SW3221006_Stormwater Report_20221214

STORMWA TER MANAGEMENT
AND EROSION CONTROL DESIGN
THE COTTAGES A T WINGA TE - PHASE Z
W/NGA TE, NORTH CAROLINA
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
OCTOBER 12, 2022
Initials Date
N CARC�%'%,
\ �0�oFEss�0!j'9
SEAL =
04550 =
ti W
INE
��i i/ I I I i 11, \V1`�/12/2022

The Cottages at Wingate 7516-C-NC
Stormwater Management Report June 7, 2022
1.0 Project Address and Summary
The project is located on Maye Street, approximately 0.60 miles northwest of the intersection of Edgewood
Drive and Maye Street. The proposed development will include the construction of 119 single family homes
and the associated site grading, roadways, stormwater management facilities, and landscaping. Phase 1 of the
property to the southeast was approved with 180 single family homes and the associated infrastructure to
serve these homes.
Site improvements will include the site grading, paving, storm drain systems, public roadways, and one wet
pond storm water device. This device, in addition to the existing Stormwater Pond #A1 from Phase 1, will
treat all proposed single-family homes and infrastructure for Phase 2 (with Stormwater Pond #A1 also
treating a portion of the associated impervious for Phase 1). Stormwater Pond #A1 was sized in Phase I to be
able to manage and treat the additional impervious from Phase 2.
As mentioned above, the site will include the construction of one stormwater BMP located adjacent to the
western side of the stream that splits the site in two, at the topographical low point of the drainage shed. In
addition to this BMP, the site will also utilize the existing Stormwater BMP #A1 from Phase 1 to manage and
treat a portion of the area of Phase 2. 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 chosen was a single wet pond 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 on -site soils are labeled as hydrologic soil group (HSG) "B", "C", and "D". 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 72 for the drainage area of Phase 2. 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 119 single family detached homes, pavement and
hardscape with associated site grading. Phase 2's drainage area will utilize one proposed BMP on the west of
the existing stream that splits the site in half and it will also utilize the existing BMP #A1 from Phase 1 on the
east of this stream as well to provide the required water quality and detention volumes. The proposed BMP is
a wet pond (B) located adjacent to the existing stream on the west side, not far west from the roadway
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 southeast toward the stream channel that cuts the site in half between
Phase 1 and Phase 2. This pond measures approximately 360' x 135' and contains two separate forebays and
a single outfall control structure. The existing BMP that manages stormwater for Phase 2 is an existing wet
pond in Phase 1 of the development (Al) and is located adjacent to the stream that cuts the site in half, on the
east side of the stream. This BMP measures approximately 505' x 160' and contains 2 separate forebays as
well as a single outfall structure. These 2 BMP's will capture runoff from the entirety of Phase 2.
Both 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 Appendix B (see Hydrograph Return Period Recap, Page 1) have been provided to show that

The Cottages at Wingate 7516-C-NC
Stormwater Management Report June 7, 2022
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: 72
• Post Development Area B: 83
• Post Development Area Al: 83
• Post Development Area Bypass: 73
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. 1) should be compared to the total post -development peak flows (Hyd.
No. 5). The drainage area reduces its' 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
(9rig inj
Inflow
hyd(sj
PeakOutncw(cfs)
Hydrograph
❑escriptian
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
im-yr
1
SC Runoff
62.00
97.81
t56.31
205.97
279.49
340.77
406.16
PRE-DE11 PHASE II
2
SCS Runoff
-
67.69
77.72
108.92
133.81
168.95
197.33
227.01
POST DELI B
3
Reservoir
2
6.062
14.63
31.60
46.17
67.80
100.T1
121.41
WET POND B
4
SC R wwff
48.91
74.67
111.51
153.73
2117.10
251.43
298.64
PHASE 2 BYPASS
5
Combine
3. 4
54.45
89.06
148.31
198.48
271.02
337.28
407.39
COMBINED PHASE2
7
SCS R uno-ff
-
84.71
114.12
165.94
156.49
248.08
289.75
333.33
POST DE11 Al {PHASE 2)
S
4daervolr
7
6.093
12.33
24.21)
34.93
57.M
Ti.57
109.01
WET POND Al
5.0 Stormwater System
The storm water system consists of proposed reinforced concrete pipes, ranging in size from 15" up to 36",
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.
6.0 Erosion Control
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)

------------- -
- -
I
.\ 1
• I
. I
f= l
fit
— - - - -- - / I I /• / I \
tz
--� \
_ _.. ___— —_\ _-_
\ \ I I, _ \ - J ) , `1 /' /' lI ' '---------
--------------
i J , ) '� - `_ -- � r' I• \ 1 f 11 /' 1 -� � ) \ I� � 1 ,I '- / l------'-'-'-
1 II•i'! r••' •1:,;',�. - -- \, '•'; •�"\ ,'\ 1` -_- �, '\_ '�
--------
POLARIS DRIVE
------------
low
400
G i
Ir00_ - I
"/j
mm
--J,- -- -1
- , \ / 1 I - MAYS /
-- ----- I - - ._ - - --- �.'� � \ � � - - —�� ' STREET - -- '---
\'
74
\�
%0
100 LF OF SHEET FLOW AT 2.20% I
_ - i
awn
------------- -
41
�• 1 j / /'
1 125 LF OF SHALLOW
TOTAL PRE-DEV
_ -• / /. — —
. 8
CONCENTRATED FLOW AT 5.70 % _� . \
- - — — 530 - I •� / X
- --% - ----- � _- - • / \ �•�. � � Tc - 25.3 MIN.
/ I
i�
i 'i i I •', - COMP CN 72 _ ♦ \ •
�i
-i
I \
-r - --
'j I _
I
I i
r�
/
IY
�•� / ,,/ JI r l
\
I
- 1
i --
-------------
I{/�, ,^, \` / •' , 1. _ J - -
r \'
�.,
j
71
_ \ •'.
I
- _
-.•,_. _. . / - •.-I----� -� .•.:../. f . ' .�. - / • / -' I '� � 1 199 LF OF CHANNEL - - -- -- - _ -_ — - - �-�- - /. �.- .'- --- / .�_-".--� 1 -�j \ '•. '•\ '.\ : / \ •' ;••
. — •. .• , .\ I -_--- ..... .• /.. ..
so
----- FLOW AT2.20% 1 ::-=-1-.=-------- �„ --_ /-'=-- / "-.•'�_•.'-".•��• / �`�' - - `: `�\ '�'' \-,� \ \ `-
- I _
l
--
__ `
500
- :I' I
tL
I /
1
/ \
l.. 1. .. ___- _ _ _- � �. ''' .'"�• •'' ' -'� ;:�'L... _._____ .:::y,'.;: .,.: I ; .' , ` _ _._ \ __
v.
------------
- J:
I
\ ------ / \
------------
i /
.� I
•Co
--------------- _10
1 I i
b O00
\:• ` — \ _ /
:.
-- -- -
I '1
•
II
•.+- � - - -_ _- I 1. :l.' •'/. '!• •i _-i •i _ \ \' / � - - - � _ �\ •�)
-1--
------------
-------------
.j
/ I
,\.. �-; "-_ .•, . GRAPHIC CAL
------------------------------
/
\� \
- - - -- — - - - - — - - -
( IN FEET
1 inch = 150 ft.
z
c�
w
Lu
U Q � N c
Z
N
wiz
4)
C000
z
LU
w
,
w
J
g M a
W
Z)
m
U
0
0
z
N m
� m
U w
J
_ TT
�J
U
J
z
O
I do
LLJ w or N
w
U
ww
Uj
zzJ _
Qo wz
uj
Qv wiz
2 O
CL
C) v—
M
U N
U�
z
m
m
w
CL
U
LCL
z
m
O
o�
►J Q
ww
w
CL
p
N
QLu
w
}
Co
N
N
w
wz
uj �
C)
a
z
o
�
2
CL
m
Q
o
z
m
Q
Sheet
PRE-DEV

--_ --------�
,• J• •> -�• - -- -�_"-- i �•:�� ••�•• \ `\'I i 1 11 _ \\ ,' 1 •,•'1 �-- ') ��'\ iI i ,i - � / --'-
/ - -- I
-: -' i _ ♦ _
- \' \ _ /
POLARIS DR/VE _N
'11 it l I 1• / - __ `\'•.' ; 'I ' •I I \ �- i G "" \ •G - / _----"\ •\ - '+ / -- l \ I
41
*40
--- ----- ) '' ', � i,• ''\' - � - _/ - -� — -.- _ — .;.�' _ ...� �I�A REST f y\ — ` � '•
41*
1.
Z� 204 I 3 ��----------
00
P - 8
} ' ^ ' OST DEV
/ . ,7 ° ° %
----------__- --- ( �. � \ ♦ :� -� , 6 2 120 _ ♦ � BYPASS ♦ •\ .
207 /� 9 /, ` / r: _ DA - 57.19 AC o
— _ — �_ j I / \' / \'• ���~�'� . `' ' 1 *� \ 100 LF OF SHEET FLOW AT 5.0 % TC = 21.8 MIN - ..off / I
'`:. COMP CN = 73 \
/• r^209 COS ��
210
/ 1 - _ - -_ -__ •% ./ - _ '/�� . -- -/ / •• '•, ', // I 'r /�\. ` ,' i �•� -" / �,- I- - _ •��!_�- ----- ---- ---�-" -� - _- -- ----\_ �\ �` /•�--�-->`-\2:1_ 3 - "-/-- _- . •� r /\ /
5�30�• /---''� __ _ J 1.
-.--_ -------�-
Tc 5.0 MIN. - _ -- ---- 1
•, '\ �I\; � / l JI ,''-� : �-I \\ '',
\
--
-�-
214 - - -- DA COMP CN= 83- 34.36 AC
`------- TOTAL POST-DEV.
COS - I
189/ / r i \
- _ 188
I,
- v
- _ - P T DEV. 8 -
.j
r--187
-
217
BYPASS - / ' •I•.' I I /\ � COS - - - -
•'1 r � ,
I - 21
s _ -
', 1,
�i . '�. 186
l / , .i.
\ - / v - ---- \ Y
Tc - 21.8 MIN. l . 1. \
- - /.•'' / ti 542 LF OF SHALLOW ' �
:::I I 185 CONCENTRATED FLOW AT 4.24
COMP CN 73 %';' ,' /, ♦' / / /. /\. �,- ► : , , v �•I \ _ _\
:.�'•'•
- - \ '
r----- - - -1 - - -
`
222 � - - r - _---
//
0
/
_ 2 7 -
5 _ _
1I
267
\ _ 182 -- -- \
V -f ' -
"/. 2L�
•�. '�:
_.
. r / \
---�--�'' ' --- ,� ,- TOTAL PRE DEV. 8 y � �., ., _.�-1- � �,'/ --=.---- _ _-� . �_ _�::• 'P671
ROP. WET " / ',� •.
, /...•.•.•.'.\ 1 ... _•.. ......'/.-_- �,•" � Iffy - _ •�:_- -
/ c-- 0 3 62 ' I \
. , DA 23.40AC I � ::�: ::...,. : •, '. '. ._-"%,1-/ •:•.''� :��;:-- -----------_ - _ . \ � 59 • .,
- - ..:... -• ,-.' .' .- _ .-� - Tc 5.0 MIN.
-` \ _ -231 - -
/ / i •'2 2� �•
�. ".' . \ .' • ' /.'':' :'' ' ?30 /'. •• \.
_ - : 58 \ /
71
i.',.;.;./ . .... , 232 ' 227 COMP CN = 83 / : _= _ _ / . ..' ► _ _ I \
26
/ _�' �...'/.'.•.'.'.' :::: I 233 I \/: . • .. i.. :'' /
/ /, ..' /.. ; . ::'a'•„ ' .;.� �.. ;�: : _ : : 2,239 LF OF CHANNEL r /\ �, ✓� \ \ ',
i - - COS AT 2.23
69 I
\ /
_
24,
-- -- - '. Q -.-_- _. . , •. 4 ---i :='/,-, '.': �.:::.,..". : �'.. 77 COS / v i• � \
1240 PROP. WET :.•' .- �- / /-__"
� ------""/.• .- _ � • "==-•4 0 .- .-:__:- ' "' .\ - -- � _._ - Imo.-_:'.:'�•'-:..''�.:._- \ 67 ' \ �• -� -
-- --- _. -_.•� �--. 1 1 :U.:�1'. '-- _ -:•i:'•:. / - ._ PONDA2-- i. \ l 54, - - \ l� �_-_ I `./ \ `• '\ -
- - /
4 \
�• ♦. % I
238
• \ '' ' ' PROP. WET r — f
I \;•.• \' PONDB /,•'... `--- _-_ - /,:•../... �. ..' 153 �r r�176 / i \
I
.I -------- _- i. 1 50
lu
...
77
dd
/ .' :/'::. ' : : : / %;.'. , /.56
PROP. WET r rS 157 �r L I i
YPONDAlr 158
/-- I , :, • / . 87. _ 141 < 1� < 159
45
13
g 138 >• l �. \ \ 1�r / !E 162 ��4� f - - 1
/ \18-
...-. - - 1..;:1.'.,','/•',-','", /....', ' �' 101 1, olfull.► 97 , , • ., . \ , COS
26
//.',. ':'•.'" �--_ - - - � \� \ �'-.\...• 1.: • :I\. : •.: ;. I /!. ,n. 03 - - — 113 ► c115 �%. ,, ,
N <
'� r 25 ' �\ _ _- - 21 1�► / - ! /�/— l
132 15 _--- �, • j13320-
-
% -/,- _ -- -- -- \\ ;::\::::•.•.:'� �•;:•,.....\.\�. S .. 08 . 1111 '�-`Il77 :04 ' A �.•COS /22 14 -L•.� I fI
i
12
_r. I
.I1201,_ J .
_ _ . •' -
129
-y130
�.
- � 2 -
- / - 12 29
127 _
. /' -.' .. .. •.'.-. I •. ` '' .--- •. \ •. •.>ti-.. � 1•:,.......,,.�_ .- :- - --=�•----___ .. ��- .•.::=7--= - ��•••�•:•-..••. � 124__ - 126 .'•'i-''" __ �,; :" , l O, /.%,.'"..,_
1
- -- - - f
�- i
---------------
" - / - -------- 135,872sgft "
/. ---- - / -
I - -
_ I� •PHI A C SCALE
_ C
------_
_— _ .- •/ _ )� .' .'�: _ \\ - -
( IN FEET )
1 inch = 150 ft.
V
ce
Co
LU
LUU
Q N
z
C,4
zU�.c
,
�tz00Q)
z
W
,
W
J
Q C', �-
LU
Z)
00
U
0
0
z
N m
W m
Q U�
= U J F
CL o
Q
�U
JoI­ Ljl
f� UL f�
QO UU_
�oz
W m
(D
O M
U N
U
rn
Lo
'm
m
o
�
z
�
U
m
�
uj
Q
W
O^'
L,L
LLJ �
LU
W
CL
Q
Co
z
N
O
N
Q
�
Q
C Q
Oz
o
m
o
z
m
Q
Sheet
POST-DEVI

Weighted Curve
Number Calculations
EAGLE ENGINEERING
14�Vpw­
Project
Cottages at Wingate
Client
Moser Group
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
Project #
7516
Date
9/30/2022
Designation
Pre -Development PHASE 2
Designer
MDP
Pre -Developed Area B Total Area: 87.52 ac
Acreage
Land Use
Hydrologic
Group
CN
Weighted CN
(Acreage/Total Area)X(CN)
5.57
Impervious
-
98
6.2
13.68
Open Space (Lawn)
B
61
9.5
7.51
Woods
B
55
4.7
7.44
Open Space (Lawn)
C
74
6.3
1.24
Row Crops
C
85
1.2
23.98
Woods
C
70
19.2
2.01
Open Space (Lawn)
D
80
1.8
26.10
Woods
D
77
23.0
87.52
CN PRE =
72
EAGLE ENGINEERING, INC. PRE DEV PHASE II
2013 VAN BUREN AVENUE, STE A 7516- CN Pre PH I.As
INDIAN TRAIL, NC 28079 10/12/2022

Weighted Curve
Number Calculations
EAGLE ENGINEERING
14�Vpw­
Project
Cottages at Wingate
Client
Moser Group
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
Project #
7516
Date
9/30/2022
Designation
PHASE 2 BYPASS
Designer
MDP
Pre -Developed Area B Total Area: 57.19 ac
Acreage
Land Use
Hydrologic
Group
CN
Weighted CN
(Acreage/Total Area)X(CN)
5.44
Impervious
-
98
9.3
13.68
Open Space (Lawn)
B
61
14.6
3.61
Woods
B
55
3.5
5.16
Open Space (Lawn)
C
74
6.7
1.24
Row Crops
C
85
1.9
6.80
Woods
C
70
8.3
2.01
Open Space (Lawn)
D
80
2.8
19.25
Woods
D
77
25.9
57.19
CN PRE =
73
EAGLE ENGINEERING, INC. PHASE 2 BYPASS
2013 VAN BUREN AVENUE, STE A 7516- CN Pre PH I.As
INDIAN TRAIL, NC 28079 10/12/2022

