SW3221006_Stormwater Report_20230824

STORMWA TER MANAGEMENT
AND EROSION CONTROL DESIGN
THE COTTAGES AT WINGA TE - PHASE 2
WINGA TE, NORTH CAROLINA
For
DREAM FINDER HOMES
EAGLE ENGINEER� .
Creating Corn m unities.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
MDP 02-13-2023
SAP 04-17-2023
MDP 05-24-2023
MDP 08-23-2023
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The Cottages at Wingate Phase 2 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 1 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.

The Cottages at Wingate Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
2.0 Water Quality Volume Control and Peak Flow Control
Water Quality Volume and Release Rate calculations were performed as outlined in Appendix B.
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.

The Cottages at Wingate Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
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 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: 84
• 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. 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 4.129 10.18 - 24.93 38.62 58.23 78.20 95.04 WET POND B
4 SCS Runoff 49.14 75.02 - 118.06 154.46 208.08 252.62 300.05 PHASE 2 BYPASS
Combine 3,4 51.89 85.13 - 142.75 192.38 264.59 326.02 390.85 COMBINED PHASE 2
7 SCS Runoff 88.71 118.45 164.55 201.20 252.81 294.44 337.94 POST DEV Al(PHASE 2)
3 Reservoir 7 7.037 13.55 - 25.93 36.98 61.00 80.54 114.97 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.

The Cottages at Wingate Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
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 Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
Appendix A
Hydrologic Soils Map and Summary Report
Curve Number Determinations
NOAA Precipitation Depth/ Intensity

Hydrologic Soil Group—Union County, North Carolina
m -
N
OJ W
547100 547400 547700 548000 548300 548600 548900 549200 549500 549800
34°59'41"N u'• — " =i —M, 34°59'41"N
l C--hA _
C @ � BdB2 ,No ; -11
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" BaB '•
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afir : GsE : TaB "�IIIIIIH a
A
BdB2 ChA ��
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ti
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.tilir CAB411t) W TbB2 . , , _I
—1; C3 GsC tti ;• _" _
ABuB BdB2 ++
GsC —
C3
8 _- T _ _ __—TbB2 , _ + � ``- "
_.`� �_'Ad BuB r
Ydi
_ ' � s,
TbB2 BdB2 BdC�2 BdC�2 I"
Bd B2� i it I
oil dap�aT 51,-, , ,e�06A a _hi ..I,-° �' !y ,, aillki
i
34°58'42"N 34°58'42"N
547100 547400 547700 548000 548300 548600 548900 549200 549500 549800
3
M N
N Map Scale:1:12,900 if printed on A landscape(11"x 8.5")sheet
N Meters
i 0 150 300 600 900
Feet
0 500 1000 2000 3000
Map projection:Web Mercator Comer coordinates:WG584 Edge tics:UTM Zone 17N WC�584
USDA Natural Resources Web Soil Survey 5/23/2022
aria
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 22,Jan 21,2022
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Jul 18,2011—Oct 30,
Soil Rating Points 2018
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA 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 BID 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%
usm 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 group
Cover type and hydrologic condition Average percent A B C D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.)3:
Poor condition (grass cover< 50%) 68 79 86 89
Fair condition (grass cover 50% to 75%) 49 69 79 84
I Good condition (grass cover> 75%) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers (excluding 98 98 98 98
right-of-way)
Paved; open ditches (including right-of-way) 83 89 92 93
Gravel (including right-of-way) 76 85 89 91
Dirt(including right-of-way) 72 82 87 89
Urban districts:
Commercial and business 85 89 92 94 95
Industrial 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less (town houses) 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acres 12 46 65 77 82
Developing urban areas
Newly graded areas 77 86 91 94
(pervious areas only, no vegetation)4
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
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
Hydrologic
Cover type conditions' A B C D
Pasture, grassland, or range— Poor 68 79 86 89
continuous forage for grazing. 2
Fair 49 69 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 30 4 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
I Good 30 4 55 70 771
Farmsteads—buildings, lanes, — 59 74 82 86
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

EAGLE ENGINEERING
Weighted Curve Number Calculations a��`—'
Project Cottages at Wingate Client Dream Finder Homes 2013A Van Buren Ave.
Project# 7516 Date 9/30/2022 Indian Trail, NC 28079
Designation Pre-Development PHASE 2 Designer MDP [phone]
Pre-Developed Area B I Total Area: 87.52 ac
Hydrologic Weighted CN
Acreage Land Use Group 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 II
INDIAN TRAIL,NC 28079 5/24/2023

EAGLE ENGINEERING
Weighted Curve Number Calculations a�1, --.
Project Cottages at Wingate Client Dream Finder Homes 2013A Van Buren Ave.
Project# 7516 Date 9/30/2022 Indian Trail, NC 28079
Designation PHASE 2 BYPASS Designer MDP [phone]
Post-Developed Area B Bypass Total Area: 57.46 ac
Hydrologic Weighted CN
Acreage Land Use Group CN (Acreage/Total Area)X(CN)
5.44 Impervious - 98 9.3
13.68 Open Space(Lawn) B 61 14.5
3.61 Woods B 55 3.5
5.16 Open Space(Lawn) C 74 6.6
1.24 Row Crops C 85 1.8
7.08 Woods C 70 8.6
2.01 Open Space(Lawn) D 80 2.8
19.25 Woods D 77 25.8
57.46 CN PRE = 73
EAGLE ENGINEERING,INC. PHASE 2 BYPASS
2013 VAN BUREN AVENUE,STE A 7516-CN Pre PH II
INDIAN TRAIL,NC 28079 5/24/2023

7/16/22, 11:10 AM P recipitation Frequency Data Server
NO AA Atlas 14,Volume 2,Version 3
es' `" Location name:Wingate, North Carolina,USA* ./"' 'I"
Latitude:34.9853°, Longitude: -80.4645°
none i,
Elevation: 547.99 ft** 1
t. ,,i *source:ESRI M aos k,,q, yr
DIES OF M•n,
**source:USG S
PO NT PRECIPITATIO N FREQ LENCY ESTIM AYES
G M.Bonnin,D.M a-tin,B.Lin,T.Parzybok,M Yekta,and D.Riley
NO PA,National Weather Service,Silver Spring,M ayland
PF tabular I PF graphical I M ms &_aerials
PF tabular
PDS-based point precipitation frequency estimates w th 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1251 02 55 01 002 005 001 000
-
5-min 0.430 0.508 0.589 0.648 0.715 0.762 0.805 0.842 0.886 0.918
(0.395-0.467) (0.466-0.553) (0.540-0.641) (0.593-0.704) (0.652-0.776) (0.692-0.826) (0.727-0.872) (0.757-0.914) (0.789-0.964) (0.811-1.00)
10-m n 0.686 0.812 0.943 1.04 1.14 1.21 1.28 1.34 1.40 1.45
(0.631-0.746) (0.746-0.884) (0.865-1.03) (0.949-1.13) (1.04-1.24) (1.10-1.32) (1.16-1.39) (1.20-1.45) (1.25-1.52) (1.28-1.58)
15-m n 0.858 1.02 1.19 1.31 1.45 1.54 1.62 1.69 1.77 1.81
(0.789-0.932) (0.938-1.11) (1.09-1.30) (1.20-1.42) (1.32-1.57) (1.40-1.67) (1.46-1.75) (1.52-1.83) (1.57-1.92) (1.60-1.98)
30-m it 1.18 1.41 1.70 1.90 2.14 2.31 2.48 2.62 2.81 I 2.94
(1.08-1.28) (1.30-1.54) (1.55-1.85) (1.74-2.06) (1.95-2.32) (2.10-2.51) (2.24-2.68) (2.36-2.85) (2.50-3.05) (2.60-3.20)
60-m it 1.47 1.77 2.17 2.47 2.85 3.14 3.41 3.68 4.03 4.29
(1.35-1.59) (1.63-1.93) (1.99-2.37) (2.26-2.69) (2.60-3.09) (2.85-3.40) I (3.08-3.69) (3.31-3.99) I (3.59-4.38) (3.79-4.67)
2-hr 1.69 2.05 2.54 2.91 3.39 3.75 I 4.12 4.48 I 4.96 5.32
(1.55-1.85) (1.87-2.24) (2.32-2.77) (2.65-3.18) (3.08-3.69) (3.39-4.09) (3.70-4.48) (4.00-4.88) (4.38-5.40) (4.66-5.81)
3-hr 1.80 2.17 2.71 3.13 I 3.69 I 4.13 4.57 5.03 5.66 6.16
(1.64-1.98) (1.99-2.39) (2.47-2.98) (2.84-3.43) (3.33-4.03) (3.71-4.51) (4.09-4.99) (4.46-5.49) (4.95-6.18) (5.34-6.74)
6-hr 2.15 2.60 3.24 3.75 4.44 4.99 5.55 6.13 6.93 7.57
(1.97-2.36) (2.38-2.85) (2.96-3.56)J (3.42-4.11) (4.01-4.84) I (4.48-5.43) I (4.95-6.04) (5.42-6.67) I (6.04-7.53) (6.52-8.23)
12-hr 2.54 3.07 3.85 4.47 5.34 6.04 6.76 7.52 I 8.59 9.45
(2.33-2.79) (2.82-3.38) (3.52-4.23) (4.08-4.91) (4.83-5.84) (5.42-6.59) (6.01-7.36) (6.61-8.19) (7.43-9.34) I (8.06-10.3)
24-hr 3.02 3.64 4.58 5.32 6.37 7.20 8.09 9.01 10.3 11.4
(2.78-3.27) (3.36-3.95) (4.22-4.96)_ (4.89-5.77) (5.82-6.90) (6.57-7.81) (7.34-8.77) (8.14-9.79) (9.26-11.2) (10.1-12.4)
2-day 3.55 4.28 5.34 6.19 7.36 8.32 9.31 10.4 11.8 13.0
(3.28-3.85) (3.96-4.64) (4.93-5.79)_ (5.70-6.70) (6.76-7.98) (7.61-9.02) (8.48-10.1) (9.38-11.3) (10.6-12.9) (11.6-14.2)
3-day 3.76 4.52 5.62 6.49 7.70 8.69 9.70 10.8 12.3 13.5
(3.49-4.07) (4.19-4.89) (5.20-6.07) (5.99-7.01)_ (7.09-8.33) (7.97-9.39) (8.87-10.5) (9.80-11.7) (11.1-13.4) (12.1-14.7)
4-day 3.98 4.77 5.90 6.79 8.04 9.05 10.1 11.2 12.8 I 14.0
(3.70-4.29) (4.43-5.14) (5.47-6.36) (6.28-7.32) (7.42-8.67) (8.32-9.77) (9.26-10.9) (10.2-12.1), (11.6-13.8) (12.7-15.2)
7-day 4.59 5.48 6.68 7.64 8.97 10.0 11.2 12.3 14.0 15.3
(4.29-4.91) (5.13-5.87) (6.25-7.15)_ (7.13-8.18) (8.35-9.61) (9.31-10.8) (10.3-12.0) (11.3-13.2) (12.8-15.0) (13.9-16.5)
10-day 5.27 6.28 7.56 8.57 9.95 11.0 12.1 13.3 14.8 16.1
(4.96-5.62) (5.89-6.68) (7.08-8.05) (8.02-9.13) (9.28-10.6) (10.3-11.7) (11.3-12.9) (12.3-14.2) (13.7-15.9) I (14.8-17.3)
20-day 7.08 8.36 9.88 11.1 12.7 14.0 15.3 16.6 18.4 I 19.9
(6.69-7.51) (7.89-8.86) (9.31-10.5) (10.4-11.8) (11.9-13.5) (13.1-14.9) 1 (14.3-16.3) (15.5-17.7) I (17.1-19.7) (18.4-21.2)
30-day 8.69 10.2 11.9 13.2 14.9 16.3 17.6 18.9 1 20.6 22.0
(8.24-9.17) (9.69-10.8) (11.3-12.6) (12.5-13.9) (14.1-15.7) (15.3-17.2) (16.5-18.6) (17.7-20.0) (19.3-21.9) (20.5-23.4)
45-day 10.9 12.8 14.7 16.1 18.0 19.4 20.8 22.2 24.0 25.3
(10.4-11.5) (12.2-13.5) (14.0-15.4) (15.3-16.9)J (17.1-18.9) (18.4-20.4) (19.7-21.9) (20.9-23.3) (22.5-25.3) (23.7-26.8)
60-day 13.1 15.3 17.3 18.9 20.9 22.4 23.9 25.3 27.1 28.5
(12.5-13.7) (14.6-16.0) (16.5-18.1) (18.0-19.7) (19.9-21.8) (21.3-23.4) (22.6-25.0) (24.0-26.5) 1 (25.6-28.5) 1 (26.9-30.0)
1 Precipitation frequency(PF)estim des in this table are based on frequency analysis of partial duration series(PDS).
Num hers in parenthesis are PF estim des at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estim des(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable m earn t n precipitation(PM P)estim des and may be higher than currently valid PM Pvalues. I
Please refer to NO AA Atlas 14 docum eit for m cre information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm Plat=34.9853&lon=-80.4645&data=depth&units=english&series=pds 1 /4

7/16/22, 11:11 AMP recipitation Frequency Data Server
NO AA Atlas 14,Volume 2,Version 3
es' `" Location name:Wingate, North Carolina,USA* ' 'I"
Latitude:34.9853°, Longitude: -80.4645°
none i,
Elevation: 547.99 ft** I V)
t, ,,i *source:ESRI M aos k,,q, yr
DIES OF M•n,
**source:USG S
PO NT PRECIPITATIO N FREQ LENCY ESTIM AYES
G M.Bonnin,D.M a-tin,B.Lin,T.Parzybok,M Yekta,and D.Riley
NO PA,National Weather Service,Silver Spring,M ayland
PF tabular I PF graphical I M Ts &_aerials
PF tabular
PDS-based point precipitation frequency estim ates w th 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1251 02 55 01 002 005 001 000
5-min 5.16 6.10 7.07 7.78 8.58 9.14 9.66 10.1 10.6 I 11.0
(4.74-5.60) (5.59-6.64) (6.48-7.69) (7.12-8.45) (7.82-9.31) (8.30-9.91) (8.72-10.5) (9.08-11.0) (9.47-11.6) (9.73-12.0)
10-m in 4.12 4.87 5.66 6.22 6.84 7.28 7.67 8.01 8.41 8.67
(3.79-4.48) (4.48-5.30) (5.19-6.16) (5.69-6.75) (6.23-7.42) (6.61-7.89) (6.93-8.31) (7.20-8.69) (7.49-9.14) (7.66-9.45)
15-m in 3.43 4.08 4.77 5.24 5.78 6.14 6.46 6.74 7.06 7.26
(3.16-3.73) (3.75-4.45) (4.38-5.20) (4.80-5.70) (5.27-6.27) (5.58-6.66) (5.84-7.00) (6.06-7.32) (6.28-7.67) (6.41-7.91)
30-m in 2.35 2.82 3.39 3.80 4.28 4.63 4.95 5.25 5.62 5.88
(2.16-2.56) (2.59-3.07) (3.11-3.69) (3.48-4.13) (3.90-4.64) (4.20-5.02) (4.47-5.36) (4.72-5.69) (5.00-6.11) (5.19-6.40)
60-m in 1.47 1.77 2.17 2.47 2.85 3.14 3.41 3.68 4.03 4.29
(1.35-1.59) (1.63-1.93) (1.99-2.37) (2.26-2.69) (2.60-3.09) (2.85-3.40) (3.08-3.69) (3.31-3.99) (3.59-4.38) I (3.79-4.67)
2-hr 0.845 1.02 1.27 1.45 1.70 1.88 2.06 2.24 2.48 2.66
(0.775-0.924) (0.937-1.12) (1.16-1.39) (1.33-1.59) (1.54-1.85) (1.70-2.04) (1.85-2.24) (2.00-2.44) (2.19-2.70) (2.33-2.90)
3-hr 0.598 0.723 0.902 1.04 1.23 1.38 I 1.52 I 1.68 1.89 2.05
(0.547-0.658) (0.661-0.796) (0.824-0.991) (0.947-1.14) (1.11-1.34) (1.24-1.50) (1.36-1.66) (1.49-1.83) (1.65-2.06) (1.78-2.24)
6-hr 0.359 0.433 0.541 0.626 0.741 0.832 0.926 1.02 1.16 1.26
(0.328-0.394) (0.397-0.476) (0.495-0.594) (0.570-0.686) (0.671-0.809) (0.748-0.907) (0.827-1.01) (0.904-1.11) (1.01-1.26) (1.09-1.37)
12-hr 0.211 0.255 0.320 0.371 0.443 0.501 0.561 i 0.624 0.713 0.784
(0.193-0.231) (0.234-0.281) (0.292-0.351) (0.338-0.407) (0.401-0.484) (0.450-0.547) (0.499-0.611) (0.549-0.680) (0.616-0.775) (0.669-0.854)
24-hr 0.126 0.152 0.191 0.222 0.265 0.300 0.337 0.375 0.430 0.474
(0.116-0.136) (0.140-0.164) (0.176-0.207) (0.204-0.240) (0.243-0.287) (0.274-0.325) (0.306-0.366) (0.339-0.408) (0.386-0.467) (0.423-0.516)
2-day 0.074 0.089 0.111 0.129 0.153 0.173 0.194 0.216 0.246 0.271
(0.068-0.080) (0.082-0.097) (0.103-0.121) (0.119-0.140) (0.141-0.166) (0.158-0.188) (0.177-0.211) (0.195-0.235) (0.221-0.269) (0.242-0.296)
3-day 0.052 0.063 0.078 0.090 0.107 0.121 0.135 0.150 0.171 0.188
(0.048-0.056) (0.058-0.068) (0.072-0.084) (0.083-0.097) (0.098-0.116) (0.111-0.130)_(0.123-0.146) (0.136-0.162) (0.154-0.186) (0.169-0.205)
4-day 0.041 0.050 0.061 0.071 0.084 0.094 0.105 0.117 0.133 0.146
(0.038-0.045) (0.046-0.054) (0.057-0.066) (0.065-0.076) (0.077-0.090) (0.087-0.102) (0.096-0.114) (0.106-0.126) (0.121-0.144) (0.132-0.159)
7-day 0.027 0.033 0.040 0.045 0.053 0.060 0.066 0.073 0.083 0.091
(0.026-0.029) (0.031-0.035) (0.037-0.043) (0.042-0.049) (0.050-0.057) (0.055-0.064) (0.061-0.071) (0.067-0.079) (0.076-0.089) (0.083-0.098)
10-day 0.022 0.026 0.032 0.036 0.041 0.046 0.051 0.055 0.062 0.067
(0.021-0.023) (0.025-0.028) (0.030-0.034) (0.033-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.057-0.066) (0.062-0.072)
20-day 0.015 0.017 0.021 0.023 0.026 0.029 0.032 0.035 0.038 I 0.041
(0.014-0.016) (0.016-0.018) (0.019-0.022) (0.022-0.024) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.037) (0.036-0.041) (0.038-0.044)
30-day 0.012 0.014 0.017 0.018 0.021 0.023 0.024 0.026 0.029 0.031
(0.011-0.013) (0.013-0.015) (0.016-0.017) (0.017-0.019) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.030) (0.028-0.032)
45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.019 0.021 0.022 1 0.023
(0.010-0.011) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.021-0.023)1(0.022-0.025)
60-day 0.009 0.011 0.012 0.013 0.015 0.016 0.017 0.018 0.019 I 0.020
(0.009-0.010) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Num bars in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable m axim trn precipitation(PM P)estimates and may be higher than currently valid PM Pvalues.
Please refer to NO PA Atlas 14 docum ait for m cre inform Won.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm flat=34.9853&Ion=-80.4645&data=intensity&units=english&series=pds 1 /4

