SW3240401_Stormwater Report_20240430

STORMWATER REPORT
Prepared For:
QUEEN CITY LAND, LLC
COTTAGE PARK
MIXED-USE DEVELOPMENT
WAXHAW, NORTH CAROLINA
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC Project 336-412
APRIL 2024
NORTH CAROLINA Q ��
SEAL
BOARD OF EXAMINERS = 043168
FOR ENGINEERS AND 2i•••
SURVEYORS '9S' 'FHGIN $. %j
�% oti . �\,,.
LICENSE NO.C-3035 ����'"l � `\\`��
04/22/2024
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Civil & Environmental Consultants, Inc.
Charlotte 3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p. 980-237-0373 t. 980-237-0372 I www.cecinc.com

TABLE OF CONTENTS
Page
1.0 CONSTRUCTION NARRATIVE 1
1.1 PROJECT DESCRIPTION 1
1.2 SITE DESCRIPTION 1
1.3 ADJACENT PROPERTIES 1
1.4 SOILS 2
2.0 STORMWATER CONSTRUCTION SEQUENCE 3
3.0 PERMANENT STORMWATER MEASURES 4
3.1 PROPOSED STORMWATER SYSTEM 4
3.2 STORMWATER CALCULATIONS 5
TABLES
Table 1 — Soil Properties—Page 2
Table 2— Summary of Pre/Post Peak Discharges & Max Elevations—Page 5
APPENDICES
Appendix A— Stormwater Calculations Supplemental Documents—Page 9
i. Topographic Map—Page 10
ii. Soils Map—Page 12
iii. Rainfall Data—Page 20
Appendix B —Permanent Stormwater Calculations—Page 23
i. Hydrology Calculations—Page 24
ii. BMP-1 Calculations—Page 29
iii. BMP-2 Calculations—Page 36
iv. Rainfall Events— Page 43
v. Pre-Development Summary—Page 45
vi. Post-Development Summary—Page 47
vii. 1-Year 24-Hour Summary—Page 52
viii. 2-Year 24-Hour Summary—Page 60
ix. 10-Year 24-Hour Summary—Page 68
x. 25-Year 24-Hour Summary—Page 76
xi. 50-Year 24-Hour Summary—Page 84
xii. 100-Year 24-Hour Summary—Page 92
xiii. Inlet Spread Calculations—Page 100
xiv. Storm Piping System Calculations—Page 108
xv. Riprap Apron Calculations— Page 117
-i- Heritage at Marvin
Civil & Environmental Consultants, Inc. Stormwater Report

1.0 CONSTRUCTION NARRATIVE
1.1 PROJECT DESCRIPTION
This project consists of the construction of a mixed-use development along with associated
roadways, driveways, sidewalks, stormwater management facility, and other associated features on
a 31.63-acre site.
1.2 SITE DESCRIPTION
The existing site is located at the corner of Helms Road and Waxhaw Marvin Road in Union County,
North Carolina. The site is wooded in its current condition.A jurisdictional wetland is located within
the property boundary south of the project site. Slopes range from 0-20% on majority of the site.
Steep slopes up to 45% are found on small portions of the site.
The proposed site will have 2 main entrances at latitude N034°55'36.74" longitude W080°45'34.64"
along Waxhaw Marvin Road and latitude N034°55'29.37" longitude W080°45'44.91" along Helms
Road. The site will be graded to construct single-family house pads, paved driveways, erosion
control measures, and stormwater collection pipes. A topographic map (Figure 1) in the appendix
shows the general area of the project site and surrounding features.
1.3 ADJACENT PROPERTIES
The project site is bounded on the west and east by residential areas,by the Helms Road corridor to
the northwest,by the Waxhaw Marvin Road corridor to the northeast and by the CSX corridor to the
south.
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2.0 STORMWATER CONSTRUCTION SEQUENCE
1. Once grading is complete and the entire site has been stabilized and approved by the Town of
Waxhaw for the Development,Erosion Control Sediment Basin#1 & Sediment Basin#2 from
Erosion Control Phase II may be converted to SCM Wet Ponds.
2. Proposed Wet Pond #1 & Wet Pond #2 have been sized to receive storm drainage from the
proposed roof drainage, roadways, driveways and sidewalks with a proposed drainage area of
12.42 acres and an impervious area of 7.33 acres (59% of drainage area) for Wet Pond#1 and
a proposed drainage area of 11.28 acres and an impervious area of 6.62 acres (59%of area)for
Wet Pond#2. See attached Inlet Drainage Area map Figure HYD-3 in Appendix B.
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3.0 PERMANENT STORMWATER MEASURES
3.1 PROPOSED STORMWATER SYSTEM
The stormwater runoff for the project primarily originates from roadways of the development
driveways, building roofs, sidewalks, and on-site grassed areas. This project has an
impervious area totaling 13.95 acres for both wetponds. See Figure HYD-3 in Appendix B
for the drainage areas into the proposed stormwater management facilities. Stormwater on the
site is directed to grate inlets and curb inlets throughout the site. Once the stormwater has
entered the drainage system through the structures, it is directed by gravity flow through the
stormwater drainage system to Proposed Wet Pond #1 & Wet Pond #2.
For the site, Hydrology analysis using TR-55 Tables provided a curve number of 57.8 for pre-
developed area. For the Proposed Wet Pond#1, Hydrology analysis using TR-55 Tables provided
a curve number of 82.8 for post-developed area. For the Proposed Wet Pond #2, Hydrology
analysis using TR-55 Tables provided a curve number of 82.7 for post-developed area. For the
Drainage Area #3, Hydrology analysis using TR-55 Tables provided a curve number of 63.6 for
post-developed area. Rainfall depth data from NOAA Atlas 14,Volume 2,Version 3. The analysis
demonstrates that pre-development peak discharge will decrease for the 10-year 24-hour storm
event at the Point of Interest (POI) (see drainage area maps attached and Table 2 below).
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1.4 SOILS
The soils located within the disturbed limit are described in the table below:
TABLE 1 - SOIL PROPERTIES
Hydrologic
Map Unit Symbol Map Unit Name Soil Group
Rating
GfB2 Georgeville silty clay loam, 2 to 8 percent slopes, B
moderately eroded
TbC2 Tarrus gravelly silty clay loam, 8 to 15 percent slopes, B
moderately eroded
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TABLE 2 - SUMMARY OF PRE/POST PEAK DISCHARGES & MAX ELEVATIONS
ANALYSIS POINT-SITE OUTFALL
Storm Event Pre-Development (cfs) Post-Development(cfs) Max Elevation Max Elevation
SCM#1 (ft) SCM#2 (ft)
1-YEAR 4.12 4.00 611.07 612.83
2-YEAR 11.29 11.23 611.75 613.47
10-YEAR 41.28 41.23 613.85 615.40
25-YEAR 64.24 64.13 615.08 616.56
50-YEAR 84.78 82.28 616.06 617.45
100-YEAR 107.29 107.04 616.92 618.35
The post-developed discharge from the 10-year 24-hour storm event meets NCDEQ (North
Carolina Department of Environmental Quality) requirements. The site outfalls to an existing low
area on site where a jurisdictional wetland is located. Riprap dissipaters in conjunction with
matting and riprap-lined channels are used to reduce flow velocities. Furthermore, after the
stormwater runoff has exited the riprap dissipaters, it will flow through undisturbed existing
vegetated areas, further decreasing the velocity before entering surface waters adjacent to the site.
3.2 STORMWATER CALCULATIONS
Stormwater calculations were performed using the rational method to determine the peak flow
through any one drainage structure. These flows were added together, proceeding downstream in
the system to ensure that each subsequent pipe was capable of handling the peak flows. The 10-
year 24-hour storm event was used with a 5-minute time-of-concentration to yield an intensity (i)
value for the storm drainage piping system.
Wet Pond calculations were performed using HydroCAD while treating the 1st inch of rainfall with
the outlet structure controlling the 10-year 24-hour storm events,resulting in the flows from post-
development being less than the pre-development flows. Proposed Wet Pond#1 has been sized to
be capable of handling the 50-year storm event with a max elevation of 616.06 with a peak flow
of 26.68 cfs without activating the emergency overflow weir. The riser structure is capable of
handling the 100-year storm event with a max elevation of 616.92,which is 1.08 feet from the top
of berm with a peak flow of 41.30 cfs. Proposed Wet Pond #2 has been sized to be capable of
handling the 50-year storm event with a max elevation of 617.45 with a peak flow of 25.25 cfs
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Stormwater Report

without activating the emergency overflow weir. The riser structure is capable of handling the
100-year storm event with a max elevation of 618.35,which is 1.65 feet from the top of berm with
a peak flow of 29.39 cfs.
With this project being High Density as proposed, to meet the requirements of Water Quality and
Peak Control parameters, Wet Pond SCM's were the preferred method of treatment.
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Stormwater Report

APPENDIX A
STORMWATER CALCULATIONS
SUPPLEMENTAL DOCUMENTS

TOPOGRAPHIC MAP

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SOIL MAPS

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Soil Map—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils 44 Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
,^w Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
I Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Union County, North Carolina
O Miscellaneous Water Survey Area Data: Version 24,Sep 13,2023
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Apr 15,2022—May
10,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
)\ Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Union County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
GfB2 Georgeville silty clay loam,2 to 72.3 63.4%
8 percent slopes,moderately
eroded
TaB Tarrus gravelly silt loam,2 to 8 1.3 1.1%
percent slopes
TbB2 Tarrus gravelly silty clay loam, 4.9 4.3%
2 to 8 percent slopes,
moderately eroded
TbC2 Tarrus gravelly silty clay loam, 35.6 31.2%
8 to 15 percent slopes,
moderately eroded
Totals for Area of Interest 114.1 100.0%
USDA Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

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"'0 Ph:980.237.0373•Fax:[phone] HYDROLOGIC SOIL MAP
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DATE: MARCH 2024 DWG SCALE: 1"=200' PROJECT NO: 336-412 FIG-3

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 24,Sep 13,2023
• • 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: Apr 15,2022—May
Soil Rating Points 10,2022
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 11/20/2023
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
GfB2 Georgeville silty clay B 72.3 63.4%
loam,2 to 8 percent
slopes,moderately
eroded
TaB Tarrus gravelly silt loam, B 1.3 tiok
2 to 8 percent slopes
TbB2 Tarrus gravelly silty clay B 4.9 4.3%
loam,2 to 8 percent
slopes,moderately
eroded
TbC2 Tarrus gravelly silty clay B 35.6 31.2%
loam,8 to 15 percent
slopes,moderately
eroded
Totals for Area of Interest 114.1 100.0%
USDA Natural Resources Web Soil Survey 11/20/2023
1111-1. 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 11/20/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

RAINFALL DATA

NOAA Atlas 14,Volume 2,Version 3
""°```"v Location name:Waxhaw,North Carolina,USA* �,,,u'''
Latitude:34.9233°,Longitude: -80.7602° none 1
,,
%? Iii Elevation: 598 ft** i
�srr U.+ *source:ESRI Maps "w "'
`a°` **source:USGS x""`" `'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration -
1 2 5 10 25 50 100 200 500 1000
5-min 0.420 0.495 0.574 0.633 0.701 0.747 0.791 0.829 0.874 0.906
(0.387-0.456) (0.455-0.539) (0.527-0.626) (0.580-0.688) (0.639-0.760) (0.678-0.811) (0.714-0.857) (0.745-0.900) (0.779-0.950) (0.801-0.987)
10-min 0.670 0.792 0.920 1.01 1.12 1.19 1.26 1.32 1.38 1.43
(0.618-0.728) (0.728-0.862) (0.844-1.00) (0.927-1.10) (1.02-1.21) (1.08-1.29) (1.14-1.36) (1.18-1.43) (1.23-1.50) (1.26-1.55)
15-min 0.838 0.995 1.16 1.28 1.42 1.51 1.59 1.66 1.74 1.79
(0.772-0.910) (0.915-1.08) (1.07-1.27) (1.17-1.39) (1.29-1.54) (1.37-1.64) (1.43-1.72) (1.49-1.80) (1.55-1.89) (1.58-1.95)
30-min 1.15 1.38 1.65 1.86 2.10 2.27 2.43 2.58 2.77 2.90
(1.06-1.25) (1.26-1.50) (1.52-1.80) (1.70-2.02) (1.91-2.27) (2.06-2.46) (2.20-2.64) (2.32-2.80) (2.47-3.01) (2.56-3.16)
60-min 1.43 1.72 2.12 2.42 2.79 3.08 3.35 3.62 3.97 4.23
(1.32-1.56) (1.59-1.88) (1.94-2.31) (2.21-2.62) (2.55-3.03) (2.79-3.34) (3.03-3.63) (3.26-3.93) (3.54-4.32) (3.74-4.61)
2-hr 1.66 2.00 2.48 2.84 3.32 3.69 4.05 4.42 4.90 I 5.28
(1.52-1.81) (1.83-2.19) (2.26-2.71) (2.59-3.11) (3.01-3.62) (3.33-4.02) (3.64-4.42) (3.94-4.82) (4.33-5.35) (4.62-5.76)
3-hr 1.76 2.12 2.64 3.05 3.60 4.04 4.49 4.96 5.59 6.10
(1.61-1.94) (1.94-2.33) (2.41-2.90)_ (2.77-3.34) (3.26-3.94) (3.64-4.42)_ (4.01-4.90) (4.40-5.41) (4.90-6.11) (5.29-6.67)
6-hr 2.11 2.54 3.17 3.67 4.35 4.90 5.46 6.05 6.86 7.51
(1.93-2.32) (2.33-2.79) (2.90-3.48) (3.35-4.02) (3.94-4.75) (4.41-5.33) (4.88-5.94) (5.35-6.57) (5.99-7.45) (6.48-8.16)
12-hr 2.49 3.00 3.76 4.38 5.23 5.92 6.65 7.41 8.49 9.37
(2.29-2.73) (2.76-3.30) (3.45-4.13) (3.99-4.79) (4.74-5.71) (5.32-6.46) (5.92-7.24) (6.52-8.06) (7.36-9.22) (8.01-10.2)
24-hr 2.95 3.55 4.46 5.19 6.20 7.03 7.89 8.79 I 10.1 11.1
(2.72-3.19) (3.29-3.85) (4.12-4.84) (4.79-5.62) (5.70-6.72) (6.43-7.61) (7.19-8.55) (7.97-9.54) (9.07-10.9) (9.93-12.1)
2-day 3.47 4.18 5.21 6.04 7.18 8.12 r 9.08 10.1 11.5 12.7
(3.21-3.77) (3.87-4.54) (4.82-5.66)i (5.57-6.55) (6.60-7.80) (7.43-8.80) (8.28-9.87) (9.16-11.0) I (10.4-12.6) (11.3-13.9)
-
3-day 3.68 4.42 5.49 6.34 7.52 8.48 9.47 10.5 12.0 13.2
(3.42-3.99) (4.10-4.79) (5.08-5.95) (5.85-6.86) (6.92-8.15) (7.78-9.19) (8.66-10.3) (9.56-11.4) (10.8-13.0) (11.8-14.4)
4-day 3.89 4.67 5.77 6.64 7.86 I 8.85 9.87 10.9 12.4 13.7
(3.62-4.21) (4.34-5.05) (5.35-6.24) (6.14-7.18) (7.25-8.50) (8.13-9.57) (9.04-10.7)_ (9.97-11.9) (11.3-13.5) (12.3-14.9)
7-day 4.51 5.39 6.56 7.51 8.82 9.88 11.0 12.1 13.7 15.0
(4.22-4.84) (5.04-5.78) (6.13-7.04) (7.00-8.05) (8.19-9.47) I (9.14-10.6) (10.1-11.8)_ (11.1-13.0) (12.5-14.8) (13.6-16.2)
10-day 5.16 6.14 7.39 8.38 9.73 10.8 11.9 13.0 14.5 15.8
(4.84-5.52) (5.75-6.56) (6.91-7.90) (7.82-8.96)_ (9.06-10.4) (10.0-11.6) (11.0-12.7)_ (12.0-14.0) (13.4-15.7) (14.5-17.0)
20-day 6.89 8.13 9.60 10.8 12.4 13.6 14.9 16.2 17.9 19.3
(6.48-7.34) (7.65-8.66) (9.02-10.2) (10.1-11.5) (11.6-13.2) (12.7-14.5) (13.8-15.9) (15.0-17.3) (16.5-19.2) (17.7-20.7)
30-day 8.45 9.94 11.6 12.8 14.5 15.8 17.1 18.4 20.1 21.4
(7.98-8.96) (9.39-10.5) (10.9-12.3) (12.1-13.6) (13.7-15.4) (14.8-16.8) (16.0-18.2) (17.1-19.5) (18.7-21.4) (19.8-22.8)
45-day 10.6 12.4 14.3 15.6 17.5 18.8 20.2 21.5 23.2 24.5
(10.1-11.2) (11.8-13.1) (13.5-15.0) (14.8-16.5) (16.5-18.4) (17.8-19.8) (19.0-21.2) (20.2-22.7) (21.8-24.5) (22.9-25.9)
60-day 12.6 14.8 16.7 18.2 20.2 21.6 23.0 24.4 26.1 27.4
(12.1-13.3) (14.1-15.5) (15.9-17.5) (17.3-19.1) (19.2-21.1) (20.5-22.7) (21.8-24.2) (23.0-25.6) (24.6-27.5) (25.8-28.9)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers 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 maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

NOAA Atlas 14,Volume 2,Version 3
v-0."v,, Location name:Waxhaw,North Carolina,USA* "''''''4
Latitude:34.9233°,Longitude: -80.7602° ii
none
%? Iii Elevation: 598 ft** i
�srr U.+ w*source:ESRI Maps " "'
`a°` **source:USGS x""`" `'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.04 5.94 6.89 7.60 8.41 8.96 I 9.49 9.95 10.5 I 10.9
(4.64-5.47) (5.46-6.47) (6.32-7.51) (6.96-8.26) (7.67-9.12) (8.14-9.73) I (8.57-10.3) (8.94-10.8) (9.35-11.4) (9.61-11.8)
10-min 4.02 4.75 5.52 6.07 6.70 7.14 7.54 7.89 8.29 8.56
(3.71-4.37) (4.37-5.17) (5.06-6.01) (5.56-6.60) (6.11-7.27) (6.49-7.75) I (6.81-8.17) (7.09-8.56) I (7.39-9.02) 1 (7.57-9.32)
15-min 3.35 3.98 4.65 5.12 5.66 6.03 6.35 6.64 6.96 7.16
(3.09-3.64) (3.66-4.34) (4.27-5.07) (4.69-5.56) (5.16-6.14) (5.47-6.54) (5.74-6.88) I(5.96-7.20) (6.20-7.57) (6.33-7.80)
30-min 2.30 2.75 3.31 3.71 4.19 4.54 4.86 5.16 5.54 5.80
(2.12-2.50) (2.53-3.00) (3.03-3.60) (3.40-4.03) (3.82-4.55) (4.12-4.92) (4.39-5.27) (4.64-5.60) (4.93-6.02) (5.13-6.32)
60-min 1.43 1.72 2.12 2.42 2.79 3.08 3.35 3.62 3.97 4.23
(1.32-1.56) (1.59-1.88) (1.94-2.31) (2.21-2.62) (2.55-3.03) (2.79-3.34) (3.03-3.63) (3.26-3.93) (3.54-4.32) (3.74-4.61)
2-hr 0.827 1.00 1.24 1.42 1.66 1.84 2.03 2.21 2.45 2.64
(0.758-0.905) (0.914-1.10) (1.13-1.36) (1.29-1.55) (1.51-1.81) (1.66-2.01) (1.82-2.21) (1.97-2.41) (2.16-2.67) (2.31-2.88)
3-hr 0.585 0.705 0.879 1.02 1.20 1.35 1.50 1.65 1.86 2.03
(0.535-0.644) (0.645-0.776) (0.802-0.967)_(0.923-1.11) (1.08-1.31) (1.21-1.47)_ (1.34-1.63) (1.46-1.80) (1.63-2.03) (1.76-2.22)
6-hr 0.352 0.424 0.529 0.612 0.726 0.817 0.911 1.01 1.14 1.25
(0.322-0.386) (0.388-0.465) (0.484-0.581) (0.558-0.670) (0.658-0.792) (0.736-0.890) (0.815-0.992) (0.893-1.10) (1.00-1.24) (1.08-1.36)
12-hr 0.206 0.249 0.312 0.363 0.434 0.491 0.551 0.615 0.704 0.777
(0.189-0.226) (0.228-0.274) (0.286-0.342) (0.331-0.397) (0.393-0.473) (0.441-0.535) (0.491-0.600) (0.541-0.669) (0.610-0.765) (0.664-0.845)I
24-hr 0.122 0.148 0.185 0.216 0.258 0.292 0.328 0.366 0.419 1 0.462
(0.113-0.132) (0.137-0.160) (0.171-0.201) (0.199-0.234) (0.237-0.279) (0.268-0.317) (0.299-0.356) (0.332-0.397) (0.377-0.455) (0.413-0.503)
2-day 0.072 0.087 0.108 0.125 0.149 0.169 0.189 0.210 0.239 0.263
(0.066-0.078) (0.080-0.094) (0.100-0.117) (0.115-0.136) (0.137-0.162) (0.154-0.183) (0.172-0.205) (0.190-0.228) (0.215-0.261) (0.235-0.288)
3-day 0.051 0.061 0.076 0.088 0.104 0.117 0.131 0.145 0.166 0.182
(0.047-0.055) (0.057-0.066) (0.070-0.082) (0.081-0.095) (0.096-0.113) (0.108-0.127) (0.120-0.142) (0.132-0.158) (0.150-0.181) (0.164-0.199)
4-day 0.040 0.048 0.060 0.069 0.081 0.092 I 0.102 0.113 I 0.129 I 0.142
(0.037-0.043) (0.045-0.052) (0.055-0.064) (0.063-0.074) (0.075-0.088) (0.084-0.099) (0.094-0.111) (0.103-0.123) (0.117-0.140) (0.128-0.154)
7-day 0.026 0.032 0.039 0.044 0.052 0.058 0.065 0.072 0.081 0.089
(0.025-0.028) (0.029-0.034) (0.036-0.041) (0.041-0.047) (0.048-0.056) (0.054-0.063)j(0.060-0.070) (0.066-0.077)1(0.074-0.088) (0.081-0.096)
10-day 0.021 0.025 0.030 0.034 0.040 0.044 0.049 0.054 0.060 0.065
(0.020-0.023) (0.023-0.027) (0.028-0.032) (0.032-0.037) (0.037-0.043) (0.041-0.048) (0.045-0.053) (0.050-0.058) (0.055-0.065)I(0.060-0.071)
20-day 0.014 0.016 0.020 0.022 0.025 0.028 0.030 0.033 0.037 I 0.040
(0.013-0.015) (0.015-0.018) (0.018-0.021) (0.021-0.023) (0.024-0.027) (0.026-0.030) (0.028-0.033) (0.031-0.035) (0.034-0.039)1(0.036-0.043)
30-day 0.011 0.013 0.016 0.017 0.020 0.021 0.023 0.025 0.027 0.029
(0.011-0.012) (0.013-0.014) (0.015-0.017) (0.016-0.018) (0.018-0.021) (0.020-0.023) (0.022-0.025) (0.023-0.027) (0.025-0.029) (0.027-0.031)
45-day 0.009 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.010-0.012) (0.012-0.013) (0.013-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.020-0.022) (0.021-0.024)
60-day 0.008 0.010 0.011 0.012 0.014 0.015 0.015 0.016 0.018 0.019
(0.008-0.009) (0.009-0.010) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.019) (0.017-0.020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers 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 maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