Wet Detention Pond E N G I N E E R
PROJECT: Cottages at Wingate - Phase II CLIENT: The Moser Group
PROJ. #: 7516 DATE: 9/15/2022 2013A Van Buren Avenue
PHASE: POND#B 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) = 1,019,236 Ftz
New Impervious Area = 376,873 Ftz
Impervious Fraction (IA) = 0.37 37 %
Rv = 0.05+0.9(IA) = 0.38 Runoff Coefficient
Water Quality Volume Required (WQV) = 32,512 ft3
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (Rp) = 1.0 in.
Runoff Coefficient (Rv) = 0.38 unitless
Watershed Area (A) = 23.40 ac.
WQV Elev. = 499.50
WQV provided = 36,887 ft3 OK
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (dav) = 3.5 ft 3.0 ft. (rounded down)
da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation
23.40 ac.
8.65 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
498
21,494
0
0
499
25,858
23,676
23,676
499.5
26,984
13,211
36,887
z
21,494 Abot shelf (ft)
21,494 Apermyool (ft z)
z
16,027 Abotyond (ft)
Contour
Area
Volume
Net Vol
494
16,027
0
0
495
17,356
16,692
16,692
496
18,710
18,033
34,725
497
20,089
19,400
54,124
498
21,494
20,792
74,916
4.00
Depth (ft)
74,916
ft3
37
%
1.41
%
14,343
ft,
21,494
ftz
285
ft
65
ft
4.4
:1
-based on assumed bottom, add 1'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
30
1.17
1.055
0.94
40
1.51
1.375
1.24
50
1.79
1.65
1.51
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
3 in.
Q = Co A (29(Ho/3))o.s
2-day Avg Discharge (Qza") =
0.2135
cfs (max.)
5-day Avg Discharge (Q5a") =
0.0854
cfs (min.)
Average Discharge (Q) =
Icfs
(provided)
Discharge Coefficient (Co) _
X-sect area of orifice (A) =
0.0491
ftz
Accel. due to gravity (g) =
32.2
ft/secz
Avg. driving head (Ho) =
0.4583
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.): 11,237 ft3 (15% main pool)
Approx. Area Required: 2,809 ftz
Vol. Provided: 14,042 ft3 OK
Area Provided: 4,983 ftz OK
Design Percentage of Main Pond 19% OK
(15-20% Req'd)
Forebav Volume Calculation
Contour
Area
Volume
Net Vol
494
2197
0
0
495
2798
2,498
2,498
496
3463
3,131
5,628
497
4191
3,827
9,455
498
4983
4,587
14,042
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 - Phase II CLIENT: The Moser Group
PROJ. #: 7516 DATE: 9/20/2022 2013A Van Buren Avenue
PHASE: POND#A1 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) = 1,496,875 Ftz
New Impervious Area = 572,937 Ftz
Impervious Fraction (IA) = 0.38 38 %
Rv = 0.05+0.9(IA) = 0.39 Runoff Coefficient
Water Quality Volume Required (WQV) = 49,207 ft3
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (Rp) = 1.0 in.
Runoff Coefficient (Rv) = 0.39 unitless
Watershed Area (A) = 34.36 ac.
WQV Elev. = 513.00
WQV provided = 49,853 ft3 OK
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (dav) = 3.6 ft 3.5 ft. (rounded down)
da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation
34.36 ac.
13.15 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
512
46,581
0
0
512.5
49,839
24,105
24,105
513
53,152
25,748
49,853
z
46,581 Abot shelf (ft)
46,581 Apermyool (ft)511
z
38,173 Abotyond (ft)
Contour
Area
Volume
Net Vol
508
38,173
0
0
509
40,238
39,206
39,206
510
42,327
41,283
80,488
44,442
43,385
123,873
512
46,581
45,512
169,384
4.00
Depth (ft)
169,384
ft3
38
%
1.32
%
19,756
ft,
46,581
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
5 in.
Q = Co A (29(Ho/3))o.s
2-day Avg Discharge (Qza") =
0.2885
cfs (max.)
5-day Avg Discharge (Q5a") =
0.1154
cfs (min.)
Average Discharge (Q) =
0.1716
cfs (provided)
Discharge Coefficient (Co)
X-sect area of orifice (A) =
0.0668
ftz
Accel. due to gravity (g) =
32.2
ft/secz
Avg. driving head (Ho) =
0.2847
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.): 25,408 ft3 (15% main pool)
Approx. Area Required: 6,352 ftz
Vol. Provided: 28,367 ft3 OK
Area Provided: 9,160 ftz OK
Design Percentage of Main Pond 17% OK
(15-20% Req'd)
Forebav Volume Calculation
Contour
Area
Volume
Net Vol
508
5149
0
0
509
6076
5,613
5,613
510
7054
6,565
12,178
511
8082
7,568
19,746
512
9160
8,621
28,367
The area and volume values shown above are the
EEI Project No. 6700
Wet Detention Pond
Page 2

Hydraflow Table of Contents
7516 -Wingate Hydrographs Phase II.gpw
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports...................................................................................................................
4
Hydrograph No.
1, SCS Runoff, PRE-DEV PHASE II..............................................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No.
2, SCS Runoff, POST DEV B........................................................................
6
Hydrograph No.
3, Reservoir, WET POND B...........................................................................
7
Pond Report
- WET POND B1.............................................................................................
8
Hydrograph No.
4, SCS Runoff, PHASE 2 BYPASS..............................................................
10
TR-55 Tc Worksheet.........................................................................................................
11
Hydrograph No.
5, Combine, COMBINED PHASE 2.............................................................
12
Hydrograph No.
7, SCS Runoff, POST DEV Al (PHASE 2)..................................................
13
Hydrograph No.
8, Reservoir, WET POND Al .......................................................................
14
Pond Report
- WET POND Al ...........................................................................................
15
2 - Year
SummaryReport
.......................................................................................................................
17
HydrographReports.................................................................................................................
18
Hydrograph No.
1, SCS Runoff, PRE-DEV PHASE II............................................................
18
Hydrograph No.
2, SCS Runoff, POST DEV B......................................................................
19
Hydrograph No.
3, Reservoir, WET POND B.........................................................................
20
Hydrograph No.
4, SCS Runoff, PHASE 2 BYPASS..............................................................
21
Hydrograph No.
5, Combine, COMBINED PHASE 2.............................................................
22
Hydrograph No.
7, SCS Runoff, POST DEV Al (PHASE 2)..................................................
23
Hydrograph No.
8, Reservoir, WET POND Al .......................................................................
24
5 - Year
SummaryReport
.......................................................................................................................
25
HydrographReports.................................................................................................................
26
Hydrograph No.
1, SCS Runoff, PRE-DEV PHASE II............................................................
26
Hydrograph No.
2, SCS Runoff, POST DEV B......................................................................
27
Hydrograph No.
3, Reservoir, WET POND B.........................................................................
28
Hydrograph No.
4, SCS Runoff, PHASE 2 BYPASS..............................................................
29
Hydrograph No.
5, Combine, COMBINED PHASE 2.............................................................
30
Hydrograph No.
7, SCS Runoff, POST DEV Al (PHASE 2)..................................................
31
Hydrograph No.
8, Reservoir, WET POND Al .......................................................................
32
10 -Year
SummaryReport....................................................................................................................... 33
HydrographReports................................................................................................................. 34
Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 34
Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 35
Hydrograph No. 3, Reservoir, WET POND B......................................................................... 36
Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 37

Contents continued...
7516 -Wingate Hydrographs Phase Il.gpw
Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 38
Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 39
Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 40
25 - Year
SummaryReport
.......................................................................................................................
41
HydrographReports.................................................................................................................
42
Hydrograph No.
1, SCS Runoff, PRE-DEV PHASE II............................................................
42
Hydrograph No.
2, SCS Runoff, POST DEV B......................................................................
43
Hydrograph No.
3, Reservoir, WET POND B.........................................................................
44
Hydrograph No.
4, SCS Runoff, PHASE 2 BYPASS..............................................................
45
Hydrograph No.
5, Combine, COMBINED PHASE 2.............................................................
46
Hydrograph No.
7, SCS Runoff, POST DEV Al (PHASE 2)..................................................
47
Hydrograph No.
8, Reservoir, WET POND Al .......................................................................
48
50 - Year
SummaryReport
.......................................................................................................................
49
HydrographReports.................................................................................................................
50
Hydrograph No.
1, SCS Runoff, PRE-DEV PHASE II............................................................
50
Hydrograph No.
2, SCS Runoff, POST DEV B......................................................................
51
Hydrograph No.
3, Reservoir, WET POND B.........................................................................
52
Hydrograph No.
4, SCS Runoff, PHASE 2 BYPASS..............................................................
53
Hydrograph No.
5, Combine, COMBINED PHASE 2.............................................................
54
Hydrograph No.
7, SCS Runoff, POST DEV Al (PHASE 2)..................................................
55
Hydrograph No.
8, Reservoir, WET POND Al .......................................................................
56
100 - Year
SummaryReport
.......................................................................................................................
57
HydrographReports.................................................................................................................
58
Hydrograph No.
1, SCS Runoff, PRE-DEV PHASE II............................................................
58
Hydrograph No.
2, SCS Runoff, POST DEV B......................................................................
59
Hydrograph No.
3, Reservoir, WET POND B.........................................................................
60
Hydrograph No.
4, SCS Runoff, PHASE 2 BYPASS..............................................................
61
Hydrograph No.
5, Combine, COMBINED PHASE 2.............................................................
62
Hydrograph No.
7, SCS Runoff, POST DEV Al (PHASE 2)..................................................
63
Hydrograph No.
8, Reservoir, WET POND Al .......................................................................
64
OFReport.................................................................................................................. 65

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023
lop[
Legend
yd. Origin Description
1 SCS Runoff PRE-DEV PHASE II 5
2 SCS Runoff POST DEV B
3 Reservoir WET POND B
4 SCS Runoff PHASE 2 BYPASS
5 Combine COMBINED PHASE 2
7 SCS Runoff POST DEV Al (PHASE 2)
8 Reservoir WET PONDA1
Project: 7516 - Wingate Hydrographs Phase Il.gpw Wednesday, 10 / 12 / 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
------
62.88
97.81
-------
156.31
205.97
279.49
340.77
406.16
PRE-DEV PHASE II
2
SCS Runoff
------
57.69
77.72
-------
108.92
133.81
168.95
197.33
227.01
POST DEV B
3
Reservoir
2
6.062
14.53
-------
31.60
46.17
67.88
100.71
121.41
WET POND B
4
SCS Runoff
------
48.91
74.67
-------
117.51
153.73
207.10
251.43
298.64
PHASE 2 BYPASS
5
Combine
3,4
54.45
89.06
-------
148.31
198.48
271.02
337.28
407.39
COMBINED PHASE 2
7
SCS Runoff
------
84.71
114.12
-------
159.94
196.49
248.08
289.75
333.33
POST DEV Al (PHASE 2)
8
Reservoir
7
6.093
12.33
-------
24.20
34.93
57.03
77.57
109.01
WET POND Al
Proj. file: 7516 - Wingate Hydrographs Phase Il.gpw
Wednesday, 10 / 12 / 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
62.88
2
730
256,444
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
57.69
2
716
116,478
------
------
------
POST DEV B
3
Reservoir
6.062
2
742
114,172
2
500.19
56,166
WET POND B
4
SCS Runoff
48.91
2
728
183,766
------
------
------
PHASE 2 BYPASS
5
Combine
54.45
2
728
297,938
3,4
------
------
COMBINED PHASE 2
7
SCS Runoff
84.71
2
716
171,033
------
------
------
POST DEVA1 (PHASE 2)
8
Reservoir
6.093
2
756
162,671
7
513.70
87,990
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 1 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
4
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 87.520 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
PRE-DEV PHASE II
Hyd. No. 1 -- 1 Year
Wednesday, 10 / 12 / 2022
= 62.88 cfs
= 730 min
= 256,444 cuft
= 72
= 0 ft
= 25.30 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' ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
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 (%)
= 2.20
0.00
0.00
Travel Time (min)
= 19.38 +
0.00 +
0.00 =
19.38
Shallow Concentrated Flow
Flow length (ft)
= 1125.00
0.00
0.00
Watercourse slope (%)
= 5.70
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.85
0.00
0.00
Travel Time (min)
= 4.87 +
0.00 +
0.00 =
4.87
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})1199.0
0.0
0.0
Travel Time (min)
= 1.10 +
0.00 +
0.00 =
1.10
Total Travel Time, Tc..............................................................................
25.30 min

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 23.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(8.650 x 98) + (14.750 x 74)] / 23.400
Q (cfs)
60.00
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 B
Hyd. No. 2 -- 1 Year
0 120 240 360 480 600 720
— Hyd No. 2
840
Wednesday, 10 / 12 / 2022
= 57.69 cfs
= 716 min
= 116,478 cuft
= 83*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

I
U
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 6.062 cfs
Storm frequency
= 1 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 114,172 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 500.19 ft
Reservoir name
= WET POND B1
Max. Storage
= 56,166 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00 1 1
MW
0 480
— Hyd No. 3
WET POND B
Hyd. No. 3 -- 1 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 2 ® Total storage used = 56,166 cult

Pond
Report
8
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2023
Wednesday, 10 / 12 / 2022
Pond No.
4 - WET POND 131
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation
= 498.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
498.00
21,494
0
0
1.00
499.00
25,858
23,640
23,640
2.00
500.00
28,125
26,981
50,621
3.00
501.00
30,448
29,276
79,897
4.00
502.00
32,829
31,628
111,525
5.00
503.00
35,265
34,036
145,561
6.00
504.00
37,758
36,501
182,062
7.00
505.00
40,308
39,022
221,084
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrFRsr]
[A]
[B]
[C] [D]
Rise (in)
= 36.00
3.00 0.00
0.00
Crest Len (ft) =
16.00
3.00
20.00 0.00
Span (in)
= 36.00
3.00 0.00
0.00
Crest El. (ft) =
503.00
499.50
504.00 0.00
No. Barrels
= 1
1 0
0
WeirCoeff. =
3.33
3.33
3.33 3.33
Invert El. (ft) = 488.00
498.00 0.00
0.00
Weir Type =
1
Rect
Ciplti ---
Length (ft)
= 75.00
0.00 0.00
0.00
Multi -Stage =
Yes
Yes
No No
Slope (%)
= 5.00
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
0 498.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- ---
0.000
0.10
2,364 498.10
99.22 is
0.02 is ---
--- 0.00
0.00
0.00
--- --- ---
0.020
0.20
4,728 498.20
99.22 is
0.06 is ---
--- 0.00
0.00
0.00
--- --- ---
0.064
0.30
7,092 498.30
99.22 is
0.10 is ---
--- 0.00
0.00
0.00
--- --- ---
0.099
0.40
9,456 498.40
99.22 is
0.12 is ---
--- 0.00
0.00
0.00
--- --- ---
0.124
0.50
11,820 498.50
99.22 is
0.14 is ---
--- 0.00
0.00
0.00
--- --- ---
0.145
0.60
14,184 498.60
99.22 is
0.16 is ---
--- 0.00
0.00
0.00
--- --- ---
0.163
0.70
16,548 498.70
99.22 is
0.18 is ---
--- 0.00
0.00
0.00
--- --- ---
0.179
0.80
18,912 498.80
99.22 is
0.19 is ---
--- 0.00
0.00
0.00
--- --- ---
0.194
0.90
21,276 498.90
99.22 is
0.21 is ---
--- 0.00
0.00
0.00
--- --- ---
0.208
1.00
23,640 499.00
99.22 is
0.22 is ---
--- 0.00
0.00
0.00
--- --- ---
0.221
1.10
26,338 499.10
99.22 is
0.23 is ---
--- 0.00
0.00
0.00
--- --- ---
0.233
1.20
29,036 499.20
99.22 is
0.25 is ---
--- 0.00
0.00
0.00
--- --- ---
0.245
1.30
31,734 499.30
99.22 is
0.26 is ---
--- 0.00
0.00
0.00
--- --- ---
0.256
1.40
34,432 499.40
99.22 is
0.27 is ---
--- 0.00
0.00
0.00
--- --- ---
0.267
1.50
37,130 499.50
99.22 is
0.28 is ---
--- 0.00
0.00
0.00
--- --- ---
0.277
1.60
39,829 499.60
99.22 is
0.29 is ---
--- 0.00
0.32
0.00
--- --- ---
0.603
1.70
42,527 499.70
99.22 is
0.30 is ---
--- 0.00
0.89
0.00
--- --- ---
1.190
1.80
45,225 499.80
99.22 is
0.31 is ---
--- 0.00
1.64
0.00
--- --- ---
1.947
1.90
47,923 499.90
99.22 is
0.31 is ---
--- 0.00
2.53
0.00
--- --- ---
2.843
2.00
50,621 500.00
99.22 is
0.32 is ---
--- 0.00
3.53
0.00
--- --- ---
3.856
2.10
53,549 500.10
99.22 is
0.33 is ---
--- 0.00
4.64
0.00
--- --- ---
4.975
2.20
56,476 500.20
99.22 is
0.34 is ---
--- 0.00
5.85
0.00
--- --- ---
6.191
2.30
59,404 500.30
99.22 is
0.35 is ---
--- 0.00
7.15
0.00
--- --- ---
7.497
2.40
62,331 500.40
99.22 is
0.36 is ---
--- 0.00
8.53
0.00
--- --- ---
8.886
2.50
65,259 500.50
99.22 is
0.36 is ---
--- 0.00
9.99
0.00
--- --- ---
10.35
2.60
68,186 500.60
99.22 is
0.37 is ---
--- 0.00
11.53
0.00
--- --- ---
11.90
2.70
71,114 500.70
99.22 is
0.38 is ---
--- 0.00
13.13
0.00
--- --- ---
13.51
2.80
74,042 500.80
99.22 is
0.39 is ---
--- 0.00
14.81
0.00
--- --- ---
15.19
2.90
76,969 500.90
99.22 is
0.39 is ---
--- 0.00
16.55
0.00
--- --- ---
16.94
3.00
79,897 501.00
99.22 is
0.40 is ---
--- 0.00
18.35
0.00
--- --- ---
18.75
3.10
83,060 501.10
99.22 is
0.41 is ---
--- 0.00
20.22
0.00
--- --- ---
20.63
3.20
86,222 501.20
99.22 is
0.41 is ---
--- 0.00
22.14
0.00
--- --- ---
22.56
3.30
89,385 501.30
99.22 is
0.42 is ---
--- 0.00
24.13
0.00
--- --- ---
24.55
3.40
92,548 501.40
99.22 is
0.43 is ---
--- 0.00
26.16
0.00
--- --- ---
26.59
Continues on next page...