7/16/22, 11:11 AM P recipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm Plat=34.9853&Ion=-80.4645&data=intensity&units=english&series=pds 3 /4

The Cottages at Wingate Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
Appendix B
Pre-Development Drainage Area Map
Post-Development Drainage Area Map
Water Quality Volume (WQv) and Peak Flow Calculations (1-inch rainfall)
Stormwater Hydrographs (2-yr, 10-yr, 25-yr, 50-yr, and 100-yr 24-hr)

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\" \,t. \ I i.,. 11! =�4� _ \�115h• O DA= 34.36AC A 5;:s._;'.'','"......i't./...:4!::-/
��� c 6��C" �� /39 ' -
-� \ \�'. := \ ..I ... \\% - - B, r 1114� Tc=5.OMIN. \//� .: --��� ': '�' /_ .� i`. ♦ z Q 8
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.. . \ �\ s ♦ �� ' '33r 2�31�30' p�� W Q/ \ \ : : '122 1P-a ��11 ■.-: 29'287 / ''/g \;.„ 1 W N
iiirr
I I ! , �-- V\\\>\ \' it �� > 312, \` _ _■ 3m / //
�\� I \ \ \ \F+� - /<' .\ `a .Jl` �' • lam? -` `1" / ,� '`11>_..� ���. r4,�-i "�' 0 Q 3
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,
1 • • � • � I
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lh
11 • 1
'
I �f Vic/'
13587250 FT 4
/ . ."/.' \ `mil_ 3.12 AC
,� i' _ \' _ ./:. ZONED-BE /�
/: G�RAPHIC SCALE
/ �". �`,( \� •"� � ( STRUCTURES SUBJECT � �-
✓ ` iO APPROVAL I
/ _ :./.:.' / ; / / - \ �\ ` /PRIOR TO CONSTRUCTION / 150' 300'
\,, , _ :, - _ /, - =. /� POST-DEV
( IN FEET)
1 inch= 150 ft.

Wet Detention Pond EAGLE ENGINEERING
PROJECT: Cottages at Wingate-Phase II CLIENT: Dream Finder Homes � r
PROJ.#: 7516 DATE: 5/24/2023 2013A Van Buren Avenue
PHASE: POND#B DESIGN BY: MDP Indian Trail,NC 28079
Wet Detention Pond -NCDEQ BMP Manual
Calculate Water Quality Volume
Water Quality Volume(WQV)based upon the
first inch of rainfall.
Drainage Area(A)= 1,019,236 Ft2 23.40 ac.* *Note:17,773 s.f.(0.41 ac.)of the total
New Impervious Area= 376,873 Ft2 8.65 ac. DA is offsite runoff that drains to Pond
Offsite BUA(40%Imp.)= 7,109 Ft2 0.16 ac. #B.
Total Impervious Area= 383,982 Ft2 8.82 ac.
Impervious Fraction(IA)= 0.38 38 %
Rv=0.05+0.9(IA)= 0.39 Runoff Coefficient
Water Quality Volume Required(WQV) = 33,045 ft3
Where:WQV=3630*RD*Rv*A
Rainfall Depth(RD)= 1.0 in.
Runoff Coefficient(Rv)= 0.39 unitless
Watershed Area(A)= 23.40 ac. WQV Volume Calculation
498 24,205 0 0
WQV Elev.= 499.50 499 27,953 26,079 26,079
WQV provided = ft3 OK 499.5 28,925 14,220 40,299
Length,Width(Area),Depth,Geometry
Permanent Pool Average Depth(day)= 3.5 ft 3.5 ft.(rounded down)
d,„=[Vperm_pool]/[Aperm_pool] Main Pool Volume Calculation
Contour Area Volume Net Vol
494 14,487 0 0
495 15,584 15,036 15,036
Area at bottom of shelf= 19,046 Abot shelf(ft2) 496 16,710 16,147 31,183
Area at perm.Pool= 19,046 Aperm_pool(ft2) 497 17,864 17,287 48,470
Area at bottom of pond= 14,487 Abot_pond(ft2) 498 19,046 18,455 66,925
Depth to bottom of shelf= 4.00 Depth(ft) -based on assumed bottom,add 1'to design pond bottom to
Volume of perm.Pool= 66,925 ft3 provide add'I sediment storage
Percent Impervious Cover= 38 % SA/DA Ration for Perm.Pool Sizing
SA/DA Ratio= 1.30 % %Imp Perm.Pool Avg Depth(ft)
Surface Area Req'd(SA)= 13,256 ft2 Cover 3.0 3.5 4.0
Surface Area Provided= ft2 30 1.17 1.055 0.94
Average Length= 285 ft 40 1.51 1.375 1.24
Average Width= 65 ft 50 1.79 1.65 1.51
Length to Width Ratio= 4.4 :1 Values from Table: 1
(NCDEQ Stormwater Design Manual-Section C-3)
Region: Piedmont
Efficiency: 90 %
EEI Project No.6700
Wet Detention Pond Page 1

WQV Outlet Device
Orifice diameter= 3 in.
Orifice inv.Elev.= 498.00
Orifice Equation: Q=CD A(2g(H0/3))°5
2-day Avg Discharge(Q2.)= 0.2332 cfs(max.)
5-day Avg Discharge(Q5 )= 0.0933 cfs(min.) Days to Discharge WQV 2.92
Average Discharge(Q)= cfs(provided) OK
Discharge Coefficient(CD)= 0.60 Ho= Driving Head(ft),measured from the centroid of the
X-sect area of orifice(A)= 0.0491 ft2 orifice area to the water surface
Accel.due to gravity(g)= 32.2 ft/sec2
Avg.driving head(Ho)= 0.4583 ft Note:Use H0/3 to compute drawdown to reflect
the fact that head is decreasing as drawdown
occurs
Forebay Volume Calculation
Contour Area Volume Net Vol
Forebay Design 494 1980 0 0
Forebay Vol.Required(min.): 10,039 ft3(15%main pool) 495 2545 2,263 2,263
Approx.Area Required: 2,510 ft2 496 3182 2,864 5,126
Vol.Provided: 12,947 ft3 OK 497 3892 3,537 8,663
Area Provided: 4,676 ft2 OK 498 4676 4,284 12,947
Design Percentage of Main Pond OK
(15-20%Req'd) The area and volume values shown above are the
sum of all forebays for this pond.
EEI Project No.6700
Wet Detention Pond Page 2

Wet Detention Pond EAGLE ENGINEERING
•r,10.1r-
PROJECT: Cottages at Wingate-Phase II CLIENT: Dream Finder Homes
PROJ.#: 7516 DATE: 5/24/2023 2013A Van Buren Avenue
PHASE: POND#A1 DESIGN BY: MDP Indian Trail,NC 28079
Wet Detention Pond -NCDEQ BMP Manual
Calculate Water Quality Volume
Water Quality Volume(WQV)based upon the
first inch of rainfall.
Drainage Area(A)= 1,496,875 Ft2 34.36 ac.* *Note:113,284 s.f.(2.60 ac.)of the
New Impervious Area= 572,917 Ft2 13.15 ac. total DA is offsite runoff that drains to
Offsite BUA(40%Imp.)= 45,314 Ft2 1.04 ac. Pond#A1.
Total Impervious Area= 618,231 Ft2 14.19 ac.
Impervious Fraction(IA)= 0.41 41 %
Rv=0.05+0.9(IA)= 0.42 Runoff Coefficient
Water Quality Volume Required(WQV) = 52,604 ft3
Where:WQV=3630*RD*Rv*A
Rainfall Depth(RD)= 1.0 in.
Runoff Coefficient(Rv)= 0.42 unitless
Watershed Area(A)= 34.36 ac. WQV Volume Calculation
512 46,581 0 0
WQV Elev.= 513.10 512.5 49,839 24,105 24,105
WQV provided = 55, ft3 OK 513.1 53,486 30,998 55,103
Length,Width(Area),Depth,Geometry
Permanent Pool Average Depth(day)= 3.4 ft 3.0 ft.(rounded down)
d,,=[Vperm_pool]/[Aperm_pool] Main Pool Volume Calculation
Contour Area Volume Net Vol
508 26,269 0 0
509 I 28,690 27,480 27,480
Area at bottom of shelf= 36,137 Abot shelf(ft2) 510 31,141 29,916 57,395
Area at perm.Pool= 36,137 Aperm_pool(ft2) 511 33,624 32,383 89,778
Area at bottom of pond= 26,269 Abot_pond(ft2) 512 36,137 34,881 124,658
Depth to bottom of shelf= 4.00 Depth(ft) -based on assumed bottom,add 1'to design pond bottom to
Volume of perm.Pool= 124,658 ft3 provide add'I sediment storage
Percent Impervious Cover= 41 % SA/DA Ration for Perm.Pool Sizing
SA/DA Ratio= 1.55 % %Imp Perm.Pool Avg Depth(ft)
Surface Area Req'd(SA)= 23,148 ft2 Cover 3.0 3.5 4.0
Surface Area Provided= ft2 40 1.51 1.38 1.24
Average Length= 100 ft 50 1.79 1.65 1.51
Average Width= 50 ft 60 2.09 1.93 1.77
Length to Width Ratio= 2.0 :1 Values from Table: 1
(NCDEQ Stormwater Design Manual-Section C-3)
Region: Piedmont
Efficiency: 90 %
EEI Project No.6700
Wet Detention Pond Page 1

WQV Outlet Device
Orifice diameter= 3.5 in.
Orifice inv.Elev.= 512.00
Orifice Equation: Q=CD A(2g(H0/3))0.5
2-day Avg Discharge(Q2.)= 0.3189 cfs(max.)
5-day Avg Discharge(Q5 )= 0.1276 cfs(min.) Days to Discharge WQV 3.52
Average Discharge(Q)= 0.1813 cfs(provided) OK
Discharge Coefficient(CD)= 0.60 Ho= Driving Head(ft),measured from the centroid of the
X-sect area of orifice(A)= 0.0668 ft2 orifice area to the water surface
Accel.due to gravity(g)= 32.2 ft/sec2
Avg.driving head(Ho)= 0.3181 ft Note:Use H0/3 to compute drawdown to reflect
the fact that head is decreasing as drawdown
occurs
Forebay Volume Calculation
Contour Area Volume Net Vol
Forebay Design 508 3400 0 0
Forebay Vol.Required(min.): 18,699 ft3(15%main pool) 509 4225 3,813 3,813
Approx.Area Required: 4,675 ft2 510 5114 4,670 8,482
Vol.Provided: 20,643 ft3 OK 511 6065 5,590 14,072
Area Provided: 7,078 ft2 OK 512 7078 6,572 20,643
Design Percentage of Main Pond OK
(15-20%Req'd) The area and volume values shown above are the
sum of all forebays for this pond.
EEI Project No.6700
Wet Detention Pond Page 2

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D0 by Autodesk, Inc.v2023
Legend
Hvd. Origin Description •.,f
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 POND Al
Project: 7516 -Wingate Hydrographs Phase II revised.gpw Wednesday, 08/23/2023

Hydraflow Table of Contents 7516-Wingate Hydrographs Phase ll revised.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 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
Summary Report 17
Hydrograph Reports 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
Summary Report 25
Hydrograph Reports 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
Summary Report 33
Hydrograph Reports 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 II revised.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
Summary Report 41
Hydrograph Reports 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
Summary Report 49
Hydrograph Reports 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
Summary Report 57
Hydrograph Reports 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
IDF Report 65

2
Hydrograph Return Period Recap 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 4.129 10.18 24.93 38.62 58.23 78.20 95.04 WET POND B
4 SCS Runoff 49.14 75.02 118.06 154.46 208.08 252.62 300.05 PHASE 2 BYPASS
5 Combine 3,4 51.89 85.13 142.75 192.38 264.59 326.02 390.85 I COMBINED PHASE 2
7 SCS Runoff 88.71 118.45 164.55 201.20 252.81 294.44 337.94 POST DEV Al (PHASE 2)
8 Reservoir 7 6.243 12.77 25.10 36.19 61.27 83.14 137.03 WET POND Al
Proj. file: 7516 -Wingate Hydrographs Phase II revised.gpw Wednesday, 08/23/2023

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 4.129 2 756 112,689 2 500.02 61,025 WET POND B
4 SCS Runoff 49.14 2 728 184,634 PHASE 2 BYPASS
5 Combine 51.89 2 728 297,323 3,4 COMBINED PHASE 2
7 SCS Runoff 88.71 2 716 179,228 POST DEV Al (PHASE 2)
8 Reservoir 6.243 2 756 169,727 7 513.81 94,051 WET POND Al
7516 -Wingate Hydrographs Phase II revised. firirn Period: 1 Year Wednesday, 08/23/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 62.88 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 256,444 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — J - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®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

