 1.10
Bypass Depth (in)
_ -0-
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-303
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.11
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.11
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.59
Q Bypass (cfs)
= 0.52
Gutter
Depth at Inlet (in)
= 5.74
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 75
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 7.94
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.70
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 3.24
Gutter Slope (%)
= 1.10
Bypass Depth (in)
= 2.23
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-304
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.85
Throat Height (in)
= 6.00
Grate Area (sqft)
_ -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.85
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.45
Q Bypass (cfs)
= 0.40
Gutter
Depth at Inlet (in)
= 5.57
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 78
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 7.27
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 2.31
Gutter Slope (%)
= 1.20
Bypass Depth (in)
= 2.00
Gutter n-value
= 0.016
All dimensions in FaA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Jul 26 2022
CB-305
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 3.20
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 3.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.20
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 5.54
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 7.17
Local Depr (in)
= 2.32
Gutter Vel (ft/s)
= 2.75
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in FaA

The Cottages at Wingate
Stormwater Management Report
Appendix D
Erosion Control Calculations (Temporary sediment basins)
7516-C-NC
June 7, 2022

ENGINEERING
SEDIMENT BASIN Al
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A1 PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
7.21 Acres 314,126 Square Feet
Total Disturbed Area
7.21 Acres 314,126 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
512
49,839 0
0
Q10
28.02 CFS
513
53,152 51,496
51,496
514
56,522 54,837
106,333
Required Volume
12,980 Cubic Feet (1800 CF*DA)
515
59,948 58,235
164,568
Required Surface Area
I 12,187 Square Feet (435 SF*Q10)
516
63,432 61,690
226,258
5171
66,9711 65,2021
291,459
Provided Volume
106,333 Cubic Feet OK
5181
70,5671 68,7691
360,228
Provided Surface Area
I 56,522 Square Feet OK
Length
464 Feet
Minimum Spillway Design
Width
114 Feet
Q10 28.02 CFS
H
1 Feet
Spillway Elevation
517
C
3.367
Surface Area at Spillway
66,971
L
8.32 Feet
Top of Berm Elevation
518
Spillway & Skimmer Design
Spillway Length
35 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
2.5
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
1.0
Inches
Max Flow
17.8 CFS I OK
Orifice Diamter
2.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN Al
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A1 PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
24.97 Acres 1,087,582 Square Feet
Total Disturbed Area
24.10 Acres 1,050,005 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
512
49,839 0
0
Q10
97.00 CFS
513
53,152 51,496
51,496
514
56,522 54,837
106,333
Required Volume
43,389 Cubic Feet (1800 CF*DA)
515
59,948 58,235
164,568
Required Surface Area
I 42,194 Square Feet (435 SF*Q10)
516
63,432 61,690
226,258
5171
66,9711 65,2021
291,459
Provided Volume
106,333 Cubic Feet OK
5181
70,5671 68,7691
360,228
Provided Surface Area
I 56,522 Square Feet OK
Length
464 Feet
Minimum Spillway Design
Width
114 Feet
Q10 97.00 CFS
H
1 Feet
Spillway Elevation
517
C
3.367
Surface Area at Spillway
66,971
L
28.81 Feet
Top of Berm Elevation
518
Spillway & Skimmer Design
Spillway Length
35 Feet OK
Days to Drain
5
Days
Head over Spillway
1 Feet
Skimmer Size
3
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
1.4
Inches
Max Flow
17.8 CFS OK
Orifice Diamter
2.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN Al
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A1 PH-3 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
27.35 Acres 1,191,196 Square Feet
Total Disturbed Area
27.35 Acres 1,191,196 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
512
49,839 0
0
Q10
106.24 CFS
513
53,152 51,496
51,496
514
56,522 54,837
106,333
Required Volume
49,223 Cubic Feet (1800 CF*DA)
515
59,948 58,235
164,568
Required Surface Area
I 46,214 Square Feet (435 SF*Q10)
516
63,432 61,690
226,258
5171
66,9711 65,2021
291,459
Provided Volume
106,333 Cubic Feet OK
5181
70,5671 68,7691
360,228
Provided Surface Area
I 56,522 Square Feet OK
Length
464 Feet
Minimum Spillway Design
Width
114 Feet
Q10 106.24 CFS
H
1 Feet
Spillway Elevation
517
C
3.367
Surface Area at Spillway
66,971
L
31.55 Feet
Top of Berm Elevation
518
Spillway & Skimmer Design
Spillway Length
35 Feet OK
Days to Drain
5
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
1.4
Inches
Max Flow
17.8 CFS OK
Orifice Diamter
2.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A2
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A2 PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
10.88 Acres 473,918 Square Feet
Total Disturbed Area
10.88 Acres 473,918 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
514
16,125 0
0
Q10
42.27 CFS
515
17,709 16,917
16,917
516
19,425 18,567
35,484
Required Volume
19,583 Cubic Feet (1800 CF*DA)
517
21,047 20,236
55,720
Required Surface Area
I 18,386 Square Feet (435 SF*Q10)
518
22,800 21,924
77,644
5191
24,6101 23,7051
101,349
Provided Volume
35,484 Cubic Feet OK
5201
26,4771 25,5441
126,892
Provided Surface Area
I 19,425 Square Feet OK
Length
173 Feet
Minimum Spillway Design
Width
125 Feet
Q10 42.27 CFS
H
1 Feet
Spillway Elevation
_
519
C
3.367
Surface Area at Spillway
24,610
L
12.55 Feet
Top of Berm Elevation
520
Spillway & Skimmer Design
Spillway Length
15 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
3
Inches
Weir Coefficient
ff3367 *Cipoletti Weir
Orifice Radius
1.2
Inches
Max Flow
50.5 CFS OK
Orifice Diamter
2.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A2
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A2 PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
11.48 Acres 500,157 Square Feet
Total Disturbed Area
11.48 Acres 500,157 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
514
16,125 0
0
Q10
44.61 CFS
515
17,709 16,917
16,917
516
19,425 18,567
35,484
Required Volume
20,668 Cubic Feet (1800 CF*DA)
517
21,047 20,236
55,720
Required Surface Area
I 19,404 Square Feet (435 SF*Q10)
518
22,800 21,924
77,644
5191
24,6101 23,7051
101,349
Provided Volume
35,484 Cubic Feet OK
5201
26,4771 25,5441
126,892
Provided Surface Area
I 19,425 Square Feet OK
Length
173 Feet
Minimum Spillway Design
Width
125 Feet
Q10 44.61 CFS
H
1 Feet
Spillway Elevation
_
519
C
3.367
Surface Area at Spillway
24,610
L
13.25 Feet
Top of Berm Elevation
520
Spillway & Skimmer Design
Spillway Length
15 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
3
Inches
Weir Coefficient
ff3367 *Cipoletti Weir
Orifice Radius
1.3
Inches
Max Flow
50.5 CFS OK
Orifice Diamter
2.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A2
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A2 PH-3 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
11.48 Acres 500,157 Square Feet
Total Disturbed Area
11.48 Acres 500,157 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
514
16,125 0
0
Q10
44.61 CFS
515
17,709 16,917
16,917
516
19,425 18,567
35,484
Required Volume
20,668 Cubic Feet (1800 CF*DA)
517
21,047 20,236
55,720
Required Surface Area
I 19,404 Square Feet (435 SF*Q10)
518
22,800 21,924
77,644
5191
24,6101 23,7051
101,349
Provided Volume
35,484 Cubic Feet OK
5201
26,4771 25,5441
126,892
Provided Surface Area
I 19,425 Square Feet OK
Length
150 Feet
Minimum Spillway Design
Width
80 Feet
Q10 44.61 CFS
H
1 Feet
Spillway Elevation
519
C
3.367
Surface Area at Spillway
24,610
L
13.25 Feet
Top of Berm Elevation
520
Spillway & Skimmer Design
Spillway Length
15 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
3
Inches
Weir Coefficient
ff3367 *Cipoletti Weir
Orifice Radius
1.3
Inches
Max Flow
50.5 CFS I OK
Orifice Diamter
2.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A3
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A3 PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.32 Acres 57,659 Square Feet
Total Disturbed Area
1.32 Acres 57,659 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
110
7.77 Inches per Hour
532
12,861 0
0
Q10
5.14 CFS
533
14,254 13,558
13,558
534
15,713 14,984
28,541
Required Volume
2,383 Cubic Feet (1800 CF*DA)
535
17,235 16,474
45,015
Required Surface Area
I 2,237 Square Feet (435 SF*Q10)
536
18,821 18,028
63,043
5371
20,4721 19,6471
82,690
Provided Volume
28,541 Cubic Feet OK
5381
22,1871 21,3301
104,019
Provided Surface Area
I 15,713 Square Feet OK
Length
162 Feet
Minimum Spillway Design
Width
96 Feet
Q10 5.14 CFS
H
1 Feet
Spillway Elevation
537
C
3.367
Surface Area at Spillway
20,472
L
1.53 Feet
Top of Berm Elevation
538
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
_
3
Days
Head over Spillway
1 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
0.5
Inches
Max Flow
33.7 CFS I OK
Orifice Diamter
1.0
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A3
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A3 PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
4.04 Acres 176,169 Square Feet
Total Disturbed Area
4.04 Acres 176,169 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
532
7,770 0
0
Q10
15.71 CFS
533
8,812 8,291
8,291
534
9,909 9,361
17,652
Required Volume
7,280 Cubic Feet (1800 CF*DA)
535
11,064 10,487
28,138
Required Surface Area
I 6,835 Square Feet (435 SF*Q10)
536
12,275 11,670
39,808
5371
13,5421 12,9091
52,716
Provided Volume
17,652 Cubic Feet OK
5381
14,8661 14,2041
66,920
Provided Surface Area
I 9,909 Square Feet OK
Length
93 Feet
Minimum Spillway Design
Width
88 Feet
Q10 15.71 CFS
H
1 Feet
Spillway Elevation
537
C
3.367
Surface Area at Spillway
13,542
L
4.67 Feet
Top of Berm Elevation
538
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
2
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
0.8
Inches
Max Flow
33.7 CFS I OK
Orifice Diamter
1.7
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A3
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-A3 PH-3 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
5.48 Acres 238,804 Square Feet
Total Disturbed Area
5.48 Acres 238,804 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
532
7,770 0
0
Q10
21.30 CFS
533
8,812 8,291
8,291
534
9,909 9,361
17,652
Required Volume
9,868 Cubic Feet (1800 CF*DA)
535
11,064 10,487
28,138
Required Surface Area
I 9,265 Square Feet (435 SF*Q10)
536
12,275 11,670
39,808
5371
13,5421 12,9091
52,716
Provided Volume
17,652 Cubic Feet OK
5381
14,8661 14,2041
66,920
Provided Surface Area
I 9,909 Square Feet OK
Length
90 Feet
Minimum Spillway Design
Width
70 Feet
Q10 21.30 CFS
H
1 Feet
Spillway Elevation
537
C
3.367
Surface Area at Spillway
13,542
L
6.33 Feet
Top of Berm Elevation
538
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
_
5
Days
Head over Spillway
1 Feet
Skimmer Size
2
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
0.7
Inches
Max Flow
33.7 CFS I OK
Orifice Diamter
1.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN B
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-B PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
3.44 Acres 149,967 Square Feet
Total Disturbed Area
3.39 Acres 147,836 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
548
6,780 0
0
Q10
13.38 CFS
549
7,462 7,121
7,121
550
8,170 7,816
14,937
Required Volume
6,109 Cubic Feet (1800 CF*DA)
550.5
8,533 4,176
19,113
Required Surface Area
I 4,347 Square Feet (325 SF*Q10)
551
8,903 4,359
23,472
552
9,6611 9,2821
32,754
Provided Volume
19,113 Cubic Feet OK
Provided Surface Area
I 8,533 Square Feet OK
Length
102 Feet
Minimum Spillway Design
Width
94 Feet
Q10 13.38 CFS
H
1.5 Feet
Spillway Elevation
550.5
C
3.367
Surface Area at Spillway
8,533
L
2.16 Feet
Top of Berm Elevation
552
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.6
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.3
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN B
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-B PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.68 Acres 73,194 Square Feet
Total Disturbed Area
1.68 Acres 73,194 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
548
6,780 0
0
Q10
6.53 CFS
549
7,462 7,121
7,121
550
8,170 7,816
14,937
Required Volume
3,025 Cubic Feet (1800 CF*DA)
550.5
8,533 4,176
19,113
Required Surface Area
I 2,122 Square Feet (325 SF*Q10)
551
8,903 4,359
23,472
552
9,6611 9,2821
32,754
Provided Volume
19,113 Cubic Feet OK
Provided Surface Area
I 8,533 Square Feet OK
Length
102 Feet
Minimum Spillway Design
Width
94 Feet
Q10 6.53 CFS
H
1.5 Feet
Spillway Elevation
550.5
C
3.367
Surface Area at Spillway
8,533
L
1.06 Feet
Top of Berm Elevation
552
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
_
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.6
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.2
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN B
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-B PH-3 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.48 Acres 21,114 Square Feet
Total Disturbed Area
0.48 Acres 21,114 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
548
8,350 0
0
Q10
1.88 CFS
549
9,218 8,784
8,784
550
10,111 9,665
18,449
Required Volume
872 Cubic Feet (1800 CF*DA)
551
11,029 10,570
29,019
Required Surface Area
I 612 Square Feet (325 SF*Q10)
552
11,972 11,501
40,519
Provided Volume
29,019 Cubic Feet OK
Provided Surface Area
I 11,029 Square Feet OK
Length
300 Feet
Minimum Spillway Design
Width
150 Feet
Q10 1.88 CFS
H
1 Feet
Spillway Elevation
551
C
3.367
Surface Area at Spillway
11,029
L
0.56 Feet
Top of Berm Elevation
552
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
_
3
Days
Head over Spillway
1 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius
0.3
Inches
Max Flow
33.7 CFS OK
Orifice Diamter
0.6
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN C
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-C PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
2.52 Acres 109,840 Square Feet
Total Disturbed Area
2.52 Acres 109,840 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
503
11,537 0
0
Q10
9.80 CFS
504
12,510 12,024
12,024
505
13,514 13,012
25,036
Required Volume
4,539 Cubic Feet (1800 CF*DA)
505.5
14,029 6,886
31,921
Required Surface Area
I 3,184 Square Feet (325 SF*Q10)
506
14,552 7,145
39,067
5071
15,6201 15,0861
54,153
Provided Volume
31,921 Cubic Feet OK
Provided Surface Area
I 14,029 Square Feet OK
Length
172 Feet
Minimum Spillway Design
Width
67 Feet
Q10 9.80 CFS
H
1.5 Feet
Spillway Elevation
505.5
C
3.367
Surface Area at Spillway
14,0291
L
1.58 Feet
Top of Berm Elevation
507
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.5
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN C
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-C PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.46 Acres 63,381 Square Feet
Total Disturbed Area
1.46 Acres 63,381 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
503
11,537 0
0
Q10
5.65 CFS
504
12,510 12,024
12,024
505
13,514 13,012
25,036
Required Volume
2,619 Cubic Feet (1800 CF*DA)
505.5
14,029 6,886
31,921
Required Surface Area
I 1,837 Square Feet (325 SF*Q10)
506
14,552 7,145
39,067
5071
15,6201 15,0861
54,153
Provided Volume
31,921 Cubic Feet OK
Provided Surface Area
I 14,029 Square Feet OK
Length
172 Feet
Minimum Spillway Design
Width
67 Feet
Q10 5.65 CFS
H
1.5 Feet
Spillway Elevation
505.5
C
3.367
Surface Area at Spillway
14,0291
L
0.91 Feet
Top of Berm Elevation
507
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.5
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN D
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-D PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.21 Acres 52,688 Square Feet
Total Disturbed Area
1.21 Acres 52,688 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
511
2,440 0
0
Q10
4.70 CFS
512
3,024 2,732
2,732
513
3,640 3,332
6,064
Required Volume
2,177 Cubic Feet (1800 CF*DA)
513.5
3,960 1,900
7,964
Required Surface Area
I 1,527 Square Feet (325 SF*Q10)
514
4,288 2,062
10,026
5151
4,9681 4,6281
14,654
Provided Volume
7,964 Cubic Feet OK
Provided Surface Area
I 3,960 Square Feet OK
Length
122 Feet
Minimum Spillway Design
Width
20 Feet
Q10 4.70 CFS
H
1.5 Feet
Spillway Elevation
513.5
C
3.367
Surface Area at Spillway
3,9601
L
0.76 Feet
Top of Berm Elevation
515
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
4
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.4
Inches
Max Flow
61.9 CFS OK
Orifice Diamter
0.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN D
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-D PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.72 Acres 31,382 Square Feet
Total Disturbed Area
0.72 Acres 31,382 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
511
2,440 0
0
Q10
2.80 CFS
512
3,024 2,732
2,732
513
3,640 3,332
6,064
Required Volume
1,297 Cubic Feet (1800 CF*DA)
513.5
3,960 1,900
7,964
Required Surface Area
I 910 Square Feet (325 SF*Q10)
514
4,288 2,062
10,026
5151
4,9681 4,6281
14,654
Provided Volume
7,964 Cubic Feet OK
Provided Surface Area
I 3,960 Square Feet OK
Length
122 Feet
Minimum Spillway Design
Width
20 Feet
Q10 2.80 CFS
H
1.5 Feet
Spillway Elevation
513.5
C
3.367
Surface Area at Spillway
3,9601
L
0.45 Feet
Top of Berm Elevation
515
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.4
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
0.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN E
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-E PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
4.35 Acres 189,304 Square Feet
Total Disturbed Area
4.35 Acres 189,304 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
522
5,000 0
0
Q10
16.88 CFS
523
5,616 5,308
5,308
524
6,264 5,940
11,248
Required Volume
7,822 Cubic Feet (1800 CF*DA)
524.5
6,600 3,216
14,464
Required Surface Area
I 5,487 Square Feet (325 SF*Q10)
525
6,944 3,386
17,850
5261
7,6561 7,3001
25,150
Provided Volume
14,464 Cubic Feet OK
Provided Surface Area
I 6,600 Square Feet OK
Length
100 Feet
Minimum Spillway Design
Width
50 Feet
Q10 16.88 CFS
H
1.5 Feet
Spillway Elevation
524.5
C
3.367
Surface Area at Spillway
6,6001
L
2.73 Feet
Top of Berm Elevation
526
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.7
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.4
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN E
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-E PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.71 Acres 74,390 Square Feet
Total Disturbed Area
1.71 Acres 74,390 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
110
7.77 Inches per Hour
522
5,000 0
0
Q10
6.63 CFS
523
5,616 5,308
5,308
524
6,264 5,940
11,248
Required Volume
3,074 Cubic Feet (1800 CF*DA)
524.5
6,600 3,216
14,464
Required Surface Area
I 2,156 Square Feet (325 SF*Q10)
525
6,944 3,386
17,850
5261
7,6561 7,3001
25,150
Provided Volume
14,464 Cubic Feet OK
Provided Surface Area
I 6,600 Square Feet OK
Length
100 Feet
Minimum Spillway Design
Width
50 Feet
Q10 6.63 CFS
H
1.5 Feet
Spillway Elevation
524.5
C
3.367
Surface Area at Spillway
6,6001
L
1.07 Feet
Top of Berm Elevation
526
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.6
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.2
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN F
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-F PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
9.86 Acres 429,682 Square Feet
Total Disturbed Area
3.91 Acres 170,509 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
534
9,573 0
0
Q10
38.32 CFS
535
10,554 10,064
10,064
536
11,568 11,061
21,125
Required Volume
7,046 Cubic Feet (1800 CF*DA)
536.5
12,583 6,038
27,162
Required Surface Area
I 12,455 Square Feet (325 SF*Q10)
537
12,987 12,278
33,402
5381
13,6921 13,3401
46,742
Provided Volume
27,162 Cubic Feet OK
Provided Surface Area
I 12,583 Square Feet OK
Length
191 Feet
Minimum Spillway Design
Width
50 Feet
Q10 38.32 CFS
H
1.5 Feet
Spillway Elevation
536.5
C
3.367
Surface Area at Spillway
12,5831
L
6.20 Feet
Top of Berm Elevation
538
Spillway & Skimmer Design
Spillway Length
15 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.7
Inches
Max Flow
92.8 CFS I OK
Orifice Diamter
1.4
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN F
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-F PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
8.53 Acres 371,634 Square Feet
Total Disturbed Area
2.52 Acres 109,780 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
110
7.77 Inches per Hour
534
9,573 0
0
Q10
33.15 CFS
535
10,554 10,064
10,064
536
11,568 11,061
21,125
Required Volume
4,536 Cubic Feet (1800 CF*DA)
536.5
11,568 5,784
26,909
Required Surface Area
I 10,772 Square Feet (325 SF*Q10)
537
12,614 6,046
32,954
5381
13,6921 13,1531
46,107
Provided Volume
26,909 Cubic Feet OK
Provided Surface Area
I 11,568 Square Feet OK
Length
191 Feet
Minimum Spillway Design
Width
50 Feet
Q10 33.15 CFS
H
1.5 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
11
N53
L
5.36 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
15 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.7
Inches
Max Flow
92.8 CFS I OK
Orifice Diamter
1.4
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN G
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-G PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
6.34 Acres 276,293 Square Feet
Total Disturbed Area
6.07 Acres 264,626 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
546
15,461 0
0
Q10
24.64 CFS
547
16,877 16,169
16,169
548
18,317 17,597
33,766
Required Volume
10,935 Cubic Feet (1800 CF*DA)
548.5
19,047 9,341
43,107
Required Surface Area
I 8,009 Square Feet (325 SF*Q10)
549
19,782 9,707
52,814
5501
21,2731 20,5281
73,342
Provided Volume
43,107 Cubic Feet OK
Provided Surface Area
I 19,047 Square Feet OK
Length
308 Feet
Minimum Spillway Design
Width
50 Feet
Q10 24.64 CFS
H
1.5 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
19
N55
L
3.98 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
2
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.8
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.6
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN G
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-G PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.79 Acres 34,480 Square Feet
Total Disturbed Area
0.79 Acres 34,480 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
546
15,461 0
0
Q10
3.08 CFS
547
16,877 16,169
16,169
548
18,317 17,597
33,766
Required Volume
1,425 Cubic Feet (1800 CF*DA)
548.5
19,047 9,341
43,107
Required Surface Area
I 999 Square Feet (325 SF*Q10)
549
19,782 9,707
52,814
5501
21,2731 20,5281
73,342
Provided Volume
43,107 Cubic Feet OK
Provided Surface Area
I 19,047 Square Feet OK
Length
308 Feet
Minimum Spillway Design
Width
50 Feet
Q10 3.08 CFS
H
1.5 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
19
N55
L
0.50 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
_
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.4
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
0.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN H
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-H PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
6.64 Acres 289,028 Square Feet
Total Disturbed Area
6.54 Acres 284,883 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
506
9,600 0
0
Q10
25.78 CFS
507
10,736 10,168
10,168
508
11,904 11,320
21,488
Required Volume
11,772 Cubic Feet (1800 CF*DA)
508.5
12,500 6,101
27,589
Required Surface Area
I 8,378 Square Feet (325 SF*Q10)
509
13,104 6,401
33,990
5101
14,3361 13,7201
47,710
Provided Volume
27,589 Cubic Feet OK
Provided Surface Area
I 12,500 Square Feet OK
Length
240 Feet
Minimum Spillway Design
Width
40 Feet
Q10 25.78 CFS
H
1.5 Feet
Spillway Elevation
508.5
C
3.367
Surface Area at Spillway
12,500
L
4.17 Feet
Top of Berm Elevation
510
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
2
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.8
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.6
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN H
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-H PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.01 Acres 43,847 Square Feet
Total Disturbed Area
0.91 Acres 39,703 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
506
9,600 0
0
Q10
3.91 CFS
507
10,736 10,168
10,168
508
11,904 11,320
21,488
Required Volume
1,641 Cubic Feet (1800 CF*DA)
508.5
12,500 6,101
27,589
Required Surface Area
I 1,271 Square Feet (325 SF*Q10)
509
13,104 6,401
33,990
5101
14,3361 13,7201
47,710
Provided Volume
27,589 Cubic Feet OK
Provided Surface Area
I 12,500 Square Feet OK
Length
240 Feet
Minimum Spillway Design
Width
40 Feet
Q10 3.91 CFS
H
1.5 Feet
Spillway Elevation
508.5
C
3.367
Surface Area at Spillway
12,500
L
0.63 Feet
Top of Berm Elevation
510
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.4
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
0.9
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN I
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-I PH-1 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
3.19 Acres 138,870 Square Feet
Total Disturbed Area
2.62 Acres 114,254 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
556
4,000 0
0
Q10
12.39 CFS
557
4,576 4,288
4,288
558
5,184 4,880
9,168
Required Volume
4,721 Cubic Feet (1800 CF*DA)
558.5
5,500 2,671
11,839
Required Surface Area
I 4,025 Square Feet (325 SF*Q10)
559
5,824 2,831
14,670
5601
6,4961 6,1601
20,830
Provided Volume
11,839 Cubic Feet OK
Provided Surface Area
I 5,500 Square Feet OK
Length
100 Feet
Minimum Spillway Design
Width
40 Feet
Q10 12.39 CFS
H
1.5 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
5
N560
L
2.00 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
5
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.6
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
1.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SKIMMER BASIN I
Project
The Cottages at Wingate Client
Moser Group
Project #
7516 Date
7/17/2022
2013A Van
Buren Ave.
Designation
SB-I PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.45 Acres 19,651 Square Feet
Total Disturbed Area
0.45 Acres 19,651 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
I10
7.77 Inches per Hour
556
4,000 0
0
Q10
1.75 CFS
557
4,576 4,288
4,288
558
5,184 4,880
9,168
Required Volume
812 Cubic Feet (1800 CF*DA)
558.5
5,500 2,671
11,839
Required Surface Area
I 570 Square Feet (325 SF*Q10)
559
5,824 2,831
14,670
5601
6,4961 6,1601
20,830
Provided Volume
11,839 Cubic Feet OK
Provided Surface Area
I 5,500 Square Feet OK
Length
100 Feet
Minimum Spillway Design
Width
40 Feet
Q10 1.75 CFS
H
1.5 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
5
N560
L
0.28 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
1.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
0.3
Inches
Max Flow
61.9 CFS I OK
Orifice Diamter
0.6
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-100
NCDENR Erosion and Sediment Control Planning and Design Manual
Do= 30 in. d5o (611min.)= in.
Q10 = 56.23 cfs dmax = 12 in.
3DO = 7.5 ft. th= 18 in.
La = 24 ft.
W = 26.50 ft.
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-121
NCDENIR Erosion and Sediment Control Planning and Design Manual
Do= 30 in. d5o (611min.)= in.
Q10 = 58.69 cfs dmax = 12 in.
3DO = 7.5 ft. th= 18 in.
La = 24 ft.
W = 26.50 ft.
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-200
NCDENR Erosion and Sediment Control Planning and Design Manual
Do= 24 in. c150 (6"min.)= 10 in.
Q10 = 42.95 cfs c1max = 15 i n.
3DO = 6 ft. th= 23 in.
La = 24 ft.
W = 26.00 ft.
3)0
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv. < 0.5 diameter).
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-300
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 24 in. d5o (6"min.)= in.
Q10 = 13.91 cfs dmax = 9 in.
3Do = 6 ft. th= 14 in.
La = 12 ft.
W = 14.00 ft.
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-3 06
20
10
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 15 in. d50 (6"min.)= 6 in.
Q10 = 3.17 cfs dmax = 9 In.
3Do = 3.75 ft. th= 14 in.
La = 8 ft.
W = 9.25 ft.
3 0
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pipe t
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv a 0.5 diameter).
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-400
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-A
1,
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-B
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 15 in. d50 (6"min.)= 6 in.
Q10 = 9.4 cfs dmax = 9 In.
3Do = 3.75 ft. th= 14 in.
La = 12 ft.
W = 13.25 ft.
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Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-131
Do =
Qio =
3Do =
La =
W=
NCDENR Erosion and Sediment Control Planning and Design Manual
24 in. d5o (6"min.)= in.
16.68 cfs dmax = 12 in.
6 ft. th= 18 in.
12 ft.
14.00 ft.
99
ulscriarge (it"/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv a 0.5 diameter).
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 1
Structure: FES-C
NCDENR Erosion and Sediment Control Planning and Design Manual
Do= is in. d5o (611min.)= in.
Q10 = 8.36 cfs dmax = 9 in.
3DO = 3.75 ft. th= 14 in.
La = 12 ft.
W = 13.25 ft.
3)0
Outlet w Do
pipe t
diameter (DO)
La w
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv. < 0.5 diameter).
Page 1 Rip Rap Apron

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'A1-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 530.00
Slope (%)
= 1.40
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.17
Elev (ft)
532.00
531.50
531.00
530.50
530.00
529.50
0 1 2
Section
Saturday, Jul 16 2022
Highlighted
Depth (ft)
= 0.25
Q (cfs)
= 1.170
Area (sqft)
= 0.63
Velocity (ft/s)
= 1.87
Wetted Perim (ft)
= 3.12
Crit Depth, Yc (ft)
= 0.21
Top Width (ft)
= 3.00
EGL (ft)
= 0.30
3 4 5 6
Reach (ft)
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'A2-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 518.00
Slope (%)
= 4.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.91
Elev (ft)
520.00
519.50
519.00
518.50
518.00
517.50
0 1 2
Section
Sunday, Jul 17 2022
Highlighted
Depth (ft)
= 0.43
Q (cfs)
= 5.910
Area (sqft)
= 1.23
Velocity (ft/s)
= 4.81
Wetted Perim (ft)
= 3.92
Crit Depth, Yc (ft)
= 0.54
Top Width (ft)
= 3.72
EGL (ft)
= 0.79
3 4 5 6
Reach (ft)
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH S-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 532.50
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.67
Elev (ft)
534.00
533.50
533.00
532.50
532.00
Section
D 1 2 3 4
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
Sunday, Jul 17 2022
= 0.33
= 1.670
= 0.88
= 1.90
= 3.48
= 0.26
= 3.32
= 0.39
Depth (ft)
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'B-2'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 557.90
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.32
Elev (ft)
559.00
558.50
558.00
557.50
557.00
Section
D 1 2 3 4
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
Saturday, Aug 20 2022
= 0.29
= 1.320
= 0.75
= 1.76
= 3.30
= 0.23
= 3.16
= 0.34
Depth (ft)
1.10
0.10
-0.40
L -0.90
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'C-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 522.00
Slope (%)
= 2.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.67
Elev (ft)
524.00
523.50
523.00
522.50
522.00
521.50
0 1 2
Section
Saturday, Jul 16 2022
Highlighted
Depth (ft)
= 0.26
Q (cfs)
= 1.670
Area (sqft)
= 0.66
Velocity (ft/s)
= 2.55
Wetted Perim (ft)
= 3.16
Crit Depth, Yc (ft)
= 0.26
Top Width (ft)
= 3.04
EGL (ft)
= 0.36
3 4 5 6
Reach (ft)
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'C-2'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 510.10
Slope (%)
= 3.10
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.38
Elev (ft)
512.00
511.50
511.00
510.50
510.00
509.50
0 1 2
Section
Saturday, Aug 20 2022
Highlighted
Depth (ft)
= 0.22
Q (cfs)
= 1.380
Area (sqft)
= 0.54
Velocity (ft/s)
= 2.57
Wetted Perim (ft)
= 2.98
Crit Depth, Yc (ft)
= 0.23
Top Width (ft)
= 2.88
EGL (ft)
= 0.32
3 4 5 6
Reach (ft)
7
Depth (ft)
1.90
1.40
0.40
-0.10
L -0.60
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'D-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 515.00
Slope (%)
= 13.80
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.39
Elev (ft)
517.00
516.50
516.00
515.50
515.00
514.50
0 1 2
Section
Saturday, Jul 16 2022
Highlighted
Depth (ft)
= 0.07
Q (cfs)
= 0.390
Area (sqft)
= 0.15
Velocity (ft/s)
= 2.60
Wetted Perim (ft)
= 2.31
Crit Depth, Yc (ft)
= 0.11
Top Width (ft)
= 2.28
EGL (ft)
= 0.18
3 4 5 6
Reach (ft)
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'D-2'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 514.00
Slope (%)
= 11.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.52
Elev (ft)
516.00
515.50
515.00
514.50
514.00
513.50
0 1 2
Section
Saturday, Jul 16 2022
Highlighted
Depth (ft)
= 0.16
Q (cfs)
= 1.520
Area (sqft)
= 0.37
Velocity (ft/s)
= 4.09
Wetted Perim (ft)
= 2.72
Crit Depth, Yc (ft)
= 0.25
Top Width (ft)
= 2.64
EGL (ft)
= 0.42
3 4 5 6
Reach (ft)
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'E-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 527.80
Slope (%)
= 4.10
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.86
Elev (ft)
529.00
528.50
528.00
527.50
527.00
Section
D 1 2 3 4
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
Saturday, Jul 16 2022
= 0.24
= 1.860
= 0.60
= 3.12
= 3.07
= 0.28
= 2.96
= 0.39
Depth (ft)
1.20
0.70
0.20
-0.30
L -0.80
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'E-2'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 526.40
Slope (%)
= 3.90
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.84
Elev (ft)
528.00
527.50
527.00
526.50
526.00
525.50
0 1 2
Section
Saturday, Aug 20 2022
Highlighted
Depth (ft)
= 0.62
Q (cfs)
= 10.84
Area (sqft)
= 2.01
Velocity (ft/s)
= 5.40
Wetted Perim (ft)
= 4.77
Crit Depth, Yc (ft)
= 0.76
Top Width (ft)
= 4.48
EGL (ft)
= 1.07
3 4 5 6
Reach (ft)
7
Depth (ft)
1.60
1.10
0.10
-0.40
L -0.90
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
TEMP. DITCH 'F-1'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 540.80
Slope (%)
= 4.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.29
Elev (ft)
542.00
541.50
541.00
540.50
540.00
Section
D 1 2 3 4
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
Sunday, Jul 17 2022
= 0.08
= 0.290
= 0.17
= 1.68
= 2.36
= 0.09
= 2.32
= 0.12
Depth (ft)
1.20
0.70
0.20
-0.30
L -0.80
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
PERM. DITCH'A'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 560.00
Slope (%)
= 1.60
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.55
Elev (ft) Section
562.00
561.50
561.00
560.50
560.00
559.50
1 2 3 4
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6
Reach (ft)
Sunday, Aug 21 2022
= 0.52
= 5.550
= 1.85
= 3.00
= 5.29
= 0.49
= 5.12
= 0.66
7 8 9 10
Depth (ft)
2.00
1.50
1.00
0.50
MI
_n r1n

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
PERM. DITCH S'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 557.30
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.38
Elev (ft) Section
559.00
558.50
558.00
557.50
557.00
556.50
1 2 3 4
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6
Reach (ft)
Sunday, Aug 21 2022
= 0.51
= 4.380
= 1.80
= 2.43
= 5.23
= 0.43
= 5.06
= 0.60
7 8 9 10
Depth (ft)
1.70
1.20
0.70
0.20
-0.30

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
PERM. DITCH'C'
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 545.00
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.91
Elev (ft) Section
547.00
546.50
546.00
545.50
545.00
544.50
1 2 3 4
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6
Reach (ft)
Sunday, Aug 21 2022
= 0.55
= 4.910
= 2.01
= 2.45
= 5.48
= 0.46
= 5.30
= 0.64
7 8 9 10
Depth (ft)
2.00
1.50
1.00
0.50
MI
_n r1n

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
PERM. DITCH
BYPASS
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 545.50
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 20.60
Elev (ft) Section
548.00
547.50
547.00
546.50
546.00
545.50
545.00
2 4 6
Sunday, Aug 21 2022
Highlighted
Depth (ft)
= 1.08
Q (cfs)
= 20.60
Area (sqft)
= 5.66
Velocity (ft/s)
= 3.64
Wetted Perim (ft)
= 8.83
Crit Depth, Yc (ft)
= 0.96
Top Width (ft)
= 8.48
EGL (ft)
= 1.29
8 10 12 14 16 18
Reach (ft)
Depth (ft)
2.50
2.00
1.50
1.00
0.50
_n r1n