WET POND B1
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
3.50
95,711
501.50
99.22 is
0.43 is ---
--- 0.00
28.26
0.00
--- --- --- 28.69
3.60
98,874
501.60
99.22 is
0.44 is ---
--- 0.00
30.40
0.00
--- --- --- 30.84
3.70
102,036
501.70
99.22 is
0.45 is ---
--- 0.00
32.60
0.00
--- --- --- 33.05
3.80
105,199
501.80
99.22 is
0.45 is ---
--- 0.00
34.85
0.00
--- --- --- 35.30
3.90
108,362
501.90
99.22 is
0.46 is ---
--- 0.00
37.15
0.00
--- --- --- 37.60
4.00
111,525
502.00
99.22 is
0.47 is ---
--- 0.00
39.49
0.00
--- --- --- 39.95
4.10
114,928
502.10
99.22 is
0.47 is ---
--- 0.00
41.88
0.00
--- --- --- 42.35
4.20
118,332
502.20
99.22 is
0.48 is ---
--- 0.00
44.32
0.00
--- --- --- 44.80
4.30
121,736
502.30
99.22 is
0.48 is ---
--- 0.00
46.81
0.00
--- --- --- 47.29
4.40
125,139
502.40
99.22 is
0.49 is ---
--- 0.00
49.34
0.00
--- --- --- 49.82
4.50
128,543
502.50
99.22 is
0.49 is ---
--- 0.00
51.91
0.00
--- --- --- 52.40
4.60
131,947
502.60
99.22 is
0.50 is ---
--- 0.00
54.53
0.00
--- --- --- 55.03
4.70
135,350
502.70
99.22 is
0.51 is ---
--- 0.00
57.19
0.00
--- --- --- 57.69
4.80
138,754
502.80
99.22 is
0.51 is ---
--- 0.00
59.89
0.00
--- --- --- 60.40
4.90
142,157
502.90
99.22 is
0.52 is ---
--- 0.00
62.63
0.00
--- --- --- 63.15
5.00
145,561
503.00
99.22 is
0.52 is ---
--- 0.00
65.41
0.00
--- --- --- 65.94
5.10
149,211
503.10
99.22 is
0.53 is ---
--- 1.69
68.24
0.00
--- --- --- 70.45
5.20
152,861
503.20
99.22 is
0.53 is ---
--- 4.77
71.10
0.00
--- --- --- 76.40
5.30
156,511
503.30
99.22 is
0.54 is ---
--- 8.75
74.00
0.00
--- --- --- 83.29
5.40
160,161
503.40
99.22 is
0.54 is ---
--- 13.48
76.94
0.00
--- --- --- 90.96
5.50
163,811
503.50
99.31 is
0.55 is ---
--- 18.84
79.92
0.00
--- --- --- 99.31
5.60
167,462
503.60
108.08 is
0.47 is ---
--- 24.76
82.84 s
0.00
--- --- --- 108.08
5.70
171,112
503.70
113.20 is
0.42 is ---
--- 31.20
81.58 s
0.00
--- --- --- 113.20
5.80
174,762
503.80
117.06 is
0.37 is ---
--- 38.12
78.57 s
0.00
--- --- --- 117.06
5.90
178,412
503.90
120.28 is
0.33 is ---
--- 45.50
74.45 s
0.00
--- --- --- 120.28
6.00
182,062
504.00
123.00 is
0.28 is ---
--- 53.28
69.43 s
0.00
--- --- --- 122.99
6.10
185,964
504.10
125.26 is
0.24 is ---
--- 61.25 s
63.76 s
2.11
--- --- --- 127.36
6.20
189,866
504.20
126.61 is
0.22 is ---
--- 65.72 s
60.67 s
5.96
--- --- --- 132.57
6.30
193,768
504.30
127.67 is
0.20 is ---
--- 69.05 s
58.41 s
10.94
--- --- --- 138.61
6.40
197,671
504.40
128.59 is
0.19 is ---
--- 71.87 s
56.53 s
16.85
--- --- --- 145.43
6.50
201,573
504.50
129.40 is
0.17 is ---
--- 74.33 s
54.89 s
23.55
--- --- --- 152.94
6.60
205,475
504.60
130.14 is
0.16 is ---
--- 76.54 s
53.44 s
30.95
--- --- --- 161.09
6.70
209,377
504.70
130.83 is
0.15 is ---
--- 78.54 s
52.14 s
39.01
--- --- --- 169.83
6.80
213,280
504.80
131.48 is
0.14 is ---
--- 80.36 s
50.96 s
47.65
--- --- --- 179.12
6.90
217,182
504.90
132.09 is
0.14 is ---
--- 82.06 s
49.89 s
56.87
--- --- --- 188.96
7.00
221,084
505.00
132.67 is
0.13 is ---
--- 83.62 s
48.92 s
66.60
--- --- --- 199.27
... End

Hydrograph Report
10
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
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 2 BYPASS
Hyd. No. 4 -- 1 Year
Wednesday, 10 / 12 / 2022
= 48.91 cfs
= 728 min
= 183,766 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
0.00 i i i i i I I I I I I I% i
0 120 240 360 480 600 720
— Hyd No. 4
Q (cfs)
50.00
40.00
30.00
20.00
10.00
MWITil
840 960 1080 1200 1320 1440 1560
Time (min)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 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 (%)
= 3.00
0.00
0.00
Travel Time (min)
= 17.12 +
0.00 +
0.00 =
17.12
Shallow Concentrated Flow
Flow length (ft)
= 542.00
0.00
0.00
Watercourse slope (%)
= 4.24
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.32
0.00
0.00
Travel Time (min)
= 2.72 +
0.00 +
0.00 =
2.72
Channel Flow
X sectional flow area (sqft)
= 20.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope (%)
= 2.23
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=18.84
0.00
0.00
Flow length (ft)
({0})2239.0
0.0
0.0
Travel Time (min)
= 1.98 +
0.00 +
0.00 =
1.98
Total Travel Time, Tc..............................................................................
21.80 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 54.45 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 297,938 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 1 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. 5 — Hyd No. 3 Hyd No. 4

13
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Peak discharge
= 84.71 cfs
Storm frequency =
1 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 171,033 cuft
Drainage area =
34.360 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) = [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
POST DEV Al (PHASE 2)
Hyd. No. 7 -- 1 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 6.093 cfs
Storm frequency
= 1 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 162,671 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 513.70 ft
Reservoir name
= WET POND Al
Max. Storage
= 87,990 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
see
0 .00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 7 ® Total storage used = 87,990 cult

Pond
Report
15
Hydraflow Hydrographs Extension for
Autodesk@ Civil
3D@ by Autodesk,
Inc. v2023
Wednesday, 10 / 12 / 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)
= 42.00
3.50 0.00
0.00
Crest Len (ft)
= 16.00
3.00
20.00 0.00
Span (in)
= 42.00
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
--- --- ---
0.022
0.20
9,965 512.20
0.09 is
0.08 is ---
--- 0.00
0.00
0.00
--- --- ---
0.075
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
0.17 is
0.16 is ---
--- 0.00
0.00
0.00
--- --- ---
0.162
0.50
24,913 512.50
0.19 is
0.19 is ---
--- 0.00
0.00
0.00
--- --- ---
0.191
0.60
29,896 512.60
0.22 is
0.21 is ---
--- 0.00
0.00
0.00
--- --- ---
0.215
0.70
34,878 512.70
0.26 is
0.23 is ---
--- 0.00
0.00
0.00
--- --- ---
0.235
0.80
39,861 512.80
0.26 is
0.26 is ---
--- 0.00
0.00
0.00
--- --- ---
0.256
0.90
44,843 512.90
0.29 is
0.27 is ---
--- 0.00
0.00
0.00
--- --- ---
0.273
1.00
49,826 513.00
0.29 is
0.29 is ---
--- 0.00
0.00
0.00
--- --- ---
0.292
1.10
55,308 513.10
0.61 is
0.29 is ---
--- 0.00
0.32
0.00
--- --- ---
0.609
1.20
60,790 513.20
1.19 is
0.29 is ---
--- 0.00
0.89
0.00
--- --- ---
1.187
1.30
66,273 513.30
1.94 is
0.29 is ---
--- 0.00
1.64
0.00
--- --- ---
1.933
1.40
71,755 513.40
2.82 is
0.29 is ---
--- 0.00
2.53
0.00
--- --- ---
2.816
1.50
77,237 513.50
3.83 is
0.29 is ---
--- 0.00
3.53
0.00
--- --- ---
3.822
1.60
82,720 513.60
5.12 is
0.29 is ---
--- 0.00
4.64
0.00
--- --- ---
4.932
1.70
88,202 513.70
6.33 is
0.29 is ---
--- 0.00
5.85
0.00
--- --- ---
6.139
1.80
93,684 513.80
7.70 is
0.29 is ---
--- 0.00
7.15
0.00
--- --- ---
7.437
1.90
99,167 513.90
8.83 is
0.30 is ---
--- 0.00
8.48 s
0.00
--- --- ---
8.772
2.00
104,649 514.00
10.09 is
0.30 is ---
--- 0.00
9.79 s
0.00
--- --- ---
10.09
2.10
110,471 514.10
11.42 is
0.30 is ---
--- 0.00
11.12 s
0.00
--- --- ---
11.42
2.20
116,293 514.20
12.80 is
0.31 is ---
--- 0.00
12.49 s
0.00
--- --- ---
12.80
2.30
122,115 514.30
14.25 is
0.31 is ---
--- 0.00
13.90 s
0.00
--- --- ---
14.21
2.40
127,937 514.40
15.81 is
0.31 is ---
--- 0.00
15.32 s
0.00
--- --- ---
15.63
2.50
133,759 514.50
17.44 is
0.32 is ---
--- 0.00
16.75 s
0.00
--- --- ---
17.07
2.60
139,581 514.60
18.63 is
0.32 is ---
--- 0.00
18.30 s
0.00
--- --- ---
18.63
2.70
145,403 514.70
20.31 is
0.33 is ---
--- 0.00
19.86 s
0.00
--- --- ---
20.18
2.80
151,225 514.80
22.10 is
0.33 is ---
--- 0.00
21.38 s
0.00
--- --- ---
21.71
2.90
157,048 514.90
23.38 is
0.34 is ---
--- 0.00
23.05 s
0.00
--- --- ---
23.38
3.00
162,870 515.00
25.19 is
0.34 is ---
--- 0.00
24.69 s
0.00
--- --- ---
25.03
3.10
169,037 515.10
27.09 is
0.34 is ---
--- 0.00
26.30 s
0.00
--- --- ---
26.64
3.20
175,205 515.20
28.43 is
0.35 is ---
--- 0.00
28.08 s
0.00
--- --- ---
28.43
3.30
181,372 515.30
30.31 is
0.35 is ---
--- 0.00
29.81 s
0.00
--- --- ---
30.17
3.40
187,540 515.40
32.25 is
0.35 is ---
--- 0.00
31.52 s
0.00
--- --- ---
31.87
3.50
193,707 515.50
33.68 is
0.36 is ---
--- 0.00
33.32 s
0.00
--- --- ---
33.68
Continues on next page...

16
WET POND Al
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.60
199,875
515.60
35.54 is
3.70
206,043
515.70
37.41 is
3.80
212,210
515.80
39.28 is
3.90
218,378
515.90
41.14 is
4.00
224,545
516.00
43.00 is
4.10
231,064
516.10
46.30 is
4.20
237,583
516.20
50.04 is
4.30
244,101
516.30
54.59 is
4.40
250,620
516.40
57.88 oc
4.50
257,139
516.50
62.15 oc
4.60
263,657
516.60
67.38 is
4.70
270,176
516.70
71.11 is
4.80
276,695
516.80
73.93 is
4.90
283,214
516.90
76.35 is
5.00
289,732
517.00
78.52 is
5.10
296,608
517.10
80.49 is
5.20
303,483
517.20
82.31 is
5.30
310,359
517.30
84.01 is
5.40
317,234
517.40
85.62 is
5.50
324,109
517.50
87.15 is
5.60
330,985
517.60
88.62 is
5.70
337,860
517.70
90.02 is
5.80
344,736
517.80
91.38 is
5.90
351,611
517.90
92.70 is
6.00
358,487
518.00
93.98 is
... End
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD ExfiI User Total
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.36 is ---
--- 0.00
35.18 s
0.00
--- --- --- 35.54
0.37 is ---
--- 0.00
37.04 s
0.00
--- --- --- 37.41
0.37 is ---
--- 0.00
38.91 s
0.00
--- --- --- 39.28
0.37 is ---
--- 0.00
40.77 s
0.00
--- --- --- 41.14
0.38 is ---
--- 0.00
42.63 s
0.00
--- --- --- 43.00
0.37 is ---
--- 1.68
44.02 s
0.00
--- --- --- 46.08
0.36 is ---
--- 4.77
44.91 s
0.00
--- --- --- 50.04
0.35 is ---
--- 8.75
45.38 s
0.00
--- --- --- 54.48
0.32 is ---
--- 13.47
44.08 s
0.00
--- --- --- 57.88
0.29 is ---
--- 18.83
43.02 s
0.00
--- --- --- 62.14
0.28 is ---
--- 24.76
42.35 s
0.00
--- --- --- 67.38
0.25 is ---
--- 30.46 s
40.40 s
0.00
--- --- --- 71.11
0.23 is ---
--- 34.52 s
39.18 s
0.00
--- --- --- 73.92
0.21 is ---
--- 37.98 s
38.16 s
0.00
--- --- --- 76.35
0.20 is ---
--- 41.05 s
37.27 s
0.00
--- --- --- 78.51
0.18 is ---
--- 43.81 s
36.49 s
2.11
--- --- --- 82.59
0.17 is ---
--- 46.34 s
35.78 s
5.96
--- --- --- 88.26
0.16 is ---
--- 48.69 s
35.16 s
10.94
--- --- --- 94.95
0.16 is ---
--- 50.86 s
34.59 s
16.84
--- --- --- 102.46
0.15 is ---
--- 52.90 s
34.09 s
23.54
--- --- --- 110.68
0.14 is ---
--- 54.83 s
33.63 s
30.95
--- --- --- 119.55
0.13 is ---
--- 56.65 s
33.23 s
38.99
--- --- --- 129.01
0.13 is ---
--- 58.39 s
32.86 s
47.64
--- --- --- 139.01
0.12 is ---
--- 60.05 s
32.53 s
56.84
--- --- --- 149.54
0.12 is ---
--- 61.64 s
32.23 s
66.60
--- --- --- 160.58

Hydrograph Summary Report
17
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
97.81
2
730
379,495
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
77.72
2
716
157,428
------
------
------
POST DEV B
3
Reservoir
14.53
2
726
155,100
2
500.76
72,895
WET POND B
4
SCS Runoff
74.67
2
728
269,351
------
------
------
PHASE 2 BYPASS
5
Combine
89.06
2
728
424,452
3,4
------
------
COMBINED PHASE 2
7
SCS Runoff
114.12
2
716
231,163
------
------
------
POST DEVA1 (PHASE 2)
8
Reservoir
12.33
2
740
222,692
7
514.17
114,304
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 2 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
18
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 87.520 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE-DEV PHASE II
Hyd. No. 1 -- 2 Year
Wednesday, 10 / 12 / 2022
= 97.81 cfs
= 730 min
= 379,495 cuft
= 72
= 0 ft
= 25.30 min
= Type II
= 484
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Peak discharge
= 77.72 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 157,428 cuft
Drainage area
= 23.400 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) _ [(8.650 x 98) + (14.750 x 74)] / 23.400
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 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 2 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 14.53 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 155,100 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 500.76 ft
Reservoir name
= WET POND B1
Max. Storage
= 72,895 cuft
Storage Indication method used.
WET POND B

Hydrograph Report
21
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.64 in
Storm duration
= 24 hrs
Q (cfs)
80.00
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 2 BYPASS
Hyd. No. 4 -- 2 Year
Wednesday, 10 / 12 / 2022
= 74.67 cfs
= 728 min
= 269,351 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1
' ' ' ' ' ' ' %� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type
= Combine
Peak discharge
= 89.06 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 424,452 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.190 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
COMBINED PHASE 2
Hyd. No. 5 -- 2 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Report
23
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
34.360 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.64 in
Storm duration =
24 hrs
Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
120.00
100.00
40.00
rIt ee
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DEV Al (PHASE 2)
Hyd. No. 7 -- 2 Year
Wednesday, 10 / 12 / 2022
= 114.12 cfs
= 716 min
= 231,163 cuft
= 83*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 7 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 12.33 cfs
Storm frequency
= 2 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 222,692 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 514.17 ft
Reservoir name
= WET POND Al
Max. Storage
= 114,304 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
— Hyd No. 8 Hyd No. 7 ® Total storage used = 114,304 cult