APPENDIX B
PERMANENT STORMWATER CALCULATIONS

HYDROLOGY CALCULATIONS

/ \ t— Nlk4 I I
0
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NORTH �\ '�//\— R/W
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--� -- . 1\\�� --_,�_655 r 1 1 I
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TOTAL Tc = 16.0 MIN.-��% -- 1 I I
i
i
N 1 /// \ \�\_ Grp/ �•-
/ ) bP '1(1 -.1„- --.------ - EX. WETLAND -'/• /----------- ),.: .----:---:� •• .
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(
\\�\�\\�\\ II�/I t \ 7 � �/%//� /i //// / IiiiN '---/ -,\\'\\\\ 11 (\i( \\\1\ / �f) � ,;//////7//// l N //�\\\�\1\\�ii })I»���\\\`\\�\ I /%%// �� ���1!Ili lI I l7---- /l� I 1 I
i � �\ \\ II((I(r(1,11°1A - \� I �� EX. WETLAND \ 66.0 //� /l// I1`)�\l\��\� : ( l 11111 . ; I �I I '� I �'1\\ \\`� �,\` //���; I 1 I I I
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/// (�I I I; ,1 C C \\\\\\) \)/ \\\\\\\\��� I I
td cr I / 'NJ. 11 \ \ \ \I� ( `" ��6� \ I) \;�11// //(1 1111 1111) ) I
*, \ MirtiLii)� `1`\\\\` jrs, \ o. �� 1�1'"�%" I I ll f//��/�'/I/ I I�� ��i��/��/'/y� �� ��� I i)11111111',,\`'' h, I I (�,�\ /\ � ( ////��( 11j1i1\\�\�\ /�f/j��l,llil)j�l� —
L ______
q-A , � \\ // I , ), 4.,) I��\ \\ \ ,\� I J 1�` , \1\\\\\\\\\�\\ / _ _
o PRE-DEVELOPMENT �\ ,)\(/�' �^� O( I II� / ///%/ ( �� 1\\
DRAINAGE AREA
i TOTAL DA: 28.79 AC N\\�,� , - I`O— .— �_�&_�_ ��
Ri -
Q10 41.28 CFS "`\\\ % ��0'-- ����ai� —
����...... PRE-DEVELOPMENT _ — —
) _M/a , :j — ��--�-- _ — l DRAINAGE AREA ENTIRE
_ -SITE ANALYSIS POINT SCALE IN FEET
— — ---
kJ — _ — TOTAL DA: 28.79 AC ,
_
\ — _ — Q10 = 41.28 CFS
0 200 400
3
o COTTAGE PARK
/M/M/7
MIXED-USE DEVELOPMENT
c QUEEN CITY LAND, LLC
Civil & Environmental Consultants, Inc. WAXHAW, NORTH CAROLINA
REFERENCE 3701 Arco Corporate Drive•Suite 400•Charlotte, NC 28273
0
Ph:980.237.0373•Fax:[phone] PRE-DEVELOPMENT DRAINAGE MAP
Q. 1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY THE JOHN R. www.cecinc.com
„on MCADAMS COMPANY, INC. IN FEBRUARY, 2018 DRAWN BY: ATB CHECKED BY: CAP APPROVED BY: MLG FIGURE NO.:
a
DATE: MARCH 2024 DWG SCALE: 1"=200' PROJECT NO: 336-412 HYD-1

. \
\ d I
0 /� ' ,�' � R/W I
.17--------,.
NORTH �- �-.Rip.„,,,„,.,„,1•, _.,�;
�'471/it ...„.....-\------ ii- --I,
� , R/
/ 4 •/' _lc-Apr-Apr-A_-_--iii-----_110/41: -- 7 yi ,
POST-DEVELOPMENT .• � ����'�� lei �
\ I
DRAINAGE AREA 1 �� / ��/����
IMPERVIOUS: 7.33 AC. U�I��n"'�n'i� I
t TOTAL Tc = 5 MIN. �%► .. `°'+- -,�-.T I I
PERVIOUS: 5.08 AC. ' .. '0i __ I TOTAL Tc = 18.5 MIN.
i TOTAL DA: 12.42 AC. ' ��//' ' i,�� h�'4"I 111111 I I
N / /` 7" �_ i` .tom \1 POST-DEVELOPMENT
N 1, 4,,` : /•�4*-0 %�`��".�_���`\\�,.l DRAINAGE AREA 3
N �� /4 ; /it%=;. '/®i®®��:���,= \;'� /! I
�'. �� -- IMPERVIOUS: 0.84 AC.
N /10 r '/. • (.!�� PERVIOUS: 9.05 AC.
„� / `��� , . :�� '��``` of, 1 -.r rr�--,....., ..-A...,_.,,„.._ \ TOTAL DA: 9.89 AC. I
4 filkk!074 f i 07/0-1-7.!,.. - ...,_•.1-___114*..._ . .?1:-\*, _ -7,,,, _____ _
--.) k t.-,--------1=c;iv,' PloF,'-------_----.,-------- - . , -------"'"'-.. --- ft --y _,„....---,-- . 1
-2 7 4 '‘"."5-111t.'"°°iii 0 i / '------''--------- ,,,'.., 00.44 0,-_,,.00110111,111...-7.1.-a:,
l 3 - \':0111;:11-01.4.;--1--%, ., f 1 ' -----)-- 7- ,-,/,%' ' 1$'4\10.0i- --'1"-" -.0-0---1-"---!----,---A'
/ ,
i\ 1 \
'�a(� tip 7<l. v_i k bir wi vi' ro V I� - ��.r_
in i te7_, \ r.%, `��, `\ < \ „r ' t u
o r
94 / � - --\*\ `Al.!. i\\�\ t \ \\�G ��`ilfil,jT_0'TAL Tc = 5 MI �!h� 1/' 1 '
��O�O♦ /j\���� ���AQ�Alit + - �� �� ���r '���-����:.���v,oiktu �� T I� I ��
a 0'. i
��� �;",,%\l": �/ A %1i �r_``��,�+,�`,_i� 1 \,f i � +f /sue � ,, 1•-- �►i ��
si. ' POST-DEVELOPMENT
W �\ \ \ ✓v',:Vit., ,� = /j 1 ,,'' .\i't VO"\��,`�gills,,I�iI\I`W ' DRAINAGE AREA 2
` \ / ; ��., �� �► _ ��:\ 'f.-� IMPERVIOUS: 6.62 AC.
\ ` \�`, i� I � .+I i(I I ////l /��1 \" _J'� �� PERVIOUS: 4.67 AC.
o t,�\ WET POND #1► tv II�(WET POND #2���` ����� rl II TOTAL DA: 11.28 AC.
..4.\_*/ /
ck
�� er;0
� Ws 0
a ='�.\ II \�����_ �— ��� ���1�`._���
\r � � � IT, � :,�
/ \ �l� '/� uwll�H�ullllll���� KN((���OaN�nn��� �.�`�.=
V �I ♦ . - � " ti �� —
N f\�_—�_� I:__.�cam_ —
01/
—=���_, -
wk' iird �4��_ — — SCALE IN FEET
—
_, \ — — 0 200 400
3
o COTTAGE PARK
Z
,=,- MI DEOPM
QUEENXED-USE CITY VEL LAND LLCENT
Civil & Environmental Consultants, Inc. WAXHAW, NORTH CAROLINA
REFERENCE 3701 Arco Corporate Drive•Suite 400•Charlotte, NC 28273
Ph.980.237.0373•Fax:[phone] POST-DEVELOPMENT DRAINAGE MAP
www.cecinc.com
0 1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY THE JOHN R.MCADAMS COMPANY, INC. IN FEBRUARY, 2018 DRAWN BY: ATB CHECKED BY: CAP APPROVED BY: MLG FIGURE NO.:
k DATE: MARCH 2024 DWG SCALE: 1"=200' PROJECT NO: 336-412 HYD-2
a

Project Name: Cottage Park
BMP WetPond#: 1&2
BMP WETPOND SUMMARY CHART
PEAK CONTROL POST
PRE- POST- POST
STORM EVENTS DEVELOPMENT ELEVATION ELEVATION
DEVELOPMENT DEVELOPMENT DEVELOPMENT
*values taken from RUNOFF RUNOFF OUTFLOW BYPASS (BMP#1) (BMP#2)
hydrographs OUTFLOW
Top of Darl. Mill MMII illr618.00 620.00
100YR-2411R 107.29 CFS 278.95 CFS 105.53 CFS 0.00 CFS 616.92 618.37
50YR-24HR 84.78 CFS 239.91 CFS 82.28 CFS 0.00 CFS 616.06 617.45
25YR-24HR 64.24 CFS 202.53 CFS 64.13 CFS 0.00 CFS 615.08 616.56
10YR-24HR 41.28 CFS 157.65 CFS 41.23 CFS 0.00 CFS 613.85 615.40
2YR-24HR 11.29 CFS 87.62 CFS 11.23 CFS 0.00 CFS 611.75 613.47
1YR-24HR 4.12 CFS 63.80 CFS 4.00 CFS 0.00 CFS 611.07 612.83
Er
Page 1 of 1 Civil&Environmental Consultants,Inc.

COMPOSITE CURVE NUMBERS (CN)
Project Area Soil Types= See attached Soils Report Input
Calculated
Pre-Construction Conditions:
Pre-Drainage Area#1
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Impervious B 98 9,575 0.22
Grass-Fair Condition B 69 223,909 5.14
Woods-Good Condition B 55 1,020,455 23.43
0.00
0.00
TOTAL: 57.8 1,253,939 28.79
*NCDEQ Table 4:HSGs for NC Soil Types-Urban Areas Runoff Curve Numbers for SCS Method
NCDEQ Stormwater Design Manual Revised 3-15-2017
Post-Construction Conditions:
Post-Drainage Area#1(BMP 1)
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Impervious B 98 319,364 7.33
Grass-Good Condition B 61 221,488 5.08
0.00
0.00
� 0.00
TOTAL: 82.8 540,852 12.42
*NCDEQ Table 4:HSGs for NC Soil Types-Urban Areas Runoff Curve Numbers for SCS Method
NCDEQ Stormwater Design Manual Revised 3-15-2017
Post-Drainage Area#2(BMP 2)
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Impervious B 98 288,226 6.62
Grass-Good Condition B 61 203,327 4.67
0.00
0.00
0.00
TOTAL: 82.7 491,553 11.28
*NCDEQ Table 4:HSGs for NC Soil Types-Urban Areas Runoff Curve Numbers for SCS Method
NCDEQ Stormwater Design Manual Revised 3-15-2017
Post-Drainage Area#3
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Impervious B 98 36,786 0.84
Grass-Good Condition B 61 134,765 3.09
Woods-Good Condition B 55 259,346 5.95
0.00
0.00
TOTAL: 60.5 430,897 9.89
*NCDEQ Table 4:HSGs for NC Soil Types-Urban Areas Runoff Curve Numbers for SCS Method
NCDEQ Stormwater Design Manual Revised 3-15-2017
iir
Page 1 of 1 Civil&Environmental Consultants,Inc.

BMP-1 CALCULATIONS

Project Name: Cottage Park-BMP-1
Project Number: 336-412
Design Requirements: 85%TSS,70%TP
Given Information:
Land Use: Residential
Drainage Area to Facility(Acres): 12.42 Meck.County(Minimum 10 Ac.Less than 10 Ac requires water balance computations)
Impervious Area(Acres): 7.33
Percent Impervious: 59.0%
Soil Type:GfB2&TbC2
Soil Group: B
Curve Number(CN)Pre: 58
Curve Number(CN)Post: 83
Time of Concentration Pre(hour): 0.267
Time of Concentration Post(hour): 0.0833
Design Storm Rainfall Depth(in): 1.0 (Typically 1")
Detention Time(Day): 2 Meck.County:
4 days-85%TSS&70%TP(Optimal Efficiency)
2 days-60%TSS&40%TP(Standard Efficiency)
4 days-85%TSS&0%TP(TSS-Only Efficiency)
NCDENR:
2-5 days-85%TSS&40%TP
Watershed: Mountain and Piedmont(85%TSS)
Efficiency: Standard Efficiency

Wet Pond Design (NCDENR - 2007)
Project Name: Cottage Park - BMP-1
Job Number: 336-412
Step 1: Compute the water quality volume (WQV).
WQv(Ft3)=(3630)X(RD)X(Rv)X(AD)
Where:
WQV=Water Quality Volume(Ft3)
AD=Drainage Area to Wet Pond (acres).
Rv=Volumetric Runoff Coefficient=0.05+0.9(% Impervious)
RD=Design Storm Rainfall Depth (in).Typically 1.0".
Percent Impervious= 59%
AD= 12.42 acres
RD= 1.0 in
Rv= 0.58
WQv= 26,201 Ft'

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth = 3.92 Feet
Percent Impervious= 59%
SA/DA Ratio= 1.65
Required Surface Area= 8,927 Ft2
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice= 610.36 feet
Orifice Invert Elevation= 608.00 feet
Pond Surface Area at Height Above Orifice= 12,318 square feet
Pond Surface Area at Orifice Invert Elevation = 9,640 square feet
Orifice Diameter(D)= 2.50 inches = 0.21 feet
Orifice Area(a)= 0.0341 square feet
Average Surface Area(A)= 10,979 square feet
Gravitational Constatnt(g)= 32.2 ft/sec2
Head (H)= 2.26 feet
Discharge Coefficient(C)= 0.6
Time(t)= 200,930 seconds= 2.33 days
Note:
The above calculation is based on the Bernoulli Equation where:
-2xA
t= 5 X(0-H0.5.
Cxax(2g)0
Step 4: Compute Site Hydraulic Input Parameters.
Condition Area(Ac) CN Tc(hours)
Pre-developed _ 12.42 _ 58 0.266666667
Post-developed 12.42 83 0.0833

BMP-1 STAGE STORAGE CALCULATION
Area Calculation-Forebay#1
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
_ 603 318 0.007 0.0000 0.0000 0
604 454 0.010 0.0088 0.0088 384
605 602 0.014 0.0121 0.0209 910
606 _ 761 0.017 0.0156 _ 0.0365 1590
607 929 0.021 0.0194 0.0559 2434
607.5 1017 0.023 0.0112 0.0670 2920
608 1107 0.025 0.0122 0.0792 3451
Area Calculation-Forebay#2
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
603 256 0.006 0.0000 _ 0.0000 0
604 337 0.008 0.0068 0.0068 296
605 427 0.010 0.0087 0.0155 677
606 525 0.012 0.0109 0.0264 1152
607 631 0.014 0.0133 _ 0.0397 1729
607.5 687 0.016 0.0076 0.0473 2058
608 744 0.017 0.0082 0.0555 2416
Area Calculation-Main Pond
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
603 5325 0.122 0.0000 0.0000 0
604 5718 0.131 0.1267 _ 0.1267_ 5520
605 6127 0.141 0.1359 0.2627 11442
606 6555 0.150 0.1455 0.4082 17781
607 7002 0.161 0.1556 0.5638 24559
607.5 7235 0.166 0.0817 0.6455 28118
608 7789 0.179 0.0862 0.7317 31873
i
Ave.Main Pool Depth 4.09 TRUE
1

Volume Calculation-Permanent Pool
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
603 5899 0.135 0.0000 0.0000 0
604 6509 0.149 0.1424 0.1424 6201
605 7156 0.164 0.1568 0.2992 13031
606 7841 0.180 0.1721 _ 0.4712 20527
607 8562 0.197 0.1882 0.6595 28726
607.5 8939 0.205 0.1004 _ 0.7599 33101
608 9640 0.221 0.1066 0.8665 37745
Ave.Permanent Pool Depth 3.92 TRUE
Volume Calculation-Temp Pool
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
608 9640 0.221 0.0000 _ 0.0000 0
608.5 10367 0.238 0.1148 0.1148 5001
609 10867 0.249 0.1219 0.2367 10309
610 12061 0.277 0.2631 0.4997 21767_
611 12774 0.293 0.2850 _ 0.7847 34183
612 13481 0.309 0.3013 1.0861 47309
613 14185 0.326 0.3175 1.4036 61141
614 14886 0.342 0.3337 1.7373 75675
615 15585 0.358 0.3497 2.0870 90909 _
616 16282 0.374 0.3658 2.4527 106841
617 16978 0.390 0.3817 2.8345 123470
618 17673 0.406 0.3977 3.2322 140794
1

ANTI-FLOTATION ANCHOR
update area calculations for rectangular or circular riser
Riser Inside Dimensions(ft)-square conc structure only 3.00 structures
Riser Inside Area(sf) 9.00 Density of concrete(Ibs/cf) 150.00
Riser Outside Dimensions(ft)-square conc structure only 4.00
Riser Outside Area(sf) 16.00 Density of water(Ibs/cf) 62.40
Riser Structure Height(ft) 13.50
WEIGHT DISPLACE BY RISER(Ibs) 7,581.60
Area of concrete(sf)-assume 6"wall thickness 7.00 Anchor Dimension(n x n)(ft) 5.00
Riser Structure Height(ft) 13.50 Anchor Thickness(ft) 1.00
Volume of Riser concrete(cf) 94.50 Anchor Area(sf) 25.00
Net Displaced by the Riser(Ibs/cf) 87.60 Anchor Volume(cf) 25.00
WEIGHT OF THE CONCRETE RISER(Ibs) 8,278.20 WEIGHT OF ANCHOR(Ibs) 3,750.00
WEIGHT OF RISER&ANCHOR vs WEIGHT DISPLACED BY RISER OK
ANTI-SEEP COLLAR
Barell Size(in) 24
Anti-Seep Collar Size(ft x ft) 6.0 Provide min.two(2)7.5'x 7.5'anti-seep collars
assume 6"thickness on pipe barrel and min.1.5 feet
• Protection against piping-Install at least one watertight anti-seep collar projection around barrel(thickness may vary depending
with a minimum projection of 1.5 feet around the barrel of principal on barrel type)
spillway conduits,8 inches or larger in diameter. Locate the anti-seep
collar slightly downstream from the dam center line. A properly
designed drainage diaphragm installed around the barrel may be used
instead of an anti-seep collar when it is appropriate.
1'FREEBOARD EMBANKMENT
HEAD ABOVE OUTLET
END OF BARREL
EMERGENCY SPILLWAY
r
HEAD ABOVE PRINCIPAL
RISER CREST SPILLWAY
BARREL DIA.
r,/L/
Page 1 of 1 Civil&Environmental Consultants,Inc.

BMP-2 CALCULATIONS

Project Name: Cottage Park-BMP-2
Project Number: 336-412
Design Requirements: 85%TSS,70%TP
Given Information:
Land Use: Residential
Drainage Area to Facility(Acres): 11.28 Meck.County(Minimum 10 Ac.Less than 10 Ac requires water balance computations)
Impervious Area(Acres): 6.62
Percent Impervious: 58.7%
Soil Type:GfB2&TbC2
Soil Group: B
Curve Number(CN)Pre: 58
Curve Number(CN)Post: 83
Time of Concentration Pre(hour): 0.267
Time of Concentration Post(hour): 0.0833
Design Storm Rainfall Depth(in): 1.0 (Typically 1")
Detention Time(Day): 2 Meck.County:
4 days-85%TSS&70%TP(Optimal Efficiency)
2 days-60%TSS&40%TP(Standard Efficiency)
4 days-85%TSS&0%TP(TSS-Only Efficiency)
NCDENR:
2-5 days-85%TSS&40%TP
Watershed: Mountain and Piedmont(85%TSS)
Efficiency: Standard Efficiency

Wet Pond Design (NCDENR - 2007)
Project Name: Cottage Park - BMP-2
Job Number: 336-412
Step 1: Compute the water quality volume (WQV).
WQv(Ft3)=(3630)X(RD)X(Rv)X(AD)
Where:
WQV=Water Quality Volume(Ft3)
AD=Drainage Area to Wet Pond (acres).
Rv=Volumetric Runoff Coefficient=0.05+0.9(% Impervious)
RD=Design Storm Rainfall Depth (in).Typically 1.0".
Percent Impervious= 59%
AD= 11.28 acres
RD= 1.0 in
Rv= 0.58
WQv= 23,675 Ft'

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth = 3.96 Feet
Percent Impervious= 59%
SA/DA Ratio= 1.65
Required Surface Area= 8,107 Ft2
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice= 612.18 feet
Orifice Invert Elevation= 610.00 feet
Pond Surface Area at Height Above Orifice= 11,976 square feet
Pond Surface Area at Orifice Invert Elevation = 9,485 square feet
Orifice Diameter(D)= 2.50 inches = 0.21 feet
Orifice Area(a)= 0.0341 square feet
Average Surface Area(A)= 10,731 square feet
Gravitational Constatnt(g)= 32.2 ft/sec2
Head (H)= 2.08 feet
Discharge Coefficient(C)= 0.6
Time(t)= 188,393 seconds= 2.18 days
Note:
The above calculation is based on the Bernoulli Equation where:
-2xA
t= 5 x(0-H0.5.
Cxax(2g)0
Step 4: Compute Site Hydraulic Input Parameters.
Condition Area(Ac) CN Tc(hours)
Pre-developed _ 11.28 58 0.266666667
Post-developed 11.28 83 0.0833

BMP-2 STAGE STORAGE CALCULATION
Area Calculation-Forebay#1
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
605 639 0.015 0.0000 0.0000 0
606 781 0.018 0.0163 0.0163 709
607 935 0.021 0.0197 0.0359 1566
608 1099 0.025 0.0233 _ 0.0593 2582
609 1274 0.029 0.0272 0.0865 3767
609.5 1365 0.031 0.0151 0.1016 4427
610 1458 0.033 0.0162 0.1178 5132
Area Calculation-Main Pond
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
605 5366 0.123 0.0000 _ 0.0000 0
606 5787 0.133 0.1280 0.1280 5575
607 6223 0.143 0.1378 0.2658 11579
608 6674 0.153 0.1480 0.4138 18026_
609 7138 0.164 0.1585 _ 0.5723 24931 _
609.5 7375 0.169 0.0833 0.6556 28559
610 8027 0.184 0.0884 0.7440 32408
Ave.Main Pool Depth 4.04 TRUE
1

Volume Calculation-Permanent Pool
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
605 6005 0.138 0.0000 0.0000 0
606 6568 0.151 0.1443 0.1443 6284
607 7158 0.164 0.1575 0.3018 13145
608 7773 0.178 0.1713 _ 0.4731 20609
609 8412 0.193 0.1857 0.6588 28699
609.5 8740 0.201 0.0984 _ 0.7573 32987
610 9485 0.218 0.1046 0.8618 37542
Ave.Permanent Pool Depth 3.96 TRUE
Volume Calculation-Temp Pool
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
610 9485 0.218 0.0000 _ 0.0000 0 _
610.5 10282 0.236 0.1134 0.1134 4940
611 10774 0.247 0.1208 0.2343 10204
612 11826 0.271 0.2593 0.4936 21500_
613 12654 0.290 0.2809 _ 0.7745 33738_
614 13383 0.307 0.2988 1.0733 46754
615 14066 0.323 0.3150 1.3884 60477
616 14743 0.338 0.3307 1.7190 74881
617 15421 0.354 _ 0.3462 _ 2.0652 89961 _
618 16104 0.370 0.3618 2.4271 105723
619 16794 0.386 0.3776 2.8046 122170
620 17492 0.402 0.3935 3.1982 139312
1

ANTI-FLOTATION ANCHOR
update area calculations for rectangular or circular riser
Riser Inside Dimensions(ft)-square conc structure only 3.00 structures
Riser Inside Area(sf) 9.00 Density of concrete(Ibs/cf) 150.00
Riser Outside Dimensions(ft)-square conc structure only 4.00
Riser Outside Area(sf) 16.00 Density of water(Ibs/cf) 62.40
Riser Structure Height(ft) 13.50
WEIGHT DISPLACE BY RISER(Ibs) 7,581.60
Area of concrete(sf)-assume 6"wall thickness 7.00 Anchor Dimension(n x n)(ft) 5.00
Riser Structure Height(ft) 13.50 Anchor Thickness(ft) 1.00
Volume of Riser concrete(cf) 94.50 Anchor Area(sf) 25.00
Net Displaced by the Riser(Ibs/cf) 87.60 Anchor Volume(cf) 25.00
WEIGHT OF THE CONCRETE RISER(Ibs) 8,278.20 WEIGHT OF ANCHOR(Ibs) 3,750.00
WEIGHT OF RISER&ANCHOR vs WEIGHT DISPLACED BY RISER OK
ANTI-SEEP COLLAR
Barell Size(in) 18
Anti-Seep Collar Size(ft x ft) 5.5 Provide min.two(2)7.5'x 7.5'anti-seep collars
assume 6"thickness on pipe barrel and min.1.5 feet
• Protection against piping-Install at least one watertight anti-seep collar projection around barrel(thickness may vary depending
with a minimum projection of 1.5 feet around the barrel of principal on barrel type)
spillway conduits,8 inches or larger in diameter. Locate the anti-seep
collar slightly downstream from the dam center line. A properly
designed drainage diaphragm installed around the barrel may be used
instead of an anti-seep collar when it is appropriate.
1'FREEBOARD EMBANKMENT
HEAD ABOVE OUTLET
END OF BARREL
EMERGENCY SPILLWAY
r
HEAD ABOVE PRINCIPAL
RISER CREST SPILLWAY
BARREL DIA.
r,/L/
Page 1 of 1 Civil&Environmental Consultants,Inc.