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 57.69 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 116,478 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. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(8.650 x 98)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 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 1 ,- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 4.129 cfs
Storm frequency = 1 yrs Time to peak = 12.60 hrs
Time interval = 2 min Hyd. volume = 112,689 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 500.02 ft
Reservoir name = WET POND B1 Max. Storage = 61,025 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3 -- 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
.k...
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used = 61,025 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Pond No. 4 - WET POND B1
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 27,850 0 0
1.00 499.00 30,085 28,957 28,957
2.00 500.00 32,431 31,248 60,205
3.00 501.00 34,880 33,645 93,850
4.00 502.00 37,424 36,141 129,991
5.00 503.00 40,035 38,718 168,709
6.00 504.00 42,702 41,357 210,066
7.00 505.00 45,425 44,052 254,118
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 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 493.50 498.00 0.00 0.00 Weir Type = 1 Rect Ciplti ---
Length(ft) = 46.08 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 498.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.10 2,896 498.10 55.14 oc 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.020
0.20 5,791 498.20 55.14 oc 0.06 ic --- --- 0.00 0.00 0.00 --- --- 0.064
0.30 8,687 498.30 55.14 oc 0.10 ic --- --- 0.00 0.00 0.00 --- --- 0.099
0.40 11,583 498.40 55.14 oc 0.12 ic --- --- 0.00 0.00 0.00 --- --- --- 0.124
0.50 14,479 498.50 55.14 oc 0.14 ic --- --- 0.00 0.00 0.00 --- --- 0.145
0.60 17,374 498.60 55.14 oc 0.16 ic --- --- 0.00 0.00 0.00 --- --- 0.163
0.70 20,270 498.70 55.14 oc 0.18 ic --- --- 0.00 0.00 0.00 --- --- --- 0.179
0.80 23,166 498.80 55.14 oc 0.19 ic --- --- 0.00 0.00 0.00 --- --- --- 0.194
0.90 26,062 498.90 55.14 oc 0.21 ic --- --- 0.00 0.00 0.00 --- --- 0.208
1.00 28,957 499.00 55.14 oc 0.22 ic --- --- 0.00 0.00 0.00 --- --- --- 0.221
1.10 32,082 499.10 55.14 oc 0.23 ic --- --- 0.00 0.00 0.00 --- --- --- 0.233
1.20 35,207 499.20 55.14 oc 0.25 ic --- --- 0.00 0.00 0.00 --- --- 0.245
1.30 38,332 499.30 55.14 oc 0.26 ic --- --- 0.00 0.00 0.00 --- --- 0.256
1.40 41,456 499.40 55.14 oc 0.27 is --- --- 0.00 0.00 0.00 --- --- --- 0.267
1.50 44,581 499.50 55.14 oc 0.28 ic --- --- 0.00 0.00 0.00 --- --- 0.277
1.60 47,706 499.60 55.14 oc 0.29 ic --- --- 0.00 0.32 0.00 --- --- --- 0.603
1.70 50,831 499.70 55.14 oc 0.30 ic --- --- 0.00 0.89 0.00 --- --- --- 1.190
1.80 53,955 499.80 55.14 oc 0.31 ic --- --- 0.00 1.64 0.00 --- --- --- 1.948
1.90 57,080 499.90 55.14 oc 0.31 ic --- --- 0.00 2.53 0.00 --- --- --- 2.843
2.00 60,205 500.00 55.14 oc 0.32 ic --- --- 0.00 3.53 0.00 --- --- --- 3.856
2.10 63,569 500.10 55.14 oc 0.33 ic --- --- 0.00 4.64 0.00 --- --- --- 4.975
2.20 66,934 500.20 55.14 oc 0.34 ic --- --- 0.00 5.85 0.00 --- --- --- 6.191
2.30 70,298 500.30 55.14 oc 0.35 ic --- --- 0.00 7.15 0.00 --- --- --- 7.497
2.40 73,663 500.40 55.14 oc 0.36 ic --- --- 0.00 8.53 0.00 --- --- --- 8.886
2.50 77,027 500.50 55.14 oc 0.36 ic --- --- 0.00 9.99 0.00 --- --- --- 10.35
2.60 80,392 500.60 55.14 oc 0.37 is --- --- 0.00 11.53 0.00 --- --- --- 11.90
2.70 83,756 500.70 55.14 oc 0.38 ic --- --- 0.00 13.13 0.00 --- --- --- 13.51
2.80 87,121 500.80 55.14 oc 0.39 ic --- --- 0.00 14.81 0.00 --- --- --- 15.19
2.90 90,485 500.90 55.14 oc 0.39 ic --- --- 0.00 16.55 0.00 --- --- --- 16.94
3.00 93,850 501.00 55.14 oc 0.40 ic --- --- 0.00 18.35 0.00 --- --- --- 18.75
3.10 97,464 501.10 55.14 oc 0.41 ic --- --- 0.00 20.22 0.00 --- --- --- 20.63
3.20 101,078 501.20 55.14 oc 0.41 ic --- --- 0.00 22.14 0.00 --- --- --- 22.56
3.30 104,692 501.30 55.14 oc 0.42 ic --- --- 0.00 24.13 0.00 --- --- --- 24.55
3.40 108,306 501.40 55.14 oc 0.43 ic --- --- 0.00 26.16 0.00 --- --- --- 26.59
Continues on next page...

9
WET POND B1
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 111,920 501.50 55.14 oc 0.43 1s --- --- 0.00 28.26 0.00 --- 28.69
3.60 115,534 501.60 55.14 oc 0.44 is --- --- 0.00 30.40 0.00 --- 30.84
3.70 119,148 501.70 55.14 oc 0.45 is --- --- 0.00 32.60 0.00 --- --- --- 33.05
3.80 122,762 501.80 55.14 oc 0.45 is --- --- 0.00 34.85 0.00 --- --- --- 35.30
3.90 126,377 501.90 55.14 oc 0.46 is --- --- 0.00 37.14 0.00 --- --- 37.60
4.00 129,991 502.00 55.14 oc 0.47 is --- --- 0.00 39.49 0.00 --- --- --- 39.95
4.10 133,862 502.10 55.14 oc 0.47 is --- --- 0.00 41.88 0.00 --- --- --- 42.35
4.20 137,734 502.20 55.14 oc 0.48 is --- --- 0.00 44.32 0.00 --- --- 44.80
4.30 141,606 502.30 55.14 oc 0.48 is --- --- 0.00 46.81 0.00 --- --- 47.29
4.40 145,478 502.40 55.14 oc 0.49 is --- --- 0.00 49.34 0.00 --- --- --- 49.83
4.50 149,350 502.50 55.14 oc 0.49 is --- --- 0.00 51.91 0.00 --- --- 52.40
4.60 153,222 502.60 55.14 oc 0.50 is --- --- 0.00 54.53 0.00 --- --- 55.03
4.70 157,093 502.70 57.69 oc 0.50 is --- --- 0.00 57.19 0.00 --- --- --- 57.69
4.80 160,965 502.80 60.39 oc 0.50 is --- --- 0.00 59.89 0.00 --- --- --- 60.39
4.90 164,837 502.90 63.13 oc 0.49 is --- --- 0.00 62.63 0.00 --- --- 63.13
5.00 168,709 503.00 65.90 is 0.49 is --- --- 0.00 65.41 0.00 --- --- --- 65.90
5.10 172,845 503.10 70.38 is 0.46 is --- --- 1.69 68.24 0.00 --- --- --- 70.38
5.20 176,980 503.20 75.32 is 0.43 is --- --- 4.77 70.12 s 0.00 --- --- --- 75.32
5.30 181,116 503.30 79.45 is 0.40 is --- --- 8.76 70.29 s 0.00 --- --- --- 79.45
5.40 185,252 503.40 83.25 is 0.37 is --- --- 13.48 69.41 s 0.00 --- --- --- 83.25
5.50 189,388 503.50 86.75 is 0.33 is --- --- 18.84 67.58 s 0.00 --- --- --- 86.75
5.60 193,523 503.60 89.94 is 0.30 is --- --- 24.76 64.87 s 0.00 --- --- --- 89.94
5.70 197,659 503.70 92.80 is 0.27 is --- --- 31.21 61.32 s 0.00 --- --- --- 92.80
5.80 201,795 503.80 95.33 is 0.23 is --- --- 38.13 56.97 s 0.00 --- --- --- 95.33
5.90 205,930 503.90 97.27 is 0.20 is --- --- 44.01 s 53.06 s 0.00 --- --- --- 97.27
6.00 210,066 504.00 98.61 is 0.18 is --- --- 47.69 s 50.73 s 0.00 --- --- --- 98.61
6.10 214,471 504.10 99.74 is 0.17 is --- --- 50.72 s 48.85 s 2.11 --- --- --- 101.85
6.20 218,877 504.20 100.74 is 0.16 is --- --- 53.34 s 47.24 s 5.96 --- --- --- 106.69
6.30 223,282 504.30 101.65 is 0.15 is --- --- 55.67 s 45.83 s 10.94 --- --- --- 112.59
6.40 227,687 504.40 102.48 is 0.14 is --- --- 57.77 s 44.58 s 16.85 --- --- --- 119.33
6.50 232,092 504.50 103.27 is 0.13 is --- --- 59.69 s 43.45 s 23.55 --- --- --- 126.82
6.60 236,497 504.60 104.01 is 0.12 is --- --- 61.45 s 42.44 s 30.96 --- --- --- 134.96
6.70 240,903 504.70 104.72 is 0.11 is --- --- 63.08 s 41.52 s 39.01 --- --- --- 143.72
6.80 245,308 504.80 105.41 is 0.11 is --- --- 64.60 s 40.69 s 47.66 --- --- --- 153.06
6.90 249,713 504.90 106.07 is 0.10 is --- --- 66.03 s 39.93 s 56.87 --- --- --- 162.93
7.00 254,118 505.00 106.71 is 0.10 is --- --- 67.37 s 39.23 s 66.60 --- --- --- 173.30
...End

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 49.14 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 184,634 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
50.00 50.00
I
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - l - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 4

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®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 Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 51.89 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 297,323 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
60.00 60.00
50.00I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 — Hyd No. 3 Hyd No. 4

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 88.71 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 179,228 cuft
Drainage area = 34.360 ac Curve number = 84*
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)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
90.00 — 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 , 10.00
0.00 '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 6.243 cfs
Storm frequency = 1 yrs Time to peak = 12.60 hrs
Time interval = 2 min Hyd. volume = 169,727 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 513.81 ft
Reservoir name = WET POND Al Max. Storage = 94,051 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 — 10.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 8 Hyd No. 7 I Total storage used = 94,051 cuft

Pond Report 15
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
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 40.00 0.00
Span(in) = 42.00 3.50 0.00 0.00 Crest El.(ft) = 516.00 513.10 517.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 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:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 512.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- 0.000
0.10 4,983 512.10 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.022
0.20 9,965 512.20 0.09 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.075
0.30 14,948 512.30 0.13 ic 0.13 ic --- --- 0.00 0.00 0.00 --- --- 0.126
0.40 19,930 512.40 0.17 ic 0.16 ic --- --- 0.00 0.00 0.00 --- --- 0.162
0.50 24,913 512.50 0.19 ic 0.19 ic --- --- 0.00 0.00 0.00 --- --- --- 0.191
0.60 29,896 512.60 0.22 ic 0.21 ic --- --- 0.00 0.00 0.00 --- --- 0.215
0.70 34,878 512.70 0.26 ic 0.23 ic --- --- 0.00 0.00 0.00 --- --- 0.235
0.80 39,861 512.80 0.26 ic 0.26 ic --- --- 0.00 0.00 0.00 --- --- --- 0.256
0.90 44,843 512.90 0.29 ic 0.27 ic --- --- 0.00 0.00 0.00 --- --- --- 0.273
1.00 49,826 513.00 0.29 ic 0.29 ic --- --- 0.00 0.00 0.00 --- --- 0.292
1.10 55,308 513.10 0.33 ic 0.31 ic --- --- 0.00 0.00 0.00 --- --- --- 0.307
1.20 60,790 513.20 0.67 ic 0.31 ic --- --- 0.00 0.32 0.00 --- --- --- 0.626
1.30 66,273 513.30 1.20 ic 0.31 ic --- --- 0.00 0.89 0.00 --- --- 1.202
1.40 71,755 513.40 1.95 ic 0.31 ic --- --- 0.00 1.64 0.00 --- --- 1.949
1.50 77,237 513.50 2.97 ic 0.31 ic --- --- 0.00 2.53 0.00 --- --- --- 2.833
1.60 82,720 513.60 3.84 ic 0.31 ic --- --- 0.00 3.53 0.00 --- --- 3.840
1.70 88,202 513.70 5.12 ic 0.31 ic --- --- 0.00 4.64 0.00 --- --- --- 4.948
1.80 93,684 513.80 6.33 ic 0.31 ic --- --- 0.00 5.85 0.00 --- --- --- 6.157
1.90 99,167 513.90 7.70 ic 0.31 ic --- --- 0.00 7.15 0.00 --- --- --- 7.454
2.00 104,649 514.00 8.84 ic 0.31 ic --- --- 0.00 8.53 0.00 --- --- --- 8.842
2.10 110,471 514.10 10.48 ic 0.31 ic --- --- 0.00 9.94 s 0.00 --- --- --- 10.25
2.20 116,293 514.20 11.82 is 0.32 is --- --- 0.00 11.33 s 0.00 --- --- --- 11.65
2.30 122,115 514.30 13.25 is 0.32 is --- --- 0.00 12.74 s 0.00 --- --- --- 13.06
2.40 127,937 514.40 14.76 ic 0.32 ic --- --- 0.00 14.17 s 0.00 --- --- --- 14.49
2.50 133,759 514.50 15.95 ic 0.33 ic --- --- 0.00 15.62 s 0.00 --- --- --- 15.95
2.60 139,581 514.60 17.50 ic 0.33 ic --- --- 0.00 17.16 s 0.00 --- --- --- 17.50
2.70 145,403 514.70 19.14 ic 0.34 ic --- --- 0.00 18.72 s 0.00 --- --- --- 19.05
2.80 151,225 514.80 20.90 ic 0.34 ic --- --- 0.00 20.25 s 0.00 --- --- --- 20.59
2.90 157,048 514.90 22.20 is 0.34 is --- --- 0.00 21.86 s 0.00 --- --- --- 22.20
3.00 162,870 515.00 23.94 ic 0.35 ic --- --- 0.00 23.55 s 0.00 --- --- --- 23.90
3.10 169,037 515.10 25.82 ic 0.35 ic --- --- 0.00 25.16 s 0.00 --- --- --- 25.51
3.20 175,205 515.20 27.22 ic 0.35 ic --- --- 0.00 26.86 s 0.00 --- --- --- 27.22
3.30 181,372 515.30 29.02 ic 0.36 ic --- --- 0.00 28.66 s 0.00 --- --- --- 29.02
3.40 187,540 515.40 30.96 ic 0.36 ic --- --- 0.00 30.37 s 0.00 --- --- --- 30.73
3.50 193,707 515.50 32.90 ic 0.37 ic --- --- 0.00 32.10 s 0.00 --- --- --- 32.47
Continues on next page...