Hydrograph Summary Report
25
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
156.31
2
730
587,841
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
108.92
2
716
222,716
------
------
------
POST DEV B
3
Reservoir
31.60
2
724
220,364
2
501.63
99,955
WET POND B
4
SCS Runoff
117.51
2
728
413,361
------
------
------
PHASE 2 BYPASS
5
Combine
148.31
2
726
633,724
3,4
------
------
COMBINED PHASE 2
7
SCS Runoff
159.94
2
716
327,031
------
------
------
POST DEV Al (PHASE 2)
8
Reservoir
24.20
2
728
318,443
7
514.95
159,923
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 5 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
26
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 87.520 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
PRE-DEV PHASE II
Hyd. No. 1 -- 5 Year
Wednesday, 10 / 12 / 2022
= 156.31 cfs
= 730 min
= 587,841 cuft
= 72
= 0 ft
= 25.30 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 11 ' ' ' ' ' ' ' 1%, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Peak discharge
= 108.92 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 222,716 cuft
Drainage area
= 23.400 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) = [(8.650 x 98) + (14.750 x 74)] / 23.400
Q (cfs)
120.00
100.00
40.00
POST DEV B
Hyd. No. 2 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' —' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 31.60 cfs
Storm frequency
= 5 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 220,364 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 501.63 ft
Reservoir name
= WET POND B1
Max. Storage
= 99,955 cuft
Storage Indication method used
Q (cfs)
120.00
100.00
40.00
WET POND B
Hyd. No. 3 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 '1 1 1 -�' ' '— I0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 3 — Hyd No. 2 ® Total storage used = 99,955 cult

Hydrograph Report
29
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 4.58 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 2 BYPASS
Hyd. No. 4 -- 5 Year
0.00 '1 1 1 1am'"
0 120 240 360 480 600 720
— Hyd No. 4
840
Wednesday, 10 / 12 / 2022
= 117.51 cfs
= 728 min
= 413,361 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type
= Combine
Peak discharge
= 148.31 cfs
Storm frequency
= 5 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 633,724 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 57.190 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 --1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 — Hyd No. 3 Hyd No. 4

31
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Peak discharge
= 159.94 cfs
Storm frequency =
5 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 327,031 cuft
Drainage area =
34.360 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) _ [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
160.00
140.00
120.00
100.00
40.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 7 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 24.20 cfs
Storm frequency
= 5 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 318,443 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 514.95 ft
Reservoir name
= WET POND Al
Max. Storage
= 159,923 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 5 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 8 Hyd No. 7 ® Total storage used = 159,923 cult

Hydrograph Summary Report
33
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
205.97
2
728
765,291
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
133.81
2
716
275,932
------
------
------
POST DEV B
3
Reservoir
46.17
2
724
273,565
2
502.26
120,206
WET POND B
4
SCS Runoff
153.73
2
726
535,456
------
------
------
PHASE 2 BYPASS
5
Combine
198.48
2
726
809,021
3,4
------
------
COMBINED PHASE 2
7
SCS Runoff
196.49
2
716
405,172
------
------
------
POST DEV Al (PHASE 2)
8
Reservoir
34.93
2
726
396,514
7
515.57
197,853
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 10 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
34
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 87.520 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
PRE-DEV PHASE II
Hyd. No. 1 -- 10 Year
Wednesday, 10 / 12 / 2022
= 205.97 cfs
= 728 min
= 765,291 cuft
= 72
= 0 ft
= 25.30 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 '1 1 1 —0. ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Peak discharge
= 133.81 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 275,932 cuft
Drainage area
= 23.400 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) = [(8.650 x 98) + (14.750 x 74)] / 23.400
Q (cfs)
140.00
120.00
100.00
40.00
POST DEV B
Hyd. No. 2 -- 10 Year
Q (cfs)
140.00
120.00
100.00
*1 01
40.00
20.00
0.00 ' 1 1 1 1
' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 46.17 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 273,565 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 502.26 ft
Reservoir name
= WET POND B1
Max. Storage
= 120,206 cuft
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
40.00
WET POND B
Hyd. No. 3 -- 10 Year
Q (cfs)
140.00
120.00
100.00
*1 01
40.00
20.00
0.00 ' 1 1' - ' ' '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 2 ® Total storage used = 120,206 cult

Hydrograph Report
37
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.32 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 2 BYPASS
Hyd. No. 4 -- 10 Year
Wednesday, 10 / 12 / 2022
= 153.73 cfs
= 726 min
= 535,456 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' —_— ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 198.48 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 809,021 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 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
rIraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

39
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Peak discharge
= 196.49 cfs
Storm frequency =
10 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 405,172 cuft
Drainage area =
34.360 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) = [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
210.00
180.00
150.00
120.00
30.00
POST DEV Al (PHASE 2)
Hyd. No. 7 -- 10 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' T ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 7 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 34.93 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 396,514 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 515.57 ft
Reservoir name
= WET POND Al
Max. Storage
= 197,853 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 240
— Hyd No. 8
480 720
Hyd No. 7

Hydrograph Summary Report
41
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
279.49
2
728
1,028,934
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
168.95
2
716
352,508
------
------
------
POST DEV B
3
Reservoir
67.88
2
722
350,127
2
503.04
147,130
WET POND B
4
SCS Runoff
207.10
2
726
716,248
------
------
------
PHASE 2 BYPASS
5
Combine
271.02
2
726
1,066,374
3,4
------
------
COMBINED PHASE
7
SCS Runoff
248.08
2
716
517,614
------
------
------
POST DEV Al (PHASE 2)
8
Reservoir
57.03
2
724
508,882
7
516.38
248,999
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 25 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
42
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 87.520 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
PRE-DEV PHASE II
Hyd. No. 1 -- 25 Year
Wednesday, 10 / 12 / 2022
= 279.49 cfs
= 728 min
= 1,028,934 cuft
= 72
= 0 ft
= 25.30 min
= Type II
= 484
Q (cfs)
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. 1 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Peak discharge
= 168.95 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 352,508 cuft
Drainage area
= 23.400 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) _ [(8.650 x 98) + (14.750 x 74)] / 23.400
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00

44
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 67.88 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 350,127 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 503.04 ft
Reservoir name
= WET POND B1
Max. Storage
= 147,130 cuft
Storage Indication method used.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
WET POND B
Hyd. No. 3 -- 25 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00

Hydrograph Report
45
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.36 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 2 BYPASS
Hyd. No. 4 -- 25 Year
Wednesday, 10 / 12 / 2022
= 207.10 cfs
= 726 min
= 716,248 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 1 1 1 1 r I I I I I I F ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 271.02 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 1,066,374 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
,
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
rIraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

47
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Peak discharge
= 248.08 cfs
Storm frequency =
25 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 517,614 cuft
Drainage area =
34.360 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) = [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
280.00
240.00
200.00
160.00
120.00
POST DEV Al (PHASE 2)
Hyd. No. 7 -- 25 Year
Q (cfs)
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
— Hyd No. 7 Time (min)

Hydrograph
Report
48
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk,
Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 57.03 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 508,882 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 516.38 ft
Reservoir name
= WET POND Al
Max. Storage
= 248,999 cuft
Storage Indication method used
Q (cfs)
280.00
240.00
200.00
160.00
120.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 8 Hyd No. 7 ® Total storage used = 248,999 cult

Hydrograph Summary Report
49
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
340.77
2
728
1,250,948
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
197.33
2
716
415,430
------
------
------
POST DEV B
3
Reservoir
100.71
2
722
413,039
2
503.52
164,397
WET POND B
4
SCS Runoff
251.43
2
726
868,097
------
------
------
PHASE 2 BYPASS
5
Combine
337.28
2
724
1,281,135
3,4
------
------
COMBINED PHASE
7
SCS Runoff
289.75
2
716
610,008
------
------
------
POST DEV Al (PHASE 2)
8
Reservoir
77.57
2
724
601,225
7
516.96
286,892
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 50 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
50
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 87.520 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.20 in
Storm duration
= 24 hrs
Q (cfs)
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 II
Hyd. No. 1 -- 50 Year
Wednesday, 10 / 12 / 2022
= 340.77 cfs
= 728 min
= 1,250,948 cuft
= 72
= 0 ft
= 25.30 min
= Type II
= 484
Q (cfs)
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. 1 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Peak discharge
= 197.33 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 415,430 cuft
Drainage area
= 23.400 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) = [(8.650 x 98) + (14.750 x 74)] / 23.400
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
0 120 240
— Hyd No. 2
POST DEV B
Hyd. No. 2 -- 50 Year
360 480 600
Q (cfs)
210.00
180.00
150.00
120.00
30.00
' ' 0.00
720 840 960 1080 1200
Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 100.71 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 413,039 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 503.52 ft
Reservoir name
= WET POND B1
Max. Storage
= 164,397 cuft
Storage Indication method used.
Q (cfs)
210.00
180.00
150.00
120.00
30.00
WET POND B
Hyd. No. 3 -- 50 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 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 2 ® Total storage used = 164,397 cult

Hydrograph Report
53
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.20 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 2 BYPASS
Hyd. No. 4 -- 50 Year
Wednesday, 10 / 12 / 2022
= 251.43 cfs
= 726 min
= 868,097 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 1l' - ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 337.28 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,281,135 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac
Q (cfs)
350.00
c11 1It
250.00
200.00
150.00
100.00
50.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
rIraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

55
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Peak discharge
= 289.75 cfs
Storm frequency =
50 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 610,008 cuft
Drainage area =
34.360 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) = [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
POST DEV Al (PHASE 2)
Hyd. No. 7 -- 50 Year
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
— Hyd No. 7 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 77.57 cfs
Storm frequency
= 50 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 601,225 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 516.96 ft
Reservoir name
= WET POND Al
Max. Storage
= 286,892 cuft
Storage Indication method used.
WET POND Al
11 11 ------------ 11 11
see
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 .:1

Hydrograph Summary Report
57
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
406.16
2
728
1,490,086
------
------
------
PRE-DEV PHASE II
2
SCS Runoff
227.01
2
716
482,085
------
------
------
POST DEV B
3
Reservoir
121.41
2
722
479,685
2
503.94
179,936
WET POND B
4
SCS Runoff
298.64
2
726
1,031,364
------
------
------
PHASE BYPASS
5
Combine
407.39
2
724
1,511,049
3,4
------
------
COMBINED PHASE
7
SCS Runoff
333.33
2
716
707,882
------
------
------
POST DEV Al (PHASE 2)
8
Reservoir
109.01
2
724
699,056
7
517.48
322,716
WET POND Al
7516 - Wingate Hydrographs Phase Il.gpw
Return Period: 100 Year
Wednesday, 10 / 12 / 2022

Hydrograph Report
58
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 87.520 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.08 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
PRE-DEV PHASE II
Hyd. No. 1 -- 100 Year
Wednesday, 10 / 12 / 2022
= 406.16 cfs
= 728 min
= 1,490,086 cuft
= 72
= 0 ft
= 25.30 min
= Type II
= 484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' 1 1 1
' ' ' ' ' ' T-% ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 2
POST DEV B
Hydrograph type
= SCS Runoff
Peak discharge
= 227.01 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 482,085 cuft
Drainage area
= 23.400 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) = [(8.650 x 98) + (14.750 x 74)] / 23.400
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
POST DEV B
Hyd. No. 2 -- 100 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. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 3
WET POND B
Hydrograph type
= Reservoir
Peak discharge
= 121.41 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 479,685 cuft
Inflow hyd. No.
= 2 - POST DEV B
Max. Elevation
= 503.94 ft
Reservoir name
= WET POND B1
Max. Storage
= 179,936 cuft
Storage Indication method used.
WET POND B
��'PW

Hydrograph Report
61
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 57.190 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.08 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 2 BYPASS
Hyd. No. 4 -- 100 Year
Wednesday, 10 / 12 / 2022
= 298.64 cfs
= 726 min
= 1,031,364 cuft
= 73
= 0 ft
= 21.80 min
= Type II
= 484
Q (cfs)
320.00
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. 4 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 407.39 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,511,049 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac
Q (cfs)
420.00
c.1 1It
240.00
180.00
120.00
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
rIraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

63
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type =
SCS Runoff
Peak discharge
= 333.33 cfs
Storm frequency =
100 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 707,882 cuft
Drainage area =
34.360 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) = [(13.150 x 98) + (21.210 x 74)] / 34.360
Q (cfs)
350.00
ceeMe
250.00
200.00
150.00
100.00
50.00
0.00
0 120 240
— Hyd No. 7
POST DEV Al (PHASE 2)
Hyd. No. 7 -- 100 Year
360 480 600
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
720 840 960 1080 1200
Time (min)

Hydrograph
Report
64
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk,
Inc. v2023
Wednesday, 10 / 12 / 2022
Hyd. No. 8
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 109.01 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 699,056 cuft
Inflow hyd. No.
= 7 - POST DEV Al
(PHASE 2) Max. Elevation
= 517.48 ft
Reservoir name
= WET POND Al
Max. Storage
- 322,716 cuft
Storage Indication method used
Q (cfs)
350.00
c11 1It
250.00
200.00
150.00
100.00
50.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 8 Hyd No. 7 ® Total storage used = 322,716 cult

Hydraflow Rainfall Report
65
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
Wednesday, 10 / 12 / 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