RAINFALL EVENTS

336412-Cottage Park-Wetponds
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-YR/24-HR Type II 24-hr Default 24.00 1 2.95 2
2 2-YR/24-HR Type II 24-hr Default 24.00 1 3.55 2
3 10-YR/24-HR Type II 24-hr Default 24.00 1 5.19 2
4 25-YR/24-HR Type II 24-hr Default 24.00 1 6.20 2
5 50-YR/24-HR Type II 24-hr Default 24.00 1 7.03 2
6 100-YR/24-HR Type II 24-hr Default 24.00 1 7.89 2

PRE-DEVELOPMENT SUMMARY

336412-Cottage Park-Wetponds Multi-Event Tables
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Events for Subcatchment Pre-1: Pre-Development Drainage Area #1
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-YR/24-HR 2.95 4.12 0.619 0.26
2-YR/24-HR 3.55 11.29 1.134 0.47
10-YR/24-HR 5.19 41.28 3.058 1.27
25-YR/24-HR 6.20 64.24 4.516 1.88
50-YR/24-HR 7.03 84.78 5.828 2.43
100-YR/24-HR 7.89 107.29 7.275 3.03

POST-DEVELOPMENT SUMMARY

336412-Cottage Park-Wetponds Multi-Event Tables
Prepared by CEC Inc Printed 3/22/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Events for Pond BMP-1: Wetpond #1
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-YR/24-HR 32.20 1.55 1.55 0.00 611.07 35,027
2-YR/24-HR 43.21 3.53 3.53 0.00 611.75 43,989
10-YR/24-HR 74.32 12.81 12.81 0.00 613.85 73,517
25-YR/24-HR 93.72 20.96 20.96 0.00 615.08 92,247
50-YR/24-HR 109.67 26.68 26.68 0.00 616.06 107,759
100-YR/24-HR 126.17 41.30 41.30 0.00 616.92 122,156

336412-Cottage Park-Wetponds Multi-Event Tables
Prepared by CEC Inc Printed 3/22/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Events for Pond BMP-2: Wetpond #2
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-YR/24-H R 29.27 1.47 1.47 0.00 612.83 31,547
2-YR/24-HR 39.27 3.31 3.31 0.00 613.47 39,793
10-YR/24-H R 67.55 12.63 12.63 0.00 615.40 66,146
25-YR/24-HR 85.18 19.66 19.66 0.00 616.56 83,214
50-YR/24-HR 99.67 25.25 25.25 0.00 617.45 97,060
100-YR/24-HR 114.67 27.88 27.88 0.00 618.37 111,682

336412-Cottage Park-Wetponds Multi-Event Tables
Prepared by CEC Inc Printed 3/22/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Events for Subcatchment Post-3: Post-Development Drainage Area #3
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-YR/24-HR 2.95 2.33 0.286 0.35
2-YR/24-HR 3.55 5.14 0.491 0.60
10-YR/24-HR 5.19 15.78 1.224 1.48
25-YR/24-HR 6.20 23.63 1.764 2.14
50-YR/24-HR 7.03 30.57 2.245 2.72
100-YR/24-HR 7.89 38.11 2.771 3.36

336412-Cottage Park-Wetponds Multi-Event Tables
Prepared by CEC Inc Printed 3/22/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
Events for Link Post-AP: Post-Development Analysis Point
Event Inflow Primary Elevation
(cfs) (cfs) (feet)
1-YR/24-H R 4.00 4.00 0.00
2-YR/24-HR 11.23 11.23 0.00
10-YR/24-HR 41.23 41.23 0.00
25-YR/24-HR 64.13 64.13 0.00
50-YR/24-HR 82.28 82.28 0.00
100-YR/24-HR 105.53 105.53 0.00

1-YEAR 24-HOUR SUMMARY

336412-Cottage Park-Wetponds Type II 24-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Pre-1: Pre-Development Drainage Area #1
Runoff = 4.12 cfs @ 12.15 hrs, Volume= 0.619 af, Depth= 0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 1-YR/24-HR Rainfall=2.95"
Area (sf) CN Description
* 9,575 98 Impervious
* 223,909 69 Grass - Fair Condition
* 1,020,455 55 Woods - Good Condition
1,253,939 58 Weighted Average
1,244,364 99.24% Pervious Area
9,575 0.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.2 103 0.0291 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.55"
6.2 1,170 0.0376 3.12 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
1.6 840 0.0273 8.63 44.89 Channel Flow, Channel Flow
Area= 5.2 sf Perim= 4.8' r= 1.08'
n= 0.030 Earth, grassed & winding
16.0 2,113 Total
Subcatchment Pre-1: Pre-Development Drainage Area #1
Hydrograph
I I I I I I
I I I I I I I I I 1 1 I I I ElRunoff
4.12 cfs 11 I 1 I I 1 I I I I I I I I I I I
4_ 11 I 11 I 11 1 I 1 Type II 24-hr
- 1 1 1 1 1 1 1-'r(RIf24-HR Rainfall=2195"
- 1 1 1 1 1 T 1
1 1 I I 1 I Runoff A1rea=t253;939 sf
3 1 1 1 1 f 'I I"bunnoff yo urie6 016119 1 f
_ 1 1 1 1 1
H _ / 1 1 I 11 I 11 Runoff Depth=0!26"
1 1 1 1
2� 11 - i 7 -1— T -1- r -1 — IT7 -1744inF (ength7.2,1I-4 -
LI
1 11 1 I IIIII Tc=16.0 min
- 1 , 1 1 1 1 1 1 1 1 1
1 1 C N1=50
- %1- I — I -
1 -
1 ' 1 1 1 1
1 �� 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Summary for Pond BMP-1: Wetpond #1
Inflow Area = 12.416 ac, 59.05% Impervious, Inflow Depth = 1.41" for 1-YR/24-HR event
Inflow = 32.20 cfs @ 11.96 hrs, Volume= 1.455 af
Outflow = 1.55 cfs @ 13.20 hrs, Volume= 1.454 af, Atten= 95%, Lag= 74.2 min
Primary = 1.55 cfs @ 13.20 hrs, Volume= 1.454 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 611.07'@ 13.20 hrs Surf.Area= 12,820 sf Storage= 35,027 cf
Plug-Flow detention time=903.9 min calculated for 1.453 af(100% of inflow)
Center-of-Mass det. time=904.4 min ( 1,737.1 - 832.7 )
Volume Invert Avail.Storage Storage Description
#1 608.00' 140,812 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft)_ (cubic-feet) (cubic-feet)
608.00 9,640 0 0
608.50 10,367 5,002 5,002
609.00 10,867 5,309 10,310
610.00 12,061 11,464 21,774
611.00 12,774 12,418 34,192
612.00 13,481 13,128 47,319
613.00 14,185 13,833 61,152
614.00 14,886 14,536 75,688
615.00 15,585 15,236 90,923
616.00 16,282 15,934 106,857
617.00 16,978 16,630 123,487
618.00 17,673 17,326 140,812
Device Routing Invert Outlet Devices
#1 Primary 603.00' 24.0" Round 24" RCP Outlet
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 603.00'/602.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 608.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 610.40' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 611.10' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 611.80' 13.0" W x 6.0" H Vert. (1) 13"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 613.00' 16.0" W x 6.0" H Vert. (1) 16"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 613.90' 18.0" W x 6.0" H 0° (1) 18"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
#8 Device 1 615.20' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 616.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 617.00' 20.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=1.55 cfs @ 13.20 hrs HW=611.07' (Free Discharge)
4-==24" RCP Outlet (Passes 1.55 cfs of 40.21 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.28 cfs @ 8.29 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 1.27 cfs @ 3.05 fps)
-4=(1) 9"x6" Orifice ( Controls 0.00 cfs)
-5=(1) 13"x6" Orifice ( Controls 0.00 cfs)
-6=(1) 16"x6" Orifice ( Controls 0.00 cfs)
-7=(1) 18"x6" Orifice ( Controls 0.00 cfs)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-1: Wetpond #1
Hydrograph
1 I I 1 1 1 I 1 I 1 I I I I I I ■Inflow
32 20 cfs
i t IInt A 1 e 1 =g.4 6-a 0 pr mlarV
fi��-K 1 V p Y
36_ / ' i 1 1 1 1 1 Y�� Y ❑Secondary
344v , ' /1 / 1 1 1 1 1 1 1 1 1 peak_Elev:6 toy -
32 ' z ii1 1 1 1 1 1 1 1 1 I 1 1 1 /�1 I 1
30=/ / / ' '1 1 1 1 1 1 1 1 1 1 1 Stotajge=-3�,O2II Qf
28 -' i i ' '1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
26' '1_ / 1 1 1 1 1 1 I 1 I I 1 I 1 I 1
24i L1 _I - 1_ L1 -1_ I_ 1 _1 _1_ L1 _I _ I_ LH _I_ I- L _
22- i z I _ 1_ 1 I 1 L 1 1 I _H _I 1 L 1 I I 1_ _1 1 I L -
� 20_ / / z I / 1 -1 -1 - 1- -L - -1- I- H - -1- HH -I - I- 1- - -1- I- H -
18; i' i '3
3 16� ' i -I - 1- + -I- 1- + -1 -1- I- + -1 - 1- + 4 -I- 1- -
u. 14_ z 1 / 1 1 -1 -1- 1 + -I 1 H + 1 1 + 4 1 I -
124,/ / / ± / -1 1 1 t 1 1 1 1 H 1 H 1 1 I i- -1 1 I 1 -
10=' i ' i 1- 1 -1 - 1- fi 1 -1- 1- 1 -I -1- I- 1 -1 - I- 1 -1- 1- 1 -
/ '
8 / /n 7 17 r T 1 1 T T 1 1 -r -1 1 r T 1 1 r - 1 - ` -
sue ' / ._1.55 cfs
1.55 cfs
0 cfs ����
10 0
l/o
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond BMP-2: Wetpond #2
Inflow Area = 11.285 ac, 58.64% Impervious, Inflow Depth = 1.41" for 1-YR/24-HR event
Inflow = 29.27 cfs @ 11.96 hrs, Volume= 1.323 af
Outflow = 1.47 cfs @ 13.11 hrs, Volume= 1.321 af, Atten= 95%, Lag= 68.7 min
Primary = 1.47 cfs @ 13.11 hrs, Volume= 1.321 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 612.83'@ 13.11 hrs Surf.Area= 12,509 sf Storage= 31,547 cf
Plug-Flow detention time=861.6 min calculated for 1.321 af(100% of inflow)
Center-of-Mass det. time=862.2 min ( 1,694.9 - 832.7 )
Volume Invert Avail.Storage Storage Description
#1 610.00' 139,330 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
610.00 9,485 0 0
610.50 10,282 4,942 4,942
611.00 10,774 5,264 10,206
612.00 11,826 11,300 21,506
613.00 12,654 12,240 33,746
614.00 13,383 13,019 46,764
615.00 14,066 13,725 60,489
616.00 14,743 14,405 74,893
617.00 15,421 15,082 89,975
618.00 16,104 15,763 105,738
619.00 16,794 16,449 122,187
620.00 17,492 17,143 139,330
Device Routing Invert Outlet Devices
#1 Primary 605.00' 18.0" Round 18" RCP Outfall
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 605.00'/604.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 610.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 612.20' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 612.90' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 613.50' 14.0" W x 6.0" H Vert. (1) 14"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 614.60' 17.0" W x 6.0" H Vert. (1) 17"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 615.50' 15.0" W x 6.0" H Vert. (1) 15"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 6
#8 Device 1 616.60' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 618.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 619.00' 25.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=1.47 cfs @ 13.11 hrs HW=612.83' (Free Discharge)
4-==18" RCP Outfall (Passes 1.47 cfs of 22.63 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.27 cfs @ 7.94 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 1.20 cfs @ 2.89 fps)
-4=(1) 9"x6" Orifice ( Controls 0.00 cfs)
-5=(1) 14"x6" Orifice ( Controls 0.00 cfs)
-6=(1) 17"x6" Orifice ( Controls 0.00 cfs)
-7=(1) 15"x6" Orifice ( Controls 0.00 cfs)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=610.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-2: Wetpond #2
Hydrograph
-1 -I- I- 4 -I - I- T4 -I- I- 4 -I -I- H J- 4 -1- I- 4 -
z _ 1 - - - L - - - L � - - - � - - � � -I _ _ L � - - I- - ❑Inflow
z" 29.27 cfs Outflow
_1- L1 -I - 1- L1 -1- I- 1J _11 L1 I - I_ I- L
IInl�iQWI A, e, = �1.49u1 ac ❑Se ondary
32_- , , , Pe�ak�Bev 6_12.83 30�
� I /_I I I I I I I I I I I I I � I 1
1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1
28� 1 1 1 1 1 1 1 1 1 SfOra9e=31 54Taf -
26 , , ,I / I 1 1 I I 1 I I I I
24 , ,I I I I I I I I I I I I I I I I I I I I
22 -/ / / /
20 -/ / / /l I I I I I II I I I I I
in 18; , i1 1 / 1 I I I I II I I I I I
16 z i1 1 I I 1 I I 1 I I 1 1
o ,
a 14 -/ / / ,1 / 1 I I I I I I I I I
12� / / ,I / 1 1 1 1 1 1 1 1 1 1 1
10iv / /l- / 1 L 7 1 1 T 7 1 17T71717F771717F 771777
8iv , / /17 17 F 7 71 - I T 7 717 17 T 7 717 1 7 -
4_
o°°`s �lll/l/ll/l/l/l/l/lll/l/l , , ,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment Post-3: Post-Development Drainage Area #3
Runoff = 2.33 cfs @ 12.17 hrs, Volume= 0.286 af, Depth= 0.35"
Routed to Link Post-AP : Post-Development Analysis Point
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 1-YR/24-HR Rainfall=2.95"
Area (sf) CN Description
* 36,786 98 Impervious
* 134,765 61 Grass - Good Condition
* 259,346 55 Woods - Good Condition
430,897 61 Weighted Average
394,111 91.46% Pervious Area
36,786 8.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0431 0.17 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.55"
8.5 1,592 0.0373 3.11 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
18.5 1,692 Total
Subcatchment Post-3: Post-Development Drainage Area #3
Hydrograph
I I 1 I 1 I I 1 I I 1 1 1 1
1 I I 1 I 1 I I 1 I I 1 1 I 1 1 1 ❑Runoff
12.33 cfs 11 I 1 I I 1 I I 1 1 I 1 1 1 1
• 1 11 I I 1 I IIIII Type II 24-hr
2 / i 1 L L 1 L 't- Rf2-4=HI 2alinfa1IL2T9-5"
/ 1 11 I I 1 I 'Runoff Area=43%897 sf
1 1 1 1
1 1 1 1 1 IRuingff`�/Oiume=0.2816 elf
F / 1 11 I I 1 I I 1 Runoff Depth=0135"
3 % low dengh=1 1 11 I I 1 I I 1 C t 09
I I I I I I I I I I I I I I � � ,
u 1 I I T I I I T I I T I I I T-c�.t817J 111jh
1
1 Y N1611
1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1
1 1 1 1 1 1 1
1 1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 1-YR/24-HR Rainfall=2.95"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Link Post-AP: Post-Development Analysis Point
Inflow Area = 33.593 ac, 44.04% Impervious, Inflow Depth > 1.09" for 1-YR/24-HR event
Inflow = 4.00 cfs @ 12.22 hrs, Volume= 3.061 af
Primary = 4.00 cfs @ 12.22 hrs, Volume= 3.061 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Link Post-AP: Post-Development Analysis Point
Hydrograph
I I I I I 1 1 1
1 1 1 1 1 1 1 1 1 1 ❑ Inflow
- -I4.0o cfs I —11 T I- 7 I- - ❑Primary I
1400cfs/ 1 1 1 1 1 1 Inflow Area=33.5931 ac
4 I I I I I I I I I I I I I I I I I �
t -1 - 1 -t -1- 1- -I - 1- t -1 - 1 -t -1- t -
3 % I I I I I I I
I I I I 1
U
3 2
LL 1 1 1 1 1 1 I I I I 1
1 1 1 1 I 1 1 1 I I I I
11 I I I I I I I I I I I 11 I
1 1 1 I 1 I I I I
o
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

2-YEAR 24-HOUR SUMMARY

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Pre-1: Pre-Development Drainage Area #1
Runoff = 11.29 cfs @ 12.13 hrs, Volume= 1.134 af, Depth= 0.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 2-YR/24-HR Rainfall=3.55"
Area (sf) CN Description
* 9,575 98 Impervious
* 223,909 69 Grass - Fair Condition
* 1,020,455 55 Woods - Good Condition
1,253,939 58 Weighted Average
1,244,364 99.24% Pervious Area
9,575 0.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.2 103 0.0291 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.55"
6.2 1,170 0.0376 3.12 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
1.6 840 0.0273 8.63 44.89 Channel Flow, Channel Flow
Area= 5.2 sf Perim= 4.8' r= 1.08'
n= 0.030 Earth, grassed & winding
16.0 2,113 Total
Subcatchment Pre-1: Pre-Development Drainage Area #1
Hydrograph
I I I I I I I I I I I I I
— 7 I— 7 T —I— T 1— - - I 1 r —I p 0 Runoff
121/ 11129�1 1 I I 4 1 I I L 1 I I 1 1 ILI
11 -/ ✓ I 11 1 I 11 1 I 11 Type II 24-hr
_ / 1 10� 7 I 1 ? 1 1 ' III = I551�' -_
9 / I I I ' Runoff Ar+eal=11,253,939 sf
T —I — r — 1— rt —I— fi —1— —I - 1- t -1-
8 1 1 I 1 1 1 F uno f 'oIurne71.113,4 of
1 1 I III
Runoff Depth-O'147�
/ 1 1 1 1 1 1 1 Flow Lengtlhg2z113'
u 5� r —
4— + + + I + I + 1 + 1 + + I 1- -116�0 —
1 1 1 1 I 1 1 I I 1 1 I CNc59
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2� I 1 1 I I 1 I 1 1
1- 1 1 1 1 1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Summary for Pond BMP-1: Wetpond #1
Inflow Area = 12.416 ac, 59.05% Impervious, Inflow Depth = 1.90" for 2-YR/24-HR event
Inflow = 43.21 cfs @ 11.96 hrs, Volume= 1.967 af
Outflow = 3.53 cfs @ 12.50 hrs, Volume= 1.965 af, Atten= 92%, Lag= 32.5 min
Primary = 3.53 cfs @ 12.50 hrs, Volume= 1.965 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 611.75'@ 12.50 hrs Surf.Area= 13,305 sf Storage= 43,989 cf
Plug-Flow detention time=703.9 min calculated for 1.965 af(100% of inflow)
Center-of-Mass det. time= 703.3 min ( 1,527.4 - 824.1 )
Volume Invert Avail.Storage Storage Description
#1 608.00' 140,812 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft)_ (cubic-feet) (cubic-feet)
608.00 9,640 0 0
608.50 10,367 5,002 5,002
609.00 10,867 5,309 10,310
610.00 12,061 11,464 21,774
611.00 12,774 12,418 34,192
612.00 13,481 13,128 47,319
613.00 14,185 13,833 61,152
614.00 14,886 14,536 75,688
615.00 15,585 15,236 90,923
616.00 16,282 15,934 106,857
617.00 16,978 16,630 123,487
618.00 17,673 17,326 140,812
Device Routing Invert Outlet Devices
#1 Primary 603.00' 24.0" Round 24" RCP Outlet
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 603.00'/602.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 608.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 610.40' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 611.10' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 611.80' 13.0" W x 6.0" H Vert. (1) 13"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 613.00' 16.0" W x 6.0" H Vert. (1) 16"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 613.90' 18.0" W x 6.0" H 0° (1) 18"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
#8 Device 1 615.20' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 616.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 617.00' 20.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=3.54 cfs @ 12.50 hrs HW=611.75' (Free Discharge)
4-==24" RCP Outlet (Passes 3.54 cfs of 42.11 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.31 cfs @ 9.20 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 2.10 cfs @ 5.04 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 1.12 cfs @ 3.00 fps)
-5=(1) 13"x6" Orifice ( Controls 0.00 cfs)
-6=(1) 16"x6" Orifice ( Controls 0.00 cfs)
-7=(1) 18"x6" Orifice ( Controls 0.00 cfs)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-1: Wetpond #1
Hydrograph
I I I I I I I I I I I
H t -I I I I -I- I- fi - ❑Inflow
I 43.21 cfs I i .Outflow
/ 1 ® 1 1 1 1 1 I 1 ill
primary
/I Ipl Y��I,,�yre��,��I�� I�� - Secondary
451/ / / 1 / 1 Peaky V:6i 115! -
/ /1 1 1 1 1 1 1 1 1
40� Storatge 4 ,9$9_cf _
1 1 1 1 1 1 1 1 1 1
35� '
1 1 I t + I 1 + - 1 1 + I - I- 4 1 1- + -
/ 1 1 1 1 1 1 1 1 1 1 1 1 1
30� / -
w : /
251/ / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1
o _ / /I I I 1 I I I I I I 1 I
'L 20� / ' 1- I I L
- / / 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1
15� / I- 1 4 1 1 - 1 1 L - I 1 4 1 - I- 4 1 1- -
_ / /
101/ ' 1 3.53 cfs
: / /
3.53 cfs / /
51/
0.00 cfs
0 /�(( S (T /T( r' f 1 f' ' fr r .
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond BMP-2: Wetpond #2
Inflow Area = 11.285 ac, 58.64% Impervious, Inflow Depth = 1.90" for 2-YR/24-HR event
Inflow = 39.27 cfs @ 11.96 hrs, Volume= 1.787 af
Outflow = 3.31 cfs @ 12.49 hrs, Volume= 1.786 af, Atten= 92%, Lag= 31.6 min
Primary = 3.31 cfs @ 12.49 hrs, Volume= 1.786 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 613.47'@ 12.49 hrs Surf.Area= 12,998 sf Storage= 39,793 cf
Plug-Flow detention time=672.4 min calculated for 1.786 af(100% of inflow)
Center-of-Mass det. time=672.0 min ( 1,496.0 - 824.1 )
Volume Invert Avail.Storage Storage Description
#1 610.00' 139,330 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
610.00 9,485 0 0
610.50 10,282 4,942 4,942
611.00 10,774 5,264 10,206
612.00 11,826 11,300 21,506
613.00 12,654 12,240 33,746
614.00 13,383 13,019 46,764
615.00 14,066 13,725 60,489
616.00 14,743 14,405 74,893
617.00 15,421 15,082 89,975
618.00 16,104 15,763 105,738
619.00 16,794 16,449 122,187
620.00 17,492 17,143 139,330
Device Routing Invert Outlet Devices
#1 Primary 605.00' 18.0" Round 18" RCP Outfall
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 605.00'/604.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 610.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 612.20' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 612.90' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 613.50' 14.0" W x 6.0" H Vert. (1) 14"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 614.60' 17.0" W x 6.0" H Vert. (1) 17"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 615.50' 15.0" W x 6.0" H Vert. (1) 15"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 6
#8 Device 1 616.60' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 618.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 619.00' 25.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=3.32 cfs @ 12.49 hrs HW=613.47' (Free Discharge)
t==18" RCP Outfall (Passes 3.32 cfs of 23.64 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.30 cfs @ 8.84 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 2.02 cfs @ 4.85 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 0.99 cfs @ 2.65 fps)
-5=(1) 14"x6" Orifice ( Controls 0.00 cfs)
-6=(1) 17"x6" Orifice ( Controls 0.00 cfs)
-7=(1) 15"x6" Orifice ( Controls 0.00 cfs)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=610.00' (Free Discharge)
L10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-2: Wetpond #2
Hydrograph
1 1 I 1 I 1 I 1 I I I 1 I 1 1 1 1 1 1 1
/I 1 1 1 1 1 1 1 1 1 1 I 1 I 1 I 1 I 1 I 1 I 1 ■Inflow
/ 13927 cfs I D Outflow
I- 1- I- 4 -1 - 1- H -I -1- 1- 4 -1 -11- 1- --I - 1- � Primary
r -r -r �Iq QV1/rA►Pea--1 •� I�rP - El Secondary
42 , , - 1 1 1 1 1 1 1 1 1 1 1 1 peak_EJe'v:6 3147
40= / / ,
38 / / , ,L - -1- LL -1 - 1- LL -1- 1- _I -1- I_ L -1 - 1- L _L II- I- L _
36 / / / /- 1- f- - -1 - 1- t H -1- 1- + H -I- Storage ,793-c
34 / / , /I
324/ /L I LL _1 _ 1_ L _I 11 L _I I LL I I LH I I L -
30� / / / /
28 / , , ,- , -1- 1- -1 -1 - 1- t - -1- 1- + H -1- 1H -1 - 1- H4 -1- 1- t -
7 264-/ / / , /r rt -1- r r -I - 1- t r -1- 1- r - -1- r r -1 - 1- r rt -1- 1- r -
24; z / / ,I I I I I I I I I I I I I
/
22� / ,
0 20� , / / /I- 4 - -I - I H -I -I- I- H - -I 1 4 -I - I- 4 4 -I- I- H -
u- 184/ / / / ,- fi I- 1- t -1 - I- fit -1- l- t -1 -I- 1t -1 - I- tH -1- I- t -
164-/ / / , 1 I I I I I I I I I I I I I I I I I I I
12 / / / /L1 / _1- L _1 -1 - 1- LJ -1- 1- 1J -1- L1 -1 - 1- L _1 -1- 1- L _
104/ / / / /1alcfs 1- 1- + -1 - I- H + -I- 1- + H -I- H + -I - I- + 4 -1- 1- + -
6' ® %((��A���:5�././.5�././.5�././.5�.1�45:1./.1 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii
4' ___. Z
000 ors������
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment Post-3: Post-Development Drainage Area #3
Runoff = 5.14 cfs @ 12.15 hrs, Volume= 0.491 af, Depth= 0.60"
Routed to Link Post-AP : Post-Development Analysis Point
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 2-YR/24-HR Rainfall=3.55"
Area (sf) CN Description
* 36,786 98 Impervious
* 134,765 61 Grass - Good Condition
* 259,346 55 Woods - Good Condition
430,897 61 Weighted Average
394,111 91.46% Pervious Area
36,786 8.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0431 0.17 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.55"
8.5 1,592 0.0373 3.11 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
18.5 1,692 Total
Subcatchment Post-3: Post-Development Drainage Area #3
Hydrograph
I I I I I I I I I I I I I I I
I I 1 I I I I I I I I I I I I I I I I ■Runoff
15.14cfs l I I 1 I I 1 I I I I I I I I I I I _
5 % 1 1 1 1 1 I 11 III Type 11 24-hr
1 1 1 1 1 12-YRI1,24-HIR Rainfall=315 "
/ 1 1 1 1 1 1 1 T 1
11 I I 1 I 1rRunoff TArea=430A197 sf
4 / 1 1 1 1 1 1 1 1 1 1 1
�uingff y(:qume=0.4911 elf
w 3 % + 1 1 —i 1 -- 1 1 1 I- —[ -R-unoff-Depth=0-60" -
1 1 1 1 1 1 1 1
o % I I I
/' I 1 1 ITIow ..ength=1,09 '
1 I 1 I I 1 I I 1 1 Tc= &5 miff
2 % 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 c N1=611
/ 1 1 1 I 1 1 I 1 III I 1 1
1-v 1 1 I I 1 I 1 1 1 1 I
- 1 1 1 1 1 1 1 1 1 1 1 1 1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 2-YR/24-HR Rainfall=3.55"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Link Post-AP: Post-Development Analysis Point
Inflow Area = 33.593 ac, 44.04% Impervious, Inflow Depth > 1.52" for 2-YR/24-HR event
Inflow = 11.23 cfs @ 12.17 hrs, Volume= 4.242 af
Primary = 11.23 cfs @ 12.17 hrs, Volume= 4.242 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Link Post-AP: Post-Development Analysis Point
Hydrograph
Z I 1 I I I I I I I I I I
■Inflow `
12i/ 111.23 cfs I H -1 — I— 4 -1— I— 4 — 1— + 1 1 4 —1— 4 4 1 4 1 I— —11 - ❑Primary
- , 1112 s r 1 I I 1 1 1 1 1 1 Inflow Area=3315931ac
11l-
- i
101- k / - 4 —1— H H — 1— + —1 — 1— 4 —I— 4 H — 1— 4 —1— I— - — 1-
- / 1 '% . 1 1 1 1 1 1 1 1 1 H
1 1 H
1 I
9� / T 1 � 1 1 1 1 1 1 1 1 1 1 11 8k — A 1— H 1— + —I 4 -
1 1I I I I I I 1 1 1 1 1 1
7 A- I,/ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1
a 61 A— — —1 — — H —1— 1 H — 1— 1 — — H —1— H H — 1— H —I — iH H — — -
5 -/ /
1 I I 1 I I 1 11 1 1 I
4 -/ k 1 1 i — I— —I — — H —1— t H — 1— H
—I
2- t r
46 �D
!/,L�I //j
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

10-YEAR 24-HOUR SUMMARY

336412-Cottage Park-Wetponds Type II 24-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Pre-1: Pre-Development Drainage Area #1
Runoff = 41.28 cfs @ 12.10 hrs, Volume= 3.058 af, Depth= 1.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 10-YR/24-HR Rainfall=5.19"
Area (sf) CN Description
9,575 98 Impervious
223,909 69 Grass - Fair Condition
1,020,455 55 Woods - Good Condition
1,253,939 58 Weighted Average
1,244,364 99.24% Pervious Area
9,575 0.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.2 103 0.0291 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.55"
6.2 1,170 0.0376 3.12 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
1.6 840 0.0273 8.63 44.89 Channel Flow, Channel Flow
Area= 5.2 sf Perim= 4.8' r= 1.08'
n= 0.030 Earth, grassed & winding
16.0 2,113 Total
Subcatchment Pre-1: Pre-Development Drainage Area #1
Hydrograph
-r —1— rHIHTIHHr -1 T -1- r -1 - - I- T -1 r
46, 1 1 ' 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 ■Runoff
444/ -
424/ — 1216321 1 I I I I I I I I I I I I I I
40 — / .1 _ L1 _ I_ L _1_ L _I_ L _I _ Li - 1-Type I12.4 1r_
38 - H - I- 4 -I- + n �y
364/ - i 2 � �talnfa�lt5 fig"
� � - 1— rt —1— fi — — fi
32 r71 - I- 71T -I Rur1of Area=1,25�;939-sf_
30 / 1 1 1 1 1 1 I jiRt „_� �_ e13151 i
28� � - - 1 I r J _ 1_ L I L I L � ��� I 1_ _I
26 - -/ - -I- - - r 4 - I- 4 -I- 4- -I- 1- -I Ruci eff Depth=1-127! -
�- 24 - - H -1- t 1 - r - - 1- H -1 fi -1- H -I QH =
Mtn t L
c 224/ / 1 - 7 71 - 1- 7 -I- T -I- T -1 — "IW F"T'g h-1T2Tj1a
LL 20 — / 1 1 I I 1 1 I I 1 1 I I 1 TC, I6.Qltvih
184 -
164 / 1 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _
14 � — —/ 4 I 4 H 1- 4 -I- 4- -1- 4- -I - r 4 - I- T -1- +1,11_u9
12 - - H - - - 1 - r H - 1 H -I- f -I- H 1 - H H - 1 H -I- t 1 - H
10 -r rt T 1 r rt T TIT T 1 -
84' - - — —
64/ — -
4� _ —1 I I
27
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Summary for Pond BMP-1: Wetpond #1
Inflow Area = 12.416 ac, 59.05% Impervious, Inflow Depth = 3.35" for 10-YR/24-HR event
Inflow = 74.32 cfs @ 11.96 hrs, Volume= 3.463 af
Outflow = 12.81 cfs @ 12.13 hrs, Volume= 3.461 af, Atten= 83%, Lag= 10.3 min
Primary = 12.81 cfs @ 12.13 hrs, Volume= 3.461 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 613.85'@ 12.13 hrs Surf.Area= 14,783 sf Storage= 73,517 cf
Plug-Flow detention time=441.7 min calculated for 3.460 af(100% of inflow)
Center-of-Mass det. time=442.7 min ( 1,250.6 - 807.9 )
Volume Invert Avail.Storage Storage Description
#1 608.00' 140,812 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft)_ (cubic-feet) (cubic-feet)
608.00 9,640 0 0
608.50 10,367 5,002 5,002
609.00 10,867 5,309 10,310
610.00 12,061 11,464 21,774
611.00 12,774 12,418 34,192
612.00 13,481 13,128 47,319
613.00 14,185 13,833 61,152
614.00 14,886 14,536 75,688
615.00 15,585 15,236 90,923
616.00 16,282 15,934 106,857
617.00 16,978 16,630 123,487
618.00 17,673 17,326 140,812
Device Routing Invert Outlet Devices
#1 Primary 603.00' 24.0" Round 24" RCP Outlet
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 603.00'/602.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 608.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 610.40' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 611.10' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 611.80' 13.0" W x 6.0" H Vert. (1) 13"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 613.00' 16.0" W x 6.0" H Vert. (1) 16"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 613.90' 18.0" W x 6.0" H 0° (1) 18"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
#8 Device 1 615.20' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 616.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 617.00' 20.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=12.80 cfs @ 12.13 hrs HW=613.85' (Free Discharge)
4-==24" RCP Outlet (Passes 12.80 cfs of 47.48 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.39 cfs © 11.54 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 3.59 cfs © 8.61 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 2.85 cfs © 7.61 fps)
-5=(1) 13"x6" Orifice (Orifice Controls 3.50 cfs © 6.46 fps)
-6=(1) 16"x6" Orifice (Orifice Controls 2.47 cfs @ 3.70 fps)
-7=(1) 18"x6" Orifice ( Controls 0.00 cfs)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=608.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-1: Wetpond #1
Hydrograph
I I I
/I
l I l I I
1 I 1 1 I 1 I 1 I 1 ■Inflow
74.32 cfs D Outflow
1 1 1 1 1 Iq 1 1 1 _ Primary
IIn q ArEP-1 -,•-1 1 -,- ■Secondary
80 -' / ' it
/ Peak_Eiev:613.85 -
70� /• 1_ 1 1 I 1 1 1 1 Storage=;73,51-7-at -
654/ / • / it I 1 I 1 1 1 1 1 1 1 1 I
60 ' / /1 / I 1 I 1 I I 1 I I I I I
55Z / • / /1 1 1 I 1 1 1 1 1 1 1 1 I
507 / ' it 1 1 I 1 1 1 1 1 1 1 1 I
u 45 / z � / /1 1 1 1 I 1 1 1 1 1 1 1 1 1
3 40; / ' i1 1 I I 1 I 1 I I 1 I I I I I
u. 35� / ' /I I I I 1 1 1 I I 1 I I I I I
30 -/ / / it 1 1 1 1 1 1 1 1 1 1 1 1 1 1
25� / z / / 12s1 cfs '- T 1 1 T T 1 1 T T 1 177 1 I FT T
20 -' z / 12.1 cfs 1 f -I - 1- T T -1- 17 T T -1- 1 7
15 -/ /
0 cfs������
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond BMP-2: Wetpond #2
Inflow Area = 11.285 ac, 58.64% Impervious, Inflow Depth = 3.35" for 10-YR/24-HR event
Inflow = 67.55 cfs @ 11.96 hrs, Volume= 3.147 af
Outflow = 12.63 cfs @ 12.12 hrs, Volume= 3.146 af, Atten= 81%, Lag= 9.7 min
Primary = 12.63 cfs @ 12.12 hrs, Volume= 3.146 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 615.40'@ 12.12 hrs Surf.Area= 14,336 sf Storage= 66,146 cf
Plug-Flow detention time=422.1 min calculated for 3.145 af(100% of inflow)
Center-of-Mass det. time=423.1 min ( 1,231.0 - 807.9 )
Volume Invert Avail.Storage Storage Description
#1 610.00' 139,330 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
610.00 9,485 0 0
610.50 10,282 4,942 4,942
611.00 10,774 5,264 10,206
612.00 11,826 11,300 21,506
613.00 12,654 12,240 33,746
614.00 13,383 13,019 46,764
615.00 14,066 13,725 60,489
616.00 14,743 14,405 74,893
617.00 15,421 15,082 89,975
618.00 16,104 15,763 105,738
619.00 16,794 16,449 122,187
620.00 17,492 17,143 139,330
Device Routing Invert Outlet Devices
#1 Primary 605.00' 18.0" Round 18" RCP Outfall
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 605.00'/604.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 610.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 612.20' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 612.90' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 613.50' 14.0" W x 6.0" H Vert. (1) 14"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 614.60' 17.0" W x 6.0" H Vert. (1) 17"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 615.50' 15.0" W x 6.0" H Vert. (1) 15"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 6
#8 Device 1 616.60' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 618.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 619.00' 25.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=12.63 cfs @ 12.12 hrs HW=615.40' (Free Discharge)
t==18" RCP Outfall (Passes 12.63 cfs of 26.43 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.38 cfs © 11.08 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 3.44 cfs © 8.26 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 2.71 cfs @ 7.22 fps)
-5=(1) 14"x6" Orifice (Orifice Controls 3.60 cfs © 6.17 fps)
-6=(1) 17"x6" Orifice (Orifice Controls 2.50 cfs @ 3.53 fps)
-7=(1) 15"x6" Orifice ( Controls 0.00 cfs)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=610.00' (Free Discharge)
L10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-2: Wetpond #2
Hydrograph
- T -i -I- 1- _ 1 -I- 1- tom -I- -1 - 1- -r - - 1_ fi _
- -+ -I -1- 1 1 - 1 I I I -I - I- ♦- -f -1- I- +- - ❑Inflow
t 67.55 cfs I Outflow
I - I _ -1 - - T II _ 1 + -
75_ / / 1 1 1n YWl Area=1 '•2 1 aY ❑se ondary
70 / / ' / Pera-k-E1e1v=615!40-'
/ /1 I I I I 1 1 1
65 /1 Storage6,1146-af -
60_ / /1 I I I I I I I I I I
551 / / /
/ T T F ITT F 7 T
50� I- - 1 1 T I I- t 1 t 7 1 1 fi
y 45� / / F I 1- 4 -I 1- H -I- I- T F -I- I- 4 -I - I- 1- 7 -I- I- H -
▪ 40 -/ / - 4 1- L4 _I - I_ LF -I- I- -H -I- LF -I - I- L4 -I- I- F -
0 35' / _ - L J _1 _ I- J -I_ I_ L _I _I_ I 7 _1 _ 1_ L J _I_ I- I _
▪ 30 ./ / / /1 1 1 1 1 I 1 1 1 1 I 1 I 1 1 1 1 1 1 1
25� / / /1 1 1 1 1 I 1 1 1 1 I 1 I 1 1 1 1 1 1 1
/1 12.63 cfs 1I I
20� / 12.63 cfs
10.00 cfs
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment Post-3: Post-Development Drainage Area #3
Runoff = 15.78 cfs @ 12.13 hrs, Volume= 1.224 af, Depth= 1.48"
Routed to Link Post-AP : Post-Development Analysis Point
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 10-YR/24-HR Rainfall=5.19"
Area (sf) CN Description
* 36,786 98 Impervious
* 134,765 61 Grass - Good Condition
* 259,346 55 Woods - Good Condition
430,897 61 Weighted Average
394,111 91.46% Pervious Area
36,786 8.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0431 0.17 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.55"
8.5 1,592 0.0373 3.11 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
18.5 1,692 Total
Subcatchment Post-3: Post-Development Drainage Area #3
Hydrograph
1 1 1 1 I I I I I I I 1 1 1
17� 1 1 1 1 I I I I I I I I I I I 1 1 1 ■Runoff
16 13211121 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
T 1 I 1 7 1 1 1 T 1 1 1 1 Type It 24=hr -
15-
14� r7 - 1- rt -1- r - 0-�Y_ 2 R _ainaIIL5- 119-
r' _
- -r / 1 - rt -I- t rt -I 1 -T
13� + 1 1 -1 1- - -1 L -1- 1 noff-Area=430j8917-sf -
12� -/ - I- -I Rt-In ffAro(46 14.221� -
11� - -/ 4 - - L 1 - 4 _I I- 4 -1 L _I_ L '1 A 1
10 1 1 1 1 1 Runoff8"Depth= 4
9 / 1 1 1 I I I I I I I 11 p�
8 v / 1 1 1 1 1 1 1 1 1 '11"Iu"v ILeT•Jth=1,9
7./ / 1 I I I I I I I I 1 Tc18.5 Mill
6 / 1,1
4 -/ - 1- -1 - 1- rt -1- t -1- 1 1 1 - 1- -1 - 1 -
3 -/ d - 1- H - 1- -I- 1 1 1 - t -1 - H -
2 -/ , 1 - - 1- 4 -1- 4 -1- 1 1 111 -- 1- -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 10-YR/24-HR Rainfall=5.19"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Link Post-AP: Post-Development Analysis Point
Inflow Area = 33.593 ac, 44.04% Impervious, Inflow Depth = 2.80" for 10-YR/24-HR event
Inflow = 41.23 cfs @ 12.13 hrs, Volume= 7.830 af
Primary = 41.23 cfs @ 12.13 hrs, Volume= 7.830 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Link Post-AP: Post-Development Analysis Point
Hydrograph
71 = T I I I I I T 1—
rt
46 ■Inflow
44_ I 41.23 cfs I L _I _ I_ 1 _I_ L J _ 1_ 1 —I _ I_ J _I_ L J _ I_ 1 —I— L L _ 1_ _ _■Primary
_ I a1.23 cfs
42 // 1 1 4 I— — I— T 1 inflow Area=331593-a a -
40_' rt rrt t rt fi rt r
38
36=
34_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
32 1 1 4 —I— 1 T I — —I - 1 T —I— 1
30_ t —I — — fi —1— I— t —I — I— —I— fit — I— fi —I— 1— —I — I-
28= 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
26_'
24 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
022= — - 1— _L -1— —1— _L -1 - — —1— — 1— _L -1- 1— _I - 1- -
LL20 — I— t -1— I— + —I — I— —I— H — I— t —I— i— H — I-
18 T I— 7 1 F 1 T I I J I 7 - 1 T 1 r 7 — I—
I I I I I I I I I I I I I I I I I I I I I
14=
12 1 _L 1 L 1 T 1 H 1 T J 1 _L 1 1— J 1
10 —I I —E I I + I — I I— HH I- 4 —I HH I
8 - - -r r —I— T —I — I— —I— T —I — I— T —I — r7 — I-
6 1 1 1 1
4-
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

25-YEAR 24-HOUR SUMMARY

336412-Cottage Park-Wetponds Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Pre-1: Pre-Development Drainage Area #1
Runoff = 64.24 cfs @ 12.10 hrs, Volume= 4.516 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Area (sf) CN Description
* 9,575 98 Impervious
* 223,909 69 Grass - Fair Condition
* 1,020,455 55 Woods - Good Condition
1,253,939 58 Weighted Average
1,244,364 99.24% Pervious Area
9,575 0.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.2 103 0.0291 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.55"
6.2 1,170 0.0376 3.12 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
1.6 840 0.0273 8.63 44.89 Channel Flow, Channel Flow
Area= 5.2 sf Perim= 4.8' r= 1.08'
n= 0.030 Earth, grassed & winding
16.0 2,113 Total
Subcatchment Pre-1: Pre-Development Drainage Area #1
Hydrograph
/- L IL - - LI _LI LI L LI L -
70 -/ I 1 1 ' I I I I I I I I I I I I I I I I ■Runoff
65� 164.2%fs I III I I 1 1 I I 1 1 I 1 1
4- H H — I— 4 -1- + -I- + -I - H - I-Type ll 24-hr-
60
nfall=6T120' -
55 ' I 1 1 I 1
50� I I I 1 RunoffAurea=1,253r939 sf
45 -/
- I- -I- 1 -1- nQ.1 o1ur lL4i5�115
I I I
40 -/ Runoff Depth=1188"
77 - I- 7 -IT -I- T -I - - ` T _ T - -
0 35 -/ I I I -k I I I�IOw re g h72� 1 ' -
30j, I I I I I I I I I I 1r��16.Qrtvlh
25� I I I 1 1 I I 1 1 I I 1 1 I
- 7 -I - I- 7 -I- T -I- 7 -I - I- - I- T -1- PN1`58
15 I I I I I I I ' 1 1 1
1 1 1 1 1 1 1 I 1 1 1
10:-/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Summary for Pond BMP-1: Wetpond #1
Inflow Area = 12.416 ac, 59.05% Impervious, Inflow Depth = 4.28" for 25-YR/24-HR event
Inflow = 93.72 cfs @ 11.96 hrs, Volume= 4.426 af
Outflow = 20.96 cfs @ 12.10 hrs, Volume= 4.424 af, Atten= 78%, Lag= 8.5 min
Primary = 20.96 cfs @ 12.10 hrs, Volume= 4.424 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 615.08'@ 12.10 hrs Surf.Area= 15,644 sf Storage= 92,247 cf
Plug-Flow detention time=365.0 min calculated for 4.424 af(100% of inflow)
Center-of-Mass det. time= 364.7 min ( 1,165.7 - 801.0 )
Volume Invert Avail.Storage Storage Description
#1 608.00' 140,812 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft)_ (cubic-feet) (cubic-feet)
608.00 9,640 0 0
608.50 10,367 5,002 5,002
609.00 10,867 5,309 10,310
610.00 12,061 11,464 21,774
611.00 12,774 12,418 34,192
612.00 13,481 13,128 47,319
613.00 14,185 13,833 61,152
614.00 14,886 14,536 75,688
615.00 15,585 15,236 90,923
616.00 16,282 15,934 106,857
617.00 16,978 16,630 123,487
618.00 17,673 17,326 140,812
Device Routing Invert Outlet Devices
#1 Primary 603.00' 24.0" Round 24" RCP Outlet
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 603.00'/602.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 608.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 610.40' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 611.10' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 611.80' 13.0" W x 6.0" H Vert. (1) 13"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 613.00' 16.0" W x 6.0" H Vert. (1) 16"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 613.90' 18.0" W x 6.0" H 0° (1) 18"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
#8 Device 1 615.20' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 616.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 617.00' 20.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=20.93 cfs @ 12.10 hrs HW=615.08' (Free Discharge)
4-==24" RCP Outlet (Passes 20.93 cfs of 50.35 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.43 cfs © 12.71 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 4.22 cfs © 10.13 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 3.49 cfs © 9.29 fps)
-5=(1) 13"x6" Orifice (Orifice Controls 4.54 cfs @ 8.38 fps)
-6=(1) 16"x6" Orifice (Orifice Controls 4.34 cfs @ 6.50 fps)
-7=(1) 18"x6" Orifice (Orifice Controls 3.92 cfs @ 5.22 fps)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=608.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-1: Wetpond #1
Hydrograph
I I I I I I I I i 1 i i 1 1 1
1 I 1 I 1 1 i 1 1 I 1 I I 1 I 1 ❑Inflow
r93.72 cfs I Outflow
z „ - 1 I I L 1 1_ L I_ 1 I I I_ p Primary
i _ - 4 1- H + -1 -I- +- + H -I- IPW -12r 61 ac ❑Secondary
100 - 7 -1- TT -I -1- TTT -I- TTT -ReakEIe 15l®I'
954/ z FYI �I
/ i 85= I_ L _I _I_ L J _I_ L _I _Storage 92 Z411 cf
85 i � � _ _ 1 1 1,
80 -/ / / / - + I- + + -1 -I- HHH -I- I- + -I - I- + + -1 -I- 1- + -I - 1
i / / - T HI I LIL HTLI LILHT 1 1 rrt 1 rH
65/
w 60� i , 1 1 I 1 I 1 1 I 1 I 1 I I 1 I 1 I I 1 I I
=55 5547 i - I- + I 1- 4 1 4 I I 4 I r 4 I
c 5047 / i / + �� I I- t 1 I- t I- t 1 1 t 1 1- 4 1
LL 45� I T T I TTT T T I I T T I I T T 11
40_ z � �
354 i / 20.96 cfs 1 1 I 1 I 1 1 I 1 I 1 I I 1 I 1 I I 1 I 1
3047 / / / a.96 Cfs/, I 1 1 1 1 L 1 _ 1 L 1 I I L 1 _ I L 1 I 1
254/ z • -I -I- 1- H -I- + -I -I- l + -I -I- 1- 4 -1 -I
2047 / ,
1547 z
1000 cfs
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond BMP-2: Wetpond #2
Inflow Area = 11.285 ac, 58.64% Impervious, Inflow Depth = 4.28" for 25-YR/24-HR event
Inflow = 85.18 cfs @ 11.96 hrs, Volume= 4.022 af
Outflow = 19.66 cfs @ 12.10 hrs, Volume= 4.021 af, Atten= 77%, Lag= 8.4 min
Primary = 19.66 cfs @ 12.10 hrs, Volume= 4.021 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 616.56'@ 12.10 hrs Surf.Area= 15,121 sf Storage= 83,214 cf
Plug-Flow detention time=349.4 min calculated for 4.021 af(100% of inflow)
Center-of-Mass det. time= 349.2 min ( 1,150.2 - 801.0 )
Volume Invert Avail.Storage Storage Description
#1 610.00' 139,330 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
610.00 9,485 0 0
610.50 10,282 4,942 4,942
611.00 10,774 5,264 10,206
612.00 11,826 11,300 21,506
613.00 12,654 12,240 33,746
614.00 13,383 13,019 46,764
615.00 14,066 13,725 60,489
616.00 14,743 14,405 74,893
617.00 15,421 15,082 89,975
618.00 16,104 15,763 105,738
619.00 16,794 16,449 122,187
620.00 17,492 17,143 139,330
Device Routing Invert Outlet Devices
#1 Primary 605.00' 18.0" Round 18" RCP Outfall
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 605.00'/604.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 610.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 612.20' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 612.90' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 613.50' 14.0" W x 6.0" H Vert. (1) 14"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 614.60' 17.0" W x 6.0" H Vert. (1) 17"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 615.50' 15.0" W x 6.0" H Vert. (1) 15"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 6
#8 Device 1 616.60' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 618.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 619.00' 25.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=19.63 cfs @ 12.10 hrs HW=616.55' (Free Discharge)
4-==18" RCP Outfall (Passes 19.63 cfs of 27.96 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.42 cfs © 12.23 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 4.06 cfs © 9.75 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 3.33 cfs © 8.88 fps)
-5=(1) 14"x6" Orifice (Orifice Controls 4.70 cfs © 8.06 fps)
-6=(1) 17"x6" Orifice (Orifice Controls 4.44 cfs @ 6.27 fps)
-7=(1) 15"x6" Orifice (Orifice Controls 2.68 cfs @ 4.29 fps)
-8=(1) 13"x5" Orifice ( Controls 0.00 cfs)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=610.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-2: Wetpond #2
Hydrograph
I r7 I I T -i - T I rT I i ri I I- 7 -
,I I I 1 I 1 I 1 I 1 1 I I I I I I I I I I I I ❑Inflow
85 78 cfs L_,Outflow
I I I I I I I I I I I I��I I I�Iq,�I 1�-CI �I+ _ ❑Primary
95 , / /1 1 I I I Iln Y�� A�EP-I �I•2f+`+I ac •Secondary
90 1 / 1 1 Pda-k-ETe�v:6-16!56
85 z _1_ }1,,-I - I- 1_ 1- 1- L _
80 % 1 IStor-a-ge83,214c�f
75
70
65 / rt -t - - I- - -1 -1- 1- I- rrt 1- art 1 -
60
/ / 7 . 1- i- T 71717 T T 717 17 T 717 r T 71717 T 7 717 17 T -
w 55 ' ,1 1 1 1 I 1 I 1 I I 1 1 1 1 1 1 1 1 1 1 I 1 I
° 550 , " z1 1 1 I 1 I 1 I I 1 I 1 I 1 1 1 1 1 1 I 1 I
45 /I I I I I I I I I I I I 1 I I I I I I 1 1
LT- 40 / , /
I L L I I L _I1 1 L J I L 7 I I 1_ _11- L -
35
/ r fssscfs�I � 4I II I 1- 1- I- - -
30 z , / 1966cfs/- 1- r 4 -I - 1- 4 -1- I- # 7 -I- I- 4 -1 - I- 1- 4 -1- - # -
25 , , I
, � �� 1 r rt I t H 1 t H r -r 1
20
15 /t
10 " ������/ �������
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment Post-3: Post-Development Drainage Area #3
Runoff = 23.63 cfs @ 12.12 hrs, Volume= 1.764 af, Depth= 2.14"
Routed to Link Post-AP : Post-Development Analysis Point
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Area (sf) CN Description
36,786 98 Impervious
• 134,765 61 Grass - Good Condition
• 259,346 55 Woods - Good Condition
430,897 61 Weighted Average
394,111 91.46% Pervious Area
36,786 8.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0431 0.17 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.55"
8.5 1,592 0.0373 3.11 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
18.5 1,692 Total
Subcatchment Post-3: Post-Development Drainage Area #3
Hydrograph
- I- 4 -I- -, - I- 4 -1- 4 -I- 4 -I - F - 4 -I - 4 -
26_ r J - rt I t r 1 rt -1- rt 1 fi r rt I- 7 1- 4 r - ■Runoff
25, EMMEN I I I I I I I I I I I I I I I I I I I I I
23 - - 4 -I- -1 I- J - I- -H -I- -I- -I - H -H - 1-Type1I24-hr -
21 � r 717 r 71 7 7 71 7 17 7 717 r �6-�(F�/2�F�R �ar�aIIL612Or'
20 - -/ 1 1 L L J 1 1 _I L L 1 I- L -T 1_ -
19 4- F -I- -1 - 1- H - I- -H -1- + -I- +-Runoff+Area=430 -897-0 -
18 / 1 1 1 1 1 1 1 1 1 1
17; f1H �Fa�ua e=1.-764- -
�, 15;' 1 1 - - I- - -1- t -I- - -1 -Runoff Depth=2!1-4" -
14
3 / 1 I �� e th=1 9 ' _
0 12� ,L / I - I- -I -I I - T'g a
u 11 fi I -1 -
10 / _
g�
8� - - -/ -I- -1 - J - I- H -I- H -1- H -1 - H 4 - I- H -I- �I=6I
7=' T / 1 -I- r -I - r - 1- 7 -I- r -1- r -I - r - I- T -1- r -I -
64/ L
5 1 LI LJ I1 L LI L 1 L _I
4=' k 1 -1- t -I - H - I- -h -1- -1- -I - H -1 - I- -h -1- t -I -
3= I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1
i
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 25-YR/24-HR Rainfall=6.20"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Link Post-AP: Post-Development Analysis Point
Inflow Area = 33.593 ac, 44.04% Impervious, Inflow Depth = 3.65" for 25-YR/24-HR event
Inflow = 64.13 cfs @ 12.12 hrs, Volume= 10.210 of
Primary = 64.13 cfs @ 12.12 hrs, Volume= 10.210 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Link Post-AP: Post-Development Analysis Point
Hydrograph
4_ _1_ _ _ LL _ I_ 1 I _ I_ A I_ L _I 1_ L _
i 1 I I 1 I I I I I I I I I I I I 1 1 1 ■Inflow
70=' 164.13{cfs I I 1 I I 1 I 1 1 I 1 1 I 1 I 1 1 1 ❑Primary
64.13 cfs J 1 2
65 v� -r -I - I- rt -1- r 1 - 1- t Inf10vv Area=3J1591aci -
60_ 'I- 4/ H -1 - 1- H -1- I- 4 - 1- i- 1 - I- 4 _1_ L _i 1- H -1 H -
- z I 1 1 1 1 1 1 1 1 1 I I I I
55_ z 1 1 1 1 1 1 1 1 1 1 1 1 I 1
50_ --��
45_ k t -1 - I- 4 - - t- 4 - - + 1 - - 4 1- 1- 4 -1 4 4 - -
1 1 1 1 1 1 1 1 1 I I I I
0 40_ l 1 1 1 1 1 1 1 1 1 1 1 1 1
0 357 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL30= fi H -1 - 1- fi -1- tt - 1- t t - I- 1 1- LH 1- H -1 rt - -
L _1 _ 1_ 1 _1_ L L _ 1_ 1 1 _ I_ A 1_ L _I 1_ L _1 L L
25-
= i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
20= 1 1 1 1I I I I I I 1 1 I I I I
z
157 1 7 FIF F H FIF T Fl FF H FIF L H F IF 1 F1F F
10=' 1 - 1 4 1- I- 4 -1 H 1 - - 4 -1- L4 - 1 4 -1- 44 - - -
1 1 I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

50-YEAR 24-HOUR SUMMARY

336412-Cottage Park-Wetponds Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Pre-1: Pre-Development Drainage Area #1
Runoff = 84.78 cfs @ 12.09 hrs, Volume= 5.828 af, Depth= 2.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Area (sf) CN Description
9,575 98 Impervious
223,909 69 Grass - Fair Condition
1,020,455 55 Woods - Good Condition
1,253,939 58 Weighted Average
1,244,364 99.24% Pervious Area
9,575 0.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.2 103 0.0291 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.55"
6.2 1,170 0.0376 3.12 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
1.6 840 0.0273 8.63 44.89 Channel Flow, Channel Flow
Area= 5.2 sf Perim= 4.8' r= 1.08'
n= 0.030 Earth, grassed & winding
16.0 2,113 Total
Subcatchment Pre-1: Pre-Development Drainage Area #1
Hydrograph
I I I I I I I I I I I I I I I I
7 -I - I- 7 T -I- 7 I 7 - I I r -I ■Runoff
90� ' l 84.78 cfs l 7 I- -17 -I- T I 7 I 17 - I- 7 I- T -I
7 -1 1 7 7 1 7 r rt 1 Type II 24-hr-
so - r - I- rt -I- -r - - rt tI
75 0-�YI /2f FiR �2ainall-7 03r
- - -1- -
70 - I- I - I t -1-FdunoffArea=1,25-3-939-s#
65 - -I - - I- rt - - fi -1- -
60= IZ_F"-["9�1.111eL��$21� f-
37 55 -r -1- t + 1 + Runoff Depth=2A-3"
50 -I- + I -I I I- + I + 1
0 45 4_ H - I + + - I- + -I- + -I- + + - (kw f et'iory 9 i-i72 1-11z -
LL 40 + - - - I - H -1 - I- H- - + -I- 7 H A I TC=f6AYrnifl -
35i-/ - - - HM I H H 7 HH H H
254-/ ,/ I- -I - - I- 4 -1- -1- -1 - 4 - 1- 4 -1- -1 -
20� 1 I- -I - I- 4 - I 7 - L- 4 - 1- k I I - � -
15� � H I H I H 1 7 1 H 4 I- -' H- -I H -
1047 , I . 1 _I- ' L -I _ I I - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Summary for Pond BMP-1: Wetpond #1
Inflow Area = 12.416 ac, 59.05% Impervious, Inflow Depth = 5.06" for 50-YR/24-HR event
Inflow = 109.67 cfs @ 11.96 hrs, Volume= 5.231 af
Outflow = 26.68 cfs @ 12.09 hrs, Volume= 5.230 af, Atten= 76%, Lag= 8.2 min
Primary = 26.68 cfs @ 12.09 hrs, Volume= 5.230 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 616.06'@ 12.09 hrs Surf.Area= 16,321 sf Storage= 107,759 cf
Plug-Flow detention time=321.7 min calculated for 5.230 af(100% of inflow)
Center-of-Mass det. time= 321.4 min ( 1,117.7 - 796.2 )
Volume Invert Avail.Storage Storage Description
#1 608.00' 140,812 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft)_ (cubic-feet) (cubic-feet)
608.00 9,640 0 0
608.50 10,367 5,002 5,002
609.00 10,867 5,309 10,310
610.00 12,061 11,464 21,774
611.00 12,774 12,418 34,192
612.00 13,481 13,128 47,319
613.00 14,185 13,833 61,152
614.00 14,886 14,536 75,688
615.00 15,585 15,236 90,923
616.00 16,282 15,934 106,857
617.00 16,978 16,630 123,487
618.00 17,673 17,326 140,812
Device Routing Invert Outlet Devices
#1 Primary 603.00' 24.0" Round 24" RCP Outlet
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 603.00'/602.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 608.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 610.40' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 611.10' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 611.80' 13.0" W x 6.0" H Vert. (1) 13"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 613.00' 16.0" W x 6.0" H Vert. (1) 16"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 613.90' 18.0" W x 6.0" H 0° (1) 18"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
#8 Device 1 615.20' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 616.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 617.00' 20.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=26.66 cfs @ 12.09 hrs HW=616.05' (Free Discharge)
t==24" RCP Outlet (Passes 26.66 cfs of 52.51 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.46 cfs © 13.57 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 4.66 cfs © 11.19 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 3.91 cfs © 10.44 fps)
-5=(1) 13"x6" Orifice (Orifice Controls 5.22 cfs © 9.63 fps)
-6=(1) 16"x6" Orifice (Orifice Controls 5.37 cfs @ 8.06 fps)
-7=(1) 18"x6" Orifice (Orifice Controls 5.30 cfs @ 7.06 fps)
-8=(1) 13"x5" Orifice (Orifice Controls 1.73 cfs @ 3.84 fps)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=608.00' (Free Discharge)
L10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-1: Wetpond #1
Hydrograph
/
- H -I -I- 14 -1 -1- HH 1 - - - ! -1 - 1
1 I I 1 1 1 I 1 I 1 I I 1 I 1 ❑Inflow
I i09 67 cfs i 1 Outflow
1 I I 1 1 1 1 1 1 1 1 1 1
120� t I- I- + -I -1- H t H - I- n IOW �� I��i•�N vl aY ❑Secondary
ElSeconar y
�I-
/ 1 1 1 1 1 II III 1 Peak EIeV=616 O6'
110=_-- / 1 1 1 1 1 1 1 1 1 I �+1 1 1 1 1 1 1 1
100-7 / / 1 I I 1 1 1 1 1 1 Storage= 11O�,l 59 Fill
1 1- 1 4 -I -1- I- 4 - - I- 1- 4 -I - 1- I- 4 -I - 1- I- 4 -1 - 1
90-/ / /
/ / 1 1 1 1 1 II III 1 11 II 1
80- / / i 1 1 1 II III I 1 II II I 1
/ /
. 70 -/ / / 1 I- t -I -1- I- -r - - 1- 1- -r -I - 1- 1- -r -1 - 1- 1- rt -I - 1-
- / / 1 1 1 1 1 )_ 1 11 I l 1 I H I I I I 1 1 1
0 60� / / / / 1 1 1 1 1 I 1 I 1 1 I 1 I I 1
f� 50� / / 1 1 1 1 1 II III I 1 II II I 1
/ • 2s.68 cfs I- H + -I -I- H + H - I- H + -I - I- H + -I - 1- ♦- 4 -1 - 1
40� 1 26.68 cfs
30 -/ / - /,
20� /
/ 4, ,
107 %����__���
0.00 cfs ����
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type 1124-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond BMP-2: Wetpond #2
Inflow Area = 11.285 ac, 58.64% Impervious, Inflow Depth = 5.06" for 50-YR/24-HR event
Inflow = 99.67 cfs @ 11.96 hrs, Volume= 4.755 af
Outflow = 25.25 cfs @ 12.09 hrs, Volume= 4.753 af, Atten= 75%, Lag= 8.0 min
Primary = 25.25 cfs @ 12.09 hrs, Volume= 4.753 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 617.45'@ 12.09 hrs Surf.Area= 15,732 sf Storage= 97,060 cf
Plug-Flow detention time=306.9 min calculated for 4.752 af(100% of inflow)
Center-of-Mass det. time= 308.0 min ( 1,104.2 - 796.2 )
Volume Invert Avail.Storage Storage Description
#1 610.00' 139,330 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
610.00 9,485 0 0
610.50 10,282 4,942 4,942
611.00 10,774 5,264 10,206
612.00 11,826 11,300 21,506
613.00 12,654 12,240 33,746
614.00 13,383 13,019 46,764
615.00 14,066 13,725 60,489
616.00 14,743 14,405 74,893
617.00 15,421 15,082 89,975
618.00 16,104 15,763 105,738
619.00 16,794 16,449 122,187
620.00 17,492 17,143 139,330
Device Routing Invert Outlet Devices
#1 Primary 605.00' 18.0" Round 18" RCP Outfall
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 605.00'/604.50' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 610.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 612.20' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 612.90' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 613.50' 14.0" W x 6.0" H Vert. (1) 14"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 614.60' 17.0" W x 6.0" H Vert. (1) 17"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 615.50' 15.0" W x 6.0" H Vert. (1) 15"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 6
#8 Device 1 616.60' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 618.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 619.00' 25.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=25.24 cfs @ 12.09 hrs HW=617.45' (Free Discharge)
4-==18" RCP Outfall (Passes 25.24 cfs of 29.11 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.44 cfs © 13.05 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 4.49 cfs © 10.77 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 3.75 cfs © 9.99 fps)
-5=(1) 14"x6" Orifice (Orifice Controls 5.40 cfs © 9.26 fps)
-6=(1) 17"x6" Orifice (Orifice Controls 5.50 cfs @ 7.77 fps)
-7=(1) 15"x6" Orifice (Orifice Controls 3.92 cfs @ 6.28 fps)
-8=(1) 13"x5" Orifice (Orifice Controls 1.74 cfs @ 3.85 fps)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=610.00' (Free Discharge)
4-10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-2: Wetpond #2
Hydrograph
- + -I- + + I -I + + - + I -I + + + - I 1 + -
i / T -1 T T 71 717T T i 1 T 71 717 T T 71 717 T T 1 1 ❑Inflow
sss7 cfs r 1 Outflow
1 I 1 1 1 I r^1_ 1 1 p_1_11 1 _ 11+ ❑Primary
110� i i 1 1 + 1 - 1 �� ` `�I' �I�lz ❑Seconary
105 / / / - 7 17 TTTITTTTT ' -Peek EIe I617i 45'
90 / ; - H T 1 1 H + - 1 + 1 Storage-=r9U��1f
85� i i , , - rt I- r t -I -I- r H -I- r rt -I - 1- r rt -I - 1- r rt -1 - I-
804/ z j
75 -/ -
70 ii HT 1 H + J 1 1- -H 1 1 HHJ -1 I- -L1 -1
• 65 -/ / i i / - 1- r t -1 -1- r rt - -1- r rt -1 -1- r rt -1 - 1- r H -1 - I
• 60iii �
3 554
0 50� _ L1 _I -I_ LLJ _I_ LL _I _I_ L1 _I _ I- LL _I _ I_
i � �
45_ ii _+ 1 + + 1 -1- + + H -1 1- + 1 -1 + + + -1 1- + 1 - 1
40 i i 2525 cfs 1 1 1 II I I I I I I I I I I I I I
zsse s 1 1 _I _I_ L 1 J -I_ L 1 -1 _1_ L 1 _I _ 1_ L 1 -1
25 i / / / 1 -1 1 + - -I- H + 1 -1 H 4 -I -1- 1- 4 -1 -
20 ii
15 / i
i
10� i/
a
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment Post-3: Post-Development Drainage Area #3
Runoff = 30.57 cfs @ 12.12 hrs, Volume= 2.245 af, Depth= 2.72"
Routed to Link Post-AP : Post-Development Analysis Point
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Area (sf) CN Description
36,786 98 Impervious
• 134,765 61 Grass - Good Condition
• 259,346 55 Woods - Good Condition
430,897 61 Weighted Average
394,111 91.46% Pervious Area
36,786 8.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0431 0.17 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.55"
8.5 1,592 0.0373 3.11 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
18.5 1,692 Total
Subcatchment Post-3: Post-Development Drainage Area #3
Hydrograph
▪ - I- rt -I- : - I- rt -I- -r -I- fi -I - - fi -I -
34 ▪ - I- 4 -1 - H- H - I- 4 -I- + -I- H- -1 - H - I- H- -I- -h -1 - H - ■Runoff
32 MEM4 1 H 14 -1 _L I -I - HF - 1- 4 1- L -1 H -
30_ 1 1 1 1 1 1 1 IType Il 24-hr_
2s 1 _ I I I I 7 04 24
R a1n 1IL71a ' -
I 1 I I 1 1 1 1 I I T
2a� 1 1 1 1 1 unmffiArea=430831T3
22 / 11I 1 1 I I 1 t'� II{����ume=2�2415_ f -
�, 20- a / 1 -h -I - I- H - I- -H -I- + -I- -1 -Runoff Depth=217-2 -
• 1s / 4 H 4 I 4 -I- 4 -I- 1- -1 4 4
0 16lz I I I I I I I I
• 14 I I I I I I I I I I TC=18 5_111in
12 -/ 1 1 1 1 1 1 1 1 1 1 1 1 �+
10= I 1 1 I I 1 1 I I 1 1 I Y 111-V11
I I 1 1 I I I I I I I I I I I I I I I
- - - T -I- r I - I- 7 -I r I r I - I- T 1- r -I � -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 50-YR/24-HR Rainfall=7.03"
Prepared by CEC Inc Printed 3/12/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Link Post-AP: Post-Development Analysis Point
Inflow Area = 33.593 ac, 44.04% Impervious, Inflow Depth = 4.37" for 50-YR/24-HR event
Inflow = 82.28 cfs @ 12.11 hrs, Volume= 12.228 af
Primary = 82.28 cfs @ 12.11 hrs, Volume= 12.228 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Link Post-AP: Post-Development Analysis Point
Hydrograph
I _ LL 1 1 1 1 1 LJ 1 _ _
J L J _ I_ 1 —I — L _I —I— J J — I— 1 _I— L J _ 1— lil Inflow
i_ _L _1_ L J _ I_ 1 —I — L J —I— L J — I— 1 _1_ L J _ I— �Primary
90 MEI 85 ,, — 1 I i 1 L L _ 1 1 I Inflow Area 33-1593Jac-
80 _I 1 1 1 L L _ 1 I I Li LJ 1 1 1 L _I I
75 � _I I 1 1 L L _ I 1 1 _ J I_ L J I_ 1 I L J I
70 _I 11 1 Li _ III _ J I_ L J 1_ 1 I L J I
65 1 40� 1 I I 1 I 1 I 1 I I I I I
60 l
55 1 1 1 1 1 1 1 1 1 1 1
7)
3 45 1/ I I 1 I 1 I 1 1
o
I%% 1 1 1 1
35
1 1 1 1
30 II
20 125 0 1 1 1 1 1 1 1 1 1 1
15 IA 1 1 1 1 1
10 I%��I 1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

100-YEAR 24-HOUR SUMMARY

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Pre-1: Pre-Development Drainage Area #1
Runoff = 107.29 cfs @ 12.09 hrs, Volume= 7.275 af, Depth= 3.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Area (sf) CN Description
9,575 98 Impervious
223,909 69 Grass - Fair Condition
1,020,455 55 Woods - Good Condition
1,253,939 58 Weighted Average
1,244,364 99.24% Pervious Area
9,575 0.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.2 103 0.0291 0.21 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.55"
6.2 1,170 0.0376 3.12 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
1.6 840 0.0273 8.63 44.89 Channel Flow, Channel Flow
Area= 5.2 sf Perim= 4.8' r= 1.08'
n= 0.030 Earth, grassed & winding
16.0 2,113 Total
Subcatchment Pre-1: Pre-Development Drainage Area #1
Hydrograph
I I I I I I I II I I I I T I
120 - 1 1 1 11 1 1 II 1 1 II 1 1 1 11 1 ❑Runoff
115-/
110- j107.29cfsI _I LJ H1 1 L 1 11 1 1 _I_ HJ _ 1- H _ I_ H 1
105_ -- -I / I - - H - 1- H- -1- + -1 - - -f - I- -- -1- 1- -I - Type 2 1r
TOO-1YR/2441RRlair1fall=7.89"
90= RunOff_4t`ppa-1, J9
85 _I _ L J - I- 1 -I- L -I - L
80 + -1 - H H - H -1- + -1 - - 1- Runoff Vofu ne=7,27-5-af
o - / rt � � r rt T 1 r rt 1 -r -I Run-6ff troth .O3"T
65 ' -- / 1 1 1 1 1 1 f�W Lgngthr2,111- '
60 -
0 55_ — - / - -I H - L- 4 —1 T —1 — H -T — 1— H —1 — ITC=16=0a-1'Y in-
LL 50= r - t - I rt - t -I - rt - I- rt - 1 I - I rt - I- t=
40� — % I CN8
-
35_ 1 / I I I II I I I II I I II I I I II I
30= _ -I / - 1 H - 1- H -1- H -1 - H 4 - 1- H -1- 1 -I - I- J -1- H -I -
254' -1 1 - - 1- fi -1- t -I - H - I- t -1- 1- -I - I- -t -I- t -I
20_ — 1 - I- 7 T 1 -f 1 T 1 7 T
15
10' -
I I I I I I I II I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 3
Summary for Pond BMP-1: Wetpond #1
Inflow Area = 12.416 ac, 59.05% Impervious, Inflow Depth = 5.87" for 100-YR/24-HR event
Inflow = 126.17 cfs @ 11.96 hrs, Volume= 6.076 af
Outflow = 41.30 cfs @ 12.07 hrs, Volume= 6.074 af, Atten= 67%, Lag= 6.9 min
Primary = 41.30 cfs @ 12.07 hrs, Volume= 6.074 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 616.92'@ 12.07 hrs Surf.Area= 16,923 sf Storage= 122,156 cf
Plug-Flow detention time=287.9 min calculated for 6.074 af(100% of inflow)
Center-of-Mass det. time=287.7 min ( 1,079.7 - 792.0 )
Volume Invert Avail.Storage Storage Description
#1 608.00' 140,812 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft)_ (cubic-feet) (cubic-feet)
608.00 9,640 0 0
608.50 10,367 5,002 5,002
609.00 10,867 5,309 10,310
610.00 12,061 11,464 21,774
611.00 12,774 12,418 34,192
612.00 13,481 13,128 47,319
613.00 14,185 13,833 61,152
614.00 14,886 14,536 75,688
615.00 15,585 15,236 90,923
616.00 16,282 15,934 106,857
617.00 16,978 16,630 123,487
618.00 17,673 17,326 140,812
Device Routing Invert Outlet Devices
#1 Primary 603.00' 24.0" Round 24" RCP Outlet
L= 124.8' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 603.00'/602.00' S= 0.0080 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 608.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 610.40' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 611.10' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 611.80' 13.0" W x 6.0" H Vert. (1) 13"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 613.00' 16.0" W x 6.0" H Vert. (1) 16"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 613.90' 18.0" W x 6.0" H 0° (1) 18"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 4
#8 Device 1 615.20' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 616.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 617.00' 20.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=40.53 cfs @ 12.07 hrs HW=616.90' (Free Discharge)
t==24" RCP Outlet (Passes 40.53 cfs of 51.81 cfs potential flow)
-2=2.5" WQ Orifice (Orifice Controls 0.49 cfs @ 14.28 fps)
-3=(1) 10"x6" Orifice (Orifice Controls 5.02 cfs @ 12.04 fps)
-4=(1) 9"x6" Orifice (Orifice Controls 4.25 cfs @ 11.34 fps)
-5=(1) 13"x6" Orifice (Orifice Controls 5.74 cfs @ 10.60 fps)
-6=(1) 16"x6" Orifice (Orifice Controls 6.13 cfs @ 9.20 fps)
-7=(1) 18"x6" Orifice (Orifice Controls 6.26 cfs @ 8.34 fps)
-8=(1) 13"x5" Orifice (Orifice Controls 2.65 cfs @ 5.88 fps)
-9=36"x36" Top of Riser Grate(Weir Controls 9.99 cfs @ 2.07 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge)
L10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-1: Wetpond #1
Hydrograph
/I- i - -I- b T -1 -I- 7 7 T -1 - 1- 7 7 -1 - 1
/ 1 - -1 1 -k -I 1 I- -L - - - -k - 1- -L -1 - I 1- -L -I I- ❑Inflow
I1261jfs I 1 1 1 1 1 1 1_ 1 I _I 1 _ 1 ❑Outflow
, / 1 pi
n l- wA►a 1 716a
140� ��I ❑Secondary
1307 / ' 1 I I I I I I I I Peak EIe,:616.92'
120� , ' ,
i 1 1 1 1 1 I I I I I I I I
- H + - -1- 1- + H -1- 1- + -ISt-oKage-1122-,1f56-cf
110 -- / , H T 1 ,_ _H _ 1 ,_ _H 1 I H _L I 1 1_ _L 1 I
100� z ' , ' _ _ 1 I I I I I I I I I I I I I I I I
90 -' z / / ' 1 1 1 1 I I I I I I I I I I I I I I
801/ / / 1
- T T -I -1- T T - -I- F T -I -1- T T -I - 1- F T -1
0 701/
+ 1 + 1 I + - 1 I- + -1 I 1- + 1 I 1t I I-
I 60� / '.-•i/s I L 1 I I L _L _I 1 L 1 -I 1 L 1 I 1 L 1 I I-
50� / 41 30 I I I I I I I I I I I I I I I I I I I I 1
40-' ' O 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 III 1
30=
i
20
1n=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Pond BMP-2: Wetpond #2
Inflow Area = 11.285 ac, 58.64% Impervious, Inflow Depth = 5.87" for 100-YR/24-HR event
Inflow = 114.67 cfs @ 11.96 hrs, Volume= 5.522 af
Outflow = 27.88 cfs @ 12.09 hrs, Volume= 5.521 af, Atten= 76%, Lag= 8.2 min
Primary = 27.88 cfs @ 12.09 hrs, Volume= 5.521 af
Routed to Link Post-AP : Post-Development Analysis Point
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link Post-AP : Post-Development Analysis Point
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 618.37'@ 12.09 hrs Surf.Area= 16,357 sf Storage= 111,682 cf
Plug-Flow detention time=276.8 min calculated for 5.521 af(100% of inflow)
Center-of-Mass det. time=276.7 min ( 1,068.7 - 792.0 )
Volume Invert Avail.Storage Storage Description
#1 610.00' 139,330 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
610.00 9,485 0 0
610.50 10,282 4,942 4,942
611.00 10,774 5,264 10,206
612.00 11,826 11,300 21,506
613.00 12,654 12,240 33,746
614.00 13,383 13,019 46,764
615.00 14,066 13,725 60,489
616.00 14,743 14,405 74,893
617.00 15,421 15,082 89,975
618.00 16,104 15,763 105,738
619.00 16,794 16,449 122,187
620.00 17,492 17,143 139,330
Device Routing Invert Outlet Devices
#1 Primary 605.00' 18.0" Round 18" RCP Outfall
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 605.00'/604.00' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 610.00' 2.5" Vert. 2.5"WQ Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 612.20' 10.0" W x 6.0" H Vert. (1) 10"x6" Orifice C= 0.600
Limited to weir flow at low heads
#4 Device 1 612.90' 9.0" W x 6.0" H Vert. (1) 9"x6" Orifice C= 0.600
Limited to weir flow at low heads
#5 Device 1 613.50' 14.0" W x 6.0" H Vert. (1) 14"x6" Orifice C= 0.600
Limited to weir flow at low heads
#6 Device 1 614.60' 17.0" W x 6.0" H Vert. (1) 17"x6" Orifice C= 0.600
Limited to weir flow at low heads
#7 Device 1 615.50' 15.0" W x 6.0" H Vert. (1) 15"x6" Orifice C= 0.600
Limited to weir flow at low heads

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 6
#8 Device 1 616.60' 13.0" W x 5.0" H Vert. (1) 13"x5" Orifice C= 0.600
Limited to weir flow at low heads
#9 Device 1 618.50' 36.0" x 36.0" Horiz. 36"x36" Top of Riser Grate C= 0.600
Limited to weir flow at low heads
#10 Secondary 619.00' 25.0' long + 3.0 '/' SideZ x 12.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=27.88 cfs @ 12.09 hrs HW=618.36' (Free Discharge)
t==18" RCP Outfall (Barrel Controls 27.88 cfs @ 15.77 fps)
-2=2.5" WQ Orifice (Passes < 0.47 cfs potential flow)
-3=(1) 10"x6" Orifice (Passes < 4.88 cfs potential flow)
-4=(1) 9"x6" Orifice (Passes < 4.12 cfs potential flow)
-5=(1) 14"x6" Orifice (Passes < 6.03 cfs potential flow)
-6=(1) 17"x6" Orifice (Passes < 6.39 cfs potential flow)
-7=(1) 15"x6" Orifice (Passes < 4.86 cfs potential flow)
-8=(1) 13"x5" Orifice (Passes < 2.71 cfs potential flow)
-9=36"x36" Top of Riser Grate( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=610.00' (Free Discharge)
L10=Emergency Spillway( Controls 0.00 cfs)
Pond BMP-2: Wetpond #2
Hydrograph
I I I I I 1 I 1 I 1 I I 1 I 1 I I 1 I 1
t - 1 t t -I I- t t - 1- L t -I - I- t t -I - I- f- t -I - I- ❑Inflow
114.67 cfs 1 Outflow
L 1 _I 1_ L 1 J _ 1_ L 1_ I� L �1+_ p Primary
/ / / / 1 1 1 1 1 1 1 n r01W 1 rea-1,111• 01 aY ❑Secondary
120 / / 1 1 1 1 1 1 1 1 1 1 1 Peak EIe,:618.137'
110 T 1 -1- I l l T 1 1 I T I 1 rcrt 1
/ L 1 _I _1_ L 1 J _ I_ L 1 _1 StorageP_1111,682 Sif
100
90 • / / 1 1 I I I I I I I I I I I I I I I I
,
80 - rT - -1- rT - - - r7 -1 - 1- rT -1 - 1- r771 - 1-
/ L1 _I1L1J1L _L -11L1IIL _LI1_
N �
70
c 60 • / / 1 1 1 1 1 I I I I I I I I I I I I I I
LL / /
50 / T 17 T 1 � T 71 1 r rt 71 717 � T 1 r rt 1
/ / 27.88cfs 4 -I I- -I I ]- 4 I I- 4 I I-
40 / 27.88 cfs
30 • / 1 1 I I I I I I I I I I I I I I I I
20 /
10 7��f�������
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment Post-3: Post-Development Drainage Area #3
Runoff = 38.11 cfs @ 12.12 hrs, Volume= 2.771 af, Depth= 3.36"
Routed to Link Post-AP : Post-Development Analysis Point
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Area (sf) CN Description
36,786 98 Impervious
• 134,765 61 Grass - Good Condition
• 259,346 55 Woods - Good Condition
430,897 61 Weighted Average
394,111 91.46% Pervious Area
36,786 8.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0431 0.17 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.55"
8.5 1,592 0.0373 3.11 Shallow Concentrated Flow, Shallow Concentrated Flow
Unpaved Kv= 16.1 fps
18.5 1,692 Total
Subcatchment Post-3: Post-Development Drainage Area #3
Hydrograph
- 1- 4 -1- - - 1- 4 -1- + -1- 4 -1 - r - H -1 - H -
42 H — 1— t —I— t —I — H — I— —I— fi —I— -H —I — — I— t —1— t —I — H — ■Runoff
40 fi 13sii ds I —'— —I — H 1— -r -r -1- -r - -r -1- -r -
38_/ - -✓ 7 1 11 1— 7 1 T 1 r 1 1H I— Ty e 214-hr
36_ � I / I I I I I I I I I I ��
344v - '�D�-1( 4 IR 2�ia'Fall=7.8�
32, 1 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1
30 r 1Zi unoff Area=43I 89T
28=' / I I 11 1 I I 1 1 1 R1un ef#volu =21.771-of-
26 / J L 1 LA 1 L L IL I L 1 1 I 1 r
244-z / I L _I _ LI _ I_ L _I_ L _I_ L _I _ Runoff Depth=31.3V -
• 22-/ / I -I — — 1- 4 —I— H -1- -4 —I — flow Length=1692'
020 — — H — — — I — HH - 1 H I + -1— H 1 — HH - 1 — — —1 — H -
LT- 18_' 4_ - -/ rt - t - hI 1 t t 1 t -1 - rI - 1 TcF-18.5-1mi1n -
16=/ r — 7 T I H H 1 r 1 r 1 H H I I- 1 CN
14 — _ �r1Y�6'!1
- 1 H 1 T 1 T 1 1 1 1 I I 1 7
12
—
10='
8
6'/ I I I I I I I I I I I I I I I I I I I -
44-/ ,_ 1 1 1 1 1 1 1 L _
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

336412-Cottage Park-Wetponds Type II 24-hr 100-YR/24-HR Rainfall=7.89"
Prepared by CEC Inc Printed 3/13/2024
HydroCAD® 10.20-2g s/n 01006 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Link Post-AP: Post-Development Analysis Point
Inflow Area = 33.593 ac, 44.04% Impervious, Inflow Depth = 5.13" for 100-YR/24-HR event
Inflow = 105.53 cfs @ 12.09 hrs, Volume= 14.366 af
Primary = 105.53 cfs @ 12.09 hrs, Volume= 14.366 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Link Post-AP: Post-Development Analysis Point
Hydrograph
/ J _IL
_ I_ 1 _I_ LJ _ _ L 4 —I— # H - 1- 4 —I 1- 4 —I- 14 -1 T . - —1 T4 — ■Inflow
115=/ / i 1o5.53cfs IT — I— T —I — I— T —I— r —1— J — r —
110 Primary
1054 `
Y / 10553. cfs q 3r E
rflf1�w17�1T'E -.7a7. I �'i
=
1004 / L J _ I_ 1 _I _ I_ 1 _I_ L J _I_ L J _ I_ 1 _I _ I 1 _I_ L J _
95 ' / /- H H 1 + I 1 + H H 1 H H 1 + I H H 1 T H
90=4 / r rH — I— —1 — I— —1— 1- 7 T7 I— —1 — rrt r7
85-;-' / ,
801' / 1
75=' / 4 4 — I— 4 —I — I— 4 —I— 1 4 —I— 4 4 — I— 4 —I — 1 4 —I— 4 4 -
704/ / fi '7 1 — I— t I I t I t— 1 I t t I t —I — fi —1— 1— 1 —
651-/ z 'T T J 1 T 1 I T 1 T J 1 T J 1 T 1 17 1 T J
aHrz /
0 554,/ /r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL 50_
45 // fi —1 — 1— t —1 — 1— rt —1— rt —I— r — I— t —1 — r if —1— ff —1 —
40_' /
1 I J _ 1— 1 _I — 1 1 _1_ L J _1— L J _ 1— 1 _I — L H _1_ L J _
35; /
301 / � ��
2204 5 ' / _ %T _ 11— T —1 — 1— T —1— r —1— r — I— T —1 — r rt —I— r —
15 / z% 1 1 1 1 1 1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

INLET SPREAD CALCULATIONS

0 /
CI-147 CI-152 .. CI-381
(CI-151 ;'�CI-388� CI-374� CI-372)
® CI-150 `-1,`rC1-379 �� R CI-375 CI-373)
CI-146 �_`� CI-376� CI-370)
CI-149 � _
NORTH ` CI-1-148 I ►,II11i� �i1 1 .44: CI-370
CI-132 II t���;�,1,4 1� �:�
*r l 0 '‘,Mir
/piiiiii,;:-7774r 'We,---.4EIMED
ri:‘t__1,—i_
/ CI-143 �%4 �,y 1 t sii ii til l'
CI-141 ,,7 ,,r. ® o��_ ........ - 8 r _
CI 364
4 +�: 1 P.* r►®IIIri0511 / CI-365 \ 1 1 11
Q. �CI124 �� �/ `' ` .r�� I
� �r�!%s�.'�' ; �' � ���. CI-136 �,, _,.�- CI-359 I I
CI 125 �1�� �r �G� `!i i \�
::-. emp,A4., Apci-i - � "itA;L:1-40-44;i0;*;110'
i �`.I�r CI 343
L-7
1 ® ,���� CI_138`�� i c1-362 At'�`=!_w 4; �': �_
W R m���", CI-130 \ i �-1 �`I�\!���I��+.�� —CI-350 ��
R� CI 120 CI-363 • © �V�, ;' . _ �
7 _ �� CI-129 . �!1 \\ ��� � I
-
CI-118 � * 0� '�
iwffilli .:.;,,,e,...7.„ .-----.=:-..,,,..--474/,_;:k "-— — 11# -
�^ert
,, =�j>-4 �►1 ���\=�1�j�;\® / ,,CI-356 4,,Uli \ i� �N is u�
CI-116 10`1� i 11r\1► ���4S -126 i;"'SSi` ,;� : ® I
1 „1 .
.�A .►�. ,l i I \ \�•0 �� ® \ �� .yi' ®/�
ui
• -` ,' 348 ICI-326
0 3 w ��� CI-110 ,��\ �� �� !��%� CI-346' , ���� CI-336•�NOS
„.,,„,
CI-323
fr, �_� (�'�j CI-1031 IV O� »\ �\\ V/:k!��%J ,t 1;its ®1I a ®_
3 /
.CI-108 - \ li ammo
\!t' :,•` `,�%\ \ ��►� 's\1.\--.—," CI-340 \�- /�A:,A".*Owv` i)7yAII
10
, CI-111,� �.\���\.�,� ' %,,';'' CI-338 ,\k, �*Iso- lr f lik �►!'''"\ i '\��i CI-316
CI-106� ���i 7 CI-101A 41 "�\11 li-___ 3 _,,,7 �2'���. \�` i1a 1,1� III„r�l 18 � 1 CI-314 I
GERD
CI-105 � \CI
s �� CI-330 ii��� ���� \ ...
CI-104 -�F-1 •
A� ©II ���������® L CI-,,1 ���
1 rc 0 2 m 0 L ,_
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k.
® AV
�� CI-328 �,..4:�♦t�freamm) CL-. 19� 1 CI-312
Ell
Q`Et
�,, CI_200 ���\,� ,��� � ILCI---3-2-9 ...�•'�t► 14ra4� �CI-311
°AV\ Sh-------ms-m-4-'-'-' — — -----------
L.
i R� CI-208 ®��s=_.�th- �_��,�� � � �.:�..�,__..��:_, _0 6 le-7-siji.-74c111-111111 .---
CI-310
CI-207 - r 74111111r ___i___ i�A�---
CI-304 CI-309
OF-2 CI-301 -
���1/ __CI-206 --_. ;---- s� CI-302 CI-308
SCALE IN FEET
fr, Ai-M/� _ _ 91 5� CI-203� ®�� OCS-2 CI-303 CI-307 _
_ ......
_ ---
kJ CI-204 �CI-202 - - ® EW OCS-1 ® 0 0 400
3
o COTTAGE PARK
t
,=,- MIXED-USE DEVELOPMENT
QUEEN CITY LAND, LLC
Civil & Environmental Consultants, Inc. WAXHAW, NORTH CAROLINA
843
REFERENCE
o 3701 Arco Corporate Drive•Suite 400•Charlotte, NC 28273
Ph:980.237.0373•Fax:[phone] INLET DRAINAGE AREA MAP
0 1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY THE JOHN R. www.cecinc.com
MCADAMS COMPANY, INC. IN FEBRUARY, 2018 DRAWN BY: ATB CHECKED BY: CAP APPROVED BY: MLG FIGURE NO.:
k DATE: MARCH 2024 DWG SCALE: 1"=200' PROJECT NO: 336 412 HYD-3
a