16
WET POND Al
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.60 199,875 515.60 34.32 is 0.37 is --- --- 0.00 33.94 s 0.00 --- --- 34.31
3.70 206,043 515.70 36.18 is 0.37 is --- --- 0.00 35.81 s 0.00 --- --- 36.18
3.80 212,210 515.80 38.06 is 0.38 is --- --- 0.00 37.68 s 0.00 --- --- --- 38.06
3.90 218,378 515.90 39.93 is 0.38 is --- --- 0.00 39.55 s 0.00 --- --- --- 39.93
4.00 224,545 516.00 41.81 is 0.38 is --- --- 0.00 41.42 s 0.00 --- --- 41.81
4.10 231,064 516.10 45.20 is 0.38 is --- --- 1.68 42.82 s 0.00 --- --- --- 44.88
4.20 237,583 516.20 48.98 is 0.37 is --- --- 4.77 43.84 s 0.00 --- --- --- 48.98
4.30 244,101 516.30 53.49 is 0.36 is --- --- 8.75 44.38 s 0.00 --- --- 53.49
4.40 250,620 516.40 57.51 oc 0.33 is --- --- 13.47 43.71 s 0.00 --- --- 57.51
4.50 257,139 516.50 61.30 oc 0.30 is --- --- 18.83 42.17 s 0.00 --- --- --- 61.30
4.60 263,657 516.60 66.65 oc 0.28 is --- --- 24.76 41.61 s 0.00 --- --- --- 66.64
4.70 270,176 516.70 70.73 is 0.25 is --- --- 30.71 s 39.77 s 0.00 --- --- --- 70.73
4.80 276,695 516.80 73.65 is 0.23 is --- --- 34.88 s 38.54 s 0.00 --- --- --- 73.65
4.90 283,214 516.90 76.14 is 0.22 is --- --- 38.39 s 37.53 s 0.00 --- --- --- 76.13
5.00 289,732 517.00 78.35 is 0.20 is --- --- 41.49 s 36.66 s 0.00 --- --- --- 78.35
5.10 296,608 517.10 80.35 is 0.19 is --- --- 44.27 s 35.89 s 4.21 --- --- --- 84.56
5.20 303,483 517.20 82.20 is 0.18 is --- --- 46.82 s 35.20 s 11.91 --- --- --- 94.11
5.30 310,359 517.30 83.92 is 0.17 is --- --- 49.16 s 34.59 s 21.88 --- --- --- 105.80
5.40 317,234 517.40 85.55 is 0.16 is --- --- 51.34 s 34.04 s 33.68 --- --- --- 119.22
5.50 324,109 517.50 87.09 is 0.15 is --- --- 53.38 s 33.55 s 47.08 --- --- --- 134.15
5.60 330,985 517.60 88.56 is 0.14 is --- --- 55.30 s 33.11 s 61.89 --- --- --- 150.45
5.70 337,860 517.70 89.98 is 0.14 is --- --- 57.11 s 32.71 s 77.98 --- --- --- 167.94
5.80 344,736 517.80 91.34 is 0.13 is --- --- 58.85 s 32.36 s 95.28 --- --- --- 186.61
5.90 351,611 517.90 92.67 is 0.12 is --- --- 60.50 s 32.03 s 113.69 --- --- --- 206.35
6.00 358,487 518.00 93.96 is 0.12 is --- --- 62.08 s 31.74 s 133.20 --- --- --- 227.14
...End

17
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 10.18 2 732 153,811 2 500.49 76,616 WET POND B
4 SCS Runoff 75.02 2 728 270,623 PHASE 2 BYPASS
5 Combine 85.13 2 728 424,434 3,4 COMBINED PHASE 2
7 SCS Runoff 118.45 2 716 240,515 POST DEV Al (PHASE 2)
8 Reservoir 12.77 2 740 230,887 7 514.28 120,909 WET POND Al
7516 -Wingate Hydrographs Phase II revised. turn Period: 2 Year Wednesday, 08/23/2023

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 97.81 cfs
Storm frequency = 2 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 379,495 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 3.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — _ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 77.72 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
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)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
80.00 I 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 10.18 cfs
Storm frequency = 2 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 153,811 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 500.49 ft
Reservoir name = WET POND B1 Max. Storage = 76,616 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
I
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
111111.'
0.00 - 0.00
0 8 16 24 32 40 48 56 64 72 80
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 76,616 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 75.02 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 270,623 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 3.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
80.00 80.00
-
70.00 70.00
60.00 60.00
50.00 — 50.00
40.00 40.00
- I -
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 85.13 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 424,434 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
90.00 - 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 118.45 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 240,515 cuft
Drainage area = 34.360 ac Curve number = 84*
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)=[(13.150 x 98)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7 -- 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
.) ft"•P ,
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 7

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 12.77 cfs
Storm frequency = 2 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 230,887 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 514.28 ft
Reservoir name = WET POND Al Max. Storage = 120,909 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 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 8 Hyd No. 7 I I Total storage used = 120,909 cuft

25
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 24.93 2 724 219,397 2 501.32 105,367 WET POND B
4 SCS Runoff 118.06 2 728 415,312 PHASE 2 BYPASS
5 Combine 142.75 2 726 634,710 3,4 COMBINED PHASE 2
7 SCS Runoff 164.55 2 716 337,778 POST DEV Al (PHASE 2)
8 Reservoir 25.10 2 728 328,012 7 515.07 167,474 WET POND Al
7516 -Wingate Hydrographs Phase II revised. firirn Period: 5 Year Wednesday, 08/23/2023

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 156.31 cfs
Storm frequency = 5 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 587,841 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 4.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
160.00 1 I 160.00
- I ) ____
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
-
40.00 40.00
20.00 20.00
A
0.00 , 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 108.92 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
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)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 5 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 24.93 cfs
Storm frequency = 5 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 219,397 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 501.32 ft
Reservoir name = WET POND B1 Max. Storage = 105,367 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3 -- 5 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
lLar,
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 105,367 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 118.06 cfs
Storm frequency = 5 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 415,312 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 4.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 5 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
J .......____ __
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 142.75 cfs
Storm frequency = 5 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 634,710 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 5 Year Q (cfs)
160.00 160.00
•
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 164.55 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 337,778 cuft
Drainage area = 34.360 ac Curve number = 84*
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)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7 -- 5 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 - , 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 25.10 cfs
Storm frequency = 5 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 328,012 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 515.07 ft
Reservoir name = WET POND Al Max. Storage = 167,474 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 5 Year Q (cfs)
180.00 - 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48
Time (hrs)
Hyd No. 8 Hyd No. 7 II II Total storage used = 167,474 cuft

33
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 38.62 2 724 272,873 2 501.94 127,936 WET POND B
4 SCS Runoff 154.46 2 726 537,984 PHASE 2 BYPASS
5 Combine 192.38 2 726 810,857 3,4 COMBINED PHASE 2
7 SCS Runoff 201.20 2 716 416,792 POST DEV Al (PHASE 2)
8 Reservoir 36.19 2 726 406,943 7 515.70 206,055 WET POND Al
7516 -Wingate Hydrographs Phase II revised. firirn Period: 10 Year Wednesday, 08/23/2023

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 205.97 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 765,291 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 5.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 133.81 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
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)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 -. ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 38.62 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 272,873 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 501.94 ft
Reservoir name = WET POND B1 Max. Storage = 127,936 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 127,936 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 154.46 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 537,984 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 5.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
160.00 160.00
I
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 � - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 192.38 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 810,857 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 201.20 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 416,792 cuft
Drainage area = 34.360 ac Curve number = 84*
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)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
210.00 I 210.00
180.00 180.00
150.00 ( 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 36.19 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 406,943 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 515.70 ft
Reservoir name = WET POND Al Max. Storage = 206,055 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
210.00 _ -
210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 8 Hyd No. 7 II II Total storage used = 206,055 cuft

41
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 58.23 2 724 349,836 2 502.72 157,872 WET POND B
4 SCS Runoff 208.08 2 726 719,630 PHASE 2 BYPASS
5 Combine 264.59 2 726 1,069,466 3,4 COMBINED PHASE 2
7 SCS Runoff 252.81 2 716 530,223 POST DEV Al (PHASE 2)
8 Reservoir 61.27 2 724 520,285 7 516.50 257,084 WET POND Al
7516 -Wingate Hydrographs Phase II revised. firirn Period: 25 Year Wednesday, 08/23/2023

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 279.49 cfs
Storm frequency = 25 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 1,028,934 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
•
160.00 160.00
—
120.00 120.00
80.00 80.00
40.00 40.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 168.95 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
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)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 58.23 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 349,836 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 502.72 ft
Reservoir name = WET POND B1 Max. Storage = 157,872 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
180.00 — 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 157,872 cuft

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 208.08 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 719,630 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 264.59 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,069,466 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
II
40.00 f 40.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 252.81 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 530,223 cuft
Drainage area = 34.360 ac Curve number = 84*
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)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 1 80.00
40.00 40.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 61.27 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 520,285 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 516.50 ft
Reservoir name = WET POND Al Max. Storage = 257,084 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
280.00 280.00
240.00 — 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
I
0.00 1 '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 257,084 cuft

49
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 78.20 2 722 413,082 2 503.27 179,868 WET POND B
4 SCS Runoff 252.62 2 726 872,196 PHASE 2 BYPASS
5 Combine 326.02 2 726 1,285,279 3,4 COMBINED PHASE 2
7 SCS Runoff 294.44 2 716 623,264 POST DEV Al (PHASE 2)
8 Reservoir 83.14 2 724 613,266 7 517.08 295,036 WET POND Al
7516 -Wingate Hydrographs Phase II revised. firirn Period: 50 Year Wednesday, 08/23/2023

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 340.77 cfs
Storm frequency = 50 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 1,250,948 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 7.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
—
150.00 150.00
100.00 100.00
50.00 50.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 197.33 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
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)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 78.20 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 413,082 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 503.27 ft
Reservoir name = WET POND B1 Max. Storage = 179,868 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
210.00 210.00
180.00 180.00
•
150.00 — — 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 179,868 cuft

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 252.62 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 872,196 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 7.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 50 Year Q (cfs)
280.00 280.00
240.0011 240.00
200.00 200.00
160.00 160.00
120.00j _
L. 120.00
80.00 80.00
40.00 40.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 326.02 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,285,279 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
350.00 350.00
300.00 I 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 294.44 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 623,264 cuft
Drainage area = 34.360 ac Curve number = 84*
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)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 7 Time (hrs)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 83.14 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 613,266 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 517.08 ft
Reservoir name = WET POND Al Max. Storage = 295,036 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8 -- 50 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
— - -
80.00 80.00
40.00 40.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 295,036 cuft

57
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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 95.04 2 722 480,085 2 503.79 201,326 WET POND B
4 SCS Runoff 300.05 2 726 1,036,233 PHASE 2 BYPASS
5 Combine 390.85 2 726 1,516,318 3,4 COMBINED PHASE 2
7 SCS Runoff 337.94 2 716 721,708 POST DEV Al (PHASE 2)
8 Reservoir 137.03 2 722 711,658 7 517.52 325,324 WET POND Al
7516 -Wingate Hydrographs Phase II revised. firirn Period: 100 Year Wednesday, 08/23/2023

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 1
PRE-DEV PHASE II
Hydrograph type = SCS Runoff Peak discharge = 406.16 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 1,490,086 cuft
Drainage area = 87.520 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 8.08 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV PHASE II
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
420.00 420.00
f �
I _
360.00 360.00
300.00 l 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 2
POST DEV B
Hydrograph type = SCS Runoff Peak discharge = 227.01 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
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)+(14.342 x 74)+(0.163 x 98)+(0.245 x 74)]/23.400
POST DEV B
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
240.00 - 240.00
210.00 210.00
180.00 180.00
1 ---
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 3
WET POND B
Hydrograph type = Reservoir Peak discharge = 95.04 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 480,085 cuft
Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 503.79 ft
Reservoir name = WET POND B1 Max. Storage = 201,326 cuft
Storage Indication method used.
WET POND B
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 — 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00V1lL— i 30.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 201,326 cuft

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 4
PHASE 2 BYPASS
Hydrograph type = SCS Runoff Peak discharge = 300.05 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,036,233 cuft
Drainage area = 57.460 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 21.80 min
Total precip. = 8.08 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PHASE 2 BYPASS
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 L 120.00
80.00 80.00
•
•
•
40.00 40.00
0.00 Nom= — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 5
COMBINED PHASE 2
Hydrograph type = Combine Peak discharge = 390.85 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,516,318 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 57.460 ac
COMBINED PHASE 2
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 �J 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 7
POST DEV Al (PHASE 2)
Hydrograph type = SCS Runoff Peak discharge = 337.94 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 721,708 cuft
Drainage area = 34.360 ac Curve number = 84*
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)+(18.610 x 74)+(1.040 x 98)+(1.560 x 74)]/34.360
POST DEV Al (PHASE 2)
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 _*,.............,
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 7 Time (hrs)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Hyd. No. 8
WET POND Al
Hydrograph type = Reservoir Peak discharge = 137.03 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 711,658 cuft
Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 517.52 ft
Reservoir name = WET POND Al Max. Storage = 325,324 cuft
Storage Indication method used.
WET POND Al
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 325,324 cuft

65
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,08/23/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
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)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 I 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.file name:X:\Land Pro.ects R2\7516-Maye St Property\Calculations\Stormwater\Report\Wingate Precip.pcp
Rainfall Precipitation Table (in)
Storm
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-1st 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 Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
Appendix C
Storm Drain Area Map
Culvert Stormwater Hydrograph Report
Storm Drain Calculations
Inlet Spread Calculations

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1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,05/17/2023
Hyd. No. 1
Stream Crossing Culvert
Hydrograph type = SCS Runoff Peak discharge = 163.01 cfs
Storm frequency = 25 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 741,182 cuft
Drainage area = 60.930 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.40 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Stream Crossing Culvert
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 _____ 140.00
120.00 ■■■ 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
isi
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

2
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
Stream Crossing Culvert
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 (%) = 2.00 0.00 0.00
Travel Time (min) = 20.13 + 0.00 + 0.00 = 20.13
Shallow Concentrated Flow
Flow length (ft) = 2485.00 0.00 0.00
Watercourse slope (%) = 2.81 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.70 0.00 0.00
Travel Time (min) = 15.31 + 0.00 + 0.00 = 15.31
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 35.40 min

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,May 17 2023
Stream Crossing Culvert
Invert Elev Dn (ft) = 491.80 Calculations
Pipe Length (ft) = 122.00 Qmin (cfs) = 163.01
Slope (%) = 2.70 Qmax (cfs) = 163.01
Invert Elev Up (ft) = 495.10 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 72.0
Shape = Circular Highlighted
Span (in) = 72.0 Qtotal (cfs) = 163.01
No. Barrels = 1 Qpipe (cfs) = 163.01
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.81
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.61
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 496.54
HGL Up (ft) = 498.57
Embankment Hw Elev (ft) = 500.25
Top Elevation (ft) = 521.25 Hw/D (ft) = 0.86
Top Width (ft) = 50.00 Flow Regime = Inlet Control
Crest Width (ft) = 100.00
Elev(0) Stream Crossing Culvert Hw Depth(9)
527.00 31.90
521.00 - - 25.90
515.00 19.90
509.00 13.90
503.00 7.90
Inletcor MN
497.00 1.90
491.00 -4.10
485.00 -10.10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
CircularCulvert HGL Embank
Reach(0)