-.f."/ *\-..-,. \-� -"- �,I. I /-, .,'.. . �"
-, ,,.,.' -,, , , *I/I 1I., - ,, .
, ,<-,\-, , ../..', . I. -.�.,--- -� I ,.I� I , ,//,.. - ., .— ,-- -.I,1 , -..1\' . I —V."I.l'..\--, .. >r-/"",'1I., "-"-.-\1
. -,/�- -. -I,1\-.I*-,e ii \ � �". --� " .,'-:. I.. - , .I,. /-F%2I�,—
\\ ` - _ �_ -1� ,,..I \ ,I. "/ r .* "I" ,.-./,,,-/ \l, \,'- I�I
' - \ \ j- ---(8--/.,1,-1-,,--3, "- ,-/.---w-
\` I " - ---------------
-11. � '\/ " I, -I,/ ,-1, , -" ,/ /.� -,. I .
.--� , - ""-.. I, ' -,l/,I I \: 1:,/� 'I� .o'".-', I: - "I -, - -:' , ,,I.- " .- \.." I,-1".-1I,-). \-I - I .--'I'-I, ,,�I '',',"/- - 1, -%.--. . " ---,. '\ .1. -.. 1,-.`I. / '. "I l,I ., - .Il--,/.'./1" �,", . .
1' \ - - \ / ",/
II / /' \ \'" E STREET ' _ — — _ — w - —
% . " %\�...I . � ,�,/I ,�..—: ..., , I'%1-. �,I- 1 , � -II '.I., �. :.�1I, � 1I..-, ..I,1I1' -,./., .". I��/I., .�--,\, .,,��/,� -.-�.I ,, �",".% ,l..: .�, ."...� I -.I-', 1,I,-. . -: ', . - . \\ ,. .. .I1. l-.—:,..�,--'.', ,, .. ,.." ,\ \ - .,I %,. ,, ,- ,I %..-. ",1� ., " I ,-� II. ,- .1 "."./.., ,I. � .--.�. .,'., '\- I I , ',',.I..,�" ./, �,--/,.-"" "I�.-..,.::."I.%'�.:�1. I\:.�..:, 1I.:
I,- /I.. -- %. �, .-,,. "-"..\ I, -..I,-I .,-,0",. I,,..I*I., - 1,%': / ,1::1-1I. ,,,-.,,I,--.� -\.I'1, " � I,I , -'1"� �-,� 1-.I \,--."11- 1".I.,...I,.� -., I �---. , I .I '�',�I .%\.
, -- . --I"" I ,�-, ,�-',I- I:. - I. ..� - .:.I -�. - �- I"/ : ,, .- :�N�.- \ ".,-,-1\ ­'" ,:.,.. .,-. -, :. I/, -_- %.. ..1-, I "-',.� '.-., -, -. 1., �'. \�`-: . . .- .,. � ', � '�N".: I ., ,"..�...% I: � , ,�--- � I� *: 'I, . � .-..-':.: .-- ,, ..,. -./1--I-,-�-,.%\ . '. -,�,,-.— .-. ,, �, -'�� - 1-- ", -- ...I , .%".-� ,� .-I�,.. . .,.\ -. .�- , -, �1. � "-I .,. � , ,, -'. ,I��, ,- �% ,-- I -1.1 .- ,� .-.%�%, ).,,.-, izI .-%- -.- I, I "% ".- -.--1� .0., -f-I -,-.�,.. . - . I,- .". \ �I�I�,�--I , .I,1�,-."- 1.,',-.'.'-,,-I ". .-,.-, -, �-, , , I% �-1-.\I.- �,.l, . :'\, .,.,I , 1l. .i -\ , ..�11I -�-. �,,\I -, \.-�..--%.1.-"I, , ....-,,-.. 1'I - � I,.. .,%I,,".'1%I� ---FI-�, "II- I '" I,. . -,.-,-.%, I-� '-,,.. .,,-\,,,"\:-- -I , "," �.� -��I1,,,-I� - I "
-. -1 � I '- I, I-\.��1.1,I-. :I 1'��� "
,, "/..-. //:-— "I:.. -, -,I --' " ,: .:-/./� -- : .: : ' :I :-. . : , .�,,: .:.. . . I � , . 1.II-".":, �- ,-"..1.',-, . ,I '. l--, ,, /1,"-"�.-1.,I-, I,.. " ,l-.,/ .-..- .\.I , --,, -"-"" '-I"� -,. ,. l1'�" '"-.-."1/ �I. ,-, ,I/. -I v�--"I-. 1. ,w-�'.-�/. A-, , -, ,"�..II
, . , .,",-...*� �.I--� I...,/1:-.: -.-. :�(. --.��. ,. ,, , /. "I .-...I-.x "- -I -," .( ,. I. -"I —� ��- ,Ir �"-.."- ,, -\��...
- /I ",.". \ -)\,— I. -.., \.-..1�,,II 1-
, I'� \ ,\I , � .., �-I\-/I."/� . .'--., 1 .:,\I-�.. . %,,. .,,-'� 'I ./— 1:II, *� '� �'�.,11.,-I., , I..�- � 1"- ,.-�.',, � '.\ ,.W" ..,/'\,.. k , ,,,-.�. -. ."-,.. ,..-.� ,./ '..,,I,.',� ,.,w , -\A-I'-\-I ".'\.-,I- .:
1, '�I. ."., .'".�,'..I -., -.�.�.- ../\.�� I 1,,..... .,-� .% �.,VI� �'.I.1/ /� %1., ."�-, - ,,- -.I . ..",, ,. - 7, �\ ,.- ..�.A'' "�-, � I":.:�I.-.1.-1-- ,. \-,,�./��I11-, ,\1,/-I ., . ',, -- , - 1-. . , -� 1.� I" ',� . I �:- I: - -I:1I- I�,. � //" � .. . \- ,�I -.'� 1- .\-- �' -��" I .1-,. ---'.,,,,, "-. - . , I,I,-." - -. . �-,. 1" - .',...-\,- -/-1�
- ./ I. ,, -./.--
.--�—I �. I -.", -,-"�-"--,.--/.-I /I",-,,- � /.�--- .: -\..--,I-1/\\ ,- --. , I��. /
..-�.� 1- N-. ..,.. l" �.'.,1-- r,.--- ,,I �".� . ---.-... I,- - .. .11", %.% ',-I1- 1.:-- -.-�,/"-1I1I1 . .- ., ., - ,-I.,' * - -%- :'*I1.-,-�I"-
-." -,%, Ii-.. ./ -',-\ - .-, - .�-I f1,, ..,. . �-,I", -- -, ."-,,-I ,I.1 -I - % (9%-. ",.-, l-. 1,-, ,\," �.--.:.,"-*''. --/. ,-b .-� �,:--", , 1: ...: '%-'.,.-.�- ,, -",�',. -: /".. .I . "',. ,'.I � I,-.I,-,I1- :. ',/ *,.'1-, -.I,.%.-.�,,�1'.- ,"--\-."*." ,�.,"/ %1,,-�,-��
I-I�.,-....',\/�- f,
. ,.,1,, ,,I ,-
%", --.,\�,../1,.--I II ,X,.-'"\",\ ,,
-, ,- � .. ...,.II"I-..-." . ,//.,�
I,,1.- -, ,f,I ",
/- -�":'", % " ["l�-�. -I-I
. I-1-. 1, ,"- /.I - - �.,�-, -- I\� , '- " \". '-I I -: _, .)I ,)/,, ,"-%. , ,%"- ' I -:,I ,� -,,-,' —) //I . II' .II �,I-, 1-----�, , ,--�I. -�-II , �-/: - -�.-".,�:: \-,.- -)- - " ,"--. ,,1-I ., : -.� -, 2: .\.­/,."--I-.-4.)-,. .-I. - :. 1,-:. : II,I, I .-I- - . :I.,I.. .,--3.I-,, .-. "- "1,,�-A,., ,I :, . :. % -,"� I : — / I :,-2 ,.\ ,
�.-, " - -, I..,,I.I I-1. ,,",1I I , :, ,� -:-�. ., ...: ,
,7:. .--� - -� I_.1.I-., .-,'I. 1I ':I-1 ...I.//�1-.--,-./- .I-./�-.� ,.- I-' ,",I.I, - "/--"" -I
lI/I, :, ,i`I _�I -.-�11-, I" -.', .1I
. -.. -I 1, /-...-- .- /1, -,1 .- ,-I:: ..-.,I--�
-"'., "I--.I,-I " . -- I , ---�--\,"-� . I. , -- -I.. �I. I- -.�. ,/I. -II-, , , --.-,\,.�-- -. - I--- .---.", -I , --- I, -,.. I/-,I�,,,,I, - .-
I, //, ,-�,-I - . � ..- � : ,,-,�-, ./ 5,,-I.-I ,/,, I/,�- ( ,7I-,. .\-. I/"\ - "I- -
, I.-11",�I--,
".��1,"-I -1-,,�.----. / 1-�I I. \. -,'",,-\ , --
"-,14vI� - -l-. 1
\\�-I� '-.,� ---�I.� ,/ � %'.N,----.. ,''-'-/. ".? � �'--
-oZ%-. iN-.� %/t6-;-./ �.�--:/ �,l
"c,,..� -. -�.,-R -o �-."� ,0 /'---QAI. ,:- -'/ I ..
\ \ \ \ / % \ / _ — MAY — — -c - - ` -- .- ------
-..-"vI - ". I.. -,/ —:- I
6�: ,.i//�,,- --�.o -
--- . / _" -- — _ - __ _ -- - i / = - ,
_/
\ I \ \ /- - / \ I \ \ - / / / ' \ / 15„h,C7 - ` — DI-636 I I / 1 i lI
. :
1.
I
I \ / . --- / " , / i - --- j -----. I -
I _ 'i / I \ •\
` \\ I `\ - _ "/ - I - �. �� / / 203 ► I 196 I l - - - I I.
\ / / 204 I 202 1 . • 1
. I \ \ --- I \ , / / 201 ► ► _ \ I I 1
\ / /- - ` 205 ' 200 - - \ 1. - . .
\ -_9 I I :1 ►
\ -- --
r
�'' - I �' / /z��-\` Q "" ► 19 1 8" / 195 / �� I 4- �G� CB61I / I I.
- ' % - - - / / / \ 206 CB 616 '
- /
- -
\ \ \I - !`� --- / \ / r� / I lam.
\ 1 \ \ ` / / \ // / / / c6 4os 194 I r I I 1 I %'`%
1 I �, / /r \ `.: 207 8 RCP _ 15" RCP l / I ! ' \ \
\'.
I
\ \ I —1 I / { \ 9 // I \ \
\ I 1
/ / CB 40
I :/ I ;
\ f
\ \\ \ I / ci /\ \\\ - DI634 / �24„ 1 96 / / l // / 1
, I N"I.A1.- ��. ,�*,.I
L — N--
r
, l / '\ 0I / \ r 288 ► I- / / l l I / I \ 1
\ � - - / \----------% _ Q / '289 / I / 1 \\
I \ / / 1\ /'• \ . / - 21 Q . c6 622 ► 29 �. - / _ � / I 1 \
I /` ��' -- / ----- / / G I / 293 \ / \
• - ----- I %. / \ \ /\-------- -- " / / " " - ----- \ \ I l�� Q \ CB 621 1 .2 / 189• / I , I ! \\
-- _ - , \, 78„ I 1
— — \ ' ... / _ - - \ . 21 - RCp I 530 / CB-410 �� / / l
\ - - \ �\ Q_
/ / CB 612 I
/ . / Q Rc / 188 /
/ .� - - - - / cos 287 / / l •.1
,. \ ' \ 286 l l
/ /, I ' / � i % 1
` 1 \ / Q " �S% 285 CB-620 �. DI-414 / 1 /
F I - \ G 21 cA 28.. l / -
i I \ / / \ �, / 283 1 / / ------ / •-•"�
• —\ �- - 3 C 282 I /I
/� \ I 1} \ CB 624 p\„R p I Z81 / 186 % / •-/.
I
/ \ J l 21 CB610 I / l 0 / \�� / / ter'• /
\ ' - - - '
' /
: \< /
1 •--- \ / ----- - - _ - /T P a ---- -- / /
/ I DI 623 ' I _ /
I -" ,' ,/ / 2 1 I ► 185 al / I / I
- 272i
/ c / ./
----- \ - / D► ")\ / \ ' : - ! --- --- -• - ,:-' , / ;¢ .
.'
- -- _ ---
. /' •`-------- - �' CB-511 / I 275 . ' 184 / / /:::
.-.- I -- ' \--------. / /:. - - _ / / .\ / I / / i ' I / / / - - - -
/ / 0 276 I -
` I /
\ )' ...
/ / l - 1 _ --�. _ - = .]
I / - / / c6 6os :/ 278 2 g -----' -- .�- - _ 1'_ . l�/
l� / _
I if / - / - � . I•
\ - \ %? \
i
/ . . _ / �' �'. _ _
__ / /
i / �r DI 413 / /'•
{{
\ I/ ------- .. f. -
r _
f
l ------------- / / 0 7 1 __ 7 _ !� _
j /' / 7 S^ / 7/
/ / CA �.�•
.- CB 510 / .�• /
Ina _ "
I /. a /
0
/ �_ U / /
�-'
I �.
/
I
0
I /
- G
:Q
•I -
�' \ /
/ • 257 -"- - - -
i /
.o
. .
i -
72
DI 631- •
68 /
/ /
I -
I
/ /
I - -
I _ _
254'. _
i
= i
_ DI 412
I 258 I
I -
\
/
74
I "
. j
267
---- %
�� * �,'/-,": , � . -., . .'-.�1-I. I1.-,I ,I, -- ,,- ", ,. 1,.,-.-.:I -0,: .\ , .-I,."-..--�/-I -, , ./.I"-- , � . -1 .,, -.-' " .�:� I-� -0A.'I �I".,I ---.'� � '- . II - '\. '-. --..-� . .�-.I ,�,�I �. II �- . -�.1."" ,, �.,, .-\I �.. , . -..'�"--%N,..I /-., �. .,�, ,..., , -I �-.:..I , -. . , *. , I -.:I . ..,.-,�-7-/. ,-� ..I -. /,-".�- �.-,. -., .1. . -I- % .1--.1-"- ..�, -�., -,,. 1- � ,, -
� 0. I ,� ;, � .- � -...I. .--��
.., ." '".-.:..,-:- / ,-.. : / -..", � -. -: " ,/I : /.. :--.� ..1
i
Y`%
s,
- / /
' DI 509
/ I
A
22 _
3 _
Y \ 75
_ I _ I �2 - /
/ 59 % " /
.j
/ ;�
:�'
\ /
1 I •�
I I -
B 2 C 6 6 \'
I \
�� I
`1-
R - (/.'
c
- \
I I
_ I
224 7
- / / 6
\ '• CB 402
2 2 _ • "i -
\ 5 _ 1
--- / \ � • -------- ��. J „ : 1 :I'.;::. ,�` . - - - \
\ / .� I C S
/ I / I. • - . �. G 265 CB-506 : I \ :. • , n / . / \
I
\ / .� I i \
- ---- \ - / -- -' 1 I CB 505 / / f. '. 'i \
:�•/ .
{ /. / \ I
-' , . • % . , • / --- --" / - - ------ -- : 225 ::\'... \ : '
CB 607
/ /.' . / \
I ' GP \ G \
\ .f• " R
/ .� 1 .,R
.2
1
o C 606 26 \'
\. • -- \ o-- - 1
:I
► /
\ • 1 / -
I -' - • � • \ :. •. \ ' . 1 1 : CB 604 \ / q CB-400 '' EX. WET I —
\ /•' /.:.' ^' \ POND A2
I - �. i
\ • 1 . /. / \ 249 / / . i. / r
.\'. / . .'r � 22 � .r
/
9
• o� I:
\ L p" RCP C 50 G CB 504 / / .' , .:.-. 166
/ - _ 80 Q >..
1 CB 602 G l
1 1 P I
I:••:: -
). -
r •
CB 627
\ I /
r
1
o. -
_. 6
,� 3 C 605 a
/ /• /
8
. I -
I• U ��
/ P / \
30" RCP
FES 400A w
_ O -
P
81
_1 / /.53
I
1 -
1 / / ,\ R 3 s
.' -I,' . 1, • , , 1. . . 23 5 -' / - ,
I �' , / / / / / \' 154
I / / 241 /
r -
/
8 ..
I / r, /
I / CB 502 \
. • ' : -
1
24 I 0
- 1
G• _
/ �' / \
J -- CB 601
is
/ / /
/ i
- / . \ S 239 _ � •� ': 243 245 - - - _ - - 83 F "+ r - _
0 23 I ti. 244' /'::':'/.;.'. / •' . , / 156
1 / 2 - s 38 - i 1 - -
-
" - J a
/ " I r
.
. 1 I.�. /. / / / 157-
f� Y: S
/ . • ---- -- - FES500 / .' /. / /.',.',•','/ /
-- / -�• 237 , - /
< �C :. / /
o _ _ l: /
/ - - - _ e
. • A _ /J
: / , / li / \
- ` �r 5
/ �• 1 1
- 4 / ' // 8 — —
\ / • / / /
/ 1 /• / / /,' /.,-
- \ ------ / / -- \
/.
- - ---
50
%'
/ /
\
- - - 85
\ r
/. -
/ - -
/ •' \ PROP. WET �' -- w,
, \ POND B
- •------- - ------- � FES-600
I1(�
/ — — , \
, / // / /
/ 141 / -i \ 1 /--- �/ _. / y / :/' l EX. WET — — /
\ , , . . \ : !C POND Al ♦ , \
_ \ \ /'
\ PO 81 cP =i
.x _ 147
-'
l i
87
�• •♦ r
FES 81
\ � - "•�✓, '. � `fir /
_ _ _ _ \
J
N
RR
- / - V V
\ 1. --- I -
/ \ 145
/ /
- - /
•� /
/ \ --- r
/ '
/ •\ - / :l /
\ l I
R III
f
G C SCALE _ -
.� I ; - 89 �i . y� 138 f'a _
0 8. 160 p \ I / 1 � / 1 l \ I /
/ % / r i /
1
\ o ,9' /• /
\ \ \l i
/
�•
i' - I \
i _
0 i /.'�'. /. j 90
0 :/ o r
IN FEET h o - �'' / /
\ : / / 1
\ / / �0 0 0
0
80' / / 1• i\h ft. --
,-5 ,2
1 \ _ / / /. - - , / / h
l' /
%. ' h i \ ,
tD
ce
Q co z �
w
W
CS
CS z
U Q N N c
z
� qU�.Z
uj tz�"
�D
)
!�
W
, z R
LU
J �
11, I—k
zi col a
J
$
tY
(�D
G:N
Q
w
Z)
co
L
00
U
0
0
z
N— m
ui 1
m
(jW
Q
= Q)J � F
CLz Q)C
1 �
C
LL1 uj cj� LLj N
I— I— Q ] Q)
QQ
z
C ^) C ^)
V V
w
Lj—
zz 0J
9 LLI Q
U
I• lc::� I—
U
Q �:z
(/)!- m0Q
LLl I— J F— �
�U
. w z
M
U N
Y
U
z
Lo
m
m
LL
o
�
Q
z
2
U
m
O
-�
z :�i
Q
UJ
r
Q
N rWn
z
Q-
p
m
N
o
V
0
z
w
Q
�o
z
�-
Q
0
r^ —
�+)
Q
z
ap
z
O
(f)
m
Q
w
z
�?
Lu
Q)
m
o
(/)
Sheet
POST-DEVI