INLET CAPACITY CHART
DATE: 4/18/2024
COTTAGE PARK DRAWN BY: CPF
PROJECT: 336-412 CHECKED BY: CAP
Maximum Allowable Spread: 8 Ft(6'+2'to face of Curb)
Inlet Drainage Runoff Surface Q(cfs) Bypass
Type No. Area(ac) C Sub. Total Slope(%) K Spread Intercept Q To Inlet#
. CI 0.02 0.06 2.00 i 27.0 F 2.10 F 0.06 1 0.00
CI 0.08 0.25 2.00 j 27.0 L 3.52 L 0.25 j 0.00
CI 0.07 0.20 2.00 j 27.0 L 3.19 L 0.20 1 0.00
CI 0.15 0.45 2.00 1 27.0 1 4.36 1 0.45 1 0.00
J L L J
CI 0.08 0.24 2.00 j 27.0 L 3.42 i 0.24 1 0.00
J L L J
CI 0.02 0.07 2.00 J 27.00 [ 2.14 0.07 1 0.00
J L L J
CI 0.10 0.29 2.00 27.00 L 3.69 0.29 1 0.00
J L L J
CI 0.06 0.19 2.00 1 27.00 1 3.18 1 0.19 1 0.00
J L L J
CI 0.06 0.18 2.00 1 27.00 1 3.09 1 0.18 1 0.00
J L L J
CI 0.22 0.66 LP I LP 11 4.70 1 0.66 1 0.00
J L L J
CI 0.36 1.08 LP I LP 1 6.53 1 1.08 1 0.00
J L L J
CI 0.07 0.22 2.00 1 27.0 1 3.57 1 0.26 1 0.00
-I N L J
CI 0.20 0.60 2.00 I 27.0 I 4.87 I 0.56 I 0.05
a I- I. a
CI 0.11 0.32 2.00 1 27.0 1 3.82 0.32 0.00
a I- I- a
CI 0.06 0.18 2.00 27.0 3.09 1 0.18 0.00
•I F F .
CI 0.05 0.14 2.00 1 27.0 2.79 0.14 0.00
i r r i
CI 0.21 0.62 2.00 27.0 5.20 0.62 0.10
i r r i
CI 0.05 0.14 2.00 27.0 2.78 0.14 0.00
i r r i
CI 0.24 0.72 2.00 I 27.0 I 5.20 I 0.62 I 0.10

Inlet Drainage Runoff Surface Q(cfs) Bypass
ME No. Area(ac C Sub. Total S10.e %) K S.read MIEMIM Q To Inlet#
CI 0.02 0.06 2.00 27.0 1.99 0.06 0.00
CI 0.03 0.09 2.00 1 27.0 L 2.42 F 0.09 .1 0.00
CI 0.04 0.12 2.00 i 27.0 L 2.62 I. 0.12 1 0.00
CI 0.04 0.12 2.00 i 27.0 F 2.62 I. 0.12 1 0.00
CI 0.11 0.33 LP 1 LP L 2.96 L 0.33 0.00
CI 0.08 0.24 LP j LP L 2.37 L 0.24 j 0.00
CI 0.01 0.03 2.00 j 27.0 L L 1.56 L 0.03 1 0.00
J J
CI 0.01 0.02 2.00 j 27.0 L 1.43 L 0.02 1 0.00
CI 0.06 0.18 2.00 27.0 3.09 0.18 0.00
J L
CI 0.18 0.53 LP I LP 4.04 1 0.53 11 0.00
J I. J
CI 0.29 0.86 LP I LP 6.05 I 0.96 I 0.00
J L J
CI 0.02 0.05 2.00 1 27.0 1 1.92 1 0.05 1 0.00
J L L
CI 0.05 0.16 2.00 1 27.0 1 2.95 1 0.16 0.00
J L L
CI 0.10 0.31 2.00 1 27.0 1 3.79 1 0.31 I 0.00
a L I. a
CI 0.04 0.12 2.00 1 27.0 1 2.64 1 0.12 I 0.00
aI I N I. a
CI 0.10 0.31 2.00 1 27.0 1 3.77 I 0.31 1 0.00
a I- I.
CI 0.10 0.30 2.00 1 27.0 1 3.75 1 0.30 0.00
a
CI 0.14 0.41 2.00 1 27.0 1 4.21 0.41 0.00
-I F F -I
I
CI 0.06 0.19 2.00 1 27.0 3.16 0.19 0.00
i r r ,
1
CI 0.06 0.19 2.00 I 27.0 3.14 I.
0.19 0.00
,
CI 0.03 0.08 2.00 27.0 I 3.02 0.17 0.00
, r r
CI 0.09 0.27 2.00 27.0 3.59 I 0.27 0.00
r r ,
1
CI 0.23 0.69 2.00 27.0 5.12 0.60 0.09
, r r ,
CI 0.11 0.32 2.00 i 27.0 3.85 0.32 0.00
, r r
1
CI 0.13 0.38 2.00 27.0 4.16 0.40 0.00
, r r
CI 0.03 0.09 2.00 I 27.0 2.39 0.09 0.00
, r r ,
CI 0.17 0.52 2.00 1 27.0 I 4.60 I 0.51 1 0.01

Inlet Drainage Runoff Surface Q(cfs) Bypass
M No. Area(ac C Sub. Total Slo.e(%) K Spread Q To Inlet#
CI 0.01 0.04 2.00 27.0 1.74 0.04 0.00
CI 0.04 0.13 2.00 27.0 2.72 0.13 0.00
CI 0.14 0.43 2.00 27.0 4.28 0.43 0.00
CI 0.04 0.13 2.00 27.0 2.76 0.13 0.00
CI 0.05 0.16 2.00 27.0 2.94 0.16 0.00
CI 0.09 0.28 2.00 27.0 3.65 1 0.28 0.00
CI 0.05 0.15 2.00 27.0 _ 2.89 1 0.15 0.00
CI 0.12 0.36 2.00 27.0 _ 4.01 1 0.36 0.00
CI 0.07 0.21 LP LP _ 2.19 1 0.21 0.00
CI 0.07 0.21 LP LP _ 2.19 1 0.21 0.00
CI 0.05 0.15 2.00 27.0 _ 2.89 1 0.15 0.00
CI 0.05 0.16 2.00 27.0 _ 2.97 0.16 0.00
CI 0.02 0.06 2.00 27.0 _ 2.05 1 0.06 0.00
CI 0.15 0.45 2.00 27.0 _ 4.36 1 0.45 0.00
CI 0.11 0.33 2.00 27.0 3.88 1 0.33 0.00
CI 0.03 0.10 LP LP 1.38 0.10 0.00
CI 0.02 0.06 2.00 27.0 2.05 0.06 0.00
CI 0.07 0.20 2.00 27.0 3.23 0.20 0.00
CI 0.02 0.06 2.00 27.0 2.05 0.06 0.00
CI 0.03 0.09 2.00 27.0 2.39 0.09 0.00
CI 0.05 0.15 2.00 27.0 2.89 0.15 0.00
CI 0.03 0.10 2.00 I 27.0 2.44 1 0.10 1 0.00
CI 0.08 0.24 2.00 1 27.0 3.45 0.24 0.00
CI 0.05 0.14 2.00 1 27.0 2.79 0.14 0.00
CI 0.04 0.12 2.00 27.0 2.66 0.12 0.00

Inlet Drainage Runoff Surface Q(cfs) Bypass
ME No. Area(ac C Sub. Total S10 se % K S.read MEM= Q To Inlet#
CI 0.05 0.15 2.00 27.0 1_ 2.89 F 0.15 1 0.00
CT 0.02 0.06 2.00 27.0 i. 2.05 F 0.06 ; 0.00
CI 0.09 0.26 LP LP I. 2.51 I. 0.26 i 0.00
CI 0.14 0.43 LP LP F 3.55 I. 0.43 1 0.00
CI 0.09 0.26 2.00 27.0 L 3.55 L 0.26 1 0.00
CI 0.05 0.14 2.00 1 27.0 L 2.78 1 0.14 1 0.00
CI 0.15 0.46 2.00 27.0 i 4.41 i 0.46 1 0.00
CI 0.05 0.14 2.00 27.0 L 2.84 i 0.14 J 0.00
CI 0.04 0.12 2.00 27.0 i 2.66 i 0.12 1 0.00
L L J
CI 0.05 0.14 2.00 1 27.0 1 2.82 1 0.14 1 0.00
L L J
CI 0.05 0.16 2.00 27.0 1 2.97 1 0.16 1 0.00
L L J
CI 0.05 0.16 2.00 1 27.0 1 2.94 1 0.16 1 0.00
L L J
CI 0.04 0.12 2.00 1 27.0 1 2.63 1 0.12 1 0.00
L L a
CI 0.05 0.14 2.00 1 27.0 1 2.83 1 0.14 1 0.00
L L a
CI 0.04 0.12 2.00 27.0 1 2.64 1 0.12 1 0.00
N L a
CI 0.10 0.30 2.00 1 27.0 1 3.75 1 0.30 1 0.00
a
CI 0.03 0.09 2.00 1 27.0 2.34 L 0.09 1 0.00
L J
CI 0.05 0.14 LP LP 1 1.68 1 0.14 1 0.00

Inlet Drainage Runoff Surface Q(cfs) Bypass
Type Area(ac C Sub. Total Slope(%) K S.read =WM Q To Inlet#
Cl 0.02 0.05 2.00 1 27.0 1 1.85 0.05 1 0.00
CI 0.13 0.36 2.00 1 27.0 1 4.01 0.36 0.00
CI 0.11 0.31 2.00 1 27.0 1 3.78 0.31 0.00
CI 0.08 0.22 2.00 1 27.0 1 3.36 0.22 0.00
L
CI 0.09 0.26 2.00 27.0 1 3.57 0.26 0.00
CI 0.03 0.08 2.00 27.0 1 2.33 0.08 1 0.00
i i
CI 0.01 0.02 2.00 1 27.0 1 1.32 0.02 ; 0.00
i i
CI 0.02 0.04 2.00 27.0 1 1.83 0.04 ; 0.00
I-
i i
CI 0.04 0.12 2.00 27.0 1 2.68 0.12 ; 0.00
i
CI 0.05 0.14 2.00 27.0 1 2.82 0.14 0.00
i
CI 0.10 0.28 2.00 27.0 1 3.65 0.28 0.00
CI 0.09 0.25 2.00 27.0 1 3.51 0.25 0.00
CI 0.04 0.11 2.00 27.0 I 2.59 0.11 0.00
CI 0.08 0.22 2.00 27.0 I 3.36 0.22 0.00
CI 0.04 0.11 2.00 27.0 I 2.59 0.11 0.00
CI 0.11 0.31 2.00 27.0 I 3.78 0.31 0.00
CI 0.06 0.17 2.00 27.0 I 3.04 0.17 0.00
CI 0.00 0.00 2.00 27.0 I 0.72 0.00 0.00
CI 0.02 0.06 2.00 27.0 I 2.03 0.06 0.00
CI 0.05 0.13 2.00 27.0r 2.73 0.13 0.00
CI 0.06 0.16 2.00 27.0 2.93 0.16 0.00
r
CI 0.02 0.05 2.00 1 27.0 r 1.97 1 0.05 0.00
CI 0.05 0.14 2.00 27.0 r 2.81 0.14 0.00
CI 0.10 0.28 2.00 27.0 1 3.65 0.28 0.00
CI 0.07 0.21 2.00 27.0 ; 3.26 0.21 0.00
CI 0.13 0.36 2.00 27.0 1 4.03 0.36 0.00
CI 0.04 0.12 2.00 27.0 1 2.68 i 0.12 i 0.00

Inlet Drainage Runoff Surface Q(cfs) Bypass
MEM Area(ac C Sub. Total Slo.e(%) K S.read M=IMI Q To Inlet#
CI 0.15 0.42 LP LP r 3.48 0.42 0.00
CT 0.33 0.92 LP I LP L; 5.88 1 0.92 1 0.00
CI 0.01 0.03 2.00 27.0 L 1.59 1 0.03 ; 0.00
CI 0.00 0.01 2.00 27.0 I 0.91 0.01 0.00
CI 0.08 0.22 2.00 27.0 r 3.36 0.22 0.00
r
CI 0.02 0.07 2.00 i 27.0 ; 2.15 i 0.07 ; 0.00
CI 0.10 0.28 LP I LP L; 2.65 1 0.28 ; 0.00
CI 0.09 0.25 LP I LP I 2.45 1 0.25 ; 0.00
L
CI 0.10 0.27 2.00 1 27.0 II_ 3.61 1 0.27 ; 0.00
CI 0.04 0.11 2.00 1 27.0 IL 2.53 1 0.11 1 0.00
I.
CI 0.04 0.10 2.00 1 27.0 II- 2.51 1 0.10 ; 0.00
I.
CI 0.06 0.17 2.00 1 27.0 IL 3.01 1 0.17 1 0.00
CI 0.02 0.05 2.00 1 27.0 1 1.93 1 0.05 1 0.00
1.1
i I
CI 0.06 0.18 LP I LP ; 1.98 1 0.18 ; 0.00
I 1 I
CI 0.18 0.50 LP LP IF 3.93 1 0.50 ; 0.00
I
I 1 1
CI 0.03 0.09 2.00 27.0 IF 2.35 0.09 ; 0.00
I
I 1 1
CI 0.04 0.11 2.00 27.0 IL 2.59 0.11 ; 0.00
I
CI 0.03 0.09 2.00 27.0 ;r 2.38 0.09 ; 0.00
I
CI 0.03 0.09 2.00 27.0 ;r 2.36 0.09 0.00
CI 0.02 0.06 2.00 27.0 r 2.00 0.06 0.00
CI 0.02 0.04 2.00 27.0 I 1.84 0.04 0.00
r r
CI 0.00 0.00 2.00 ; 27.0 ; 0.72 0.00 ; 0.00
CI 0.14 0.39 2.00 27.0 I 4.14 0.39 0.00
CI 0.15 0.42 2.00 27.0 I 4.25 0.42 0.00
CI 0.02 0.05 2.00 27.0 ;r
1.84 0.05 1 0.00
r
CI 0.02 0.06 2.00 1 27.0 L; 2.00 1 0.06 1 0.00
CI 0.04 0.11 2.00 1 27.0 1 2.59 1 0.11 ; 0.00

STORM PIPING SYSTEM CALCULATIONS

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 32.379 0.02 9.65 0.70 0.01 6.75 5.0 14.5 5.3 35.65 47.16 7.34 36 0.50 608.00 608.16 609.94 610.12 611.52 636.90 CI-100-OF-1
2 1 34.644 0.08 9.63 0.70 0.06 6.74 5.0 14.4 5.3 35.68 47.16 7.34 36 0.50 621.13 621.30 623.08 623.25 636.90 636.68 CI-101-CI-100
3 2 82.343 0.07 9.54 0.70 0.05 6.68 5.0 14.1 5.3 35.62 47.16 5.30 36 0.50 621.50 621.91 624.36 624.51 636.68 635.94 CI-102-CI-101
4 3 17.717 0.00 9.33 0.00 0.00 6.53 0.0 14.1 5.3 34.88 47.54 4.94 36 0.51 622.11 622.20 625.20 625.20 635.94 636.72 MH3-CI-102
5 4 57.443 0.22 7.86 0.70 0.15 5.50 5.0 13.9 5.4 29.56 46.56 4.20 36 0.49 622.40 622.68 625.50 625.60 636.72 635.04 CI-110-MH3
6 5 153.212 0.07 7.28 0.70 0.05 5.10 5.0 13.5 5.4 27.70 29.00 5.64 30 0.50 623.18 623.95 626.01 626.71 635.04 638.19 CI-112-CI-110
7 6 22.667 0.01 4.21 0.70 0.01 2.95 5.0 13.4 5.5 16.08 29.00 3.28 30 0.50 623.95 624.06 627.75 627.78 638.19 638.19 CI-126-CI-112
8 7 26.130 0.01 4.20 0.70 0.01 2.94 5.0 13.2 5.5 16.10 28.99 3.28 30 0.50 624.34 624.47 627.97 628.01 638.19 637.73 CI-127-CI-126
9 8 40.142 0.06 4.20 0.70 0.04 2.94 5.0 13.1 5.5 16.15 29.71 3.29 30 0.52 624.47 624.68 628.14 628.20 637.73 636.18 CI-128-CI-127
10 9 127.301 0.18 4.14 0.70 0.13 2.90 5.0 12.7 5.6 16.09 19.54 5.12 24 0.75 625.18 626.13 628.29 628.94 636.18 633.76 CI-129-CI-128
11 10 143.514 0.02 2.80 0.70 0.01 1.96 5.0 12.4 5.6 10.99 22.89 6.56 18 4.75 626.72 633.54 629.55 634.81 633.76 638.90 CI-131-CI-129
12 11 22.667 0.06 1.80 0.70 0.04 1.26 5.0 12.3 5.6 7.09 11.18 6.49 15 3.00 633.79 634.47 634.81 635.54 638.90 638.91 CI-138-CI-131
13 12 33.129 0.06 1.74 0.70 0.04 1.22 5.0 12.2 5.6 6.86 13.70 6.19 15 4.50 634.47 635.96 635.54 637.01 638.91 640.56 CI-139-CI-138
14 13 58.369 0.09 1.65 0.70 0.06 1.15 5.0 12.1 5.7 6.53 10.21 5.99 15 2.50 635.96 637.42 637.01 638.45 640.56 642.48 CI-141-CI-139
15 14 43.158 0.23 1.56 0.70 0.16 1.09 5.0 11.9 5.7 6.19 9.13 5.79 15 2.00 637.42 638.28 638.45 639.28 642.48 642.65 CI-142-CI-141
16 15 26.601 0.11 1.33 0.70 0.08 0.93 5.0 11.9 5.7 5.29 14.79 5.21 15 5.25 638.28 639.68 639.28 640.61 642.65 644.95 CI-143-CI-142
17 16 132.117 0.03 1.09 0.70 0.02 0.76 5.0 11.3 5.8 4.41 14.44 5.46 15 5.00 639.88 646.49 640.61 647.34 644.95 652.19 CI-145-CI-143
18 17 44.640 0.01 0.39 0.70 0.01 0.27 5.0 10.8 5.9 1.59 17.08 6.09 15 7.00 647.50 650.62 647.75 651.12 652.19 655.16 CI-147-CI-145
19 18 44.677 0.04 0.37 0.70 0.03 0.26 5.0 10.3 6.0 1.56 11.95 3.43 15 3.43 650.62 652.15 651.12 652.65 655.16 657.39 CI-148-CI-147
20 19 32.943 0.04 0.19 0.70 0.03 0.13 5.0 9.6 6.1 0.81 12.08 4.22 15 3.50 652.63 653.78 652.85 654.13 657.39 658.44 CI-150-CI-148
21 20 69.186 0.05 0.14 0.70 0.04 0.10 5.0 7.7 6.5 0.66 9.13 2.50 15 2.00 653.78 655.16 654.13 655.48 658.44 660.21 CI-151-CI-150
22 21 60.645 0.09 0.09 0.70 0.06 0.06 5.0 5.0 7.2 0.47 6.46 2.19 15 1.00 655.16 655.77 655.48 656.04 660.21 660.21 CI-152-CI-151
Project File: Cottage Network 100.stm Number of lines:54 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Paget
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 19 60.651 0.14 0.14 0.70 0.10 0.10 5.0 5.0 7.2 0.72 4.62 2.16 15 0.51 652.15 652.46 652.65 652.79 657.39 657.39 CI-149-CI-148
24 11 64.413 0.05 0.98 0.70 0.04 0.68 5.0 8.0 6.5 4.43 13.12 7.31 15 4.13 634.34 637.00 634.84 637.86 638.90 642.21 CI-132-CI-131
25 24 86.064 0.04 0.38 0.70 0.03 0.26 5.0 7.0 6.7 1.77 15.19 3.01 15 5.54 637.14 641.90 637.86 642.43 642.21 647.24 CI-134-CI-132
26 25 66.554 0.10 0.24 0.70 0.07 0.16 5.0 5.9 7.0 1.15 15.57 5.29 15 5.81 642.70 646.57 642.93 646.99 647.24 651.54 CI-136-CI-134
27 26 29.667 0.14 0.14 0.70 0.09 0.09 5.0 5.0 7.2 0.69 4.56 2.68 15 0.50 646.70 646.85 647.03 647.18 651.54 651.33 CI-137-CI-136
28 17 60.690 0.67 0.67 0.70 0.47 0.47 5.0 5.0 7.2 3.40 7.78 4.14 15 1.45 646.49 647.37 647.34 648.11 652.19 652.25 CI-146-CI-145
29 6 55.053 0.19 3.00 0.70 0.13 2.10 5.0 11.3 5.8 12.17 23.38 6.70 24 1.07 627.92 628.51 628.95 629.76 638.19 641.40 CI-113-CI-112
30 29 150.652 0.11 0.24 0.70 0.08 0.17 5.0 8.7 6.3 1.05 13.31 4.77 15 4.25 636.71 643.11 636.95 643.51 641.40 647.70 CI-114-CI-113
31 30 25.365 0.07 0.13 0.70 0.05 0.09 5.0 7.9 6.5 0.58 12.08 2.15 15 3.50 643.11 644.00 643.51 644.30 647.70 648.68 CI-115-CI-114
32 31 38.488 0.05 0.05 0.70 0.04 0.04 5.0 5.0 7.2 0.28 6.46 1.67 15 1.00 644.00 644.38 644.30 644.58 648.68 649.01 CI-116-CI-115
33 25 36.667 0.10 0.10 0.70 0.07 0.07 5.0 5.0 7.2 0.52 4.57 2.46 15 0.50 642.59 642.77 642.87 643.05 647.24 647.24 CI-135-CI-134
34 29 22.667 0.21 2.57 0.70 0.15 1.80 5.0 10.0 6.0 10.86 16.46 5.42 24 0.53 628.51 628.63 629.76 629.82 641.40 641.40 CI-117-CI-113
35 34 26.652 0.05 2.36 0.70 0.03 1.65 5.0 9.9 6.1 10.01 14.50 7.68 18 1.91 631.32 631.83 632.24 633.05 641.40 643.26 CI-118-CI-117
36 35 18.667 0.24 2.32 0.70 0.17 1.62 5.0 9.9 6.1 9.83 10.50 6.43 18 1.00 631.83 632.02 633.05 633.23 643.26 643.28 CI-119-CI-118
37 36 116.000 0.02 2.08 0.70 0.01 1.45 5.0 9.5 6.1 8.92 10.50 6.39 18 1.00 632.24 633.40 633.30 634.56 643.28 647.17 CI-120-CI-119
38 37 39.000 0.03 0.07 0.70 0.02 0.05 5.0 7.2 6.6 0.32 4.62 2.15 15 0.51 640.31 640.51 640.53 640.73 647.17 646.66 CI-121-CI-120
39 38 21.067 0.04 0.04 0.70 0.03 0.03 5.0 5.0 7.2 0.19 5.09 1.97 15 0.62 641.76 641.89 641.92 642.06 646.66 646.38 CI-122-CI-121
40 37 62.271 0.04 1.99 0.70 0.03 1.39 5.0 6.3 6.9 9.59 10.50 6.54 18 1.00 633.50 634.12 634.63 635.32 647.17 646.74 CI-123-CI-120
41 40 109.653 0.11 1.95 0.70 0.08 1.36 5.0 5.9 7.0 9.52 10.52 6.53 18 1.00 634.22 635.32 635.34 636.51 646.74 644.77 CI-124-CI-123
42 41 40.918 1.76 1.76 0.70 1.23 1.23 5.0 5.0 7.2 8.92 9.67 8.24 15 2.24 641.64 642.55 642.58 643.70 644.77 646.99 GI-400-CI-124
43 16 63.624 0.13 0.13 0.70 0.09 0.09 5.0 5.0 7.2 0.65 9.43 1.67 15 2.13 639.68 641.04 640.61 641.36 644.95 646.01 CI-144-CI-143
44 24 36.667 0.55 0.55 0.70 0.38 0.38 5.0 5.0 7.2 2.78 4.57 3.90 15 0.50 637.55 637.74 638.26 638.44 642.21 642.21 CI-133-CI-132
Project File: Cottage Network 100.stm Number of lines:54 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Page 3
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
45 4 16.187 0.08 1.47 0.70 0.05 1.03 5.0 8.8 6.3 6.47 10.50 5.76 18 1.00 629.65 629.81 630.50 630.79 636.72 636.43 CI-104-MH3
46 45 95.878 0.02 1.39 0.70 0.02 0.97 5.0 8.5 6.4 6.19 12.19 7.06 15 3.56 630.06 633.48 630.79 634.48 636.43 642.85 CI-105-CI-104
47 46 27.950 0.66 1.37 0.70 0.46 0.96 5.0 8.4 6.4 6.10 10.22 6.13 15 2.50 633.58 634.28 634.48 635.28 642.85 644.77 CI-106-CI-105
48 47 89.512 0.11 0.11 0.70 0.07 0.07 5.0 5.0 7.2 0.54 17.69 4.51 15 7.51 637.34 644.06 637.49 644.35 644.77 651.63 CI-108-CI-106
49 13 43.191 0.03 0.03 0.70 0.02 0.02 5.0 5.0 7.2 0.14 6.37 0.96 15 0.97 636.08 636.50 637.01 636.64 640.56 641.36 CI-140-CI-139
50 41 18.667 0.08 0.08 0.70 0.06 0.06 5.0 5.0 7.2 0.41 4.48 0.43 15 0.48 635.57 635.66 636.51 636.51 644.77 644.77 CI-125-CI-124
51 47 37.698 0.60 0.60 0.70 0.42 0.42 5.0 5.0 7.2 3.05 4.57 3.59 15 0.50 634.41 634.60 635.28 635.37 644.77 643.86 CI-107-CI-106
52 3 30.222 0.15 0.15 0.70 0.10 0.10 5.0 5.0 7.2 0.74 4.57 2.74 15 0.50 631.25 631.40 631.59 631.74 635.94 635.84 CI-103-CI-102
53 10 29.667 1.16 1.16 0.70 0.81 0.81 5.0 5.0 7.2 5.88 7.47 3.33 18 0.51 626.63 626.78 629.55 629.64 633.76 633.99 CI-130-CI-129
54 5 29.693 0.36 0.36 0.70 0.25 0.25 5.0 5.0 7.2 1.82 4.59 1.49 15 0.51 624.43 624.58 626.01 626.04 635.04 635.26 CI-111-CI-110
Project File: Cottage Network 100.stm Number of lines:54 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 21.441 0.05 1.32 0.70 0.03 0.92 0.5 10.5 5.9 5.47 15.99 4.48 24 0.50 608.00 608.11 608.83 608.93 610.38 633.68 CI-200-OF-2
2 1 29.665 0.00 0.52 0.00 0.00 0.36 0.0 10.1 6.0 2.19 7.47 3.66 18 0.51 626.68 626.83 627.24 627.39 633.68 632.24 MH2-CI-200
3 2 32.189 0.00 0.52 0.00 0.00 0.36 0.0 9.8 6.1 2.22 7.40 3.65 18 0.50 626.83 626.99 627.39 627.56 632.24 631.68 MH1-MH2
4 3 24.315 0.07 0.52 0.70 0.05 0.36 5.0 9.6 6.1 2.23 12.28 4.61 15 3.62 627.24 628.12 627.71 628.72 631.68 632.65 CI-202-MH1
5 4 106.318 0.05 0.38 0.70 0.03 0.27 5.0 8.4 6.4 1.70 8.68 3.59 15 1.81 628.21 630.13 628.72 630.65 632.65 634.66 CI-204-CI-202
6 5 99.607 0.02 0.28 0.70 0.02 0.20 5.0 6.9 6.7 1.31 10.21 3.41 15 2.50 630.22 632.71 630.65 633.16 634.66 637.15 CI-206-CI-204
7 6 27.016 0.15 0.26 0.70 0.10 0.18 5.0 6.5 6.8 1.23 6.09 3.14 15 0.89 632.71 632.95 633.16 633.39 637.15 637.72 CI-207-CI-206
8 7 40.793 0.11 0.11 0.70 0.08 0.08 5.0 5.0 7.2 0.56 4.52 1.98 15 0.49 632.95 633.15 633.39 633.45 637.72 637.59 CI-208-CI-207
9 5 18.667 0.05 0.05 0.70 0.04 0.04 5.0 5.0 7.2 0.27 4.57 0.65 15 0.50 630.13 630.22 630.65 630.65 634.66 634.66 CI-205-CI-204
10 1 18.667 0.75 0.75 0.70 0.52 0.52 5.0 5.0 7.2 3.80 4.57 4.16 15 0.50 629.15 629.24 630.02 630.11 633.68 633.68 CI-201-CI-200
11 4 18.667 0.07 0.07 0.70 0.05 0.05 5.0 5.0 7.2 0.35 4.48 0.69 15 0.48 628.12 628.21 628.72 628.72 632.65 632.65 CI-203-CI-202
Project File: Cottage Network 200.stm Number of lines: 11 Run Date: 4/15/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 15.667 0.00 10.31 0.00 0.00 7.22 0.0 20.3 4.6 32.93 47.66 7.15 36 0.51 610.00 610.08 611.86 611.94 613.52 633.53 MH4-OF-3
2 1 10.000 0.03 10.31 0.70 0.02 7.22 5.0 20.3 4.6 32.96 47.15 7.18 36 0.50 616.17 616.22 618.02 618.08 633.53 634.80 CI-300-MH4
3 2 114.778 0.02 6.74 0.70 0.01 4.72 5.0 19.8 4.6 21.76 29.00 6.49 30 0.50 624.70 625.27 626.31 626.88 634.80 636.90 CI-328-CI-300
4 3 70.673 0.11 6.60 0.70 0.08 4.62 5.0 19.6 4.6 21.40 29.00 6.47 30 0.50 626.40 626.75 627.99 628.35 636.90 638.77 CI-330-CI-328
5 4 110.659 0.10 4.59 0.70 0.07 3.21 5.0 19.3 4.7 15.01 15.99 4.78 24 0.50 627.25 627.80 629.32 629.80 638.77 641.54 CI-338-CI-330
6 5 94.152 0.04 3.87 0.70 0.03 2.71 5.0 19.0 4.7 12.73 15.99 4.05 24 0.50 627.80 628.27 630.33 630.63 641.54 643.85 CI-340-CI-338
7 6 23.536 0.08 3.83 0.70 0.06 2.68 5.0 18.9 4.7 12.62 16.00 4.02 24 0.50 628.27 628.39 630.81 630.88 643.85 644.35 CI-341-CI-340
8 7 47.643 0.04 3.75 0.70 0.03 2.62 5.0 18.8 4.7 12.40 15.99 3.95 24 0.50 628.39 628.63 631.12 631.26 644.35 645.37 CI-342-CI-341
9 8 29.370 0.11 3.71 0.70 0.08 2.59 5.0 18.7 4.7 12.30 15.99 3.92 24 0.50 628.63 628.78 631.45 631.53 645.37 646.09 CI-343-CI-342
10 9 97.500 0.00 3.54 0.70 0.00 2.48 5.0 18.3 4.8 11.83 15.99 3.77 24 0.50 628.78 629.27 631.89 632.16 646.09 648.52 CI-345-CI-343
11 10 23.706 0.02 3.41 0.70 0.01 2.39 5.0 18.3 4.8 11.44 16.42 3.64 24 0.53 629.27 629.39 632.49 632.55 648.52 647.49 CI-349-CI-345
12 11 177.771 0.15 3.00 0.70 0.11 2.10 5.0 17.6 4.9 10.23 15.91 3.26 24 0.50 629.39 630.27 632.88 633.25 647.49 640.44 CI-355-CI-349
13 12 50.194 0.01 2.52 0.70 0.01 1.76 5.0 17.3 4.9 8.64 16.00 2.75 24 0.50 630.27 630.52 633.49 633.57 640.44 641.07 CI-357-CI-355
14 13 44.374 0.04 1.13 0.70 0.03 0.79 5.0 16.9 5.0 3.93 15.99 1.25 24 0.50 630.52 630.74 633.71 633.73 641.07 642.92 CI-364-CI-357
15 14 61.864 0.06 1.06 0.70 0.04 0.74 5.0 16.6 5.0 3.70 14.44 7.23 15 5.00 638.77 641.86 639.20 642.64 642.92 646.45 CI-366-CI-364
16 15 102.326 0.03 0.74 0.70 0.02 0.52 5.0 16.0 5.1 2.62 16.14 3.69 15 6.25 641.86 648.26 642.64 648.91 646.45 652.92 CI-370-CI-366
17 16 82.394 0.03 0.46 0.70 0.02 0.32 5.0 15.3 5.2 1.66 15.82 3.04 15 6.00 648.26 653.20 648.91 653.71 652.92 658.13 CI-372-CI-370
18 17 54.972 0.01 0.39 0.70 0.01 0.28 5.0 14.7 5.3 1.45 9.69 4.52 15 2.25 653.53 654.77 653.86 655.25 658.13 661.70 CI-374-CI-372
19 18 87.339 0.01 0.07 0.70 0.01 0.05 5.0 9.8 6.1 0.31 6.46 2.46 15 1.00 655.65 656.52 655.83 656.74 661.70 662.67 CI-379-CI-374
20 19 35.646 0.02 0.06 0.70 0.01 0.04 5.0 7.4 6.6 0.27 4.57 2.01 15 0.50 656.52 656.70 656.74 656.90 662.67 661.25 CI-380-CI-379
21 20 22.659 0.04 0.04 0.70 0.03 0.03 5.0 5.0 7.2 0.20 4.57 1.14 15 0.50 656.70 656.81 657.01 657.02 661.25 661.25 CI-381-CI-380
22 18 22.656 0.02 0.31 0.70 0.01 0.21 5.0 7.8 6.5 1.40 4.57 3.27 15 0.50 654.77 654.88 655.25 655.35 661.70 661.53 CI-375-CI-374
Project File: Cottage Network 300.stm Number of lines:83 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Paget
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 26.900 0.00 0.29 0.70 0.00 0.20 5.0 7.4 6.6 1.34 4.57 2.52 15 0.50 654.88 655.01 655.50 655.52 661.53 662.11 CI-376-CI-375
24 23 134.187 0.14 0.29 0.70 0.10 0.20 5.0 5.5 7.1 1.43 4.57 2.85 15 0.50 655.01 655.68 655.64 656.15 662.11 660.21 CI-377-CI-376
25 24 18.667 0.15 0.15 0.70 0.10 0.10 5.0 5.0 7.2 0.76 4.57 2.03 15 0.50 655.68 655.77 656.15 656.16 660.21 660.21 CI-378-CI-377
26 17 22.678 0.03 0.03 0.70 0.02 0.02 5.0 5.0 7.2 0.17 4.57 1.48 15 0.50 653.49 653.60 653.71 653.76 658.13 658.04 CI-373-CI-372
27 16 29.791 0.25 0.25 0.70 0.18 0.18 5.0 5.0 7.2 1.28 4.56 2.76 15 0.50 648.34 648.49 648.91 648.94 652.92 652.93 CI-371-CI-370
28 11 22.667 0.05 0.40 0.70 0.03 0.28 5.0 9.6 6.1 1.70 7.64 3.43 18 0.53 638.11 638.23 638.59 638.72 647.49 647.49 CI-350-CI-349
29 28 28.170 0.10 0.35 0.70 0.07 0.24 5.0 9.1 6.2 1.51 7.43 3.14 18 0.50 638.23 638.37 638.72 638.83 647.49 648.82 CI-351-CI-350
30 29 89.163 0.13 0.17 0.70 0.09 0.12 5.0 6.9 6.7 0.79 10.81 3.99 15 2.80 643.82 646.32 644.05 646.67 648.82 651.23 CI-353-CI-351
31 30 20.928 0.04 0.04 0.70 0.03 0.03 5.0 5.0 7.2 0.22 5.82 2.14 15 0.81 646.79 646.96 646.96 647.14 651.23 651.40 CI-354-CI-353
32 4 56.333 0.08 1.90 0.70 0.06 1.33 5.0 5.8 7.0 9.31 12.86 6.12 18 1.50 628.09 628.94 629.32 630.11 638.77 640.98 CI-331-CI-330
33 32 96.000 0.03 1.72 0.70 0.02 1.21 5.0 5.3 7.1 8.61 24.63 9.35 18 5.50 636.25 641.53 636.86 642.66 640.98 646.48 CI-333-CI-331
34 33 46.440 0.01 1.69 0.70 0.01 1.18 5.0 5.2 7.2 8.51 9.62 5.95 18 0.84 641.53 641.92 642.66 643.05 646.48 648.99 CI-334-CI-333
35 34 18.667 0.02 1.68 0.70 0.01 1.18 5.0 5.1 7.2 8.48 7.69 4.80 18 0.54 641.92 642.02 643.42 643.52 648.99 648.98 CI-335-CI-334
36 35 24.619 0.04 1.66 0.70 0.03 1.16 5.0 5.1 7.2 8.40 18.55 10.96 15 8.25 644.38 646.41 644.97 647.54 648.98 651.60 CI-336-CI-335
37 36 22.667 1.62 1.62 0.70 1.13 1.13 5.0 5.0 7.2 8.20 10.21 7.03 15 2.50 646.41 646.97 647.54 648.10 651.60 651.41 CI-337-CI-336
38 10 18.667 0.02 0.12 0.70 0.01 0.09 5.0 8.4 6.4 0.55 4.56 2.50 15 0.50 643.89 643.98 644.18 644.27 648.52 648.52 CI-346-CI-345
39 38 30.777 0.05 0.10 0.70 0.03 0.07 5.0 7.2 6.7 0.47 17.08 2.05 15 7.00 643.98 646.13 644.33 646.40 648.52 651.20 CI-347-CI-346
40 39 29.766 0.06 0.06 0.70 0.04 0.04 5.0 5.0 7.2 0.28 9.13 1.81 15 2.00 646.13 646.73 646.40 646.93 651.20 651.17 CI-348-CI-347
41 2 17.100 0.02 3.49 0.70 0.01 2.44 5.0 20.2 4.6 11.17 15.99 5.50 24 0.50 617.22 617.31 618.46 618.54 634.80 634.87 CI-301-CI-300
42 41 54.923 0.02 2.32 0.70 0.01 1.62 5.0 19.9 4.6 7.46 15.99 3.67 24 0.50 617.31 617.58 619.22 618.55 634.87 635.39 CI-303-C1-301
43 42 40.763 0.03 2.30 0.70 0.02 1.61 5.0 19.7 4.6 7.45 15.99 4.92 24 0.50 1617.58 617.78 618.55 618.75 635.39 635.76 CI-304-C1-303
44 43 45.825 0.05 2.27 0.70 0.04 1.59 5.0 19.4 4.7 7.40 15.99 4.96 24 0.50 619.44 619.67 620.40 620.64 635.76 636.19 CI-305-C1-304
•
Project File: Cottage Network 300.stm Number of lines:83 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Page 3
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
45 44 228.000 0.08 2.19 0.70 0.05 1.53 5.0 18.2 4.8 7.34 15.99 4.90 24 0.50 619.67 620.81 620.64 621.77 636.19 633.80 CI-307-CI-305
46 45 76.271 0.04 1.11 0.70 0.03 0.78 5.0 17.4 4.9 3.80 15.99 3.28 24 0.50 620.81 621.19 621.77 621.87 633.80 631.52 CI-309-CI-307
47 46 41.484 0.05 1.07 0.70 0.03 0.75 5.0 16.9 4.9 3.69 15.99 3.95 24 0.50 621.19 621.40 621.87 622.07 631.52 630.48 CI-310-CI-309
48 47 35.580 0.02 1.02 0.70 0.01 0.71 5.0 16.5 5.0 3.57 15.99 3.91 24 0.50 621.40 621.58 622.07 622.24 630.48 629.87 CI-311-CI-310
49 48 26.538 0.08 1.00 0.70 0.06 0.70 5.0 16.2 5.0 3.53 15.83 3.91 24 0.49 621.58 621.71 622.24 622.37 629.87 629.69 CI-312-CI-311
50 49 154.095 0.09 0.78 0.70 0.06 0.55 5.0 15.4 5.2 2.82 4.57 3.91 15 0.50 622.46 623.23 623.17 623.94 629.69 631.35 CI-314-CI-312
51 50 95.064 0.05 0.30 0.70 0.04 0.21 5.0 14.0 5.3 1.13 4.57 3.08 15 0.50 625.49 625.97 625.92 626.40 631.35 634.16 CI-321-CI-314
52 51 114.000 0.05 0.21 0.70 0.03 0.15 5.0 11.8 5.7 0.84 16.49 4.96 15 6.52 629.63 637.06 629.82 637.42 634.16 641.60 CI-323-CI-321
53 52 103.656 0.10 0.12 0.70 0.07 0.09 5.0 8.4 6.4 0.56 18.00 2.27 15 7.77 637.07 645.12 637.42 645.41 641.60 649.89 CI-325-CI-323
54 53 24.140 0.03 0.03 0.70 0.02 0.02 5.0 5.0 7.2 0.14 14.73 1.72 15 5.20 645.26 646.52 645.41 646.66 649.89 651.19 CI-326-CI-325
55 15 29.776 0.02 0.26 0.70 0.01 0.18 5.0 6.9 6.7 1.22 4.57 3.15 15 0.50 642.19 642.34 642.64 642.78 646.45 646.58 CI-367-CI-366
56 55 61.838 0.06 0.24 0.70 0.04 0.17 5.0 5.8 7.0 1.18 4.57 2.80 15 0.50 I642.34 642.65 642.86 643.08 646.58 646.71 CI-368-CI-367
57 56 36.660 0.18 0.18 0.70 0.13 0.13 5.0 5.0 7.2 0.91 5.00 2.17 15 0.60 642.65 642.87 643.31 643.24 646.71 647.23 CI-369-CI-368
58 29 55.680 0.07 0.07 0.70 0.05 0.05 5.0 5.0 7.2 0.38 4.57 2.24 15 0.50 638.62 638.89 638.86 639.14 648.82 649.92 CI-352-CI-351
59 52 18.667 0.04 0.04 0.70 0.03 0.03 5.0 5.0 7.2 0.20 4.73 0.87 15 0.54 637.06 637.16 637.42 637.42 641.60 641.60 CI-324-CI-323
60 50 40.776 0.05 0.39 0.70 0.03 0.27 5.0 13.3 5.5 1.49 4.57 1.48 15 0.50 623.23 623.43 624.29 624.30 631.35 632.81 CI-315-CI-314
61 60 75.521 0.05 0.19 0.70 0.03 0.13 5.0 11.6 5.7 0.76 14.30 4.49 15 4.90 628.38 632.08 628.57 632.42 632.81 637.59 CI-317-CI-315
62 61 79.926 0.04 0.14 0.70 0.03 0.10 5.0 9.3 6.2 0.61 10.21 3.49 15 2.50 632.21 634.20 632.42 634.51 637.59 641.87 CI-318-CI-317
63 62 65.069 0.05 0.10 0.70 0.03 0.07 5.0 6.7 6.8 0.48 8.87 3.16 15 1.89 634.45 635.68 634.65 635.95 641.87 645.35 CI-319-CI-318
64 63 23.223 0.05 0.05 0.70 0.04 0.04 5.0 5.0 7.2 0.28 7.22 1.78 15 1.25 635.68 635.97 635.95 636.17 645.35 645.64 CI-320-CI-319
65 9 18.667 0.06 0.06 0.70 0.04 0.04 5.0 5.0 7.2 0.31 4.56 2.13 15 0.50 1635.51 635.60 635.73 635.82 646.09 646.09 CI-344-CI-343
66 13 22.717 0.00 1.37 0.70 0.00 0.96 5.0 6.1 6.9 6.68 7.43 3.78 18 0.50 631.58 631.69 633.71 633.81 641.07 641.16 CI-358-CI-357
Project File: Cottage Network 300.stm Number of lines:83 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation Page 4
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
67 66 105.857 0.08 1.37 0.70 0.05 0.96 5.0 5.6 7.1 6.79 7.43 3.84 18 0.50 631.69 632.22 634.04 634.48 641.16 637.87 CI-359-CI-358
68 67 30.441 0.02 1.30 0.70 0.01 0.91 5.0 5.5 7.1 6.44 7.43 3.65 18 0.50 632.22 632.37 634.67 634.78 637.87 637.33 CI-360-CI-359
69 68 35.017 0.45 1.28 0.70 0.32 0.89 5.0 5.3 7.1 6.39 7.53 3.61 18 0.51 632.37 632.55 634.89 635.02 637.33 637.11 CI-361-CI-360
70 69 37.156 0.09 0.83 0.70 0.06 0.58 5.0 5.1 7.2 4.16 4.62 3.94 15 0.51 634.29 634.48 635.32 635.46 637.11 637.32 CI-362-CI-361
71 70 23.005 0.74 0.74 0.70 0.52 0.52 5.0 5.0 7.2 3.73 4.57 3.12 15 0.50 634.49 634.60 635.69 635.75 637.32 637.07 CI-363-CI-362
72 12 22.667 0.33 0.33 0.70 0.23 0.23 5.0 5.0 7.2 1.67 4.70 3.35 15 0.53 632.94 633.06 633.49 633.58 640.44 640.44 CI-356-CI-355
73 14 29.667 0.04 0.04 0.70 0.03 0.03 5.0 5.0 7.2 0.18 4.56 0.16 15 0.50 632.58 632.73 633.76 633.76 642.92 642.77 CI-365-CI-364
74 32 18.667 0.09 0.09 0.70 0.07 0.07 5.0 5.0 7.2 0.48 4.56 2.40 15 0.50 631.64 631.73 631.91 632.00 640.98 640.98 CI-332-CI-331
75 5 18.667 0.63 0.63 0.70 0.44 0.44 5.0 5.0 7.2 3.17 4.71 4.12 15 0.53 631.28 631.38 632.03 632.13 641.54 641.54 CI-339-CI-338
76 45 18.667 1.00 1.00 0.70 0.70 0.70 5.0 5.0 7.2 5.07 5.18 4.81 15 0.64 629.25 629.37 630.25 630.37 633.80 633.80 CI-308-CI-307
77 44 18.667 0.03 0.03 0.70 0.02 0.02 5.0 5.0 7.2 0.16 4.56 1.74 15 0.50 628.96 629.05 629.12 629.21 636.19 636.19 CI-306-CI-305
78 41 38.966 1.16 1.16 0.70 0.81 0.81 5.0 5.0 7.2 5.86 7.42 4.65 18 0.50 627.80 627.99 628.80 629.00 634.87 634.62 CI-302-CI-301
79 2 18.660 0.05 0.05 0.70 0.04 0.04 5.0 5.0 7.2 0.25 4.73 2.05 15 0.54 627.88 627.98 628.08 628.18 634.80 634.80 CI-327-CI-300
80 3 18.667 0.13 0.13 0.70 0.09 0.09 5.0 5.0 7.2 0.65 4.56 0.53 15 0.50 626.52 626.61 627.87 627.87 636.90 637.04 CI-329-CI-328
81 51 18.667 0.04 0.04 0.70 0.03 0.03 5.0 5.0 7.2 0.20 4.73 0.35 15 0.54 625.97 626.07 626.62 626.62 634.16 634.16 CI-322-CI-321
82 60 36.667 0.15 0.15 0.70 0.11 0.11 5.0 5.0 7.2 0.78 4.57 2.78 15 0.50 624.79 624.97 625.14 625.32 632.81 632.95 CI-316-CI-315
83 49 18.667 0.14 0.14 0.70 0.10 0.10 5.0 5.0 7.2 0.71 4.48 2.66 15 0.48 622.45 622.54 622.79 622.88 629.69 629.69 CI-313-CI-312
Project File: Cottage Network 300.stm Number of lines:83 Run Date: 4/17/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

RIPRAP APRON CALCULATIONS

PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL:
3 Do
A La APRON LENGTH, (FEET)
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