Cottages at Wingate
Project Number: 7516 _ Description
Original Date: 2/13/23 DB: MDP
Revision Date: N/A PM: MDP
I Inlet I
Location I Areas I Storm Runoff Pipe Sizing Calculations Pipe Input/Cover Calculations
I I I I I I I I I I I I I I I Pipe 1 1 1 1 I I
Pipe Actual Structure
I Percent I Percent I Composite I I Inlet I Combined I I Pipe I I I I I I I I Actual Time I I I I Depth Of I I Pipe
From 1 I I I I I I Pipe I I Dtheo I I Vfull 1 Capacity I I d/dm I I I Pipe Pipe I Pipe I Rim I I Pipe 1
Structure 1 To Structure (acres) Pervious!Impervios I Runoff I I(in/hr) I Discharge Q I Discharge Material n ISlope(^%)1 Length I (in) 1 Size(in)I (fps) 1 Q-full IQ-full(%)I ratio 1 v/V-full I Vpipe (min) 1 Time Inv.Out!Inv.In 1 Elevation I Cover(Based I Material 1 Material
(%) I (%) I Cceff.Cc I I O I QPMe(cf5) I I (ft) I I I I (cfs) I I I I (fps) Full 1 (min) 1 1(Flowline)1 on Rim) I I Class
Cons_.
Storm Network 400
CB-409 CB-408 0.23 29% 71% 0.77 7.78 j 1.38 j 1.38 0.013 1.00% j 28 8.4 15 5.3 6.46 21% 0.30 0.74 3.90 0.09 0.12 j 543.93 1543.651 546.54 1.11 j RCP j -
CB-408 CB-407 0.10 25% 75% 0.80 7.78 I 0.60 I 1.97 0.013 2.50% I 300 8.1 15 8.3 10.20 19% 0.27 0.66 5.49 0.60 0.91 1542.491534.991 546.44 2.45 I RCP I -
I I I I
CB410 CB-407 0.48 31°7° 69°7° 0.76 7.78 2.87 2.87 0.013 1.00% j 28 11.0 15 5.3 6.46 44% 0.44 0.87 4.58 0.09 0.10 1535.27 1534.991 539.04 2.27 RCP -
CB407 CB406 0.19 25°7° 75% 0.80 7.78 1.19 6.03 0.013 2.25% I 286 12.5 15 7.9 9.68 62% 0.56 1.05 8.28 0.60 0.58 534.791528.351 538.94 2.65 RCP -
1 I I
CB-411 CB406 0.48 32% 68% 0.76 7.78 2.82 2.82 0.013 1.00% 29 11.0 15 5.3 6.46 44% 0.44 0.87 4.58 0.09 0.11 524.95 524.661 531.42 4.97 RCP -
CB-406 CB405 0.19 25% 75°7° 0.80 7.78 1.16 10.01 0.013 1.50% I 36 16.4 18 7.3 12.86 78% 0.65 1.12 8.15 0.08 0.07 524.411523.871 531.68 5.48 RCP -
CB-405 CB404 0.31 29°7° 71°7° 0.78 7.78 1.88 11.90 0.013 3.00% I 28 15.3 18 10.3 18.17 65% 0.58 1.05 10.80 0.05 0.04 523.671522.831 530.56 5.10 RCP -
CB-404 CB403 0.14 24°7° 76°7° 0.80 7.78 0.86 12.76 0.013 3.00% I 36 15.7 18 10.3 18.18 70% 0.62 1.07 11.01 0.06 0.05 522.63 1521.551 530.56 6.14 RCP -
CB-403 CB402 0.09 27°7° 73°7° 0.79 7.78 0.56 13.31 0.013 3.00% 1 113 16.0 18 10.3 18.16 73% 0.62 1.07 11.00 0.18 0.17 521.351517.951 528.48 5.34 RCP -
I I I
DI-415 DI-414 1.83 91°7° 9% 0.40 5.24 3.86 3.86 0.013 1.00% I 250 12.4 15 5.3 6.45 60% 0.54 0.99 5.20 0.79 0.80 536.421533.921 539.57 1.65 RCP -
DI-414 DI-413 1.17 87% 13% 0.43 5.24 2.63 6.49 0.013 3.00% 1 250 12.2 18 10.3 18.17 36% 0.41 0.87 8.95 0.40 0.47 533.671526.181 537.07 1.61 RCP -
DI-413 DI-412 0.77 85% 15% 0.44 7.78 2.65 9.13 0.013 5.00% I 94 12.6 18 13.3 23.45 39% 0.41 0.87 11.54 0.12 0.14 525.981521.301 531.58 3.81 RCP -
DI-412 CB402 0.22 84°7° 16°7° 0.45 7.78 0.75 23.20 0.013 2.00% I 167 21.2 24 10.2 31.97 73% 0.62 1.07 10.89 0.27 0.26 520.801517.451 525.50 2.39 RCP -
CB402 CB401 0.06 24°7° 76°7° 0.80 7.78 0.40 23.60 0.013 1.50% 1 111 22.6 24 8.8 27.67 85% 0.70 1.14 10.04 0.21 0.18 517.251515.591 522.54 2.98 RCP -
9.88 I I I
CB416 CB401 0.46 40% 60°7° 0.71 7.78 2.56 2.56 0.013 3.00% I 28 8.6 15 9.1 11.17 23% 0.30 0.74 6.74 0.05 0.07 517.181516.341 520.60 1.92 RCP -
CB-401 CB400 0.14 24°7° 76°7° 0.81 7.78 0.88 27.03 0.013 1.00% I 116 25.6 30 8.4 41.01 66% 0.58 1.05 8.77 0.23 0.22 515.091513.931 520.60 2.66 RCP -
CB-400 FES400A 0.07 24°7° 76°7° 0.80 7.78 0.44 27.48 0.013 2.00% 1 86 22.6 30 11.8 57.94 47% 0.47 0.94 11.10 0.12 0.13 513.731512.001 522.82 6.24 RCP -
Storm Network 500
CB-506 CB-505 0.28 30% 70% 0.77 I 7.78 1.65 1.65 0.013 0.50% I 28 10.2 15 3.7 4.56 36% I 0.41 0.87 3.23 0.13 0.14 524.191524.051 527.36 1.67 RCP -
CB-505 CB-504 0.28 28% 72°7° 0.78 7.78 1.71 3.37 0.013 3.00% 1 141 9.6 15 9.1 11.17 30% 0.37 0.82 7.47 0.26 0.32 523.141518.901 527.36 2.72 RCP -
CB-504 CB-503 0.23 30% 70% 0.77 I 7.78 1.39 4.75 0.013 2.00% 1 81 11.7 15 7.4 9.12 52% I 0.50 0.99 7.36 0.18 0.18 518.701517.081 523.13 2.93 RCP -
CB-503 CB-502 0.15 33% 67°7° 0.75 I 7.78 0.89 5.64 0.013 2.00% I 83 12.5 15 7.4 9.11 62% I 0.56 1.05 7.80 0.19 0.18 516.881515.221 520.88 2.50 RCP -
CB-502 CB-501 0.15 33°A 67°7° 0.75 7.78 0.89 6.53 0.013 1.00% 1 102 15.1 15 5.2 6.44 101% 0.82 1.16 6.09 0.33 0.28 515.021514.001 518.72 2.20 RCP -
1 I 1
CB-511 CB-510 0.20 30% 70% 0.77 7.78 1.19 1.19 0.013 1.00% I 28 7.9 15 5.3 6.46 18% 0.27 0.66 3.47 0.09 0.14 528.281528.001 531.58 1.80 RCP -
CB-510 DI-509 0.11 25% 75°7° 0.80 7.78 0.68 1.87 0.013 2.00% 1 219 8.3 15 7.4 9.12 20% 0.30 0.74 5.50 0.49 0.66 524.611520.231 531.52 5.41 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 47% 0.47 0.94 7.81 0.42 0.45 520.05 514.78 523.30 1.75 RCP -
DI-508 CB-507 0.70 82% 18% 0.46 7.78 2.49 7.26 0.013 1.00% I 31 15.7 18 5.9 10.49 69/ 0.58 1.05 6.23 0.09 0.08 514.53 1514.231 517.50 1.18 RCP -
CB-507 CB-501 0.59 40% 60% 0.71 7.78 3.26 10.52 0.013 1.00% I 28 18.0 18 5.9 10.49 100% 0.82 1.16 6.89 0.08 0.07 514.021513.741 517.68 1.87 RCP -
CB-501 FE5-500 0.29 34°7° 66°7° 0.75 7.78 1.67 18.73 0.013 4.51% ! 166 16.8 24 15.3 47.99 39°/o 0.41 0.87 13.29 0.18 0.21 511.49!504.00! 517.67 3.87 RCP -
Storm Network 600
CB-618 CB-617 0.85 30% 70% 0.77 7.78 5.06 5.06 0.013 1.00% I 28 13.7 15 5.3 6.45 78% 0.65 1.12 5.89 0.09 0.08 540.911540.631 543.38 0.97 RCP -
CB-617 CB-616 0.39 30°7° 70% 0.77 7.78 2.31 7.38 0.013 4.50% I 65 11.9 18 12.6 22.26 33% 0.37 0.82 10.33 0.09 0.11 540.381537.451 543.38 1.21 RCP -
CB-616 DI-615 0.10 23°7° 77°7° 0.81 7.78 0.65 8.03 0.013 4.30% 1 123 12.4 18 12.3 21.76 37% 0.41 0.87 10.71 0.17 0.19 537.251531.971 544.08 5.04 RCP -
DI-615 DI-614 1.15 79°7° 21°7° 0.48 7.78 4.27 12.30 0.013 0.50% I 80 21.7 24 5.1 15.98 77% 0.65 1.12 5.70 0.26 0.23 531.471531.071 535.00 1.22 RCP -
DI-614 CB-613 0.22 89070 11070 0.41 7.78 0.70 12.99 0.013 0.50% I 146 22.2 24 5.1 15.97 81% 0.68 1.12 5.69 0.48 0.43 530.871530.141 538.00 4.82 RCP -
CB-613 CB-612 0.09 25% 75% 0.80 7.78 0.55 13.54 0.013 0.50% 1 28 22.5 24 5.1 15.98 85% 0.68 1.12 5.70 0.09 0.08 527.941527.801 543.46 13.21 RCP -
I I I
CB-621 CB-620 0.55 30% 70% 0.77 7.78 3.30 3.30 0.013 0.50% I 28 13.3 15 3.7 4.56 72% 0.62 1.07 3.98 0.13 0.12 530.261530.121 536.17 4.41 RCP -
CB-620 CB-619 0.51 31% 69°7° 0.76 7.78 3.06 6.36 0.013 0.50% I 162 17.0 18 4.2 7.42 86% 0.70 1.14 4.79 0.64 0.56 529.87 1529.061 536.17 4.51 RCP -
I I I
CB-622 CB-619 0.12 57% 43°7° 0.61 7.78 0.55 0.55 0.013 1.00% I 28 6.0 15 5.3 6.45 9% 0.17 0.45 2.37 0.09 0.20 536.281536.001 539.86 2.08 RCP -
CB-619 CB-612 0.12 37°7° 63°7° 0.73 7.78 0.68 7.59 0.013 0.60% I 94 17.5 18 4.6 8.13 93% 0.74 1.14 5.24 0.34 0.30 528.861528.301 539.85 9.20 RCP -
CB-612 DI-611 0.01 13°7° 87% 0.87 7.78 0.08 21.21 0.013 1.00% 1 151 23.4 24 7.2 22.62 94% 0.74 1.14 8.21 0.35 0.31 527.601526.091 543.46 13.55 RCP -
I I I
DI-623 DI-611 0.69 77°7° 23°7° 0.49 7.78 2.62 2.62 0.013 0.75% I 360 11.3 15 4.6 5.59 47% 0.47 0.94 4.28 1.32 1.40 529.541526.841 532.27 1.23 RCP -
DI-611 CB-610 0.94 78°7° 22% 0.48 7.78 3.51 27.34 0.013 0.51% 1 57 29.2 30 5.9 29.14 94% 0.74 1.14 6.77 0.16 0.14 525.591525.301 530.25 1.81 RCP -
1 I 1
CB-624 CB-610 0.48 31°7° 69% 0.76 7.78 2.88 2.88 0.013 0.99% I 28 11.1 15 5.2 6.43 45% 0.44 0.87 4.56 0.09 0.10 532.281532.001 536.23 2.45 RCP -
CB-610 CB-609 0.14 45% 55070 0.68 7.78 0.72 30.94 0.013 1.40% 1 184 25.3 30 9.9 48.46 64% 0.56 1.05 10.37 0.31 0.30 521.69 1519.111 536.07 11.53 RCP -
I 1 I
I I I
CB-625 CB-609 0.32 31°7° 69% 0.76 7.78 1.88 1.88 0.013 1.00% I 28 9.4 15 5.3 6.45 29% 0.35 0.82 4.31 0.09 0.11 524.281524.001 527.57 1.79 RCP -

Cottages at Wingate
Project Number: 7516 _ Description
Original Date: 2/13/23 DB: MDP
Revision Date: N/A PM: MDP
Inlet
Location Areas Storm Runoff Pipe Sizing Calculations Pipe Input/Cover Calculations
I
Pipe Pipe Actual I Structure 1
Percent Percent Composite Inlet Combined I Pipe Actual Time I Depth Of Pipe
From Pipe 1 Dtheo Vfull Capacity d/dm Pipe Pipe Pipe I Rim. Pipe
Structure To Structure (acres) Pervious Impervios Runoff I(in/hr) Discharge Q Discharge Material n Slope(^%)1 Length (in) Size(in) (fps) Q-full Q-full(%) rado v/V-full Vpipe (min)- Time Inv.Out Inv.In 1 Elevaton Cover(Based Material Material
(%) (%) Coeff.Cc (cfs) Qpipe(cfs) (Pt) (fps) Full on Rim) Class
I O coed. (min) I(Flowline)
CB-609 CB-608 0.46 31% 69% 0.77 7.78 2.73 35.54 0.013 0.80% 1 218 29.6 30 7.5 36.64 970/o 0.88 1.15 8.58 0.49 0.42 518.91 517.171 527.57 5.81 RCP -
I I
CB-626 CB-608 0.34 31% 69% 0.76 7.78 2.01 2.01 0.013 3.00% I 29 7.9 15 9.1 11.18 18% 0.27 0.66 6.01 0.05 0.08 519.28 518.421 523.09 2.31 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 CB-606 0.24 31% 69% 0.76 7.78 1.41 41.00 0.013 1.10% I 35 29.4 30 8.7 42.93 96% 0.88 1.15 10.06 0.07 0.06 515.31 514.921 520.09 1.93 RCP -
CB-606 CB-605 0.04 35% 65% 0.74 7.78 0.24 41.24 0.013 1.25% I 28 28.8 30 9.3 45.80 90% 0.74 1.14 10.64 0.05 0.04 514.72 514.371 518.76 1.19 RCP -
CB-605 CB-604 0.01 20% 80% 0.83 7.78 0.06 41.30 0.013 2.00% 1 35 26.4 30 11.8 57.93 71% 0.62 1.07 12.63 0.05 0.05 514.17 513.47! 518.76 1.74 RCP -
CB-604 CB-603 0.02 17% 83% 0.85 7.78 0.13 41.43 0.013 2.00% 1 64 26.4 30 11.8 57.99 71% 0.62 1.07 12.64 0.09 0.08 513.27 511.9811 518.68 2.56 RCP -
CB-603 CB-602 0.10 26% 74% 0.80 7.78 0.60 42.03 0.013 2.00% 1 90 26.6 30 11.8 57.91 73% 0.62 1.07 12.62 0.13 0.12 511.78 509.991 517.45 2.82 RCP -
CB-602 CB-601 0.16 32% 68% 0.76 7.78 0.92 42.95 0.013 2.00% I 74 26.8 30 11.8 57.90 74% 0.62 1.07 12.62 0.10 0.10 509.79 508.321 515.75 3.11 RCP -
I I
DI-636 DI-635 1.99 80% 20% 0.47 5.24 4.92 4.92 0.013 0.60% I 225 14.9 15 4.1 4.99 99% 0.88 1.15 4.68 0.92 0.80 539.70 538.351 542.14 0.94 RCP -
DI-635 DI-634 0.16 100% 0% 0.35 7.78 0.42 5.35 0.013 0.70% I 388 14.9 15 4.4 5.39 99% 0.88 1.15 5.05 1.47 1.28 538.15 535.441 545.00 5.35 RCP -
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 4.50% 1 200 12.3 15 11.1 13.68 60% 0.54 0.99 11.04 0.30 0.30 531.51 522.521 536.68 3.67 RCP -
DI-632 DI-631 0.43 79% 21% 0.48 7.78 1.61 9.75 0.013 2.00% I 200 15.4 18 8.4 14.84 66% 0.58 1.05 8.81 0.40 0.38 522.27 518.271 527.19 3.13 RCP -
DI-631 DI-630 0.54 83% 17% 0.45 7.78 1.91 11.66 0.013 3.50% I 189 14.8 18 11.1 19.62 59% 0.54 0.99 10.99 0.28 0.29 518.07 511.451 522.19 2.33 RCP -
DI-630 DI-629 0.58 84% 16% 0.44 7.78 2.01 13.68 0.013 3.00% 1 220 16.2 18 10.3 18.18 75% 0.65 1.12 11.52 0.36 0.32 511.25 504.64. 517.56 4.52 RCP -
DI-629 CB-628 0.98 82% 18% 0.46 7.78 3.47 17.15 0.013 0.75% I 141 22.8 24 6.2 19.58 88% 0.70 1.14 7.10 0.38 0.33 504.14 503.081 507.89 1.44 RCP -
I I
CB-637 CB-628 0.81 40% 60% 0.71 7.78 4.45 4.45 0.013 0.50% 1 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 RG-627 0.14 37% 63% 0.73 7.78 0.77 22.37 0.013 1.64% 1 89 21.8 30 10.7 52.50 43% 0.44 0.87 9.30 0.14 0.16 502.58 501.121 512.44 7.01 RCP -
RG-627 CB-601 0.66 37% 63% 0.73 7.78 3.75 26.12 0.013 1.00% I 28 25.3 30 8.3 40.96 64% 0.56 1.05 8.76 0.06 0.05 500.92 500.641 514.31 10.54 RCP -
CB-601 FES-600 0.10 37% 63% 0.73 7.78 0.59 69.66 0.013 1.10% ! 193 35.9 36 9.9 69.98 100% 0.88 1.15 11.38 0.32 0.28 500.14 498.01! 514.30 10.76 RCP -