Gotta es at
Win ate
Project Number:
7516
Description
Original Date:
9/28/22
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 I I Percent I Percent I Composite I
Structure I To Structure I (acres) I Pervious) Impe,M I Runoff I
I I I (%) Coeff. Co I
I I I I I I
I (in/hr)
I I I I I I I
I Inlet I Combined I I Pipe I Pipe I Dtheo I
I Disdiarge Q1 Disdiarge I Material n1 Slope I Lengthl (in) I Size (in)
I (cfs) I Qpipe (cfs) I I (%) I (ft) 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 1 -ful 1 dodo 1
I I I I I
1 I (60 I I I
I I 'pe 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 1 Vpipe 1 (min) -1 Time 1 Inv. 1 Inv. In 1 Elevation 1 Cover (Based 1 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
1 Material
I Class
I
Storm Network 400
CB-409
CB-408
0.23 29%
71%
0.77
7.78
1.38
1.38
0.013 0.99%
28 8.4 1
15
1 5.2
6.41
22°/a
0.30
0.74
3.86 0.09 1 0.12 1 543.93 1 543.65 546.54 1
1.11
RCP
CB-408 I
CB-407
1 0.10 1 25% 1
75% 1
0.80 1
7.78
1 0.60
1 1.97 1
0.013 1 2.50% 1 300 1 8.1 1
15
1 8.3 1
10.20 1
19% 1
0.27 1
0.66 1 5.49 1 0.60 1 0.91 1 542.501535.001 546.44 1
2.44 1
RCP
CB-410
CB-407
0.48 31%
69%
0.76
7.78
2.87
2.87
0.013 0.99%
28 11.1 i
15
i 5.2 i
6.41 i
45% i
0.44 i
0.87
i 4.54 i 0.09 i 0.10 i 532.41 i 532.13 i 539.04 i
5.13 i
RCP
CB-407 I
CB-406
I 0.19 I 25% I
75% I
0.80 I
7.78
I 1.19
I 6.03 I
0.013 I 1.25% I 286 I 14.0 1
15
1 5.9 1
7.21 1
84% 1
0.68 1
1.12 1 6.58 1 0.81 1 0.72 1 531.931528.351 538.94 1
5.51 1
RCP
CB-411
CB-406
0.48 32%
68%
0.76
7.78
2.82
2.82
0.013 0.99%
29 11.0
15
5.2
6.42
44%
0.44
0.87
4.55 0.09 0.11 524.95 524.66 531.42
4.97
RCP
CB-406 I
CB-405
1 0.19 1 25% 1
75% 1
0.80 1
7.78
1 1.16
1 10.01 1
0.013 1 1.50% 1
36 1 16.4 1
18
1 7.3 1
12.86 1
78% 1
0.65 1
1.12 1 8.15 1 0.08 1 0.07 1 524.411523.871 531.68 1
5.48 1
RCP
C&405
CFS404
0.31 29%
71%
0.78
7.78
1.88
11.90
0.013 3.00%
28 15.3
18
10.3
18.17
65%
0.58
1.05
10.80 0.05 0.04 523.67 522.83 530.56
5.10
RCP
C1404
CFS403
0.14 24%
76%
0.80
7.78
0.86
12.76
0.013 3.00%
36 15.7
18
10.3
18.18
70%
0.62
1.07
11.01 0.06 0.05 522.63 521.55 530.56
6.14
RCP
CB-403 I
CB-402
I 0.09 I 27% I
73% I
0.79 I
7.78
I 0.56
I 13.31 I
0.013 I 3.00% I 113 116.0 1
18
1 10.3 1
18.16 1
73% 1
0.62 1
1.07
1 11.00 1 0.18 1 0.17 1 521.351517.951 528.48 1
5.34 1
RCP
DI415
DI414
1.83 91%
9%
0.40 1
5.24
1 3.86
3.86
0.013 1.00% 1
250 1 12.4 1
15
1 5.3 1
6.45 1
60% 1
0.54 1
0.99
1 5.20 1 0.79 1 0.80 1 536.42 1533.921 539.57 1
1.65
RCP
DI414 I
DI413
I 1.17 I 87% I
13% I
0.43 I
5.24
I 2.63
I 6.49 I
0.013 I 3.00% I 250 112.2 1
18
1 10.3 1
18.17 1
36% 1
0.41 1
0.87
1 8.95 1 0.40 1 0.47 1 533.671526.181 537.07 1
1.61 1
RCP
I413
2
DI412
0.77 85%
15%
0.44
7.78
2.65
9.13
0.013 5.00%
94 12.6
18
13.3
23.45
39%
0.41
0.87
11.54 0.12 0.14 525.98 521.30 531.58
3.81
RCP
DI-4
CFS402
0.22 84%
16%
0.45
7.78
0.75
23.20
0.013 2.00%
167 21.2
24
10.2
31.97
73%
0.62
1.07
10.89 0.27 m 0.26 m 520.80 m 517.45 525.50
2.39
RCP
CB-402 I
CB-401
1 0.06 1 24% 1
76% 1
0.80 1
7.78
1 0.40
1 23.60 1
0.013 1 1.50% 1 111 1 22.6 1
24
1 8.8 1 27.67 1
85% 1
0.70 1
1.14
1 10.04 1 0.21 1 0.18 1 517.251515.591 522.86 1
3.30 1
RCP
9.88
CB-416
CB-401
0.46 1 40% 1
60% 1
0.71 1
7.78
2.56
2.56 1
0.013 1 3.00% 1
28 1 8.6 1
15
1 9.1 1
11.17 1
23% 1
0.30 1
0.74
1 6.74 1 0.05 1 0.07 1 517.181516.341 520.93 1
2.25 1
RCP
1 I
CB-400
I 0.14 I 24% I
76% I
0.81 I
7.78
I 0.88
I 27.03 I
0.013 I 1.00% I 116 125.6 I
30
I 8A I 41.01 I
66% I
0.58 I
1.05
I 8.77 1 0.23 1 0.22 1 515.091513.931 520.93 1
2.99 1
RCP
iC
C6400
FES-400A
0.07 24%
76%
0.80
7.78
0.44
27.48
0.013 2.01°/a
86 22.6
30
11.8
58.01
47°/a
0.47
0.94
11.11 0.12 0.13 513.73 512.00 523.12
6.54
RCP
CB-506 I
CB-505
I 0.28 I 30% I
70% I
0.77 I
7.78
I 1.65
I 1.65 I
0.013 I 0.50% I
Storm Network 500
28 I 10.2 I 15 I 3.7 I
4.56 I
36% I
0.41 I
0.87 I 3.23 1 0.13 1 0.14 1 524.191524.051 527.36 1
1.67 1
RCP
CB-505
CB-504
0.28 28%
72%
0.78
7.78
1.71
3.37
0.013 3.00%
141 9.6
15
9.1
11.17
30%
0.37
0.82
7.47 0.26 0.32 523.14 518.90 527.36
2.72
RCP
CB-504 I
CB-503
0.23 30%
70%
0.77
7.78
1.39
4.75
0.013 1.99%
81 11.7
15
7.4
9.11
52%
0.50
0.99
7.35 0.18 0.18 518.70 517.08 523.13
2.93
RCP
CB-503 I
CB-502
I 0.15 I 33% I
67% I
0.75 I
7.78
I 0.89
I 5.64 I
0.013 I 2.00% I
83 I 12.5 I
15
I 7.4 I
9.11 I
62% I
0.56 I
1.05
I 7.80 I 0.19 1 0.18 1 516.881 515.221 520.88 1
2.50 1
RCP
CB-502
CB-501
0.15 33%
67%
0.75
7.78
0.89
6.53
0.013 1.00%
102 15.1
15
5.2
6.44
101%
0.82
1.16
6.09 1 0.33 1 0.28 1 515.021 514.001 518.72 1
2.20 i
RCP
CB-511 I
CB-510
1 0.20 I 30% I
70% I
0.77 I
7.78
I 1.19
I 1.19 I
0.013 I 0.99% I
28 I 8.0 I
15
I 5.2 I
6.42 I
19% I
0.27 I
0.66
I 3.45 I 0.09 1 0.14 1 528.281528.001 531.58 1
1.80 1
RCP
CB-510
DI-509
0.11 25%
75%
0.80
7.78
0.68
1.87
0.013 2.00%
219 8.3
15
7.4
9.12
20%
0.30
0.74
5.50 1 0.49 1 0.66 1 524.411 520.031 531.52 1
5.61 i
RCP
DI-509
DI-508
0.75 76%
24%
0.50
7.78
2.90
4.77
0.013 2.50%
211 11.3
15
8.3
10.20 1
47%
0.47
0.94
7.81 1 0.42 1 0.45 1 519.831514.561 523.30 1
1.97 1
RCP
DI-508 I
CB-507
I 0.70 I 82% I
18% I
0.46 I
7.78
I 2.49
I 7.26 I
0.013 I 1.02% I
31 115.6 I
18
I 6.0 I
10.57 I
69% I
0.58 I
1.05
I 6.28 1 0.09 1 0.08 1 514.311514.001 517.50 1
1.40 1
RCP
I
CB-507
CB-501
0.59 40%
60%
0.71
7.78
3.26
10.52
0.013 1.00%
28 18.0
18
5.9
10.49
100%
0.82
1.16
6.89 1 0.08 1 0.07 1 510.971 510.691 517.68 1
4.92 i
RCP
CB-501
FES-500
1 0.29 34% 1
66% 1
0.75
7.78
1 1.67
1 18.73
0.013 1 3.25%
160 17.9
24
1 13.0 1
40.72
46%
0.47
0.94
1 12.18 1 0.21 1 0.22 1 510.19 1505.001 517.67 1
5.17 1
RCP
Storm Network 600
CB-618
CB-617
0.85 30%
70%
0.77
7.78
5.06
5.06
0.013 2.00%
28 12.0
15
7.4
9.12
56%
0.54
0.99
7.36 1 0.06 1 0.06 1 537.47 1 536.911 543.38 1
4.41 iRCP
CB-617
CB-616
0.39 30%
70%
0.77
7.78
2.31
7.38
0.013 1.24%
65 15.1
18
6.6
11.70
63%
0.56
1.05
6.95 1 0.16 1 0.16 1 536.661535.851 543.38 1
4.93 1
RCP
CB-616 1
DI-615
1 0.10 1 23% 1
77% 1
0.81 1
7.78
1 0.65
1 8.03 1
0.013 1 3.00% 1 123 1 13.2 1
18
1 10.3 1
18.16 1
44% 1
0.44 1
0.87 1 8.94 1 0.20 1 0.23 1 535.651531.971 544.08 1
6.64 1
RCP
I
DI-615
DI-614
1.15 79%
21%
0.48
7.78
4.27
12.30
0.013 0.50%
80 21.7
24
5.1
15.98
77%
0.65
1.12
5.70 1 0.26 1 0.23 1 531.471 531.071 535.00 1
1.22 i
RCP
DI-614 I
CB-613
I 0.22 I 89% I
11% I
0.41 I
7.78
I 0.70
I 12.99 I
0.013 I 0.50% I 146 122.2 I
24
I 5.1 I
15.97 I
81% I
0.68 I
1.12
I 5.69 1 0.48 1 0.43 1 530.871530.141 538.00 1
4.82 1
RCP
I
CB-613
CB-612
0.09 25%
75%
0.80
7.78
0.55
13.54
0.013 0.50%
28 22.5
24
5.1
15.98
85°/a
0.68
1.12
5.70 0.09 0.08 527.94 527.80 543.46
13.21
RCP
CB.621 I
CB-620
I 0.55 I 30% I
70% I
0.77 I
7.78
I 3.30
I 3.30 I
0.013 I 0.50% I
28 I 13.3 I
15
I 3.7 I
4.56 I
72% I
0.62 I
1.07 I 3.98 1 0.13 1 0.12 1 530.261530.121 536.17 1
4.41 1
RCP
I
CB-620
CB-619
0.51 31%
69%
0.76
7.78
3.06
6.36
0.013 0.50%
162 17.0
18
4.2
7.42
86%
0.70
1.14
4.79 0.64 1 0.56 1 529.871529.061 536.17 1
4.51
RCP
CB-622 I
CB-619
1 0.12 1 57% 1
43% 1
0.61 1
7.78
1 0.55
1 0.55 I
0.013 1 1.00% 1
28 1 6.0 1
15
1 5.3 1
6.45 1
9% 1
0.17 1
0.45
1 2.37 1 0.09 1 0.20 1536.281536.001 539.86 1
2.08 1
RCP
1
C6619
CB-612
0.12 37%
63%
0.73
7.78
0.68
7.59
0.013 0.59%
94 17.6
18
4.6
8.09
94%
0.74
1.14
5.22 0.34 0.30 528.86 528.30 539.85
9.20
RCP
C1612
OLI
0.01 13%
87%
0.87
7.78
0.08
21.21
0.013 1.00%
151 23.4
24
7.2
22.62
94%
0.74
1.14
8.21 0.35 0.31 527.600 526.090 543.46 0
13.55 0
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{23
DI-6
0.69 77%
23%
0.49
7.78
2.62
2.62
0.013 0.75%
360 11.3
15
4.6
5.59
47%
0.47
0.94
4.28 1.32 1.40 529.54 526.84 532.27
1.23
RCP
DII11
C'610
0.94 78%
22%
0.48
7.78
3.51
27.34
0.013 0.51%
57 29.2
30
5.9
29.14
94%
0.74
1.14
6.77 0.16 0.14 525.59 525.30 530.25
1 1 1 1
1.81
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&624
CFS610
0.48 31%
69%
0.76
7.78
2.88
2.88
0.013 0.99%
28 11.1
15
5.2
6.43
45%
0.44
0.87
532.00 536.23
4.56 0.09 0.10 532.2812
2.45
RCP
C1610
CFS609
0.14 45%
55%
0.68
7.78
0.72
30.94
0.013 1.40%
184 25.3
30
9.9
48.46
64%
0.56
1.05
10.37 0.31 0.30 521.69 519.11 536.07
11.53
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

Gotta es at
Win ate
Project Number:
7516
Description
Original Date:
9/28/22
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 1 I I Percent I Percent I Composite I
Structure I To Structure I (acres) I Pervious) Impe,M I Runoff I
I I I M I (%) I Coeff. Co I
I I I I I I
I (in/hr)
I I I I I I I
I Inlet I Combined I I Pipe I Pipe I Dtheo I
I Disdiarge Q1 Disdiarge I Material n1 Slope I Lengthl (in) I S¢e (in)
I (cfs) I Qpipe (cfs) I I (%) I (ft) 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 1 -ful 1 ratio 1
I I I I I
I I (cW I I I
I I "Pe I Actual I I I Structure I I
I Actual I Time I Pipe I Pipe I Pipe I Rim I Depth Of I Pipe
v/V-full 1 Vpipe 1 (min) -1 Time 1 Inv. 1 Inv. In 1 Elevation 1 Cover (Based 1 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
1 Material
I Class
I
CB-625
CB-609
0.32
31%
69%
0.76
7.78
1.88
1.88 1
0.013 1 1.00% 1 28 1 9.9 1
15
1 5.3 6.45
29%
0.35
0.82
4.31 0.09 1 0.11 1 524.28 1524.001 527.57 1
1.79 1
RCP
CB-609
CB-608
0.46
31%
69%
0.77
7.78
2.73
35.54
0.013 0.80% 218 29.6
30
7.5 36.64
97%
0.88
1.15
8.58 0.49 1 0.42 1 518.91 517.17 527.57
5.81
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-626
CB-608
0.34
31%
69%
0.76
7.78
2.01
2.01
0.013 3.02% 29 7.9
15
9.1 11.20
18%
0.27
0.66
6.03 0.05 1 0.08 1 519.28 1 518.421 523.09 1
2.31 1
RCP
CB-608
CB-607
0.34
29%
71%
0.78
7.78
2.04
39.59
0.013 1.00% 146 29.6
30
8.3 40.95
97%
0.88
1.15
9.59 0.29 0.25 516.97 515.51 522.99
3.17
RCP
CB-607 I
CB-606
I 0.24 I 31% I
69% I
0.76 I
7.78
I 1.41
I 41.00 I
0.013 I 1.11% I 35 129.4 I
30
I 8.8 I 43.15 I
95% I
0.88 I
1.15
110.11 1 0.07 1 0.06 1 515.311514.921 520.09 1
1.93 1
RCP
CB-606
CB-605
0.04
35%
65%
0.74
7.78
0.24
41.24
0.013 1.25% 28 28.8
30
9.3 45.80
90%
0.74
1.14
10.64 1 0.05 1 0.04 1 514.721 514.371 518.76 1
1.19 i
RCP
CB-605
CB-604
0.01
20%
80%
0.83
7.78
1 0.06
41.30
0.013 1.99% 35 26.4
30
11.8 57.81
71%
0.62
1.07
12.60 0.05 0.05 514.17 513.47 518.76
1.74
RCP
CB-604 I
CB-603
I 0.02
I 17% I
83% I
0.85 I
7.78
I 0.13
I 41.43 I
0.013 1 2.00% I 64 126.4 I
30
I 11.8 I 57.99 I
71% I
0.62 I
1.07 112.641 0.09 1 0.08 1 513.271511.981 518.68 1
2.56 1
RCP
I
CB-603
CB-602
0.10
26%
74%
0.80
7.78
0.60
42.03
0.013 2.00% 90 26.6
30
11.8 57.91
73%
0.62
1.07
12.62 0.13 1 0.12 1 511.781 509.991 517.45 1
2.82 i
RCP
CB-602
CB-601
1 0.16
1 32%
68%
0.76 1
7.78
0.92
42.95
0.013 2.00% 74 26.8
30
11.8 57.90 1
74% 1
0.62 1
1.07
1 12.62 1 0.10 1 0.10 1 509.791508.321 515.75 1
3.11 1
RCP
DI-636
DI-635
1.99
80%
20%
0.47
5.24
4.92
4.92
0.013 0.60% 225 14.9
15
4.1 4.99
99%
0.88
1.15
4.68 1 0.92 1 0.80 1 539.701 538.351 542.14 1
0.94 i
RCP
DI-635 1
DI-634
1 0.16 1 100% 1
0% 1
0.35 1
7.78
1 0.42
1 5.35 1
0.013 1 0.70% 1 388 1 14.9 1
15
1 4.4 1 5.39 1
99% 1
0.88 1
1.15
1 5.05 1 1.47 1 1.28 1 538.151 535.441 545.00 1
5.35 1
RCP
I
DI-634
DI-633
0.38
82%
18%
0.46
7.78
1.36
6.70
0.013 2.00% 177 13.3
15
7.4 9.12
73%
0.62
1.07
7.95 0.40 0.37 535.24 531.71 543.70
6.96
RCP
DI-633
DI-632
0.41
83%
17%
0.45
7.78
1.44
8.14
0.013 1 4.50°/a 200 12.3
15
11.1 13.68
60°/a
0.54 1
0.99
11.04 0.30 1 0.30 1 531.51 522.52 536.68 1
3.67
RCP
DI-632 I
DI-631
I 0.43 I 79% I
21% I
0.48 I
7.78
I 1.61
I 9.75 I
0.013 1 2.00% 1 200 1 15.4 I
18
I 8.4 I 14.84 I
66% I
0.58 I
1.05
I 8.81 1 0.40 1 0.38 1 522.271518.271 527.19 1
3.13 1
RCP
I
DI-631
DI-630
0.54
83%
17%
0.45
7.78
1.91
11.66
0.013 3.50% 189 14.8
18
11.1 19.62
59%
0.54
0.99
10.99 1 0.28 1 0.29 1 518.071511.451 522.19 1
2.33
RCP
DI{30
DI{29
0.58
84%
16%
0.94
7.78
2.01
13.68
0.013 3.00% 220 16.2
18
10.3 18.18
75%
0.65
1.12
11.52 0.36 0.32 511.25 504.641 517.56 1
4.52
RCP
DI-629 I
CB-628
I 0.98 I 82% I
18% I
0.46 I
7.78
I 3.47
I 17.15 I
0.013 I 0.75% I 141 122.8 I
24
I 6.2 I 19.58 I
88% 1
0.70 I
1.14
I 7.10 1 0.38 1 0.33 1 504.141503.081 507.89 1
1.44 1
RCP
I
CB-637
CB-628
0.81
40%
60%
0.71
7.78
4.45
4.45
0.013 0.50% 84 14.9
15
3.7 4.55
98%
0.88
1.15
4.26 0.38 0.33 507.42 507.00 511.27
2.35
RCP
CB-628 I
CB-627
1 0.14 1 37% 1
63% 1
0.73 1
7.78
1 0.77
1 22.37 1
0.013 1 1.00% 1 89 1 23.9 1
30
1 8.4 1 41.04 1
54% 1
0.50 1
0.99 1 8.28 1 0.18 1 0.18 1 502.581501.691 512.44 1
7.01 1
RCP
1
C&627
1
CB-601
1 0.66
37%
63%
0.73
7.78
3.75
1 26.12
0.013 1 1.00% 1 28 1 25.3 1
30
1 8.3 1 40.96 1
64%
0.56
1.05
1 8.76 1 0.06 1 0.05 1 501.49 501.21 514.31 1
9.97
i
RCP
CB-601
FES-600
0 0.10
37%
63%
0.73
7.78
0.59
0 69.66
0.013 0 1.50% 0 181 0 33.9 0
36
0 11.5 0 81.52 0
85%
0.70
1.14
0 13.15 0 0.26 0 0.23 0 500.71 0 498.000 514.30 0
10.19
RCP

The Ridge at 601 - 2-Year Gutter Spread Calculations
Project Number:
7516
Description
Original Date:
10/11/22
DB:
MDP
Gutter Spread - 2-Year Storm
Revision Date:
I N/A
PM:
I MDP
Intensity: 4.00 in/hr
Proposed Lane Width:1 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
( 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-400
1 0.07
1 0.80
0.23
0.23
3.70o/a 2.080/0
26
0.23
1.4
1 8.0
0.03
0.17
0.00
CB-401
Single
CB-401
I 0.14
I 0.81
0.45 I
0.45
LP 12.08% I
-------
0.45
I 1.2
I 8.0
I 0.02 I
0.17
0.00
I I
Single
CB-402
0.06
0.80
0.21
0.21
3.50% 2.08%
26
0.21
1.3
8.0
0.03
0.17
0.00
CB-401
Single
CB-403
0.09
0.79
0.29
0.34
5.30% 2.08%
30.5
0.34
1.5
8.0
0.03
0.17
0.00
CB-402
Single
CB-404
I 0.14
I 0.80
0.44 I
0.44
2.00% 12.08% I
23.5
0.44
I 2.0
I 8.0
I 0.04 I
0.17
0.00
I CB-403 I
Single
CB-405
0.31
0.78
0.97
0.97
2.00% 2.08%
23.5
0.92
4.2
8.0
0.09
0.17
0.05
CB-403
Single
CB-406
0.19
0.80
0.59
0.60
3.20% 2.08%
26
0.60
2.1
8.0
0.04
0.17
0.00
CB-403
Single
CB-407
I 0.19
I 0.80
0.61 I
0.61
2.50% 12.08% I
23.5
0.61
I 2.5
I 8.0
I 0.05 I
0.17
0.00
I CB-406 I
Single
CB-408
0.10
0.80
0.31
0.31
2.50% 2.08%
23.5
0.31
1.7
8.0
0.03
0.17
0.00
CB-407
Single
CB-409
0.23
0.77
0.71
0.71
2.50% 2.08%
23.5
0.70
2.9
8.0
0.06
0.17
0.01
CB-410
Single
CB-410
I 0.48
I 0.76
1.47 I
1.48
2.50% 12.08% I
23.5
1.31
I 5.2
I 8.0
I 0.11 I
0.17
0.17
I CB-411 I
Single
CB-411
0.48
0.76
1.45
1.62
3.60% 2.08%
26
1.46
4.9
8.0
0.10
0.17
0.16
CB-416
Single
CB-416
0.46
0.71
1.32
1.48
LP 2.08%
-------
1.48
2.0
8.0
0.04
0.17
0.00
Single
CB-501
I 0.29
I 0.75
0.86 I
0.86
LP 12.08% I
-------
0.89
I 1.7
I 8.0
I 0.04 I
0.17
0.00
I I
Single
CB-502
0.15
0.75
0.46 1
0.46
2.00% 1 2.08%
23.5
0.46
2.0
8.0
0.04
0.17
0.00
CB-501
Single
CB-503
0.15
0.75
0.46
0.46
2.70% 1 2.08%
23.5
0.46
1.9
8.0
0.04 1
0.17
0.00
CB-502
Single
CB-504
I 0.23
I 0.77
0.71 I
0.74
2.70% 12.08% I
23.5
1 0.73
I 2.9
I 8.0
I 0.06 I
0.17
0.01
I CB-503 I
Single
CB-505
0.28
0.78
0.88
0.88
3.00% 2.08%
26
0.86
3.3
8.0
0.07
0.17
0.02
CB-504
Single
CB-506
0.28
0.77
0.85
0.85
3.00% 2.08%
26
0.84
3.2
8.0
0.07
0.17
0.01
CB-507
Single
CB-507
I 0.59
I 0.71
1.68 I
1.69
LP 12.08% I
-------
1.69
I 2.0
I 8.0
I 0.04 I
0.17
0.00
I I
Single
CB-510
0.11
0.80
0.35
0.35
2.00% 2.080/6
23.5
0.35
1.8
8.0
0.04
0.17
0.00
CB-609
Single
CB-511
0.20
0.77
1 0.61
0.61
1 2.00% 2.08%
23.5
0.61
2.8
8.0
0.06
0.17
1 0.00
CB-609
Single

The Ridge at 601 - 2-Year Gutter Spread Calculations
Project Number:
7516
Description
Original Date:
10/11/22
DB:
MDP
Gutter Spread - 2-Year Storm
Revision Date:
I 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
(long) (cross)
S Ion S 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-601
0.10
0.73
0.30
0.30
2.00% 2.08%
23.5
0.30
1.7
8.0
0.04
0.17
0.00
CB-637
Single
CB-602
0.16
0.76
0.48
0.48
2.00% 2.080/0
23.5
0.48
2.1
8.0
0.04
0.17
0.00
1 CB-601 I
Single
CB-603
I 0.10
I 0.80
0.31 I
0.31
2.00% 12.08% I
23.5
0.31
I 1.7
I 8.0
I 0.04 I
0.17
0.00
I CB-602 I
Single
CB-604
0.02
0.85
0.07
0.07
08%
23.5
0.07
1.0
8.0
0.02
0.17
0.00
CB-603
Single
CB-605
0.01
0.83
0.03
0.03
080
18
0.03
0.8
8.0
0.02
0.17
0.00
CB-501
Single
CB-606
I 0.04
I 0.74
0.12 I
0.15
08% I
18
0.15
I 1.4
I 8.0
I 0.03 I
0.17
0.00
I CB-507 I
Single
CB-607
0.24
0.76
0.72
0.82
08%
j2.00%
23.5
0.79
3.7
8.0
0.08
0.17
0.03
CB-606
Single
CB-608
0.34
0.78
1.05
1.17
08%
23.5
1.07
4.8
8.0
0.10
0.17
0.10
CB-607
Single
CB-609
I 0.46
I 0.77
1.40 I
1.41
08% I
26
1.29
I 4.7
I 8.0
I 0.10 I
0.17
0.12
I CB-608 I
Single
CB-610
0.14
0.68
0.37
0.37
08%
28.5
0.37
1.5
8.0
0.03
0.17
0.00
CB-609
Single
CB-612
0.01
0.87
0.04
0.04
..08%
28.5
0.04
0.7
8.0
0.01
0.17
0.00
CB-619
Single
CB-613
I 0.09
I 0.80
0.28 I
0.28
% 12.08% I
28.5
0.28
I 1.5
I 8.0
I 0.03 I
0.17
0.00
I CB-622 I
Single
CB-616
0.10
0.81
0.33
0.33
23.5
0.33
1.8
8.0
0.04
0.17
0.00
CB-617
Single
CB-617
0.39
0.77
1.19
1.19%
r4.
-------
1.19
2.0
8.0
0.04
0.17
0.00
Single
CB-618
I 0.85
I 0.77
2.60 I
2.60%
EO/o2%
-------
2.60
I 4.9
I 8.0
I 0.10 I
0.17
0.00
I I
Single
CB-619
0.12
0.73
0.35
0.35
%
28.5
0.35
1.6
8.0
0.03
0.17
0.00
CB-620
Single
CB-620
I 0.51
I 0.76
1.58 I
1.58
P 12.08% I
-------
1.58
I 2.0
I 8.0
I 0.04 I
0.17
0.00
I I
Single
CB-621
I 0.55
I 0.77
1.70 I
1.70
LP 12.08% I
-------
1.70
I 2.0
I 8.0
I 0.04 I
0.17
0.00
I I
Single
CB-622
0.12
0.61
0.28
0.29
4.00% 2.08%
28.5
0.29
1.5
8.0
0.03
0.17
0.00
CB-621
Single
CB-624
I 0.48
I 0.76
1.48 I
1.48
5.00% 12.08% I
28.5
1.40
I 4.1
I 8.0
I 0.09 I
0.17
0.08
I CB-625 I
Single
CB-625
0.32
0.76
0.97
1.04
3.10% 2.08%
26
1.00
3.8
8.0
0.08
0.17
0.04
CB-626
Single
CB-626
0.34
0.76
1.03
1.08
2.00% 2.08%
23.5
1.00
4.6
8.0
0.09
0.17
0.08
CB-627
Single
CB-627
I 0.66
I 0.73
1.93 I
2.00
2.00% 12.08% I
23.5
1.61
I 6.6
I 8.0
I 0.14 I
0.17
0.39
I CB-628 I
Single
CB-628
0.14
0.73
0.40
0.79
2.00% 2.08%
23.5
0.77
3.6
8.0
0.07 T
0.17
0.02
CB-637
Single
CB-637
1 0.81
0.71
2.29
2.31
LP 2.08%
-------
2.31
4.0
8.0
0.08
0.17
0.00
Single

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 3.70
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Oct 11 2022
Known Q
= 0.23
= 0.23
= 0.23
_ -0-
= 3.89
= 100
= 1.37
= 3.07
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-401
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)
= 2.58
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, Oct 11 2022
Known Q
= 0.45
= 0.45
= 0.45
_ -0-
= 2.62
= 100
= 1.16
= 3.07
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-402
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 3.50
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Oct 11 2022
Known Q
= 0.21
= 0.21
= 0.21
_ -0-
= 3.86
= 100
= 1.34
= 2.95
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-403
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 5.30
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Oct 11 2022
Known Q
= 0.34
= 0.34
= 0.34
_ -0-
= 4.00
= 100
= 1.48
= 3.88
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
1
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)
= 2.58
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, Oct 11 2022
Known Q
= 0.44
= 0.44
= 0.44
_ -0-
= 4.46
= 100
= 1.96
= 2.87
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-405
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)
= 0.92
Q Bypass (cfs)
= 0.05
Gutter
Depth at Inlet (in)
= 5.06
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 94
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.21
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.19
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.89
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.85
Gutter n-value
= 0.016
All dimensions in faA
DXM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 3.20
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in FaA
Tuesday, Oct 11 2022
Known Q
= 0.60
= 0.60
= 0.60
_ -0-
= 4.51
= 100
= 2.05
= 3.70
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-407
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.61
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.61
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.61
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.62
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.46
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.36
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.15
Gutter Slope (%)
= 2.50
Bypass Depth (in)
= 0.15
Gutter n-value
= 0.016
All dimensions in faA
9 38

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 2.50
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Oct 11 2022
Known Q
= 0.31
= 0.31
= 0.31
_ -0-
= 4.16
= 100
= 1.65
= 2.86
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-409
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.71
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.71
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
= 0.01
Gutter
Depth at Inlet (in)
= 4.73
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 99
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.91
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.43
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.37
Gutter Slope (%)
= 2.50
Bypass Depth (in)
= 0.35
Gutter n-value
= 0.016
All dimensions in faA
�7

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-410
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.48
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.48
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.31
Q Bypass (cfs)
= 0.17
Gutter
Depth at Inlet (in)
= 5.31
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 89
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 5.21
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.67
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.31
Gutter Slope (%)
= 2.50
Bypass Depth (in)
= 1.26
Gutter n-value
= 0.016
All dimensions in faA
❑ 44

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-411
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.62
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.62
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.46
Q Bypass (cfs)
= 0.16
Gutter
Depth at Inlet (in)
= 5.23
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 90
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.91
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 4.36
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.21
Gutter Slope (%)
= 3.60
Bypass Depth (in)
= 1.16
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-416
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.48
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.48
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.48
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.50
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.00
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.07
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, Oct 11 2022
CB-501
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.89
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.89
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.89
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 3.81
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.69
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 2.90
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.
CB-502
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)
= 2.58
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, Oct 11 2022
Known Q
= 0.46
= 0.46
= 0.46
_ -0-
= 4.49
= 100
= 1.99
= 2.90
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-503
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 2.70
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Tuesday, Oct 11 2022
Known Q
= 0.46
= 0.46
= 0.46
_ -0-
= 4.39
= 100
= 1.88
= 3.25
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-504
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.74
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.74
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.73
Q Bypass (cfs)
= 0.01
Gutter
Depth at Inlet (in)
= 4.73
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 99
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.92
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.57
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.37
Gutter Slope (%)
= 2.70
Bypass Depth (in)
= 0.36
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-505
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.88
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.88
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.86
Q Bypass (cfs)
= 0.02
Gutter
Depth at Inlet (in)
= 4.82
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 98
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.29
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.80
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.52
Gutter Slope (%)
= 3.00
Bypass Depth (in)
= 0.50
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-506
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.85
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.85
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.84
Q Bypass (cfs)
= 0.01
Gutter
Depth at Inlet (in)
= 4.80
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 99
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.18
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.79
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.48
Gutter Slope (%)
= 3.00
Bypass Depth (in)
= 0.46
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-507
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.68
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.68
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.68
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.50
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.00
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 2.90
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.
CB-510
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)
= 2.58
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, Oct 11 2022
Known Q
= 0.35
= 0.35
= 0.35
_ -0-
= 4.30
= 100
= 1.80
= 2.71
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022
CB-511
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.61
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.61
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.61
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.70
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.79
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.05
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.30
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.29
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-601
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.30
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
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)
= 4.21
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.70
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 2.61
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. Wednesday, Oct 12 2022
CB-602
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.48
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.48
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.48
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.52
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.08
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 2.94
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.
CB-603
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)
= 2.58
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
Wednesday, Oct 122022
Known Q
= 0.31
= 0.31
= 0.31
_ -0-
= 4.23
= 100
= 1.72
= 2.63
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
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)
= 2.58
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
Wednesday, Oct 122022
Known Q
= 0.07
= 0.07
= 0.07
_ -0-
= 3.52
= 100
= 0.98
= 1.81
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-605
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 1.50
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Wednesday, Oct 122022
Known Q
= 0.03
= 0.03
= 0.03
_ -0-
= 3.30
= 100
= 0.76
= 1.32
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 1.50
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Wednesday, Oct 122022
Known Q
= 0.15
= 0.15
= 0.15
_ -0-
= 3.90
= 100
= 1.38
= 1.97
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-607
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.82
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.82
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.79
Q Bypass (cfs)
= 0.03
Gutter
Depth at Inlet (in)
= 4.93
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 97
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.69
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.14
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.68
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.65
Gutter n-value
= 0.016
All dimensions in faA
❑.41

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-608
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.17
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.17
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.07
Q Bypass (cfs)
= 0.10
Gutter
Depth at Inlet (in)
= 5.21
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 91
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.81
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.24
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.13
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 1.08
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-609
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.41
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.41
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.29
Q Bypass (cfs)
= 0.12
Gutter
Depth at Inlet (in)
= 5.18
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 91
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.71
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 4.02
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.11
Gutter Slope (%)
= 3.10
Bypass Depth (in)
= 1.07
Gutter n-value
= 0.016
All dimensions in faA
0.43