Cottages at Wingate-2-Year Gutter Spread Calculations
Project Number: 7516 Description
Original Date: 10/11/22 DB: MDP Gutter Spread-2-Year Storm
Revision Date: N/A PM: MDP
Intensity:I 4.00 in/hr
Proposed Lane Width: 12 ft I Proposed Gutter Width:I 2 Ift I
Inlet(from Runoff"Q" Slope Parameters Inlet Calculations Bypass Calculations
Inlet Area Runoff Sub. Total S(long) S(cross) Capacity"Qcap" Spread Spread Depth Depth Qb Sump
Storm (acres) Coeff.C K P Q P P P P P To Inlet Basin Type Condition?
Drainage) Qs(cfs) Qt(cfs) (%) (%) Qcap(cfs) Tact(ft) Tallowed(ft) Dactual(ft) Dtheo(ft) (cfs) (Column A)
O
Storm Network 100
CB-400 j 0.07 i 0.80 0.23 0.23 13.70% j 2.08% j 26 0.23 i 1.4 i 8.0 j 0.03 0.17 I 0.00 j CB-401 j Single
CB-401 I 0.14 0.81 0.45 0.45 LP 12.08% I 0.45 I 1.2 8.0 I 0.02 I 0.17 0.00 I -- I Single I *
CB-402 0.06 0.80 0.21 0.21 3.50% 2.08% j 26 0.21 1.3 8.0 I 0.03 I 0.17 0.00 CB-401 Single
CB-403 0.09 0.79 0.29 0.34 5.30% 2.08% I 30.5 0.34 1.5 8.0 0.03 0.17 I 0.00 CB-402 Single
CB-404 0.14 0.80 0.44 0.44 2.00% 2.08% j 23.5 0.44 2.0 8.0 0.04 0.17 0.00 CB-403 Single
CB-405 0.31 0.78 0.97 _ 0.97 2.00% 2.08% I 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% j 26 0.60 2.1 r 8.0 0.04 0.17 0.00 CB-403 Single
CB-407 0.19 0.80 0.61 0.61 2.50% 2.08% I 23.5 0.61 2.5 8.0 0.05 0.17 0.00 CB-406 Single
CB-408 0.10 0.80 0.31 0.31 2.50% 2.08% j 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% I 23.5 0.70 2.9 F 8.0 0.06 0.17 0.01 CB-410 Single
CB-410 0.48 0.76 1.47 1.48 2.50% 2.08% I 23.5 1.31 5.2 8.0 0.11 0.17 0.17 CB-411 Single
CB-411 0.48 0.76 1.45 1.62 3.60% 2.08% I 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% I 1.48 2.0 8.0 0.04 0.17 0.00 -- Single *
CB-501 0.29 0.75 0.86 0.86 LP 2.08% I 0.89 1.7 8.0 0.04 0.17 0.00 --� Single *
CB-502 0.15 0.75 0.46 0.46 2.00% 2.08% I 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% 2.08% I 23.5 0.46 1.9 F 8.0 0.04 0.17 0.00 CB-502 Single
CB-504 0.23 0.77 0.71 0.74 2.70% 2.08% I 23.5 0.73 2.9 8.0 0.06 0.17 0.01 CB-503 Single
CB-505 0.28 0.78 0.88� 0.88 3.00% 2.08% I 26 0.86 3.3 8.0 0.07 0.17 I 0.02� CB-504 Single
CB-506 0.28 0.77 0.85 0.85 3.00% 2.08% I 26 0.84 3.2 8.0 0.07 0.17 0.01 CB-507 Single
CB-507 0.59 I 0.71 1.68 _ 1.69 LP 2.08% I 1.69 2.0 . 8.0 0.04_ 0.17 0.00 -- Single *
CB-510 0.11 0.80 0.35 0.35 2.00% 2.08% I 23.5 0.35 1.8 8.0 0.04 0.17 0.00 CB-609 Single
CB-511 0.20 0.77 0.61 0.61 2.00% 2.08% 1 23.5 0.61 2.8 8.0 0.06 0.17 I 0.00 CB-609 Single
CB-601 0.10 0.73 0.30 0.30 2.00% 2.08% I 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% 2.08% : 23.5 0.48 I 2.1 8.0 0.04_ 0.17 _ 0.00 CB-601 Single
CB-603 0.10 0.80 0.31 0.31 2.00% 2.08% I 23.5 0.31 1.7 8.0 0.04 0.17 0.00 CB-602 Single
CB-604 I- 0.02 0.85 0.07_1 0.07 2.00% 2.08% : 23.5 0.07 1.0 8.0 0.02 0.17 0.00-ICB-603 Single
CB-605 I 0.01 0.83 0.03 0.03 1.50% 12.08% I 18 0.03 0.8 8.0 I 0.02 I 0.17 0.00 I CB-501 I Single I
CB-606 0.04 0.74 0.12 0.12 1.50% 2.08% j 18 0.15 1.4 8.0 0.03 0.17 ' 0.00 CB-507 Single
CB-607 I 0.24 I 0.76 0.72 I 0.72 2.00% 12.080/0 I 23.5 0.79 I 3.7 I 8.0 I 0.08 I 0.17 0.00 I CB-606 I Single I
CB-608 0.34 0.78 1.05 1.05 2.00% 2.08% j 23.5 1.07 _ 4.8 8.0 i 0.10 _ 0.17 0.00 CB-607 Single
CB-609 I 0.12 I 0.78 0.37 I 0.38 3.10% 12.08% I 26 1.29 I 4.7 I 8.0 I 0.10 I 0.17 0.00 I CB-608 I Single I
CB-610 0.14 0.68 0.37 0.37 5.00% 2.08% I 28.5 0.37 _ 1.5 8.0 0.03 0.17 0.00 CB-609 Single
I I I II I I I I I I 9
CB-612 I 0.01 ! 0.87 0.04 I 0.04 4.00% 12.08% I 28.5 0.04 I 0.7 I 8.0 I 0.01 I 0.17 0.00 I CB-619 I Single

Cottages at Wingate-2-Year Gutter Spread Calculations
Project Number: 7516 Description
Original Date: 10/11/22 DB: MDP Gutter Spread-2-Year Storm
Revision Date: N/A PM: MDP
Intensity:I 4.00 in/hr
Proposed Lane Width: 12 ft I Proposed Gutter Width:I 2 Ift I
Inlet(from Runoff"Q" Slope Parameters Inlet Calculations Bypass Calculations
Inlet Area Runoff Sub. Total S(long) S(cross) Capacity"Qcap" Spread Spread Depth Depth Qb Sump
Storm (acres) Coeff.C K P Q P P P P P To Inlet Basin Type Condition?
Drainage) Qs(cfs) Qt(cfs) (%) (%) Qcap(cfs) Tact(ft) Tallowed(ft) Dactual(ft) Dtheo(ft) (cfs) (Column A) (*)
CB-613 0.09 0.80 0.28 0.28 4.00% 2.080/0 I 28.5 0.28 1.5 8.0 I 0.03 0.17 0.00 CB-622 Single
CB-616 0.10 0.81 0.33 0.33 2.00% 2.08% 1 23.5 0.33 1.8 8.0 j 0.04 0.17 0.00 CB-617 Single
CB-617 0.39 0.77 1.19 1.19 LP 2.08% I 1.19 2.0 8.0 I 0.04 0.17 0.00 -- Single *
CB-618 0.85 0.77 2.60 2.60 LP 2.08% 1 2.60 I 4.9 L 8.0 0.10 _ 0.17 _ 0.00 -- Single *
CB-619 0.12 0.73 0.35 0.35 4.00% 2.08% I 28.5 0.35 1.6 8.0 0.03 0.17 0.00 CB-620 Single
CB-620 0.51 0.76 1.58 1.58 LP 2.08% 1 1.58 2.0 8.0 0.04 0.17 0.00 -- Single *
CB-621 0.55 0.77 1.70 1.70 LP 2.08% I 1.70 2.0 8.0 0.04 0.17 0.00 -- Single *
CB-622 0.12 0.61 0.28 0.29 4.00% 2.08% I 28.5 0.29 1.5 8.0 0.03 0.17 0.00 CB-621 Single
CB-624 0.48 0.76 1.48 1.48 5.00% 2.08% I 28.5 1.40 4.1 8.0 0.09 0.17 0.08 CB-625 Single
CB-625 0.32 0.76 0.97 1.04 3.10% 2.08% I 26 1.00 3.8 8.0 _ 0.08 _ 0.17 0.04 CB-626 Single
CB-626 0.34 0.76 1.03-I 1.08 2.00% 2.08% I 23.5 1.00 4.6 8.0 0.09 0.17 0.08 CB-627 Single
CB-627 0.34 0.76 1.03 1.11 2.00% 2.08% I 23.5 1.61 6.6 8.0 0.14 0.17 0.00 CB-628 Single
CB-628 0.14 0.73 0.40 0.40 2.00% 2.08% I 23.5 0.77 3.6 8.0 0.07 0.17 0.00 CB-637 Single
CB-637 0.81 0.71 2.29 2.29 LP 2.08% I 2.31 4.0 8.0 0.08 0.17 0.00 -- Single *

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-400
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.23
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.23
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.23
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.89
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.37
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.07
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 3.70 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
C 32 -r
• 2

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-401
Combination Inlet Calculations
Location = Sag Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.45
Throat Height (in) = 6.00
Grate Area (sgft) = 6.00 Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.45
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.45
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 2.62
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.16
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-
III dimensions In fcct
_______
4......
,..„
_.- ,-
20

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-402
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.21
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.21
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.21
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.86
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.34
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.95
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 3.50 Bypass Depth (in) = -0-
Gutter n-value = 0.016
„II dimensions In fcct
000....„.. .
_._ ... ...,... ,___ _,•_
032 -------
0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-403
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.34
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.34
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.34
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.00
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.48
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.88
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 5.30 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
00111
8.33
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-404
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.44
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.44
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.44
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.46
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.96
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.87
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
„II dimensions In fcct
_______
3' 1
_. 2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fed
4
—.— •i,. ,.r i-- i.,, -0,._---
242
20 221

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-406
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.60
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.60
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.60
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.51
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.05
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.70
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 3.20 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
B.3"off—

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
B3o
2.3 0.46•

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-408
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.31
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.31
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.31
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.16
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.65
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.86
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.50 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
35
/-0 2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
----.'------------ /
f)3,
-0 2D i 0.91

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
.III dimensions in fcct
044
—0 2.3 • 3.21 0—

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fed
AA
, o4,_. -
44
2.0 2.91

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in fcct
C30
2.

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in fcct
_. 2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-502
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.46
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.46
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.46
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.49
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.99
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.90
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
D 3' _r
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-503
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.46
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.46
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.46
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.39
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.88
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.25
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.70 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
3'
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
.III dimensions in fcct
0.3
2.0 0.92

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
1 \
• 2.3 129

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in fcct
C30
2.

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Oct 11 2022
CB-510
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 (sgft) = -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) = 4.30
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.80
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.71
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
„II dimensions In fcct
Pr.....
p_ ..........._,._..a,
ogrovol
1 2.0 IR

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
_________ 47, i
„b._ ii00 .„......._/0.:._....-.;
C 39
2.0 1, 0.79

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
.III dimensions in fcct
35
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
-—4111— �D 36
_• 2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-603
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.31
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.31
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.31
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.23
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.72
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.63
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
35
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-604
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.07
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.07
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.07
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.52
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 0.98
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 1.81
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
„II dimensions In fcct
ii,.
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-605
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.03
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.03
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.03
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.30
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 0.76
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 1.32
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 1.50 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
26 41111,11",.00
20

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-606
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.15
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.15
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.15
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.90
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.38
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 1.97
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 1.50 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
33 -r
• 2.'

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
.III dimensions in feet
41

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
43
r„... ....•--...-
1 2.0 2 81

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fed
A. _______________________
—11— 00 i 0:------------
.A3
2. 2'1

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-610
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.37
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.37
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.37
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.06
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.54
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.88
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 5.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
34
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-612
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.04
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.04
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.04
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.25
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 0.70
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.04
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 4.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
0.27 6��
20

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-613
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.28
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.28
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.28
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.97
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.45
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.33
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 4.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
8.33
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-616
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.33
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.33
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.33
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.27
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.76
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.67
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
0.36 iid1
00j.
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
III dimensions In fcct
—0—
3 3'
2.0 1

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in feet
0 44
2. 2.9

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
_._ 10e„,...... .--
,.. ------
,3.4
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in fcct
C30
2.

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in fcct
C30
2.

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 12 2022
CB-622
Combination Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 3.00 Q (cfs) = 0.29
Throat Height (in) = 6.00
Grate Area (sgft) = -0- Highlighted
Grate Width (ft) = 2.00 Q Total (cfs) = 0.29
Grate Length (ft) = 3.00 Q Capt (cfs) = 0.29
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 3.99
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.47
Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.36
Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0-
Gutter Slope (%) = 4.00 Bypass Depth (in) = -0-
Gutter n-value = 0.016
.III dimensions in fcct
2.0

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fed
—
-----'--------- /' \
42 \
/r-
• 2.3 2.1 .—

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
.III dimensions in fed
51 \
• 2 1.75 6-

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
„II dimensions In fcct
1411
A3
2.0 2 56

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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 fed
0.47 �'
.doo
2.0 4.63 ►—

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = -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
.III dimensions in fcct
—0— ,a5000101;0000.0.000000.1.1
41
• 2 1.58 0—

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®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 (sgft) = 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-
.III dimensions in feet
D.42

The Cottages at Wingate Phase 2 7516-C-NC
Stormwater Management Report June 7,2022
Appendix D
Erosion Control Calculations (Temporary sediment basins)
Rip Rap Calculations
Temporary Ditch Calculations
Swale Calculations

SEDIMENT BASIN H EAGLE ENGINEERING
Project The Cottages at Wingate-Phase 2 Client Dream Finder Homes
Project# 7516 Date 5/24/2023 2013A Van Buren Ave.
Designation SB-H PH-1 Designer MDP Indian Trail,NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area 19.71 Acres 858,669 Square Feet
Total Disturbed Area 12.22 Acres 532,512 Square Feet
C 0.50
Tc 5 Minutes Contour Area Volume Net Volume
Ilo 7.77 Inches per Hour 498 31,106 0 0
Qlo 76.58 CFS 499 33,933 32,520 32,520
500 36,803 35,368 67,888
Required Volume 22,005 Cubic Feet (1800 CF*DA) 501 39,714 38,259 106,146
Required Surface Area 33,313 Square Feet (435 SF*Q10) 502 42,676 41,195 147,341
— 503 45,749 44,213 191,554
Provided Volume 191,554 Cubic Feet OK 504 48,855 47,302 238,856
Provided Surface Area 45,749 Square Feet OK 505 52,026 50,441 289,296
Length 305 Feet Minimum Spillway Design
Width 85 Feet Clio 76.58 CFS
H 1 Feet
Spillway Elevation 504 —*BLOCK RISER WEIR to EL:503.0 IC 3.367
Surface Area at Spillway 45,749 L 22.74 Feet
Top of Berm Elevation 505
Spillway&Skimmer Design
Spillway Length 30 Feet OK Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 3 Inches
Weir Coefficient 3.367 *Cipoletti Weir Orifice Radius 1.3 Inches
Max Flow 101.0 CFS I OK I Orifice Diamter 2.6 Inches
EAGLE,ENGINEERING,INC.
2013 VAN BUREN AVENUE,STE A
INDIAN TRAIL,NORTH CAROLINA 28079

SKIMMER SEDIMENT BASIN I EAGLE ENGINEERING
Project The Cottages at Wingate-Phase 2 Client Dream Finder Homes
Project# 7516 Date 5/24/2023 2013A Van Buren Ave.
Designation SSB-I PH-1 Designer MDP Indian Trail,NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area 9.90 Acres 431,128 Square Feet
Total Disturbed Area 7.71 Acres 335,891 Square Feet
C 0.50
Tc 5 Minutes Contour Area Volume Net Volume
Ilo 7.77 Inches per Hour 516 11,530 0 0
Qlo 38.45 CFS 517 13,043 12,287 12,287
518 14,613 13,828 26,115
Required Volume 13,880 Cubic Feet (1800 CF*DA) 518.5 15,426 7,510 33,624
Required Surface Area 12,497 Square Feet (325 SF*Q10) 519 16,239 7,916 41,541
519.5 17,081 8,330 49,870
Provided Volume 33,624 Cubic Feet OK 520 17,922 8,751 58,621
Provided Surface Area 15,426 Square Feet OK
Length 180 Feet Minimum Spillway Design
Width 75 Feet Clio 38.45 CFS
H 1.5 Feet
Spillway Elevation 518.5 C 3.367
Surface Area at Spillway 15,426 L 6.22 Feet
Top of Berm Elevation 520
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
Max Flow 61.9 CFS I OK I Orifice Diamter 2.2 Inches
EAGLE,ENGINEERING,INC.
2013 VAN BUREN AVENUE,STE A
INDIAN TRAIL,NORTH CAROLINA 28079

EAGLE ENGINEERING
piot.4d1=1
Project The Cottages at Wingate-Phase 2 Client Dream Finder Homes
Project# 7516 Date 5/24/2023 2013A Van Buren Ave.
Designation SB-H PH-2 Designer MDP Indian Trail,NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area 22.85 Acres 995,375 Square Feet
Total Disturbed Area 22.20 Acres 967,034 Square Feet
C 0.50
Tc 5 Minutes Contour Area Volume Net Volume
Ilo 7.77 Inches per Hour 498 27,850 0 0
Qlo 87.89 CFS 499 30,085 28,968 28,968
500 32,431 31,258 60,226
Required Volume 39,960 Cubic Feet (1800 CF*DA) 501 34,880 33,656 93,881
Required Surface Area 38,231 Square Feet (435 SF*Q10) 502 37,424 36,152 130,033
— 503 40,035 38,730 168,763
Provided Volume 168,763 Cubic Feet OK 504 42,702 41,369 210,131
Provided Surface Area 40,035 Square Feet OK 505 45,425 44,064 254,195
Length 265 Feet Minimum Spillway Design
Width 85 Feet Clio 87.89 CFS
H 1 Feet
Spillway Elevation 504 —*BLOCK RISER WEIR to EL:503.0 IC 3.367
Surface Area at Spillway 42,702 L 26.10 Feet
Top of Berm Elevation 505
Spillway&Skimmer Design
Spillway Length 30 Feet OK Days to Drain 5 Days
Head over Spillway 1 Feet Skimmer Size 3 Inches
Weir Coefficient 3.367 *Cipoletti Weir Orifice Radius 1.4 Inches
Max Flow 101.0 CFS I OK I Orifice Diamter 2.7 Inches
EAGLE,ENGINEERING,INC.
2013 VAN BUREN AVENUE,STE A
INDIAN TRAIL,NORTH CAROLINA 28079

SKIMMER SEDIMENT BASIN I EAGLE ENGINEERING
Project The Cottages at Wingate-Phase 2 Client Dream Finder Homes -
Project# 7516 Date 5/24/2023 2013A Van Buren Ave.
Designation SB-I PH-2 Designer MDP Indian Trail,NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area 0.68 Acres 29,748 Square Feet
Total Disturbed Area 0.68 Acres 29,748 Square Feet
C 0.50
Tc 5 Minutes Contour Area Volume Net Volume
Ilo 7.77 Inches per Hour 516 11,530 0 0
Qlo 2.63 CFS 517 13,043 12,287 12,287
518 14,613 13,828 26,115
Required Volume 1,229 Cubic Feet (1800 CF*DA) 518.5 15,426 7,510 33,624
Required Surface Area 854 Square Feet (325 SF*Q10) 519 16,239 7,916 41,541
519.5 17,081 8,330 49,871
Provided Volume 33,624 Cubic Feet OK 520 17,922 8,751 58,621
Provided Surface Area 15,426 Square Feet OK
Length 265 Minimum Spillway Design
Width 85 Feet Clio 2.63 CFS
H 1.5 Feet
Spillway Elevation 518.5 C 3.367
Surface Area at Spillway 15,426 L 0.42 Feet
Top of Berm Elevation 520
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
Max Flow 61.9 CFS I OK I Orifice Diamter 2.2 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. d50 (6"min.)= 10 in.
Q10= 27.48 cfs dmax= 15 in.
3D0= 7.5 ft. th= 23 in.
La = 16 ft.
W= 18.50 ft.
Outlet W = Do + La _�- ';t i'i :III';a
90 +
pipe j i I':. ;. i ! I l: * r
diameter Do I, 1'
La —� 80 4 fi;jd[I1iiiit
7 i lwa ter 0.5Do • I.1 - : • i V111IIt i
. 7C t1 111 .!i riddi•
toy` I , I =lr►;%ro�IllAye li•,II it
Q i { i!! 1IIII II I,t.I IIImo, ••i •VIIIIII
o`�P 60 I •pI r.am�r r Iu
gar i II' I _ 1.. I I ewti 11{I�it d Iinn �I
N.,.e i •
�I I' 1 _`11 ".•4I 1 illliiiiII:;i'I,^ n/y • IIIII1I�111
vtn I F i • IF `''AGIfEriu. 1r ',Oill11 1111111 ,
\�‘tn 5q I I ;1-- - idf. llt o 1 •i:iii lliiiiiililiil l
�'�I itL tlel g 'NT$: MITI�iD
4 _'-- _ - - .9 - 4' ' i, If tl IIII;Il11�I op 1a�I 4
I
1. • I `!'II f II t �0 i 1 11 11111111 Mid =iII/01111 IP
i;
30 1 '.•%�' •� itl�.tl I1 II 111111 illl.{vll;'i
II s . ' 111 1 1 III Ir IP'"AI'I iiG
►� rJ m,11 :d1
•• .. ;M; �' �i_3 1111 /IIIII ,,��,Ill..l ,
III adifi, . ■ • ■ IIII'im;:rA{I1�11�1ii
20 t' II►Niii 111,(IIL!II
_i101■� 1 �� �i lil�{WillOol f1•I! IIiIX IIilii�,°r���:�,,r 3
to :RE.�_.� N.. 1 ' ll � ���ilif�l.!p' r °��I
' "" �� III.-
` wi{Utr.c. ..IIIri1S. 1 F
�'uui„ F II' r
Il ii A
I .' ■ �� , 1. ,II!lllilll IIIII'• 'all N
. . I_ F - r• III I - �!I I�ul� if'•:r'II ill' II II
l a , 1II1 �04 I i,i 111;ii ai 11 ril II
a.
I i ..'.Ti'
.�y: �' •!: rIr 11{I!il■i111911i1111111111 11111 a
r I ,I;- lfelm SI i 1 III
�I 111 I jIG 7, �c=�,��Iin 1i i II i llln I11111111111 1r
1111111 :,i. I_ I �r r =i� �iiI11III l�II l� iEiiillilllllilllll
�li�Illw■■u _-i :fr-- .ar.�N�itl!!!!!■■llnllln11lulll@li11111111!11!!!1 1 v
i!I :"• 1 v`_io'a ilt�' IIIII III Mt.; ii
=: i 1: __...��„low—
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwator condition(Tw<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.)= 8 in.
Q10= 18.73 cfs dmax= 12 in.
3D0= 6 ft. th= 18 in.
La = 16 ft.
W= 18.00 ft.
3 o Ilw
Outlet —t--_ W = Do + La -- -
pipe 800.5Dp f 111111111
'I, i'I�h��l
I 111 i�i{
!iiirii1; . i
�al`'tl ,i t' , i iVi r r iii
Qcon I I I _I _r.IIIIII ..,.!o ll' IitIiai,ll
•ir 60 I I.I 'l I - �.. i I a'L i• lid ill:11� III
N,0 II, I,I I, ,_ wI, I��iliill�l:Ile '� • I!1'll
to I : I: F i I . •• .411liu. CI, a rail 11 rill 1111 11
�\��0J 51 i' :: _' IllI 1 ._.r i�/ !`air, • 101111111111u11IIIII
i,� ill ,. 11 a..0 Iltlll it 11
Ll I.I. I 1 ?t,06,411201�'' e ?► . g Il'll l lil II� ,"'
4 i., 4 : LI d I I11111II i�1.,1 / 4
e�
-� ---
I Imo ■ iiii dilillifill 3i ---- ,I ,u I . . 1 1 11111 IIPAR i(
all 4�ice' I: ul i n� Irim•11f�!II{il
20 .1
_ 1 ; '19" loo/. 1.10 lli 3����� IIII °111 mill Ally;
__ I iiiithI
Ill •"� i110r= _ 1u IIilHI-� P'! &1. . ''%ie 0 '.
_.l li 1 ., II I — _ - I Ir ,Ill;„ ;i1,1-41,:ai- _ I ! it A11,E+/i /i %I} ._ • IIf ,I11 it1/;111` 1I
0 _ • i4-.__ ; —_ ♦ _1.1„,,,Ailir
. I� J 16.11,ci�ilnil • 111 2 N
1 4!�—i 1�'-!f' i il�ill{In11r�''i:ri16 ', inI i j i- i Il r ii�a . i t` ! n-� ' 1: r mit �I I h�1 s>�� i�� �ii�i ,1.}a,���ifii!iiliiliii�MU P4111111111iillIV
y ■ rill mI�1n1 ■- II II in_
�1 )' IaajlGl' ,p,��a=/�� i 1� i�� lll Ill�iiiliil it
I :i._ y=pa..; i ;,::.1.1■�.���.p�° ��r�#s=:��1l� 11 IIIII�III1IIII ii 1C.
_- I ,... - , . ‘..6- a.: ..il■N�s11 r.�I 1sl�ii 11111i 1. IInl , I . un.a , _!el/a_.a...mrr-M- } . . P { i, m I. II •1-� I.
V 10 e► _ ___ . ___I _1
v.8( I I •
: . ' .1. .1 H ,
I.. :jIi' i I i lli I ; ; '`1 i ; 0
3 5 10 0 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwator condition(Ty,<0.5 diameter).
Page 2 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 2
Structure: FES-600
NCDENR Erosion and Sediment Control Planning and Design Manual
Do= 36 in. d50 (6"min.)= 10 in.
Clio= 69.66 cfs dmax= 15 in.
3D0= 9 ft. th= 23 in.
La = 24 ft.
W= 27.00 ft.
3 o i ...1T-
Outlet W = Do + La _�_ ';it I'i !II :Ill
90 1
PIPe l i I :. i ;. i I I: .� 1
diameter (Do) f:�I I !I i • �{
iiii7 i lwater 0.5Do : I - • i. I ..111 it Il,1
�a1� '.. l 1
toy I i I .;;44:111 11 !1 II
Q 1 { i N II y,tN!I' :di! •0i.
•VIIIIII
O'l P 60 1 , •i1'i4 II!Ip1 r *J Ill
gar i 11, j _ I..--- • I I o'L 11 11'it r I n
en . , . _ . I Ir t'a 1 l
f 'I' li i I - _ -[- ' 1 +�111111''d 4 IIIIIh I v0 I ��Iill! aft „Mill.1 1111 1
��``� 5q II '-i i�'rr Pt.' I 11n/1111111111111111 Iii
�; 1. ,i Ie g, iiiii Ihill!!!��ill4 '-- - - - Ill ,I -i 4' IIIid dI tl lllllill1>A .,l! 4
it I- 1 S' ! i , 1
I . 11111
1I1Ii i;!111I�
_ il1 Z:I! ,. : . 11 .i iifik h
30 •� i • • 1 II 111111/IL1V.•a
s '% r� mI n I im•- i�l II�1
I - '—- -- :l�� am:::%%1'! . I 11 i;TRIP'
l•1�I ICI1I�•:dI
20 — .--lira—'�"i/ 0::III.II�IIIII 'i1111'14141IIi�Aii;:
10 i� /l►/i/..IN N!/{II, I ■I ■ IIII1w•Ni) 111 uL., 3
..;ijr _ jilts' Il,�■7l uu jpn r�ry��,,n�/�,��j��ar
10 1111E1,010-
' ! Illiill II , ltol ll!I`�'l��' f7i{ fr iv�
I1 ii j Illi aial1..l; 1.i61, d I
���• �j• � ILJI it+f�1/;11• I
0 i I ' { •- • — I .4�L11 ,1►•.1a�+9,141i ►ill111:i1a III 2 •N
10111 I-- . - .' . rill , 1'1 jI i. a ld r i•i it II III11 II
;i ( li�i ,�� 4 1;41 .'i,Iyl:I it 1i Iii u
AI al'dIII.ii■d1191r.1111111111 I11I1 d
t 1 a V •-. y • ,0 ,"iir rill' SI 11 1111111111111II
j l a it `1 Iii P,_� . liil lI I HI! 111nl111111111III • CC
Mil =Zo .lair►". I;..u.l"�. timis=isii11��11IiIll I�a l:i llllllllllulllill
1 _ ... - , . _.r 6 ... :r1 .4., 1 ., ;a�/. _ l U!!!ulll!i!I!lII�IUfIIIINI11111111111ll!!!1 1 v
;,!Ili;I v` 1"".a '/ " I '111111 8 RIII::; II:
3 5 10 20 50 100 200 500 1000
Discharge(ft3,sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwator condition(Tw<0.5 diameter).
Page 3 Rip Rap Apron

Rip Rap Apron Design
Project: Cottages at Wingate - Phase 2
Structure: FES-B1
NCDENR Erosion and Sediment Control Planning and Design Manual
Do= 36 in. d50 (6"min.)= 8 in.
Q10= 40.5 cfs dmax= 12 in.
3D0= 9 ft. th= 18 in.
La = 20 ft.
W= 23.00 ft.
3 0 i :.1Fr
•
Outlet W = Do + La t i'i a, 1.a•
90 +
pipe j i I':. ;. I , I l: *.1
diameter (Do) :�1 I. i I .•Ai
• d ii l,I
La —� 80 I 4 f� iji,ll[I►'
iiii7 i lwater O.5Do . . I /ii('.."MI
70 , 111 .�iiir;1ji
�a1 '..ni%r �
con` , I !!IIIIIII
I . i ► i III Ii I,til�IIp! ; . III
.•11 it
O�P 60 , •p'pi ICIp�r ��J lu
lr 1 I 1;i, - 11, I _ i..-- - t.'L 11 it it Ip t q) IN ill
�gt\0 f 'III`1 I. i - - -- -1- •• I. 'jPiiIlilr it"'\ aiI • '_I`I'.�I
5 :I I, • .w1118,\r- roil ii 1 1111 1
• 1�; . I ■ I! r.il 1111111 111 11
\n\ __ • ., �I I I .j'' Ih i ' � ,�' � l �i I '11111�1111111�1�11� �11
- - l- Li Ili it j i •I -i I. : jaie,� ,, g,, INPUT: NIP 111
4 -- ' I:1 • 1 -" s • .4 A. I I d al alit tit:,r�r1 4
i._ I, ,, ! ill III �°A lii in,
7 � !! II
I
il•_ _ I -i_!_-_ !"` ``,I rII1 f '' - - A . I ii 1Ii .. Aril,, .1
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Ili
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I= -it-- .'II
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i 1 - •. . i ram/"... ► d.1iw/•I•a—� ii�11119ii1I11111W1111111111i111l; 1
_.._ v=io ;a IMIii Diu Mil.:; I
3 5 10 20 50 100 200 500 1000
Disc large(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwator condition(Tw<0.5 diameter).
Page 4 Rip Rap Apron

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 5 2022
TEMP. DITCH Al
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.33
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 5.790
Total Depth (ft) = 1.00 Area (sqft) = 0.99
Invert Elev (ft) = 520.00 Velocity (ft/s) = 5.87
Slope (%) = 10.00 Wetted Perim (ft) = 4.09
N-Value = 0.030 Crit Depth, Yc (ft) = 0.50
Top Width (ft) = 3.98
Calculations EGL (ft) = 0.87
Compute by: Known Q
Known Q (cfs) = 5.79
Elev (ft) Section Depth (ft)
522.00 2.00
521.50 1.50
•
521.00 - 1.00
: : \
' 0.50
v —
0.00
519.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

2/15/23,9:08 AM E CM DS 7.0
NORTH North American G teen
NORTHAMERI AN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
w w wnagreen.com
ECM D Sv7.0
ANALYSIS CO M F JTATIO N3
>>>>View Computation
Inputs
Channel D'scharge(Q): 5 .79 cfs
Peak Flow Period(H) h ours
Channel Slope(S0): 0 .1 ft/ft
Bottom Width(B): 2 ft
Left Side Slope(ZL): 3 (H:V)
Right Side Slope(ZR): 3 (H:V)
Existing Channel Bend: N o
Bend Coefficient(Kb): 1
Channel Bend Radius:
Retardance Class of Vegetation:C 6-12 in
Vegetation Type: M x(Sod and Bunch)
Vegetation eisity: G od 65-79%
Soil Type: S ilt Loam(SM)
Channel Lining 0{lions
C125 Protection Type T emporary
B asic R dationships
A=Cross sectional area,ft2(m 4=(B*D)+(ZL/2*D2)+(ZR/2*D2)
Where:
B=Base w dth of channel,ft(m)
D=Flow depth,ft(m)
ZL=Left side bank slope(H:1 V)
ZR=Right side bank slope(H: 1 V)
P=Wetted perimeter,ft(m)=B+ZL*D+ZR*D
R=Hydraulic radius,ft(m)=A/P
V=Flow velocity,ft/s(m/s)=Q/A
Where:
Q=Channel discharge,cfs(cros)
Taua Average bed shear stress,psf(Pa)=62.4*R*SO
Where:
SO=G radient of channel,ft/ft(m/m)
Tauo=Maximum bed shear stress,psf(Pa)=62.4*D*So
U nvegetated Conditions Computations:
n=Manning's n=a*Tauab
and(iteratively solved).
n=1.486/Q*A*R(2/3)So°5
Where:
n=M aining's n
a=Product specific coefficient from performance testing
b=Product specific coefficient from performance testing
SFr=Product factor of safety=Taur/Tauo
Where:
TauT=Permissible shear stress from testing,psf(Pa)
Taur=In place permissible shear,psf(Pa)=Taur/alpha*(Taus+alpha/4.3)
Where:
alpha=unit conversion constant,0.14 English,6.5 Metric
Taus=Permissible shear stress of soil
SFL=Factor of safety of installed liner=Taup/Taua
V egetated Computations:
n=Manning's n=alpha*Cn*Taua-0.4
https://ecm ct;.com 43roject/155248/channel-analysis/239751/calculations 1/2

2/15/23,9:08 AM E CM DS 7.0
and(iteratively solved).
n=1.486/Q*A*R(2/3)So°s
Where:
alpha=Unit conversion constant,0.213 English,1.0 M dric
Cn=Vegetation retardance coefficient
SFr=Product factor of safety=TauTv/Tauo
Where:
Tauw=Permissible shear stress from testing,psf(Pa)
Taup=In place permissible shear,psf(Pa)=Taus/(1-CFTRM)*(n/ns)2
Where:
CFTRM=Coefficient of TRM performance derived from testing Taus=Permissible shear stress of soil
ns=Manning's of soil bed if left unprotected
SFL=Factor of safety of installed liner=Taup/Tan,
C125
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase M nnings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
C125 0.031 0 .33 ft 0 .98 ft2 4 .08 ft 0 .24 ft 5 .87 ft/s 2 .11 2 .05 Ibs/ft2 1 .12(SFP)
Unvegetated
Underlying 0.031 0 .33 ft 0 .98 ft2 4 .08 ft 0 .24 ft 5 .87 ft/s 2 .11 1 .5 Ibs/ft2 1 .12(SFL)
Substrate
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase M nnings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
Unreinforced 0.038 0 .37 ft 1 .15 ft2 4 .33 ft 0 .26 ft 5 .05 ft/s 1 .75 2 .3 Ibs/ft2 1 .74(SFL)
Vegetation
Underlying 0.038 0 .37 ft 1 .15 ft2 4 .33 ft 0 .26 ft 5 .05 ft/s 1 .75 1 .65 Ibs/ft2 0 .97(SFL)
Substrate
https://ecm ct;.com 4Droject/155248/channel-analysis/239751/calculations 2/2

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday, Feb 3 2023
TEMP. DITCH A2
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.38
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 4.240
Total Depth (ft) = 1.00 Area (sqft) = 1.19
Invert Elev (ft) = 504.00 Velocity (ft/s) = 3.55
Slope (%) = 3.00 Wetted Perim (ft) = 4.40
N-Value = 0.030 Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 4.28
Calculations EGL (ft) = 0.58
Compute by: Known Q
Known Q (cfs) = 4.24
Elev (ft) Section Depth (ft)
506.00 I 2.00
505.50 1.50
505.00 - 1.00
504.50 0 0.50
504.00 0.00
503.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

2/15/23,9:09 AM E CM DS 7.0
NORTH North American G teen
NORTHAMERI AN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
w w wnagreen.com
ECM D Sv7.0
ANALYSIS CO M F JTATIO N3
>>>>View Computation
Inputs
Channel D'scharge(Q): 4 .24 cfs
Peak Flow Period(H) h ours
Channel Slope(S0): 0 .03 ft/ft
Bottom Width(B): 2 ft
Left Side Slope(ZL): 3 (H:V)
Right Side Slope(ZR): 3 (H:V)
Existing Channel Bend: N o
Bend Coefficient(Kb): 1
Channel Bend Radius:
Retardance Class of Vegetation:C 6-12 in
Vegetation Type: M x(Sod and Bunch)
Vegetation eisity: G od 65-79%
Soil Type: S ilt Loam(SM)
Channel Lining 0{lions
S75 Protection Type T emporary
B asic R dationships
A=Cross sectional area,ft2(m 4=(B*D)+(ZL/2*D2)+(ZR/2*D2)
Where:
B=Base w dth of channel,ft(m)
D=Flow depth,ft(m)
ZL=Left side bank slope(H:1 V)
ZR=Right side bank slope(H: 1 V)
P=Wetted perimeter,ft(m)=B+ZL*D+ZR*D
R=Hydraulic radius,ft(m)=A/P
V=Flow velocity,ft/s(m/s)=Q/A
Where:
Q=Channel discharge,cfs(cros)
Taua Average bed shear stress,psf(Pa)=62.4*R*SO
Where:
SO=G radient of channel,ft/ft(m/m)
Tauo=Maximum bed shear stress,psf(Pa)=62.4*D*So
U nvegetated Conditions Computations:
n=Manning's n=a*Tauab
and(iteratively solved).
n=1.486/Q*A*R(2/3)So°5
Where:
n=M aining's n
a=Product specific coefficient from performance testing
b=Product specific coefficient from performance testing
SFr=Product factor of safety=Taur/Tauo
Where:
TauT=Permissible shear stress from testing,psf(Pa)
Taur=In place permissible shear,psf(Pa)=Taur/alpha*(Taus+alpha/4.3)
Where:
alpha=unit conversion constant,0.14 English,6.5 Metric
Taus=Permissible shear stress of soil
SFL=Factor of safety of installed liner=Taup/Taua
V egetated Computations:
n=Manning's n=alpha*Cn*Taua-0.4
https://ecm ct;.com 4Droject/155248/channel-analysis/239753/calculations 1/2

2/15/23,9:09 AM E CM DS 7.0
and(iteratively solved).
n=1.486/Q*A*R(2/3)So5
Where:
alpha=Unit conversion constant,0.213 English,1.0 M dric
Cn=Vegetation retardance coefficient
SFr=Product factor of safety=TauTv/Tauo
Where:
Tauw=Permissible shear stress from testing,psf(Pa)
Taup=In place permissible shear,psf(Pa)=Taus/(1-CFTRM)*(n/ns)2
Where:
CFTRM=Coefficient of TRM performance derived from testing Taus=Permissible shear stress of soil
ns=M wining's of soil bed if left unprotected
SR=Factor of safety of installed liner=Taup/Tau.
S75
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase M nnings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
S75 Unvegetated 0 .033 0 .4 ft 1 .26 ft2 4 .5 ft 0 .28 ft 3 .37 ft/s 1 .12 0 .74 Ibs/ft2 2 .16(SFP)
Underlying 0.033 0 .4 ft 1 .26 ft2 4 .5 ft 0 .28 ft 3 .37 ft/s 1 .12 0 .52 Ibs/ft2 2 .24(SFL)
Substrate
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase M nnings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
Unreinforced 0.056 0 .52 ft 1 .84 ft2 5 .28 ft 0 .35 ft 2 .3 ft/s 0 .69 0 .97 Ibs/ft2 4 .12(SFL)
Vegetation
Underlying 0.056 0 .52 ft 1 .84 ft2 5 .28 ft 0 .35 ft 2 .3 ft/s 0 .69 0 .65 Ibs/ft2 5 .16(SFL)
Substrate
https://ecm ct;.com 43roject/155248/channel-analysis/239753/calculations 2/2

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 5 2022
TEMP. DITCH A3
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.61
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 9.090
Total Depth (ft) = 1.00 Area (sqft) = 2.34
Invert Elev (ft) = 504.00 Velocity (ft/s) = 3.89
Slope (%) = 2.20 Wetted Perim (ft) = 5.86
N-Value = 0.030 Crit Depth, Yc (ft) = 0.64
Top Width (ft) = 5.66
Calculations EGL (ft) = 0.85
Compute by: Known Q
Known Q (cfs) = 9.09
Elev (ft) Section Depth (ft)
506.00 2.00
505.50 1.50
•
505.00 - 1.00
. ____\
v /
504.50 0.50
504.00 0.00
503.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

2/15/23,9:11 AM E CM DS 7.0
NORTH North American G teen
NORTHAMERI AN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
w w wnagreen.com
ECM D Sv7.0
ANALYSIS CO M F JTATIO N3
>>>>View Computation
Inputs
Channel D'scharge(Q): 9 .09 cfs
Peak Flow Period(H) h ours
Channel Slope(S0): 0 .022 ft/ft
Bottom Width(B): 2 ft
Left Side Slope(ZL): 3 (H:V)
Right Side Slope(ZR): 3 (H:V)
Existing Channel Bend: N o
Bend Coefficient(Kb): 1
Channel Bend Radius:
Retardance Class of Vegetation:C 6-12 in
Vegetation Type: M x(Sod and Bunch)
Vegetation eisity: G od 65-79%
Soil Type: S ilt Loam(SM)
Channel Lining 0{lions
S75 Protection Type T emporary
B asic R dationships
A=Cross sectional area,ft2(m 4=(B*D)+(ZL/2*D2)+(ZR/2*D2)
Where:
B=Base w dth of channel,ft(m)
D=Flow depth,ft(m)
ZL=Left side bank slope(H:1 V)
ZR=Right side bank slope(H: 1 V)
P=Wetted perimeter,ft(m)=B+ZL*D+ZR*D
R=Hydraulic radius,ft(m)=A/P
V=Flow velocity,ft/s(m/s)=Q/A
Where:
Q=Channel discharge,cfs(cros)
Taua Average bed shear stress,psf(Pa)=62.4*R*SO
Where:
SO=G radient of channel,ft/ft(m/m)
Tauo=Maximum bed shear stress,psf(Pa)=62.4*D*So
U nvegetated Conditions Computations:
n=Manning's n=a*Tauab
and(iteratively solved).
n=1.486/Q*A*R(2/3)So°5
Where:
n=M aining's n
a=Product specific coefficient from performance testing
b=Product specific coefficient from performance testing
SFr=Product factor of safety=Taur/Tauo
Where:
TauT=Permissible shear stress from testing,psf(Pa)
Taur=In place permissible shear,psf(Pa)=Taur/alpha*(Taus+alpha/4.3)
Where:
alpha=unit conversion constant,0.14 English,6.5 Metric
Taus=Permissible shear stress of soil
SFL=Factor of safety of installed liner=Taup/Taua
V egetated Computations:
n=Manning's n=alpha*Cn*Taua-0.4
https://ecm ct;.com 4Droject/155248/channel-analysis/239754/calculations 1/2

2/15/23,9:11 AM E CM DS 7.0
and(iteratively solved).
n=1.486/Q*A*R(2/3)So5
Where:
alpha=Unit conversion constant,0.213 English,1.0 M dric
Cn=Vegetation retardance coefficient
SFr=Product factor of safety=TauTv/Tauo
Where:
Tauw=Permissible shear stress from testing,psf(Pa)
Taup=In place permissible shear,psf(Pa)=Taus/(1-CFTRM)*(n/ns)2
Where:
CFTRM=Coefficient of TRM performance derived from testing Taus=Permissible shear stress of soil
ns=Manning's of soil bed if left unprotected
SFL=Factor of safety of installed liner=Taup/Tau,
S75
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase M nnings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
S75 Unvegetated 0 .032 0 .63 ft 2 .43 ft2 5 .96 ft 0 .41 ft 3 .74 ft/s 1 .03 0 .86 Ibs/ft2 1 .86(SFP)
Underlying 0.032 0 .63 ft 2 .43 ft2 5 .96 ft 0 .41 ft 3 .74 ft/s 1 .03 0 .56 Ibs/ft2 2 .09(SFL)
Substrate
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase M nnings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
Unreinforced 0.054 0 .81 ft 3 .56 ft2 7 .09 ft 0 .5 ft 2 .56 ft/s 0 .64 1 .11 Ibs/ft2 3 .62(SFL)
Vegetation
Underlying 0.054 0 .81 ft 3 .56 ft2 7 .09 ft 0 .5 ft 2 .56 ft/s 0 .64 0 .69 Ibs/ft2 4 .7(SFL)
Substrate
https://ecm ct;.com 43roject/155248/channel-analysis/239754/calculations 2/2

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,May 24 2023
SWALE A-A
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.30
Side Slopes (z:1) = 5.00, 2.00 Q (cfs) = 1.610
Total Depth (ft) = 1.00 Area (sqft) = 0.91
Invert Elev (ft) = 542.00 I Velocity (ft/sl = 1.76
Slope (%) = 1.00 Wetted Perim (ft) = 4.20
N-Value = 0.030 Crit Depth, Yc (ft) = 0.24
Top Width (ft) = 4.10
Calculations EGL (ft) = 0.35
Compute by: Known Q
Known Q (cfs) = 1.61
VELOCITY<4.5 USE GRASS-LEGUME MIXTURE
Elev (ft) Section Depth (ft)
544.00 2.00
543.50 1.50
543.00 — 1.00
542.50 /
0.50
542.00 0.00
541.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,May 24 2023
SWALE B-B
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.48
Side Slopes (z:1) = 5.00, 3.00 Q (cfs) = 6.990
Total Depth (ft) = 1.00 Area (sqft) = 1.88
Invert Elev (ft) = 542.00 I Velocity (ft/s) = 3.71 I
Slope (%) = 2.70 Wetted Perim (ft) = 5.97
N-Value = 0.030 Crit Depth, Yc (ft) = 0.52
Top Width (ft) = 5.84
Calculations EGL (ft) = 0.69
Compute by: Known Q
Known Q (cfs) = 6.99
VELOCITY<4.5 USE GRASS-LEGUME MIXTURE
Elev (ft) Section Depth (ft)
544.00 2.00
543.50 1.50
543.00 1.00
542.50 0 0.50
542.00 0.00
541.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,May 24 2023
SWALE C-C
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.37
Side Slopes (z:1) = 5.00, 5.00 Q (cfs) = 5.030
Total Depth (ft) = 1.00 Area (sqft) = 1.42
Invert Elev (ft) = 542.00 I Velocity (ft/s) = 3.53
Slope (%) = 3.50 Wetted Perim (ft) = 5.77
N-Value = 0.030 Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 5.70
Calculations EGL (ft) = 0.56
Compute by: Known Q
Known Q (cfs) = 5.03
VELOCITY<4.5 USE GRASS-LEGUME MIXTURE
Elev (ft) Section Depth (ft)
544.00 2.00
543.50 1.50
543.00 - 1.00
542.50 - / 0.50
542.00 0.00
541.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,May 24 2023
SWALE D-D
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.42
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 5.070
Total Depth (ft) = 1.00 Area (sqft) = 1.37
Invert Elev (ft) = 542.00 I Velocity (ft/s) = 3.70
Slope (%) = 3.00 Wetted Perim (ft) = 4.66
N-Value = 0.030 Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 4.52
Calculations EGL (ft) = 0.63
Compute by: Known Q
Known Q (cfs) = 5.07
VELOCITY<4.5 USE GRASS-LEGUME MIXTURE
Elev (ft) Section Depth (ft)
544.00 2.00
543.50 1.50
543.00 — — 1.00
542.50 0 0.50
542.00 0.00
541.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

8
Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical Soil Grass Lining Permissible Velocity3
Channel Slope Characteristics2 for Established Grass
Application Lining (ft/sec)
0-5% Easily Erodible Bermudagrass 5.0
Non-plastic Tall fescue 4.5
(Sands & Silts) Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Erosion Resistant Bermudagrass 6.0
Plastic Tall fescue 5.5
(Clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5
5-10% Easily Erodible Bermudagrass 4.5
Non-plastic Tall fescue 4.0
(Sands & Silts) Bahiagrass 4.0
Kentucky bluegrass 4.0
Grass-legume mixture 3.0
Erosion Resistant Bermudagrass 5.5
Plastic Tall fescue 5.0
(Clay mixes) Bahiagrass 5.0
Kentucky bluegrass 5.0
Grass-legume mixture 3.5
>10% Easily Erodible Bermudagrass 3.5
Non-plastic Tall fescue 2.5
(Sands & Silts) Bahiagrass 2.5
Kentucky bluegrass 2.5
Erosion Resistant Bermudagrass 4.5
Plastic Tall fescue 3.5
(Clay mixes) Bahiagrass 3.5
Kentucky bluegrass 3.5
Source: USDA-SCS Modified *PERMANENT DITCH LINING INDICATED
ON PLANS AND DITCH CALCULATIONS.
NOTE: 'Permissible Velocity based on 10-year storm peak runoff
2Soil erodibility based on resistance to soil movement from concentrated flowing water.
'Before grass is established,permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross-Section throughout the length of a channel,subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross-sections are "V"-shaped,
parabolic,and trapezoidal. Figure 8.05b gives mathematical formulas for the
area,hydraulic radius and top width of each of these shapes.
8.05.4