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-610
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 5.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Wednesday, Oct 122022
Known Q
= 0.37
= 0.37
= 0.37
_ -0-
= 4.06
= 100
= 1.54
= 3.88
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-612
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 4.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Wednesday, Oct 122022
Known Q
= 0.04
= 0.04
= 0.04
_ -0-
= 3.25
= 100
= 0.70
= 2.04
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-613
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 4.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Wednesday, Oct 122022
Known Q
= 0.28
= 0.28
= 0.28
_ -0-
= 3.97
= 100
= 1.45
= 3.33
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc.
CB-616
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)
= 2.58
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
Wednesday, Oct 122022
Known Q
= 0.33
= 0.33
= 0.33
_ -0-
= 4.27
= 100
= 1.76
= 2.67
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-617
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.19
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.19
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.19
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.45
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.98
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 2.67
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. Wednesday, Oct 12 2022
CB-618
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.60
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.60
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.60
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 5.23
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.90
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 2.67
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. Wednesday, Oct 12 2022
CB-619
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.35
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.35
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.35
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 4.09
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 1.58
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.52
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= 4.00
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. Wednesday, Oct 12 2022
CB-620
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.58
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.58
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.58
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.50
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.00
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.36
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. Wednesday, Oct 12 2022
CB-621
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.70
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.70
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.50
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.00
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.36
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.
CB-622
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)
= 2.58
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 4.00
Bypass Depth (in)
Gutter n-value
= 0.016
All dimensions in faA
Wednesday, Oct 122022
Known Q
= 0.29
= 0.29
= 0.29
_ -0-
= 3.99
= 100
= 1.47
= 3.36
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-624
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.48
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.48
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.40
Q Bypass (cfs)
= 0.08
Gutter
Depth at Inlet (in)
= 5.03
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 94
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.10
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 5.02
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.88
Gutter Slope (%)
= 5.00
Bypass Depth (in)
= 0.84
Gutter n-value
= 0.016
All dimensions in faA
DM

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-625
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.04
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.04
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.00
Q Bypass (cfs)
= 0.04
Gutter
Depth at Inlet (in)
= 4.94
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 96
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.75
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.92
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.72
Gutter Slope (%)
= 3.10
Bypass Depth (in)
= 0.69
Gutter n-value
= 0.016
All dimensions in faA
❑.41

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-626
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.08
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.08
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.00
Q Bypass (cfs)
= 0.08
Gutter
Depth at Inlet (in)
= 5.14
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 93
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.56
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.21
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.03
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.99
Gutter n-value
= 0.016
All dimensions in faA

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-627
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.00
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.00
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.61
Q Bypass (cfs)
= 0.39
Gutter
Depth at Inlet (in)
= 5.67
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 80
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 6.63
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.45
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 1.88
Gutter Slope (%)
= 2.00
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. Wednesday, Oct 12 2022
CB-628
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)
= 0.77
Q Bypass (cfs)
= 0.02
Gutter
Depth at Inlet (in)
= 4.90
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 97
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 3.58
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.13
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 0.63
Gutter Slope (%)
= 2.00
Bypass Depth (in)
= 0.60
Gutter n-value
= 0.016
All dimensions in faA
0.41

Inlet Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022
CB-637
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 2.31
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.31
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.31
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 5.01
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 4.00
Local Depr (in)
= 2.58
Gutter Vel (ft/s)
= 3.13
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n-value
= -0-
All dimensions in faA
9.42

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

E
A
SEDIMENT BASIN Al
ENG..__.
Project
The Cottages at Wingate - Phase 2 Client
Moser Group
Project #
7516 Date
10/4/2022
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
19.90 Acres 866,661 Square Feet
Total Disturbed Area
19.29 Acres 840,260 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area
Volume
Net Volume
110
7.77 Inches per Hour
498
23,648
0
0
Q10
77.30 CFS
499
25,858
24,753
24,753
500
28,125
26,992
51,745
Required Volume
34,721 Cubic Feet (1800 CF*DA)
501
30,448
29,287
81,031
Required Surface Area
I 33,623 Square Feet (435 SF*Q10)
502
32,829
31,639
112,670
503
35,265
34,047
146,717
Provided Volume
183,228 Cubic Feet OK
504
37,758
36,512
183,228
Provided Surface Area
I 37,758 Square Feet OK
505
40,308
39,033
222,261
Length
305 Feet
Minimum Spillway Design
Width
85 Feet
Q10 77.30 CFS
H
1 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
358
2505
L
22.96 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
25 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
1.5
Inches
Max Flow
84.2 CFS OK
Orifice Diamter
3.0
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

E A
SEDIMENT BASIN A2
ENG..__.
Project
The Cottages at Wingate - Phase 2 Client
Moser Group
Project #
7516 Date
10/4/2022
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
9.90 Acres 431,094 Square Feet
Total Disturbed Area
7.71 Acres 335,891 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area Volume
Net Volume
110
7.77 Inches per Hour
516
14,128 0
0
Q10
38.45 CFS
517
15,744 14,936
14,936
518
17,417 16,581
31,517
Required Volume
13,880 Cubic Feet (1800 CF*DA)
518.5
18,275 8,923
40,440
Required Surface Area
I 16,725 Square Feet (435 SF*Q10)
519
19,1461 9,355
49,795
519.5
20,0321 9,795
59,589
Provided Volume
40,440 Cubic Feet OK
520
20,9321 10,2411
69,830
Provided Surface Area
I 18,275 Square Feet OK
Length
180 Feet
Minimum Spillway Design
Width
80 Feet
Q10 38.45 CFS
H
1.5 Feet
Spillway Elevation
518.5
C
3.367
Surface Area at Spillway
E18,275
L
6.22 Feet
Top of Berm Elevation
5 00
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain
3
Days
Head over Spillway
1.5 Feet
Skimmer Size
2.5
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
1.1
]Inches
Inches
Max Flow
61.9 CFS OK
Orifice Diamter
2.2
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

E
A
SEDIMENT BASIN Al
ENG..__.
Project
The Cottages at Wingate - Phase 2 Client
Moser Group
Project #
7516 Date
10/5/2022
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
23.40 Acres 1,019,234 Square Feet
Total Disturbed Area
22.81 Acres 993,617 Square Feet
C
0.45
Tc
5 Minutes
Contour
Area
Volume
Net Volume
110
7.77 Inches per Hour
498
23,648
0
0
Q10
81.81 CFS
499
25,858
24,753
24,753
500
28,125
26,992
51,745
Required Volume
41,059 Cubic Feet (1800 CF*DA)
501
30,448
29,287
81,031
Required Surface Area
I 35,588 Square Feet (435 SF*Q10)
502
32,829
31,639
112,670
503
35,265
34,047
146,717
Provided Volume
183,228 Cubic Feet OK
504
37,758
36,512
183,228
Provided Surface Area
I 37,758 Square Feet OK
505
40,308
39,033
222,261
Length
305 Feet
Minimum Spillway Design
Width
85 Feet
Q10 81.81 CFS
H
1 Feet
Spillway Elevation
C
3.367
Surface Area at Spillway
358
2505
L
24.30 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
25 Feet OK
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
1.6
Inches
Max Flow
84.2 CFS OK
Orifice Diamter
3.3
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT
BASIN Al PHASE
1
Project
The Cottages at Wingate - Phase 2 Client
Moser Group
Project #
7516 Date
10/5/2022
2013A Van
Buren Ave.
Designation
SB-A1 (PHASE 1) PH-2 Designer
MDP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
34.36 Acres 1,496,864 Square Feet
Total Disturbed Area
32.18 Acres 1,401,661 Square Feet
C
0.45
Tc
5 Minutes
Contour
Area Volume
Net Volume
110
7.77 Inches per Hour
512
49,828 0
0
Q10
120.15 CFS
513
53,139 51,484
51,484
514
56,507 54,823
106,307
Required Volume
57,920 Cubic Feet (1800 CF*DA)
515
59,931 58,219
164,526
Required Surface Area
I 52,266 Square Feet (435 SF*Q10)
516
63,411 61,6711
226,197
517
66,9481 65,1801
291,376
Provided Volume
291,376 Cubic Feet OK
518
70,5421 68,7451
360,121
Provided Surface Area
I 66,948 Square Feet OK
Length
485 Feet
Minimum Spillway Design
Width
115 Feet
Q10 120.15 CFS
H
1 Feet
Spillway Elevation
517
C
3.367
Surface Area at Spillway
66,948
L
35.68 Feet
Top of Berm Elevation
518
Spillway & Skimmer Design
Spillway Length
40 Feet OK J
Days to Drain
3
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
2.0
Inches
Max Flow
134.7 CFS I OK
Orifice Diamter
3.9
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 2
Structure: FES-400A
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 30 in. d5o (6"min.)= 10 in.
Q10 = 27.48 cfs dmax = 15 in.
3DD = 7.5 ft. th= 23 in.
La = 16 ft.
W = 18.50 ft.
3 o
Outlet W = Do + La
pipe t
diameter (DO)
La --•1
T ilwater
0 �Q 60
e�Ie li it
�
4
II1-1 N11 ''I
9QI
80
■■■■■N��..Ol11lH11111111111Pr IIIII►O�'�AIIIO111{llll;llll
e 11Nu 1 I11. 1il{{IVe{ I h7 ;ivi
l�19
I�iultiut^. � ..tlniv ,'- n
IllEi ISI
1 ++ 1 u11111UNI Ai n 1111"II • x u
.I1L/Ri� ,�-i t11 v111I►,!ll�r{'.11! ' • Irill
�', • •HIx Ilydrin.... II €ii
�{ un.tns�Il1�inli
�i�r. Ib�•••„I• Iilli a!n lil I nut
• tolIlwI• �P•.In:I�litili :eilstr.iuumll ufflmIluI IIi�{III II'I I �
�.l�Ir {I{I-I{{{IIIIIIIII
�I!{�m{i{{{il�
4
Jim
:11 11 II ill
Discharge
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,� a 0.5 diameter) -
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 2
Structure: FES-500
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 24 in. d50 (6"min.)= in.
Q10 = 18.73 cfs dmax = 12 in.
3DD = 6 ft. th= 18 in.
La = 16 ft.
W = 18.00 ft.
3 o
Outlet w = Do + La 90
pipe
diameter (DO) r a
La --•1 80
T ilwater { 0,51)p
..� o� 150, 1 mil 11VT
1
HIIIIIIiiIH�Ilili9Ni11NIlillllillilAlllllll■Y���i
I
/:10
�F�����1�
1f,01I!4!
1i�ii%'
'If' hllll'lll
�Illil'1'llli
IIII'
III{
li�ll
III
I
I
' 1
1
I
�IOalr��il�Ii�,il,i
■ ■■
.0
it 111
�
I
{Illlllllrlr
I III
..
11 :rl(f
, it ,
kk
Iiiiml��
i.yl
I
IIII
IJII Ili
I`
1 r .il
I'll
..
III=I
1
I1 I
I 1
II
l■
■
I
I
.
++i+
, f1
. ,
l
111
i ll II i11[II
I U....
ill
iltl,
IJI
Eli.;
il5;
111
!
l�i
ill''
Illllll-�,+
I
■
IIII
11
IIIIII
11 IP
R I,i
4;1,4lR11
/IV!
II
r 1
I II II
"
IIIII
■
IIIIII
1 kill
Fd nl
+'ilr�
• �iN
Ill?;illN?,rll■fiAlllllill���■�
II,:Nii�►r
NI
114
■
■
1
[
II
�
f hill
IIII
nri;nlF
1l Sri"I,Iil4111;
t��
mQu;un
11
11!
!llllllllll�illlll:l:!lllllllllll.!lIIL'��l!iT�
R:flai!iiin°IjllllllllllltllllUll[
fill
iln
������
'
111
IIII•
ul�
l il,!'iiOR
ill
In
�`����.�
IIII
■
1
I::IIIIillllllilllllllllll���IIII,UI;li;irll�,��:o�I1P�II�ii�l11111111��ifl�elll�lllllnllllilikk'
� 111
11111111111111111_..iul;ll�
l;
9110,111
I
■
'
��I��I,�.,il�l
r1IIiAI!
A
i
VI
Illllllllillllilu:'i-i
Ir:IIIIIIiili��liII11�IiIlIilln'iiiiiill
nunl�
iiIuiil
P'"i
1
iililll{III
I
i
I
!
I
I
II
O IIII�iIIr•'r
n!
lull
rl!�,i��'
IHIEv
ir•-
;�-
'
I' 11''
If
Clr
11
IIl111
11
1
II
1
I I III
!I IIII
Illllllln
1
111
H
��lliililll�►IkII�Iiiilli�Sii��oil�
I
1
� l
-•+
•V
1
II1.d1
1•'rlF
a
Ilill.•
I
H II
�i�;
'
llllll
1 IIII
111
I IIII
I I
Ij`
I
I
1
'��=�'��i.
�—r
.uu
+•
.
1
IP
t
m
l:mue►Jr
Illllal:f
.!
r r,'
.
11I
j{Illllll
Ill�llllllllklll:l
j,
II �ljil
I
ll�ll�l
II71
I I
k
I
NJ
�
`
•'
•,11}lt,ilUil
illl',III,,.'_f1
1?rdrinla:
I,I:1:
II
Ill
lli�l
II
I1111
111
nil
II
I
I
I
1
I I
1
I
I
1����1�1�
iI
,ll1•
•ram--
+Prliil"pli
II
/S I,
i�!
it11i1
r
it u••:-
1h.l
r /•
ill'
ll.dllil/illllnllll
r
1"�r"rr
I'd
R
11
Ilk
11 III
I
Illllll
IIIlI
111
llili11
II!.,
I
'll
llkllllk��l�l��l�lllll
'
li l
I
1
I�I'�
I
'•,ai'ill*'�I�.�I��r�;flail!"'�.��,��I�I��I�III�I�illl
`
��
���'
� o
�
=/il,�
l''1
= it
If I
II)
IIt
kill
s
����Illil�llllllllllill#
Illllllll'llll"IIII
IIIIlIIIII
I
r
Ilr
IIIIIIIIIIIIIIII
I
I I
I
III�IIIpIII1lIlYII�l
1
11�!!I
• rr�■Irpey'
...aItl�'�. r,„1?
w.
hi
--
Ii,..
ll!aiq>IGl1lV_M
1
�
f=-
•
iiii111i1HIIlHIIIl14�IIIIIIH
1111IIIL��II9I
Rollo_
1 .
�!willioR;�PRO
�-._:r"
-
Ili ilul�lliNJim
/'
ill
1
r1 1
11
11
11
Discharge (ft 3/sec
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,, a 0.5 diameter) -
Page 2 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 2
Structure: FES-600
20
10
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 36 in. d50 (6"min.)= 10 in.
Q10 = 69.66 cfs dmax = 15 in.
3DD = 9 ft. th= 23 in.
La = 24 ft.
W = 27.00 ft.
3 o
Outlet W = 0o + La
pipe t
diameter (DO)
La --•1
T ilwater t 0,5Do
1
ion
pl �Q 60
50
Discharge
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,� a 0.5 diameter).
Page 3 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 2
Structure: FES-131
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 36 in. d50 (6"min.)= in.
Q10 = 40.5 cfs dmax = 12 in.
3DD = 9 ft. th= 18 in.
La = 20 ft.
W = 23.00 ft.
3 o
Outlet W = Do + La
pipe t
diameter (DO)
La --•1
T ilwater t 0,5Do
1
ion
stir o� �Q 60
50 100
rge (ft 3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,� a 0.5 diameter).
Page 4 Rip Rap Apron

Channel Report
Hydraflow Express Extension for AUtodeskS Civil 3D8) by Autodesk, Inc.
TEMP. DITCH Al
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 520.00
Slope (%)
= 10.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.79
Elev (ft) Section
522.00
521.50
521.00
520.50
520.00
519.50
Wednesday, Oct 5 2022
Highlighted
Depth (ft)
= 0.33
Q (cfs)
= 5.790
Area (sqft)
= 0.99
Velocity (ft/s)
= 5.87
Wetted Perim (ft)
= 4.09
Crit Depth, Yc (ft)
= 0.50
Top Width (ft)
= 3.98
EGL (ft)
= 0.87
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for AUtodeskS Civil 3D8) by Autodesk, Inc.
TEMP. DITCH A2
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 504.00
Slope (%)
= 3.90
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.21
Elev (ft) Section
506.00
505.50
505.00
504.50
504.00
503.50
Wednesday, Oct 5 2022
Highlighted
Depth (ft)
= 0.40
Q (cfs)
= 5.210
Area (sqft)
= 1.28
Velocity (ft/s)
= 4.07
Wetted Perim (ft)
= 4.53
Crit Depth, Yc (ft)
= 0.47
Top Width (ft)
= 4.40
EGL (ft)
= 0.66
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for AUtodeskS Civil 3D8) by Autodesk, Inc.
TEMP. DITCH A3
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 504.00
Slope (%)
= 2.20
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.09
Elev (ft) Section
506.00
505.50
505.00
504.50
504.00
503.50
Wednesday, Oct 5 2022
Highlighted
Depth (ft)
= 0.61
Q (cfs)
= 9.090
Area (sqft)
= 2.34
Velocity (ft/s)
= 3.89
Wetted Perim (ft)
= 5.86
Crit Depth, Yc (ft)
= 0.64
Top Width (ft)
= 5.66
EGL (ft)
= 0.85
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel