SW3200202_Stormwater Report_20220216

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Heritage Subdivision
Stormwater Impact Analysis and Final Design of Stormwater Management Facility
WADAMS

HERITAGE SUBDIVISION
The Village of Wesley Chapel, North Carolina
Stormwater Impact Analysis &
Design of Stormwater Control Measures
Project Number: KLP-19000
Designed By: Stuart Woodard, PE:
Date_
January 2020
Revised_
June 2020
Revised:
September 2020
Revised:
February 2022
J
WADAM S
3430 Toringdoii Way, Suite 110
Charlotte, North Carolina 28277
NC Lic. # C-0293

2 MCADAMS STORMWATER IMPACT ANALYSIS
GENERAL DESCRIPTION
Located in Union County on the border of the Village of Wesley Chapel and the Town of Indian Trail,
within the existing Heritage subdivision, is the proposed final phases of the subdivision development. The
existing site consists of heavily wooded area. Proposed development on this site will consist of the
construction single-family homes, along with the associated roads and sidewalks, utility improvements,
and one stormwater control measure.
The proposed development is located within the Catawba River basin with stormwater runoff from the
proposed development draining into both Davis Mine Creek and Price Mill Creek both of which are
located in the Catawba Watershed. This development is located within both the Village of Wesley Chapel
and the Town of Indian Trail and as a result the proposed stormwater management on this site shall
meet the stormwater management performance standards for development set forth in both the Town
of Indian Trail's Post -Construction Stormwater Ordinance as well as the Village of Wesley Chapel's Code
of Ordinances. These are as follows:
The Village of Wesley Chapel:
156.219 GENERAL STANDARDS FOR STORM WATER MANAGEMENT.
(A) All developments shall be constructed and maintained so that properties are not
unreasonably burdened with storm water runoff as a result of such development.s
(B) More specifically:
(1) (a) All non-residential development and all major residential subdivisions creating
more than 2,500 square feet of impervious area shall provide storm water detention to control the peak
storm water runoff from the one-, two-, ten- and 25-year, 24-hour storm events to pre -development
rates, and shall safely pass the 50- and 100-year, 24-hour storm with minimum one-half feet of
freeboard. Storm water volume control shall be provided for the one-year, 24-hour storm. Runoff volume
drawdown time shall be a minimum of 24 hours, but not more than 120 hours. Storm water
management facilities shall not be located within ten feet of any property lines, as measured from the
top or toe of slope of the pond embankment. Pipe, riprap apron or any other features associated with
the storm water management facility outlet shall note be located within 20 feet of any property lines,
inclusive of any required buffers. Design of facilities shall be consistent with the Storm Water Manual,
except as stated herein.
The Town of Indian Trail:
3.3 DEVELOPMENT STANDARDS FOR TWELVE MILE AND CROOKED CREEK DISTRICT.
B. Development Standards For High Density Projects (>_24% BUA)
Any drainage area within a project is considered high density when said drainage area has greater than or
equal to 24% built upon area. Such high -density projects shall implement storm water treatment systems
that comply with each of the following standards:
1. Storm Water Quality Treatment VoDume
Storm water quality treatment systems shall treat the runoff generated from the first inch of rainfall.
creating experiences through experience 3430 Toringdon Way, Suite 110, Charlotte, NC 28277 / 704. 527. 0800

2 MCADAMS
2. Storm Water Quality Treatment
STORMWATER IMPACT ANALYSIS
All structural storm water treatment systems used to meet these requirements shall be designed to have
minimum of 85% average annual removal for Total Suspended Solids.
3. Storm Water Treatment System Design
General engineering design criteria for all projects shall be in accordance with 15A NCAC 2H .1008(c), as
explained in the Design Manual.
4. Stream Buffers
All built -upon area shall be at a minimum of 30 feet landward of all perennial and intermittent surface
water in the Twelve Mile Creek and Crooked Creek Watersheds. Buffer widths shall be measured
horizontally on a line perpendicular to the surface water, landward from the top of the bank on each side
of the stream. Allowable stream buffer uses include the following: road crossings, driveway crossings,
greenway/hiking trails, bike trails, fences, utility line crossings, parallel or near parallel utility lines, flood
control structures, stream and bank stabilization/restoration projects, grading and revegetation, storm
water best management practices, temporary sediment and erosion control devices, animal trails, and
activities permitted under Section 404 of the Clean Water Act.
5. Storm Water VoDume Control
Storm water treatment systems shall be installed to control the difference in the storm water runoff
from the pre -development and post -development conditions for the 1-year, 24-hours storm. Runoff
volume drawdown time shall be a minimum of 24 hours, but not more than 120 hours.
6. Storm Water Peak Control
Peak control shall be installed to control the 2-, 10-, and 25-year. 24-hour storm events to pre -
development levels. The emergency overflow and outlet works for any pond or wetland constructed as a
stormwater BMP shall be capable of safely passing a discharge with a minimum recurrence frequency as
specified in the design manual. Requirements for Downstream Impact Analysis (Section 1370.020 of the
Unified Development Ordinance) shall be met when applicable. For detention basins, the temporary
storage capacity shall be restored within 72 hours. Requirements of the Dam Safety Act shall be met
when applicable.
To meet the above requirements of both the Village of Wesley Chapel and the Town of Indian Trail, one
wet pond is proposed to control post -development peak runoff rates to their pre -development condition.
Please refer to the appropriate section of this report for additional information.
creating experiences through experience 2 of 4

TI MCADAMS
STORMWATER IMPACT ANALYSIS
> Rainfall data for the analysis was taken from the most current data available from the National
Oceanic and Atmospheric (NOAA) Precipitation Frequency Data Server website per Section
156.219 of the Village of Wesley Chapel's Code of Ordinances.
> Using maps contained within the Union county Soil Survey, the on -site soils were determined to
be hydrologic soil groups (HSG) 'B', 'C' and 'D' soils. Since the method chosen to compute post -
development peak flow rates and runoff volumes is dependent upon the soil type, care was taken
when selecting the appropriate Soil Conservation Service Curve Number (SCS CN). A composite
SCS CN was computed for each pre- and post -development sub -basin. For example, Sub -basin #1
in the pre -development analysis consists of approximately 21% HSG 'C', and 79% HSG 'D' soils.
Therefore, for the wooded cover condition, the composite SCS CN is computed as follows
(assuming good conditions):
> Composite Wooded SCS CN = (21% x 70) + (79% x 77) = 76
> A composite SCS Curve Number was calculated for both the pre- and post -development condition
for each sub -basin using SCS curve numbers and land cover conditions. Land cover conditions for
the pre -development condition were taken from available survey and GIS information. Land cover
conditions for the post -development condition were taken from the proposed development plan.
> The time of concentration was calculated using SCS TR-55 (Segmental Approach, 1986). The Tc
flow path was divided into three segments: overland flow, concentrated flow, and channel flow.
The travel time was then computed for each segment, from which the overall time of
concentration was determine by taking the sum of each segmental time.
> PondPack Version V8i was used in determined the pre- & post -development peak flow rates for
the 1-, 2-, 10-, and 25-year storm events, as well as routing calculations for the proposed
stormwater control measure.
> The proposed stormwater control measure was designed in accordance with the Minimum
Design Criteria (MDC) standards set forth in the NCDEQ Stormwater Design Manual.
DISCUSSION OF RESULTS
Peak Runoff Control Requirements:
The proposed project will result in a significant increase in peak flow rates to downstream properties. To
mitigate these impacts, the proposed stormwater control measure has been sized such that post -
development peak flow rates are no greater than pre -development levels in the 1-, 2-, 10-, and 25-year
storm events on site.
Water Quality Requirements:
creating experiences through experience 3 of 4

M MCADAMS STORMWATER IMPACT ANALYSIS
Water Quality Requirements:
The proposed facility has been designed in accordance with the Minimum Design Criteria (MDC)
standards set forth in the NCDEQ Stormwater Design Manual. The proposed facility will provide the
required 85%TSS removal.
CONCLUSION
If the development on this tract is built as proposed within this report, then the requirements set forth in
both the Village of Wesley Chapel's Code of Ordinances and the Town of Indian Trail's Post -Construction
Stormwater Ordinance will be met. However, modifications to the proposed development may require
that this analysis be revised. Some modifications that would require this analysis to be revised include:
> The proposed site impervious surface exceeds the amount accounted for in this report.
> The post -development watershed breaks change significantly from those used to prepare this
report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become apparent
as development of the proposed site moves forward.
creating experiences through experience 4 of 4

1 SUMMARY OF RESULTS
2 MISCELLANEOUS SITE INFORMATION
3 IWATERSHED SOILS INFORMATION
4 SITE PRECIPITATION DATA
5 PRE -DEVELOPMENT HYDROLOGIC CALCULATION
6 POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
7 STORMWATER CONTROL MEASURE A DESIGN
CALCULATIONS

SUMMARY OF RESULTS
HERITAGE SUBDIVISION
KLP-19000

'J MCADAMs
SUMMARY OF RESULTS
Project Name: Heritage Subdivision
Project Number: KLP-19000
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS #1
Pre-Dev Post-Dev
Return Period fcfsl fcfsl % Increase
1-Year
31.30
16.08
-49%
2-Year
45.95
1 22.99
-50%
10-Year
85.01
1 75.34
-11%
25-Year
107.84
1 104.56
-3%
Date: 6/4/2020
Calculated By: S. Woodard, PE

J McADAMs
SUMMARY OF RESULTS
Project Name: Heritage Subdivision Date: 2/8/2022
Project Number: KLP-19000 Calculated By: S. Woodard, PE
STORMWATER CONTROL MEASURE 'A' DETENTION SUMMARY
Design Drainage Area =
36.53
acres
Design Impervious Area =
17.89
acres
% Impervious =
49.0%
Water Quality Volume =
65,062
cf
Top of Dam = 603.50 ft
Riser = 5x5 ft (outside dimension)
Riser Elevation =1 601.20 ft
Rectangular Orifice Area =sf (4 total)
Weir Elevation 600.20 ft
Orifice Diameter = 3 in (4 total)
Orifice Elevation = 598.30 ft
WQv Orifice Diameter = 4.500 in
WQv Orifice Invert Elevation = 1 597.00 Ift
Barrel Diameter =
36 in
Invert In =1
596.50 Ift
Invert Out =1
596.00 ft
Length =1
49 Ift
% Slope =[ 1.02%
STORMWATER CONTROL MEASURE 'A' ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period I [cfs] I [cfs] [ft] [ft]
WQv
25.11
0.32
598.04
5.46
1-Year24-Hour
126.14
1.91
599.73
3.77
2-Year
160.08
4.65
600.25
3.25
10-Year
225.75
41.40
601.18
2.32
25-Year
257.38
58.20
601.69
1.81
50-Year
278.82
66.74
602.20
1.30
100-Year
298.59
72.87
602.73
0.77

MISCELLANEOUS SITE INFORMATION
HERITAGE SUBDIVISION
KLP-19000

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s. Copyright:© 2013-National)Geographic So{ ety, i-cubed•
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HERITAGE SUBDIVISION "
USGS TOPO MAP J
0 1,000 2,000 4,000 PROJECT #: KLP-19000
Feet
finch =2,000feet UNION COUNTY, NORTH CAROLINA WADAMS

NC DENR - DIVISON OF WATER RESOURCES
. 0308 CATAWBA RIVER BASIN
2B .0300
Name of Stream
Description
Class
Class Date
Index No.
Price Mill Creek
From source to East Fork Twelvemile
C
09/01/74
11-138-2-2
Creek
Davis Mine Creek
From source to Price Mill Creek
C
09/01/74
11-138-2-2-1
Little Twelvemile Creek
From source to East Fork Twelvemile
C
09/01/74
11-138-2-3
Creek
Underwood Creek
From source to Little Twelvemile
C
09/01/74
11-138-2-3-1
Creek
Bates Branch
From source to East Fork Twelvemile
C
09/01/74
11-138-2-4
Creek
Lee Branch
From source to Bates Branch
C
09/01/74
11-138-2-4-1
Machine Branch
From source to East Fork Twelvemile
C
09/01/74
11-138-2-5
Creek
Blythe Creek
From source to East Fork Twelvemile
C
09/01/74
11-138-2-6
Creek
McNeely Branch
From source to Blythe Creek
C
09/01/74
11-138-2-6-1
Sixmile Creek
From source to North Carolina -South
C
03/01/62
11-138-3
Carolina State Line
Varda Lake
Entire lake and connecting stream to
C
03/01/62
11-138-3-1
Sixmile Creek
Flat Branch
From source to Sixmile Creek
C
09/01/74
11-138-3-2
Cady Lake
Entire lake and connecting stream to
C
09/01/74
11-138-3-2-1
Flat Branch
McBride Branch
From source to Sixmile Creek
C
03/01/62
11-138-3-3
Marvin Branch
From source to Sixmile Creek
C
03/01/62
11-138-3-4
Cow Branch
From source to North Carolina -South
C
08/03/92
11-138-3-5
Carolina State Line
Tarkill Branch
From source to North Carolina -South
C
08/03/92
11-138-3-6
Carolina State Line
Cowhorn Branch
From source to Tarkill Branch
C
08/03/92
11-138-3-6-1
Rone Branch (Rhone Branch)
From source to North Carolina -South
C
09/01/74
11-138-4
Carolina State Line
Waxhaw Creek
From source to North Carolina -South
C
07/01/73
11-139
Carolina State Line
Glen Branch
From source to Waxhaw Creek
C
07/01/73
11-139-1
Keener Branch
From source to Waxhaw Creek
C
07/01/73
11-139-2
Davis Branch
From source to Waxhaw Creek
C
07/01/73
11-139-3
Missouri Branch
From source to Davis Branch
C
07/01/73
11-139-3-1
Cane Creek (North Fork Cane
From source to backwaters of Cane
C
09/01/74
11-140-(1)
Creek)
Creek Reservoir at elevation 549.0
MSL
Cane Creek (including Cane
From backwaters of Cane Creek
B
09/01/71
11-140-(2)
Creek Reservoir below elevation
Reservoir to Cane Creek Reservoir
549.0 MSL)
Dam
Stewart Branch (South Fork
From source to Cane Creek
C
09/01/74
11-140-3
Cane Creek)
Reservoir, Cane Creek
Cane Creek
From Cane Creek Reservoir Dam to
C
08/03/92
11-140-(4)
North Carolina -South Carolina State
Line
Booger Branch
From source to Cane Creek
C
08/03/92
11-140-5
Robin Branch
From source to Booger Branch
C
08/03/92
11-140-5-1
32

FLOOD HAZARD INFORMATION
SEERS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILAB IE IN DIGITAL FORMATAT
HTTP://FRIS.NC.GOV/FRIS
Wlboal BasggFilld Elevation (BFE,
W1b SITE o, Dept Z. AE, A0, AH, v AR
SPECIAL FLOOD ® Regnlal0ly Floo y
HAZARDARE4S
— 0.2%Annual Cbance Flootl H—R, Areas
of 1%Annual Cbance Flootl ry lb Average
Depth Less Than One Fool o, WTb Dre-nage
Areas of Less Tban One Square M 11, m x
— F.F. re Contlilions 1%Annual
Cbance Flootl H—c! z—x
OTHER AREAS OF—Alearvilb Retlacetl Flootl Risk tlae to Levee
FLOOD HAZARD See Nolen m
OTHER — Areas Dele Aniled to be -
Ode the
AREAS 0.2% Annual Cban ce Flo In plain Z.x
-- Channel, CuN" or Storm Server
Acc.d letl o PrOVI5',S"'ly Accretliletl
GENERAL Levee, Dike, o r 111d,all
SfRU MRES Non- accretlnetl Levee, Dike, or Flootlrvall
ems NOrlb Care line Ge o hl Survey ben cb m ark
ems NSurvey ational Geotlelic bench m ark
510® Contra clm ESL NCFM P Survey beneb mark
Cress Sectionsry 1%Annual Cbance
Wale, Sedate Elevation RIFE)
eO----- Coastal Transact
------ Coastal Transact Baseline
--- Profile Baseline
Hytlregrepbic FeaW re
OTHER Limit d SWtly
FEATURE i............ o.........
NOTES TO USERS
s�1P'nanmom. n_nAnd Mo 1ete Wave Action HUM-)
EM SCBRSI HOiE
®nOB RS Area CVzOpMerrvise Prolecletl Area
SCALE
�eium. vw i11- onmsie9,vnvc -1 Ivan rep
l inch = 500 feet
0 250 500 1 000
Feet
Meters
0 7
5 150 300
PANEL LOCATOR
NORTH CAROLINA FLOODPIAIN MAPPING PROGRAM
E NAfION4L FLOOD INSURANCE PROGRAM
Co -LOOD INSURANCE RATE MAP
nb NORTH CAROLINA
[�]
FIL4497 r
F E N 1
F^
_
C, Panel contains:
n
N
w_IL vcnn L,v L-1 OF n 121 aava s
0
_0
LL
co
Ca
Ca
z
eePHUMBEIR
3 3710449700J
EF­IVE DATE
— 10/16/2008

WATERSHED SOILS INFORMATION
HERITAGE SUBDIVISION
KLP-19000

a
52s9M
35' 2' 18" N
35' 1' 42" N
Hydrologic Soil Group —Union County, North Carolina
(Site Boundary)
5290M 529100 529200 529300 529400 529500
5289M 529000 529100 529200 529300 529400
3
Map Scale: 1:5,440 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 50 100 200 300
Feet
0 250 500 1000 1500
k Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
tis[);% Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
5296M
529500 529600
529700
35' 2' 18" N
g
35' 1' 42" N
529700
3
N
a
1 /8/2020
Page 1 of 4

Hydrologic Soil Group —Union County, North Carolina
(Site Boundary)
MAP LEGEND
MAP INFORMATION
Area of Interest
(A01)
C
The soil surveys that comprise your AOI were mapped at
Area of Interest (A01)
� CID
1:24,000.
Soils
D
Warning: Soil Map may not be valid at this scale.
Soil Rating
Polygons
0
A
0 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
0
A/D
Water Features
line placement. The maps do not show the small areas of
r,. Streams and Canals
contrasting soils that could have been shown at a more detailed
0
B
scale.
Transportation
0
BID
f44 Rails
Please rely on the bar scale on each map sheet for map
0
C
Interstate Highways
measurements.
0
C/D
US Routes
P� ource o Source Ma Natural Resources Conservation Service
0
D
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
0
Not rated or not available
ti 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
. Aerial Photography
Albers equal-area conic projection, should be used if more
,y
A/D
accurate calculations of distance or area are required.
►+�
B
This product is generated from the USDA-NRCS certified data as
,.y
B/D
of the version date(s) listed below.
C
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 19, Sep 16, 2019
■y
C/D
Soil map units are labeled (as space allows) for map scales
�y
D
1:50,000 or larger.
. 0
Not rated or not available
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
Soil Rating
Points
A
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
A/D
imagery displayed on these maps. As a result, some minor
B
shifting of map unit boundaries may be evident.
B/D
USnk Natural Resources Web Soil Survey 1/8/2020
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Site Boundary
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Badin channery silt
C
4.1
4.8%
loam, 2 to 8 percent
slopes
BdB2
Badin channery silty
C
1.1
1.3%
clay loam, 2 to 8
percent slopes,
moderately eroded
BdC2
Badin channery silty
C
12.6
14.9%
clay loam, 8 to 15
percent slopes,
moderately eroded
ChA
Chewacla silt loam, 0 to
B/D
25.6
30.3%
2 percent slopes,
frequently flooded
GoC
Goldston very channery
D
29.4
34.9%
silt loam, 4 to 15
percent slopes
GsB
Goldston-Badin
D
11.6
13.8%
complex, 2 to 8
percent slopes
Totals for Area of Interest
84.4 100.0%
ustm Natural Resources Web Soil Survey 1/8/2020
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Site Boundary
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
us[);% Natural Resources Web Soil Survey 1/8/2020
'i Conservation Service National Cooperative Soil Survey Page 4 of 4

PRECIPITATION DATA
HERITAGE SUBDIVISION
KLP-19000

Storm Data Detailed
Report: Wesley Chapel
Element Details
ID
66
Notes
Label
Wesley
Chapel
1-year
Label
1-year
Increment
5.00 min
Return Event
1 years
End Time
1,440.00 min
Start Time
0.00 min
Storm Event Depth Type
Cumulative
1-year
Time
Depth Depth
Depth
Depth
Depth
(min)
(in) (in)
(in)
(in)
(in)
0.00
0.0
0.0
0.0
0.0
0.0
25.00
0.0
0.0
0.0
0.0
0.0
50.00
0.0
0.0
0.0
0.0
0.0
75.00
0.1
0.1
0.1
0.1
0.1
100.00
0.1
0.1
0.1
0.1
0.1
125.00
0.1
0.1
0.1
0.1
0.1
150.00
0.1
0.1
0.1
0.1
0.1
175.00
0.1
0.1
0.1
0.1
0.1
200.00
0.1
0.1
0.1
0.1
0.1
225.00
0.2
0.2
0.2
0.2
0.2
250.00
0.2
0.2
0.2
0.2
0.2
275.00
0.2
0.2
0.2
0.2
0.2
300.00
0.2
0.2
0.2
0.2
0.2
325.00
0.2
0.2
0.2
0.2
0.2
350.00
0.2
0.2
0.2
0.2
0.3
375.00
0.3
0.3
0.3
0.3
0.3
400.00
0.3
0.3
0.3
0.3
0.3
425.00
0.3
0.3
0.3
0.3
0.3
450.00
0.3
0.3
0.3
0.4
0.4
475.00
0.4
0.4
0.4
0.4
0.4
500.00
0.4
0.4
0.4
0.4
0.4
525.00
0.4
0.4
0.4
0.4
0.4
550.00
0.5
0.5
0.5
0.5
0.5
575.00
0.5
0.5
0.5
0.5
0.5
600.00
0.6
0.6
0.6
0.6
0.6
625.00
0.6
0.6
0.6
0.6
0.6
650.00
0.6
0.7
0.7
0.7
0.7
675.00
0.7
0.7
0.8
0.8
0.8
700.00
0.9
1.0
1.0
1.3
1.7
725.00
1.9
2.0
2.0
2.1
2.2
750.00
2.2
2.3
2.3
2.3
2.3
775.00
2.3
2.3
2.4
2.4
2.4
800.00
2.4
2.4
2.4
2.4
2.4
825.00
2.4
2.4
2.4
2.5
2.5
850.00
2.5
2.5
2.5
2.5
2.5
Bentley Systems,
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Storm Data Detailed
Report: Wesley Chapel
1-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
875.00
2.5
2.5
2.5
2.6
2.6
900.00
2.6
2.6
2.6
2.6
2.6
925.00
2.6
2.6
2.6
2.6
2.6
950.00
2.6
2.6
2.6
2.6
2.7
975.00
2.7
2.7
2.7
2.7
2.7
1,000.00
2.7
2.7
2.7
2.7
2.7
1,025.00
2.7
2.7
2.7
2.7
2.7
1,050.00
2.7
2.7
2.7
2.8
2.8
1,075.00
2.8
2.8
2.8
2.8
2.8
1,100.00
2.8
2.8
2.8
2.8
2.8
1,125.00
2.8
2.8
2.8
2.8
2.8
1,150.00
2.8
2.8
2.8
2.8
2.8
1,175.00
2.8
2.8
2.8
2.8
2.8
1,200.00
2.9
2.9
2.9
2.9
2.9
1,225.00
2.9
2.9
2.9
2.9
2.9
1,250.00
2.9
2.9
2.9
2.9
2.9
1,275.00
2.9
2.9
2.9
2.9
2.9
1,300.00
2.9
2.9
2.9
2.9
2.9
1,325.00
2.9
2.9
2.9
2.9
2.9
1,350.00
3.0
3.0
3.0
3.0
3.0
1,375.00
3.0
3.0
3.0
3.0
3.0
1,400.00
3.0
3.0
3.0
3.0
3.0
1,425.00
3.0
3.0
3.0
3.0
(N/A)
2-year
Label
2-year
Increment
5.00 min
Return Event
2 years
End Time
1,440.00 min
Start Time
0.00 min
Storm Event Depth Type
Cumulative
2-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.00
0.0
0.0
0.0
0.0
0.0
25.00
0.0
0.0
0.0
0.0
0.0
50.00
0.0
0.0
0.0
0.1
0.1
75.00
0.1
0.1
0.1
0.1
0.1
100.00
0.1
0.1
0.1
0.1
0.1
125.00
0.1
0.1
0.1
0.1
0.1
150.00
0.1
0.1
0.1
0.1
0.1
175.00
0.1
0.1
0.1
0.2
0.2
200.00
0.2
0.2
0.2
0.2
0.2
225.00
0.2
0.2
0.2
0.2
0.2
250.00
0.2
0.2
0.2
0.2
0.2
275.00
0.2
0.2
0.2
0.2
0.2
Bentley Systems,
Inc. Haestad Methods Solution
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KLP-19000.ppc
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Storm Data Detailed
Report: Wesley Chapel
2-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
300.00
0.2
0.2
0.2
0.2
0.3
325.00
0.3
0.3
0.3
0.3
0.3
350.00
0.3
0.3
0.3
0.3
0.3
375.00
0.3
0.3
0.3
0.3
0.3
400.00
0.3
0.3
0.4
0.4
0.4
425.00
0.4
0.4
0.4
0.4
0.4
450.00
0.4
0.4
0.4
0.4
0.4
475.00
0.4
0.4
0.5
0.5
0.5
500.00
0.5
0.5
0.5
0.5
0.5
525.00
0.5
0.5
0.5
0.5
0.5
550.00
0.5
0.6
0.6
0.6
0.6
575.00
0.6
0.6
0.6
0.6
0.7
600.00
0.7
0.7
0.7
0.7
0.7
625.00
0.7
0.7
0.7
0.8
0.8
650.00
0.8
0.8
0.8
0.8
0.8
675.00
0.9
0.9
0.9
0.9
1.0
700.00
1.1
1.2
1.3
1.5
2.0
725.00
2.3
2.4
2.4
2.5
2.6
750.00
2.7
2.7
2.7
2.8
2.8
775.00
2.8
2.8
2.8
2.9
2.9
800.00
2.9
2.9
2.9
2.9
2.9
825.00
2.9
2.9
3.0
3.0
3.0
850.00
3.0
3.0
3.0
3.0
3.0
875.00
3.0
3.1
3.1
3.1
3.1
900.00
3.1
3.1
3.1
3.1
3.1
925.00
3.1
3.1
3.2
3.2
3.2
950.00
3.2
3.2
3.2
3.2
3.2
975.00
3.2
3.2
3.2
3.2
3.2
1,000.00
3.2
3.2
3.3
3.3
3.3
1,025.00
3.3
3.3
3.3
3.3
3.3
1,050.00
3.3
3.3
3.3
3.3
3.3
1,075.00
3.3
3.3
3.3
3.4
3.4
1,100.00
3.4
3.4
3.4
3.4
3.4
1,125.00
3.4
3.4
3.4
3.4
3.4
1,150.00
3.4
3.4
3.4
3.4
3.4
1,175.00
3.4
3.4
3.4
3.4
3.4
1,200.00
3.4
3.4
3.4
3.5
3.5
1,225.00
3.5
3.5
3.5
3.5
3.5
1,250.00
3.5
3.5
3.5
3.5
3.5
1,275.00
3.5
3.5
3.5
3.5
3.5
1,300.00
3.5
3.5
3.5
3.5
3.5
1,325.00
3.5
3.5
3.5
3.6
3.6
1,350.00
3.6
3.6
3.6
3.6
3.6
1,375.00
3.6
3.6
3.6
3.6
3.6
1,400.00
3.6
3.6
3.6
3.6
3.6
Bentley Systems, Inc. Haestad Methods Solution
Bentley PondPack V8i
KLP-19000.ppc
Center
[08.11.01.56]
1/8/2020
27 Siemon Company Drive Suite 200 W
Page 3 of 10
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Storm Data Detailed
Report: Wesley Chapel
2-year
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
1,425.00 3.6 3.6 3.6 3.6 (N/A)
10-year
Label
10-year Increment
5.00 min
Return Event
10 years End Time
1,440.00 min
Start Time
0.00 min Storm Event Depth Type
Cumulative
10-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
0.00
0.0
0.0
0.0
0.0
0.0
25.00
0.0
0.0
0.0
0.0
0.1
50.00
0.1
0.1
0.1
0.1
0.1
75.00
0.1
0.1
0.1
0.1
0.1
100.00
0.1
0.1
0.1
0.1
0.1
125.00
0.1
0.2
0.2
0.2
0.2
150.00
0.2
0.2
0.2
0.2
0.2
175.00
0.2
0.2
0.2
0.2
0.2
200.00
0.2
0.2
0.3
0.3
0.3
225.00
0.3
0.3
0.3
0.3
0.3
250.00
0.3
0.3
0.3
0.3
0.3
275.00
0.3
0.3
0.3
0.3
0.4
300.00
0.4
0.4
0.4
0.4
0.4
325.00
0.4
0.4
0.4
0.4
0.4
350.00
0.4
0.4
0.4
0.4
0.5
375.00
0.5
0.5
0.5
0.5
0.5
400.00
0.5
0.5
0.5
0.5
0.6
425.00
0.6
0.6
0.6
0.6
0.6
450.00
0.6
0.6
0.6
0.6
0.7
475.00
0.7
0.7
0.7
0.7
0.7
500.00
0.7
0.7
0.7
0.7
0.8
525.00
0.8
0.8
0.8
0.8
0.8
550.00
0.8
0.8
0.9
0.9
0.9
575.00
0.9
0.9
1.0
1.0
1.0
600.00
1.0
1.0
1.0
1.1
1.1
625.00
1.1
1.1
1.1
1.1
1.2
650.00
1.2
1.2
1.2
1.3
1.3
675.00
1.3
1.4
1.4
1.4
1.6
700.00
1.7
1.8
1.9
2.3
2.9
725.00
3.2
3.4
3.5
3.6
3.8
750.00
3.9
3.9
4.0
4.0
4.0
775.00
4.1
4.1
4.1
4.1
4.2
800.00
4.2
4.2
4.2
4.2
4.2
825.00
4.3
4.3
4.3
4.3
4.3
Bentley Systems, Inc. Haestad Methods Solution
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KLP-19000.ppc
Center
[08.11.01.56]
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27 Siemon Company Drive Suite 200 W
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Storm Data Detailed
Report: Wesley Chapel
10-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
850.00
4.4
4.4
4.4
4.4
4.4
875.00
4.4
4.5
4.5
4.5
4.5
900.00
4.5
4.5
4.5
4.6
4.6
925.00
4.6
4.6
4.6
4.6
4.6
950.00
4.6
4.6
4.6
4.7
4.7
975.00
4.7
4.7
4.7
4.7
4.7
1,000.00
4.7
4.7
4.7
4.8
4.8
1,025.00
4.8
4.8
4.8
4.8
4.8
1,050.00
4.8
4.8
4.8
4.9
4.9
1,075.00
4.9
4.9
4.9
4.9
4.9
1,100.00
4.9
4.9
4.9
4.9
4.9
1,125.00
4.9
5.0
5.0
5.0
5.0
1,150.00
5.0
5.0
5.0
5.0
5.0
1,175.00
5.0
5.0
5.0
5.0
5.0
1,200.00
5.0
5.0
5.0
5.1
5.1
1,225.00
5.1
5.1
5.1
5.1
5.1
1,250.00
5.1
5.1
5.1
5.1
5.1
1,275.00
5.1
5.1
5.1
5.1
5.1
1,300.00
5.2
5.2
5.2
5.2
5.2
1,325.00
5.2
5.2
5.2
5.2
5.2
1,350.00
5.2
5.2
5.2
5.2
5.2
1,375.00
5.2
5.2
5.3
5.3
5.3
1,400.00
5.3
5.3
5.3
5.3
5.3
1,425.00
5.3
5.3
5.3
5.3
(N/A)
25-year
Label
25-year Increment
5.00 min
Return Event
25 years End Time
1,440.00 min
Start Time
0.00 min Storm Event Depth Type
Cumulative
25-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
0.00
0.0
0.0 0.0
0.0
0.0
25.00
0.0
0.0 0.1
0.1
0.1
50.00
0.1
0.1 0.1
0.1
0.1
75.00
0.1
0.1 0.1
0.1
0.1
100.00
0.1
0.2 0.2
0.2
0.2
125.00
0.2
0.2 0.2
0.2
0.2
150.00
0.2
0.2 0.2
0.2
0.2
175.00
0.3
0.3 0.3
0.3
0.3
200.00
0.3
0.3 0.3
0.3
0.3
225.00
0.3
0.3 0.3
0.3
0.4
250.00
0.4
0.4 0.4
0.4
0.4
Bentley Systems, Inc. Haestad Methods Solution
Bentley PondPack V8i
KLP-19000.ppc
Center
[08.11.01.56]
1/8/2020
27 Siemon Company Drive Suite 200 W
Page 5 of 10
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Storm Data Detailed
Report: Wesley Chapel
25-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
275.00
0.4
0.4
0.4
0.4
0.4
300.00
0.4
0.4
0.4
0.5
0.5
325.00
0.5
0.5
0.5
0.5
0.5
350.00
0.5
0.5
0.5
0.5
0.5
375.00
0.6
0.6
0.6
0.6
0.6
400.00
0.6
0.6
0.6
0.7
0.7
425.00
0.7
0.7
0.7
0.7
0.7
450.00
0.7
0.8
0.8
0.8
0.8
475.00
0.8
0.8
0.8
0.8
0.9
500.00
0.9
0.9
0.9
0.9
0.9
525.00
0.9
0.9
1.0
1.0
1.0
550.00
1.0
1.0
1.0
1.1
1.1
575.00
1.1
1.1
1.2
1.2
1.2
600.00
1.2
1.2
1.3
1.3
1.3
625.00
1.3
1.3
1.4
1.4
1.4
650.00
1.4
1.5
1.5
1.5
1.6
675.00
1.6
1.7
1.7
1.8
1.9
700.00
2.1
2.2
2.4
2.7
3.5
725.00
3.8
4.0
4.1
4.3
4.4
750.00
4.6
4.6
4.7
4.7
4.8
775.00
4.8
4.9
4.9
4.9
4.9
800.00
5.0
5.0
5.0
5.0
5.1
825.00
5.1
5.1
5.1
5.1
5.2
850.00
5.2
5.2
5.2
5.2
5.3
875.00
5.3
5.3
5.3
5.3
5.4
900.00
5.4
5.4
5.4
5.4
5.4
925.00
5.4
5.5
5.5
5.5
5.5
950.00
5.5
5.5
5.5
5.5
5.6
975.00
5.6
5.6
5.6
5.6
5.6
1,000.00
5.6
5.6
5.7
5.7
5.7
1,025.00
5.7
5.7
5.7
5.7
5.7
1,050.00
5.8
5.8
5.8
5.8
5.8
1,075.00
5.8
5.8
5.8
5.8
5.9
1,100.00
5.9
5.9
5.9
5.9
5.9
1,125.00
5.9
5.9
5.9
5.9
5.9
1,150.00
5.9
5.9
5.9
6.0
6.0
1,175.00
6.0
6.0
6.0
6.0
6.0
1,200.00
6.0
6.0
6.0
6.0
6.0
1,225.00
6.0
6.1
6.1
6.1
6.1
1,250.00
6.1
6.1
6.1
6.1
6.1
1,275.00
6.1
6.1
6.1
6.1
6.1
1,300.00
6.2
6.2
6.2
6.2
6.2
1,325.00
6.2
6.2
6.2
6.2
6.2
1,350.00
6.2
6.2
6.2
6.2
6.3
1,375.00
6.3
6.3
6.3
6.3
6.3
Bentley Systems, Inc. Haestad Methods Solution
Bentley PondPack V8i
KLP-19000.ppc
Center
[08.11.01.56]
1/8/2020
27 Siemon Company Drive Suite 200 W
Page 6 of 10
Watertown, CT 06795 USA + 1 -203-755-1666

Storm Data Detailed
Report: Wesley Chapel
25-year
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
1,400.00 6.3 6.3 6.3 6.3 6.3
1,425.00 6.3 6.3 6.3 6.4 (N/A)
50-year
Label
50-year Increment
5.00 min
Return Event
50 years End Time
1,440.00 min
Start Time
0.00 min Storm Event Depth Type
Cumulative
50-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
0.00
0.0
0.0
0.0
0.0
0.0
25.00
0.0
0.0
0.1
0.1
0.1
50.00
0.1
0.1
0.1
0.1
0.1
75.00
0.1
0.1
0.1
0.1
0.2
100.00
0.2
0.2
0.2
0.2
0.2
125.00
0.2
0.2
0.2
0.2
0.2
150.00
0.2
0.3
0.3
0.3
0.3
175.00
0.3
0.3
0.3
0.3
0.3
200.00
0.3
0.3
0.3
0.3
0.4
225.00
0.4
0.4
0.4
0.4
0.4
250.00
0.4
0.4
0.4
0.4
0.4
275.00
0.4
0.5
0.5
0.5
0.5
300.00
0.5
0.5
0.5
0.5
0.5
325.00
0.5
0.5
0.5
0.6
0.6
350.00
0.6
0.6
0.6
0.6
0.6
375.00
0.6
0.6
0.7
0.7
0.7
400.00
0.7
0.7
0.7
0.7
0.8
425.00
0.8
0.8
0.8
0.8
0.8
450.00
0.8
0.9
0.9
0.9
0.9
475.00
0.9
0.9
1.0
1.0
1.0
500.00
1.0
1.0
1.0
1.0
1.1
525.00
1.1
1.1
1.1
1.1
1.1
550.00
1.2
1.2
1.2
1.2
1.3
575.00
1.3
1.3
1.3
1.3
1.4
600.00
1.4
1.4
1.4
1.5
1.5
625.00
1.5
1.5
1.6
1.6
1.6
650.00
1.7
1.7
1.7
1.8
1.8
675.00
1.9
1.9
2.0
2.0
2.2
700.00
2.4
2.6
2.7
3.1
3.9
725.00
4.3
4.4
4.6
4.8
5.0
750.00
5.2
5.2
5.3
5.3
5.4
775.00
5.4
5.5
5.5
5.5
5.6
800.00
5.6
5.6
5.6
5.7
5.7
Bentley Systems, Inc. Haestad Methods Solution
Bentley PondPack V8i
KLP-19000.ppc
Center
[08.11.01.56]
1/8/2020
27 Siemon Company Drive Suite 200 W
Page 7 of 10
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Storm Data Detailed
Report: Wesley Chapel
50-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
825.00
5.7
5.7
5.8
5.8
5.8
850.00
5.8
5.9
5.9
5.9
5.9
875.00
6.0
6.0
6.0
6.0
6.0
900.00
6.1
6.1
6.1
6.1
6.1
925.00
6.1
6.2
6.2
6.2
6.2
950.00
6.2
6.2
6.2
6.3
6.3
975.00
6.3
6.3
6.3
6.3
6.3
1,000.00
6.4
6.4
6.4
6.4
6.4
1,025.00
6.4
6.4
6.5
6.5
6.5
1,050.00
6.5
6.5
6.5
6.6
6.6
1,075.00
6.6
6.6
6.6
6.6
6.6
1,100.00
6.6
6.6
6.6
6.7
6.7
1,125.00
6.7
6.7
6.7
6.7
6.7
1,150.00
6.7
6.7
6.7
6.7
6.7
1,175.00
6.7
6.8
6.8
6.8
6.8
1,200.00
6.8
6.8
6.8
6.8
6.8
1,225.00
6.8
6.8
6.8
6.9
6.9
1,250.00
6.9
6.9
6.9
6.9
6.9
1,275.00
6.9
6.9
6.9
6.9
6.9
1,300.00
7.0
7.0
7.0
7.0
7.0
1,325.00
7.0
7.0
7.0
7.0
7.0
1,350.00
7.0
7.0
7.1
7.1
7.1
1,375.00
7.1
7.1
7.1
7.1
7.1
1,400.00
7.1
7.1
7.1
7.1
7.1
1,425.00
7.2
7.2
7.2
7.2
(N/A)
100-year
Label
100-year Increment
5.00 min
Return Event
100 years End Time
1,440.00 min
Start Time
0.00 min Storm Event Depth Type
Cumulative
100-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
0.00
0.0
0.0 0.0
0.0
0.0
25.00
0.0
0.1 0.1
0.1
0.1
50.00
0.1
0.1 0.1
0.1
0.1
75.00
0.1
0.1 0.2
0.2
0.2
100.00
0.2
0.2 0.2
0.2
0.2
125.00
0.2
0.2 0.2
0.3
0.3
150.00
0.3
0.3 0.3
0.3
0.3
175.00
0.3
0.3 0.3
0.3
0.4
200.00
0.4
0.4 0.4
0.4
0.4
225.00
0.4
0.4 0.4
0.4
0.4
Bentley Systems, Inc. Haestad Methods Solution
Bentley PondPack V8i
KLP-19000.ppc
Center
[08.11.01.56]
1/8/2020
27 Siemon Company Drive Suite 200 W
Page 8 of 10
Watertown, CT 06795 USA + 1 -203-755-1666

Storm Data Detailed
Report: Wesley Chapel
100-year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
250.00
0.5
0.5
0.5
0.5
0.5
275.00
0.5
0.5
0.5
0.5
0.5
300.00
0.6
0.6
0.6
0.6
0.6
325.00
0.6
0.6
0.6
0.6
0.6
350.00
0.6
0.7
0.7
0.7
0.7
375.00
0.7
0.7
0.7
0.8
0.8
400.00
0.8
0.8
0.8
0.8
0.9
425.00
0.9
0.9
0.9
0.9
0.9
450.00
1.0
1.0
1.0
1.0
1.0
475.00
1.1
1.1
1.1
1.1
1.1
500.00
1.1
1.2
1.2
1.2
1.2
525.00
1.2
1.2
1.3
1.3
1.3
550.00
1.3
1.4
1.4
1.4
1.4
575.00
1.5
1.5
1.5
1.5
1.6
600.00
1.6
1.6
1.6
1.7
1.7
625.00
1.7
1.8
1.8
1.8
1.9
650.00
1.9
1.9
2.0
2.0
2.1
675.00
2.2
2.2
2.3
2.3
2.5
700.00
2.7
2.9
3.1
3.5
4.3
725.00
4.7
4.9
5.1
5.3
5.5
750.00
5.7
5.8
5.8
5.9
6.0
775.00
6.0
6.1
6.1
6.2
6.2
800.00
6.2
6.3
6.3
6.3
6.4
825.00
6.4
6.4
6.4
6.5
6.5
850.00
6.5
6.5
6.6
6.6
6.6
875.00
6.7
6.7
6.7
6.7
6.8
900.00
6.8
6.8
6.8
6.8
6.9
925.00
6.9
6.9
6.9
6.9
6.9
950.00
7.0
7.0
7.0
7.0
7.0
975.00
7.0
7.1
7.1
7.1
7.1
1,000.00
7.1
7.1
7.2
7.2
7.2
1,025.00
7.2
7.2
7.2
7.3
7.3
1,050.00
7.3
7.3
7.3
7.3
7.4
1,075.00
7.4
7.4
7.4
7.4
7.4
1,100.00
7.4
7.4
7.5
7.5
7.5
1,125.00
7.5
7.5
7.5
7.5
7.5
1,150.00
7.5
7.5
7.5
7.6
7.6
1,175.00
7.6
7.6
7.6
7.6
7.6
1,200.00
7.6
7.6
7.6
7.6
7.7
1,225.00
7.7
7.7
7.7
7.7
7.7
1,250.00
7.7
7.7
7.7
7.7
7.7
1,275.00
7.8
7.8
7.8
7.8
7.8
1,300.00
7.8
7.8
7.8
7.8
7.8
1,325.00
7.8
7.9
7.9
7.9
7.9
1,350.00
7.9
7.9
7.9
7.9
7.9
Bentley Systems, Inc. Haestad Methods Solution
Bentley PondPack V8i
KLP-19000.ppc
Center
[08.11.01.56]
1/8/2020
27 Siemon Company Drive Suite 200 W
Page 9 of 10
Watertown, CT 06795 USA + 1 -203-755-1666

Storm Data Detailed
Report: Wesley Chapel
100-year
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
1,375.00 7.9 8.0 8.0 8.0 8.0
1,400.00 8.0 8.0 8.0 8.0 8.0
1,425.00 8.0 8.0 8.1 8.1 (N/A)
8.8
7.5
6.3
c 5.0
a
p 3.8
2.5
1.3
0.0 ��— a. 4............:
0.00 144.00 288.00 432.00 576.00 720.00 864.00 1,008.00 1,152.00 1,296.00 1,440.01
Time (min)
100-year 50-year 25-year 10-year 2-year I
1-year
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
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1/8/2020 27 Siemon Company Drive Suite 200 W Page 10 of 10
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PRE -DEVELOPMENT HYDROLOGIC
CALCULATIONS
HERITAGE SUBDIVISION
KLP-19000

DENNIS AUSTIN
LAN E
(PUBLIC R/W)
OLD EVERGREEN
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MR. MIKE KISSEL
KOLTER LAND PARTNERS, LLC
701 SOUTH OLIVE AVENUE, SUITE 111
WEST PALM BEACH, FLORIDA 33401
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SAND PARTNERS
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REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO.
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE
SHEET
KLP-19000
KLP19000 - Pre
SAW
AJ B
1"=100'
01. 17. 2020
PRE DEVELOPMENT
HYDROLOGY MAP
PRE

Project Name: Heritage Subdivision
Project Numbei KLP-19000
INPUT SUMMARY
Subbasin ID
10 MCADAMS
I9R*13AYAKQgo130Is: 1'/1]:Z111111"1*19131ukl:4'1
Wooded I Pond I Total
Wooded I Pond I 2-ac Lots I Total
Date: 5/29/2020
Calculated By: S. Woodard, PE
SCS CN

M MCADAMS
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Heritage Subdivision
Project Number KLP-19000
Subbasin ID: 1
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Imnervious Onen vv-ded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG'A'= 0
HSG 'B'= 0%
HSG'C' = 21
HSG'D'= 79%
Cover Composite
Condition SCS CN Cnmments
impervious
98
Open
79
Assume good condition
Wooded
76
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Date: 5/29/2020
Calculated By: S. Woodard, PE
Composite Area Area
Contributina Area SCS CN fsfl facresl Comments
Onsite Impervious
98
0
0.00
Onsite Open
79
0
0.00
Assume good condition
Onsite Wooded
76
2,552,616
58.60
Assume good condition
Onsite Pond
100
0
0.00
Offsite Impervious
98
0
0.00
Offsite Open
79
0
0.00
Assume good condition
Offsite Wooded
76
0
0.00
Assume good condition
Offsite Pond
1 100
0
1 0.00
Total Area = 2 552 616 sf
= 58.60 acres
Composite SCS CN = 76
%Impervious= 0.00%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 300 ft Length = 280 ft
Upstream Elevation = 641.00 ft Upstream Elevation = 631.00 ft
Downstream Elevation = 631.00 ft Downstream Elevation = 623.00 ft
Height= 10.00 ft Height= 8.00 ft
Slope = 0.0333 ft/ft Slope = 0.0286 ft/ft
Manning's n = 0.40 wooded -light underbrush Paved? No
P (2-year/24-hour) = 3.55 inches (Wesley Chapel, NC) Velocity = 2.73 fUsec
Segment Time= 40.02 minutes Segment Time 1.71 minutes
Segment 3: Channel Flow
Length = 1280 ft
Upstream Elevation = 623.00 ft
Downstream Elevation = 590.00 ft
Height= 33.00 ft
Slope = 0.0258 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 1 sf (assume 1'x1' channel)
Wetted Perimeter= 3 If (assume 1'x1' channel)
Channel Velocity = 2.56 fUsec
Segment Time 8.35 minutes
Segment 4: Channel Flow (Stream
Length =
Upstream Elevation =
Downstream Elevation =
Height=
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time=
1122
ft
ft
ft
ft
ft/ft
natural channel
sf (assume 4'x4' channel)
If (assume 4'x4' channel)
fUsec
minutes
minutes Time of Concentration to POA 1
590.00
584.00
6.00
0.0053
0.045
16
12
2.93
6.38
Time of Concentration =
56.46

McADAMS
Scenario: Pre 1 year
Sub 1 to SCM
SCM A
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 5/29/2020

T MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Sub 1
Pre 1 year
1
4.891
760.00
31.30
Sub 1
Pre 2 year
2
7.004
760.00
45.95
Sub 1
Pre 10 year
10
13.461
760.00
85.01
Sub 1
Pre 25 year
25
17.717
760.00
107.84
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
POA 1
Pre 1 year
1
4.891
760.00
31.30
POA 1
Pre 2 year
2
7.004
760.00
45.95
POA 1
Pre 10 year
10
13.461
760.00
85.01
POA 1
Pre 25 year
25
17.717
760.00
107.84
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 5/29/2020

POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
HERITAGE SUBDIVISION
KLP-19000

DENNIS AUSTIN
LAN E
(PUBLIC R/W)
OLD EVERGREEN
PARKWAY
(PUBLIC R/W)
0
0
0
CL
00
AB MOORE JR. DRIVE
(PUBLIC R/W)
OLD EVERGREEN PARKWAY
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_ 11
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II 1fl
10,
rl
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Basin Information
Drains e Area 1
Drainage Area BP
Drainage Area
DTaina e Area
Receivirt Stream Name
Davis Mine Creek
Davis Mine Creek
Stream Class *
C
C
Stream Index Number *
11-138-2-2-1
11-138-2-2-1
Total Drainage Area (4)
1,591,284
961,332
On -site Drainage .Area (sf)
1,591,284
961,332
Off -site Drains e Area (so
N/A
N/A
Proposed Impervious Area** s
779,0$3
31,577
% Im rvious Area** total
48.96
3.28
Im ervious** Surface Area
Drains e Area 1
Drainage Area BP
Drainage Area —'Drainage
Area _
On -site Buildings/Lots (sf)
530,360
15,560
On -site Streets (sf)
168,935
10,317
On -site Parking (sf)
14,080
—
On -site Sidewalks (so
65,708
5,700
Other on -site (sf)
—
—
Future (sf)
Off -site (s
—
Existing BUA*** 00
—
—
Total (sf):
779,083
31,577
(! \�A'9,. _/ `
TcPATH \ \�\� \\ -ice _ �_� ��\BUFFE LEGEND•. ; \\\cF ,/ DRAINAGE BREAK ■
IMPERVIOUS AREA
I11,1
\ \ I 1 ( , \ ' ,:'�> 1 l 4 / � �•..\ -r l/^� 1 \ I ! II�;Ill h\l ll``11l 1 � ,• 1 \,-------�---_ - -
\ --- ---
\\"'
;>
- SURFACE WATERS
AI.
_ (±2.56 ac)
\
PHASE LINE it _
SITE AREA--1=-
�
86.84 AC
-
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\ TLCD �1 \ \I \
_ ,
SUB 1 to SCM , I ( / / % I\I `1\ \ \11\) \ 1 \ V,
AREA = 36.53 AC \ n ;:
Tc ASSUMED = 5 MIN. ` -.` :a, t / /: >;; �/ /f 1 7 J / 111 \ \ \ \ ,.� \ it, \
6 A�
-
! .. ,, :may:: � ,}i� •\ \ ! l 1 /t 1 < 1 l � T1 1 ') I �• II � I J
UNANALYZED / = rl
AREA=0.18AC
5
\ \ \ 1 ` SURFACE\`t\\ PRINCE MILL CREEK
AREA=45,798 SF
OR 1.05 AC I
(
SUB 1to Bypass
\ AREA =22.07AC �,�
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SURFACE WATER
OR193SF
.31AC
GRAPHIC SCALE
UNANALYZED I
0 50 100 200
I
\� AREA=28.06 AC -
Chi 1 inch — 100 ft.
C � I
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MR. MIKE KISSEL
KOLTER LAND PARTNERS, LLC
701 SOUTH OLIVE AVENUE, SUITE 111
WEST PALM BEACH, FLORIDA 33401
KOLTER
SAND PARTNERS
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REVISIONS
NO. DATE
1 06. 15.2020 REVS PER 1ST REVIEW BY ALL AGENCIES
PLAN INFORMATION
PROJECT NO.
KLP-19000
FILENAME
KLP19000 - Post
CHECKED BY
MVD
DRAWN BY
AJB
SCALE
1"=100'
DATE
01. 17.2020
SHEET
POST DEVELOPMENT
HYDROLOGY MAP
C9.04

'J WADAMs
POST DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Heritage Subdivision
Project Numbei KLP-19000
INPUT SUMMARY
Date: 2/7/2022
Calculated By: S. Woodard, PE
Subbasin ID
Onsite Area [acres]
Offsite Area [acres]
Total Area
[acres]
SCS CN
Tc [min]
Impervious
Open
Wooded
Pond
Total
Impervious
Open
Wooded
Pond
2-ac Lots
Total
1-Bypass
0.72
3.42
17.93
0.00
22.07
0.00
0.00
0.00
0.00
0.00
0.00
22.07
77
44.05
1-To SCM
17.89
17.29
0.00
1.36
36.53
0.00
0.00
0.00
0.00
0.00
0.00
36.53
89
5.00
Totals
18.61
20.71
17.93
1.36
58.60
0.00
0.00
0.00
0.00
0.00
0.00
58.60

TJ MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Heritage Subdivision Date: 2/7/2022
Project Number KLP-19000 Calculated By: S. Woodard, PE
Subbasin ID: 1-Bypass
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A
98
39
30
100
B
98
61
1 55
100
C
98
74
1 70
100
D
98
80
1 77
100
HSG'A'= 0%
HSG 'B'= 0%
HSG 'C' 12%
HSG 'D' 88%
Cover Composite
Condition SCS CN Comments
Impervious
1 98
Open
79
Assume good condition
Wooded
76
Assume good condition
Pond
1100
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN fsfl lacresl Comments
Onsite Impervious
98
31,577
0.72
Onsite Open
79
148,908
3.42
Assume good condition
Onsite Wooded
76
780,847
17.93
Assume good condition
Onsite Pond
100
0
0.00
Offsite Impervious
98
0
0.00
Offsite Open
79
0
0.00
Assume good condition
Offsite Wooded
76
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area = 961,332 sf
= 22.07 acres
Composite SCS CN = 77
%Impervious = 3.28%
TIME OF CONCENTRATION
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 90 ft
Upstream Elevation = 641.00 ft Upstream Elevation = 638.00 ft
Downstream Elevation = 638.00 ft Downstream Elevation = 634.00 ft
Height= 3.00 ft Height= 4.00 ft
Slope = 0.0300 ft/ft Slope = 0.0444 ft/ft
Manning's n = 0.40 wooded -light underbrush Paved? No
P (2-year/24-hour) = 3.55 inches (Wesley Chapel, NC) Velocity = 3.40 ft/sec
Segment Time= 17.34 minutes Segment Time= 0.44 minutes
Segment 3: Channel Flow
Length =
1005
ft
Upstream Elevation =
634.00
ft
Downstream Elevation =
590.00
ft
Height=
44.00
ft
Slope =
0.0438
ft/ft
Manning's n =
0.045
natural channel
Flow Area =
1
sf (assume 1'xl' channel)
Wetted Perimeter =
3
If (assume 1'xl' channel)
Channel Velocity=
3.33
ft/sec
Segment Time =1
5.03
minutes
Segment 4: Channel Flow (Stream
Length =
2503
ft
Upstream Elevation =
590.00
ft
Downstream Elevation =
584.00
ft
Height=
6.00
ft
Slope =
0.0024
ft/ft
Manning's n =
0.045
natural channel
Flow Area =
16
sf (assume 4'x4' channel)
Wetted Perimeter =
12
If (assume 4'x4' channel)
Channel Velocity=
1.96
ft/sec
Segment Time=
21.24
minutes
Time of Concentration =
44.05
minutes Time of Concentration to POA 1
IMPERVIOUS AREA DELINEATION
On -Site Buildings/Lots (sf) 15,560.00 total on -site BUA allocated to the individual lots that is located within the drainage area (not communal bldg.
On -Site Streets (sf) 10,317.00 total on -site BUA associated with roadways that is located within the drainage area
On -Site Parking (sf) - total on -site BUA assoicated with the portions of the driveways that are not located on individual lots and pa
On -Site Sidewalks (so 5,700.00 total on -site BUA associated with sidewalks that are not located on the individual lots that is located within tl
Other On -Site (ft) - total on -site BUA that does not fall into the categories above (amenity area)
Future (sf) - total on -site future BUA that is located within the drainage area
Off -Site (sf) - total off -site BUA that is located within the drainage area
Existing BUA (sf) total existing on -site B UA that will remain in post -construction conditions that is located within the drainage
Total 31,577.00

J MCADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Heritage Subdivision
Project Number KLP-1 9000
Subbasin ID: 1-To SCM
SCS CURVE NUMBER
(REF. TR-55 and NRCS Web Soil Survey).
HCr ... nnPn \Nn 1-1 Pnnrl
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A = 0%
HSG B' 0%
HSG'C'= 5%
HSG 'D' = 9
Cover Composite
Cnnrlifinn SCS CN C.nmmantc
Impervious
98
-
Open
79
Assume good condition
Wooded
76
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Date: 2/8/2022
Calculated By: S. Woodard, PE
Composite Area Area
Contributing Area SCS CN sfl [acresl Comments
Onsite Impervious
98
779,083
17.89
Onsite Open
79
753,080
17.29
Assume good condition
Onsite Wooded
76
0
0.00
Assume good condition
Onsite Pond
100
59,121
1.36
Offsite Impervious
98
0
0.00
Offsite Open
79
0
0.00
Assume good condition
Offsite Wooded
76
0
0.00
Assume good condition
Offsite Pond
100
1 0
0.00
Total Area = 1,591,284 sf
= 36.53 acres
Composite SCS CN = 89
% Impervious
TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
SCS Lag Time =1 3.00 Iminutes
IMPERVIOUS AREA DELINEATION
On -Site Buildings/Lots (so 530,360.00 total on -site BUA allocated to the individual lots that is located within the drainage area (not communal bldg+
On -Site Streets (so 168,935.00 total on -site BUA associated with roadways that is located within the drainage area
On -Site Parking (so 14,080.00 total on -site BUA assoccated with the portions of the driveways that are not located on individual lots and pa
On -Site Sidewalks (so 65,708.00 total on -site BUA associated with sidewalks that are not located on the individual lots that is located within tl
Other On -Site (ft) - total on -site BUA that does not fall into the categories above (amenity area)
Future (so total on -site future BUA that is located within the drainage area
Off -Site (so total off -site BUA that is located within the drainage area
Existing BUA (so total existing on -site BUA that will remain in post -construction conditions that is located within the drainage
Total 779,083.00

0 MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Heritage Subdivision
Project Numbei KLP-19000
Subbasin ID: Reach 1
Reach 1
Segment 2: Concentrated Flow
Length =
328
ft
Upstream Elevation =
594.00
ft
Downstream Elevation =
588.00
ft
Height =
6.00
ft
Slope =
0.0183
ft/ft
Paved?
No
Velocity =
2.18
ft/sec
Segment Time =
2.51
minutes
Segment 3: Channel Flow (Stream
Length =
1138
ft
Upstream Elevation =
588.00
ft
Downstream Elevation =
584.00
ft
Height =
4.00
ft
Slope =
0.0036
ft/ft
Manning's n =
0.045
natural channel
Flow Area =
16
sf (assume 4'x4' channel)
Wetted Perimeter =
12
If (assume 4'x4' channel)
Channel Velocity =
2.38
ft/sec
Segment Time =
7.98
minutes
Time of Concentration = 10.41 minutes Travel Time to POA 1
Date: 6/4/2020
Calculated By: S. Woodard, PE

T MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Sub 1 to SCM
Post 1 year
1
5.811
721.00
126.14
Sub 1 to SCM
Post 2 year
2
7.533
721.00
160.08
Sub 1 to SCM
Post 10 year
10
12.404
721.00
225.75
Sub 1 to SCM
Post 25 year
25
15.433
721.00
257.38
Sub 1 to Bypass
Post 1 year
1
1.983
752.00
14.55
Sub 1 to Bypass
Post 2 year
2
2.771
751.00
21.06
Sub 1 to Bypass
Post 10 year
10
5.255
751.00
37.80
Sub 1 to Bypass
Post 25 year
25
6.883
746.00
47.50
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Pond Outfall
Post 1 year
1
5.642
1,082.00
1.91
Pond Outfall
Post 2 year
2
2.778
893.00
4.65
Pond Outfall
Post 10 year
10
7.391
753.00
41.40
Pond Outfall
Post 25 year
25
10.399
752.00
58.20
POA 1
Post 1 year
1
7.624
752.00
16.08
POA 1
Post 2 year
2
5.520
751.00
22.99
POA 1
Post 10 year
10
12.611
757.00
75.34
POA 1
Post 25 year
25
17.239
751.00
104.56
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac-ft)
Elevation
(ft)
SCM A (IN)
Post 1 year
1
5.811
721.00
126.14
(N/A)
(N/A)
SCM A
(OUT)
post 1 year
1
5.642
1,082.00
1.91
599.73
4.208
SCM A (IN)
Post 2 year
2
7.533
721.00
160.08
(N/A)
(N/A)
SCM A
(OUT)
post 2 year
2
2.778
893.00
4.65
600.26
5.100
SCM A (IN)
Post 10 year
10
12.404
721.00
225.75
(N/A)
(N/A)
SCM A
(OUT)
post 10 year
10
7.391
753.00
41.40
601.18
6.701
SCM A (IN)
Post 25 year
25
15.433
721.00
257.38
(N/A)
(N/A)
SCM A
post 25 year
25
10.399
752.00
58.20
601.69
7.631
(OUT)
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

DESIGN OF STORMWATER CONTROL
MEASURE A
HERITAGE SUBDIVISION
KLP-19000

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 SSFxn Above NP 01/08/2020
STAGE -STORAGE FUNCTION -ABOVE NORMAL POOL Immmmop
Contour
(feet)
597.00
Stage
(feet)
0.00
Contour
Area
(SF)
59,144
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF) _
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S-S Fxn
(feet)
598.00
1.00
66,530
62837
62837
62837
1.01
599.00
2.00
70,028
68279
68279
131116
1.99
600.00
3.00
73,583
71806
71806
202922
2.97
601.00
4.00
77,194
75389
75389
278310
3.98
602.00
5.00
80,862
79028
79028
357338
5.01
603.00
6.00
84,586
82724
82724
440062
6.07
Storage vs. Stage
500000
450000
400000 Y = 62250x10848
R2 = 0.9998
350000
U 300000
250000
`0 200000
N
150000
100000
50000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
Ks = 62250
b = 1.0848

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 SSFxn Main Pool 01/08/2020
STAGE -STORAGE FUNCTION - MAIN POOL
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
591.00
-1.00
28,421
Sediment Storage
592.00
0.00
30,739
593.00
1.00
32,935
31837
31837
31837
1.01
595.00
3.00
37,486
35211
70421
102258
2.96
596.00
4.00
1 39,842
38664
38664
140922
3.98
597.00
5.00
L 44,579
42211
42211
183133
5.07
*surface area and volume used for avg. depth calculation
Ks = 31659
b = 1.0811

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 SSFxn Forebay 01/08/2020
STAGE -STORAGE FUNCTION - FOREBAY
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
592.00
-1.00
4,942
Sediment Storage
593.00
0.00
5,820
594.00
1.00
7,236
6528
6528
6528
1.00
596.00
3.00
10,177
8707
17413
23941
2.93
597.00
4.00
13,241
11709
11709
35650
4.07
Storage vs. Stage
40000
35000
y = 6490.9x'.213
30000
R2 = 0.9992
U
25000
20000
R
15000
N
10000
5000
0
0.00
1.00 2.00 3.00 4.00 5.00
Stage (feet)
Ks = 6490.9
b = 1.2130

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 Volume Calculation 01/08/2020
Volume of Main Pool below Normal Pool= 183,133 cf
Volume of Forebay below Normal Pool= 35,650 cf
Total Volume Below Normal Pool = 218,783 cf
Total Volume Above Normal Pool= 440,062 cf
Total Volume of Facility = 658,845 cf
JDREBAY PERCENTAGE OF PERT AojkOLUf�
Per NCDEQ Minimum Design Criteria, the forebay volume should equal
approximately 15-20%of the main pool volume.
Total Main Pool Volume = 183,133 cf
Provided Forebay Volume = 35,650 cf
Provided Forebay Volume % = 19%
Main Pool Volume at Normal Pool = 183,133 cf
Main Pool Area at Normal Pool = 44,579 sf
Average Depth = 4.11 ft

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 Surface Area Calculation 01/08/2020
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
Total drainage area to pond = 36.53 acres
Total impervious area to pond = 17.89 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on -site development.
Drainage area = 36.53 acres @ 49.0% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of
= 4.11 feet (Calculated)
4.0 4.11
5.0
Lower Boundary=> 40.0 1.24
1.09
Site % impervious => 49.0 1.48 1.46
1.29
Upper Boundary => 50.0 1.51
1.31
Therefore, SA/DA required = 1.46
Surface area required for main pool at normal pool = 23,246
ft,
= 0.53
acres
Surface area provided for main pool at normal pool = 44,579
ft,

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 WQV Calculation 01/08/2020
DETERMINATION OF WATER QUALITY VOLUME]
WQ v = (P)(R v)(A)/12
where,
WQv= water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 36.53 acres
Impervious area = 17.89 acres
Percent impervious cover, I = 49.0 %
Rainfall, P = 1.00 inches
Calculated values:
RV= 0.49
WQV= 1.49 acre-ft
65062 cf.
ASSOCIATED DEPTH IN POND
WQv=
65062 cf.
Stage/Storage Data:
Ks =
62250
b =
1.085
Zo =
597.00
Volume in 1" rainfall =
65062 cf.
Calculated values:
Depth of WQv in Basin = 1.04 ft
12.50 inches
Elevation = 598.04 ft

Heritage Subdivision STORMWATER CONTROL MEASURE S. Woodard, PE
KLP-19000 WQV Drawdown Calculation 01/08/2020
DRAWDOWN ORIFICE DESIGN
D orifice =
# orifices =
Ks =
b=
Cd orifice =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
4.5 inch
62250
1.0848
0.60
597.00 feet
0 cf
597.00 feet
598.04 feet
WSEL
(feet)
Vol. Stored
(cf)
Orifice Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
598.04
65062
0.491
597.95
58873
0.464
0.477
6189
12971
597.86
52734
0.435
0.449
6138
13665
597.77
46651
0.404
0.419
6083
14503
597.67
40630
0.371
0.387
6021
15546
597.58
34678
0.334
0.352
5952
16895
597.49
28804
0.293
0.313
5873
18744
597.40
23024
0.245
0.269
5781
21516
597.31
17356
0.172
0.208
5668
27228
597.22
11830
0.101
0.136
5525
40502
597.12
6506
0.044
0.073
5324
73279
Drawdown Time = 2.95 days

�'M MCADAMS
RISER ANTI -FLOTATION CALCULATION
Project Name: Heritage Subdivision
Project Number: KLP-19000
Facility ID: SCM A
INPUT DATA
Inside Length =
4.00
ft
Inside Width =
4.00
ft
]in
Wall Thickness =
6.00
Standard Base Length =
5.00
ft
Standard Base Width =
5.00
ft
Standard Base Thickness =
6.00
in
Inside Height of Riser =
4.70
ft
Concrete Unit Weight = 1
142.00
pcf
Outside Diameter of Barrel =
44.00
in
Drain Pipe (if present) =
6.00
lin
TRASH RACK DISPLACEMENT
Bottom Length / Width = 7.00 ft
Top Length / Width = 1.00 ft
Height = 2.00 ft
Trash Rack Displacement = 38.000 cf
CONCRETE PRESENT IN RISER STRUCTURE
Riser Walls = 42.300 cf
Standard Base of Riser = 12.500 1 cf
Less Opening for Barrel = 5.280 cf
Less Opening for Drain Pipe = 0.098 cf
Total Concrete Less Openings = 49.422 cf
Weight of Concrete = 7,018 Ibs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete = 49.422 cf
Displacement by Open Air = 75.200 cf
Displacement by Trash Rack = 38.000 cf
Total Water Displaced = 162.622 cf
Weight of Water Displaced = 10,148 1 Ibs
Date: 1 /8/2020
Calculated By: S. Woodard, PE
Unit weight of manhole concrete is 142 pcf per NC Products
Calculation for truncated square pyramid

let M[oil]ki 11&Q;Kde]L [dC7=110=6COX 1a]ef rel V 1=1;4--10:iR03to] V =
Safety Factor = 1.15
Add'I Weight for Bouyancy = 4,652 Ibs
Bouyant Weight of Concrete = 79.60 pcf
Bouyant Weight w/ SF = 69.22 pcf
Add'I Concrete to Add = 67.206 cf
Less Standard Base = 12.500 cf
New Base Design Required = 79.706 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length =
8.00 ft
AF Block Width =
8.00 ft
AF Block Thickness =
15.00 in
AF Block Provided =
80.000 cf
Total Concrete Present = 116.922 cf
Total Concrete Present = 16,603 Ibs
Recommend 1.15 or higher

0 MCADAMS
RIPRAP OUTLET PROTECTION
Project Name: Heritage Subdivision Date: 1/8/2020
Project Number: KLP-19000 Calculated By: S. Woodard, PE
Facility ID: SCM A
DESIGN OF RIPRAP OUTLET PROTECTION
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual.
Flow, Q1o_n— 44.10 cfs
Slope = 1.02 %
Pipe Diameter, Do— 36 in
= 3.00 feet
Number of pipes = 1
Pipe separation = 0.00 feet
Manning's n = 0.013
25
20
15
° 10
5
0
0
Fieure 5.06.b.1
Z— 2
1 2 3 4 5 6 7 8 9 10
Pipe diameter (it)
Zone from graph above = PF 3
Outlet pipe diameter =
36
in
Outlet flowrate =
44.10
cfs
Outlet velocity =
10.17
ft/sec
Material =
Class I
Zone
Material
Diameter
1
Class A
3
2
Class B
6
3
Class 1
13
4
Class 1
13
5
Class 11
23
6
Class 11
23
7
Study Required
Length =
24.00 ft
Width =
9.00 ft
Stone diameter =
13.00 in
Thickness =
22.00 in
Thickness
Length
Width
9
4xDo
3xDo
22
6 x Do
3 x Do
22
8 x Do
3 x Do
22
8 x Do
3 x Do
27
10 x Do
3 x Do
27
10 x Do
3 x Do

T MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SCM A
Elevation Planimeter Area Al+A2+sqr
(ft) (ftz) (ftz) (Al*A2)
(ftz)
Return Event: 1 years
Storm Event: 1-year
Volume Volume (Total)
(ac-ft) (ac-ft)
597.00
0.00
59,144
0
0.000
0.000
598.00
0.00
66,530
188,402
1.442
1.442
599.00
0.00
70,028
204,815
1.567
3.009
600.00
0.00
73,583
215,394
1.648
4.657
601.00
0.00
77,194
226,144
1.731
6.388
602.00
0.00
80,862
237,063
1.814
8.202
603.00
0.00
84,586
248,151
1.899
10.101
Heritage Subdivision
KLP-19000.ppc
Stuart Woodard, PE
6/4/2020

T MCADAMS
Subsection: Outlet Input Data
Label: SCM A
Return Event: 1 years
Storm Event: 1-year
Requested Pond Water Surface Elevations
Minimum (Headwater) 597.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 603.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Orifice -Circular
Orifice-1
Forward
Culvert
598.30
603.00
Orifice -Area
Orifice-2
Forward
Culvert
600.20
603.00
Inlet Box
Riser
Forward
Culvert
601.20
603.00
Orifice -Circular
Siphon
Forward
Culvert
597.00
603.00
Culvert -Circular
Culvert
Forward
TW
596.50
603.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Outlet Input Data
Label: SCM A
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
36.0 in
Length
49.00 ft
Length (Computed Barrel)
49.00 ft
Slope (Computed)
0.010 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.50
Kb
0.01
Kr
0.00
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW/D)
1.16
T2 ratio (HW/D)
1.30
Slope Correction Factor
-0.50
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event: 1 years
Storm Event: 1-year
T1 Elevation 599.97 ft T1 Flow 42.85 ft3/s
T2 Elevation 600.41 ft T2 Flow 48.97 ft3/s
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM A Storm Event: 1-year
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
601.20 ft
Orifice Area
16.00 ftz
Orifice Coefficient
0.60
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.00
Manning's n
0.00
Kev, Charged Riser
0.00
Weir Submergence
False
Orifice H to crest
False
Structure ID: Siphon
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
597.00 ft
Orifice Diameter
4.5 in
Orifice Coefficient
0.60
Structure ID: Orifice-2
Structure Type: Orifice -Area
Number of Openings
4
Elevation
600.20 ft
Orifice Area
3.00 ftz
Top Elevation
601.20 ft
Datum Elevation
600.70 ft
Orifice Coefficient
0.60
Structure ID: Orifice-1
Structure Type: Orifice -Circular
Number of Openings
4
Elevation
598.30 ft
Orifice Diameter
3.0 in
Orifice Coefficient
0.60
Structure ID: TW
Structure Type: TW Setup, IDS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0.01 ft
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM A Storm Event: 1-year
Convergence Tolerances
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Composite Rating Curve
Label: SCM A
Composite Outflow Summary
Water Surface Flow
Elevation (ft3/s)
(ft)
Tailwater Elevation Convergence Error
(ft) (ft)
Return Event: 1 years
Storm Event: 1-year
597.00
0.00
(N/A)
0.00
597.50
0.30
(N/A)
0.00
598.00
0.48
(N/A)
0.00
598.30
0.56
(N/A)
0.00
598.50
0.83
(N/A)
0.00
599.00
1.43
(N/A)
0.00
599.50
1.78
(N/A)
0.00
600.00
2.06
(N/A)
0.00
600.20
2.18
(N/A)
0.00
600.50
14.39
(N/A)
0.00
601.00
34.38
(N/A)
0.00
601.20
42.37
(N/A)
0.00
601.50
54.67
(N/A)
0.00
602.00
63.94
(N/A)
0.00
602.50
70.91
(N/A)
0.00
603.00
1 75.21
1 (N/A)
0.00
Contributing Structures
(no Q: Orifice- 1,Orifice-
2,Riser,Siphon,Culvert)
Siphon,Culvert (no Q: Orifice-1,Orifice
-2,Riser)
Siphon,Culvert (no Q: Orifice-1,Orifice
-2,Riser)
Siphon,Culvert (no Q: Orifice-1,Orifice
-2,Riser)
Orifice-1,Siphon,Culvert (no Q: Orifice
-2,Riser)
Orifice-1,Siphon,Culvert (no Q: Orifice
-2,Riser)
Orifice-1,Siphon,Culvert (no Q: Orifice
-2,Riser)
Orifice-1,Siphon,Culvert (no Q: Orifice
-2,Riser)
Orifice-1,Siphon,Culvert (no Q: Orifice
-2,Riser)
Orifice-1,Orifice-2,Siphon,Culvert (no
Q: Riser)
Orifice-1,Orifice-2,Siphon,Culvert (no
Q: Riser)
Orifice-1,Orifice-2,Siphon,Culvert (no
Q: Riser)
Orifice-1,Orifice-2,Riser,Siphon,Culvert
Orifice-1,Orifice-2,Riser,Siphon,Culvert
Riser,Culvert (no Q: Orifice- 1,Orifice-
2,Siphon)
Riser,Culvert (no Q: Orifice-1,Orifice-
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
597.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1-year
Flow (Peak In) 126.14 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 1.91 ft3/s Time to Peak (Flow, Outlet) 1,082.00 min
Elevation (Water Surface,
599.73 ft
Peak)
Volume (Peak)
4.208 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
5.811 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
5.642 ac-ft
Outflow)
Volume (Retained)
0.165 ac-ft
Volume (Unrouted)
-0.004 ac-ft
Error (Mass Balance)
0.1 %
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
597.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Return Event: 2 years
Storm Event: 2-year
Flow (Peak In) 160.08 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 4.65 ft3/s Time to Peak (Flow, Outlet) 893.00 min
Elevation (Water Surface,
600.26 ft
Peak)
Volume (Peak)
5.100 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
7.533 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
2.778 ac-ft
Outflow)
Volume (Retained)
4.753 ac-ft
Volume (Unrouted)
-0.003 ac-ft
Error (Mass Balance)
0.0 %
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
597.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: 10-year
Flow (Peak In) 225.75 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 41.40 ft3/s Time to Peak (Flow, Outlet) 753.00 min
Elevation (Water Surface,
601.18 ft
Peak)
Volume (Peak)
6.700 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
12.404 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
7.391 ac-ft
Outflow)
Volume (Retained)
5.009 ac-ft
Volume (Unrouted)
-0.004 ac-ft
Error (Mass Balance)
0.0 %
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
597.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Return Event: 25 years
Storm Event: 25-year
Flow (Peak In) 257.38 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 58.20 ft3/s Time to Peak (Flow, Outlet) 752.00 min
Elevation (Water Surface,
601.69 ft
Peak)
Volume (Peak)
7.631 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
15.433 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
10.399 ac-ft
Outflow)
Volume (Retained)
5.030 ac-ft
Volume (Unrouted)
-0.004 ac-ft
Error (Mass Balance)
0.0 %
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
597.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Return Event: 50 years
Storm Event: 50-year
Flow (Peak In) 278.82 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 66.74 ft3/s Time to Peak (Flow, Outlet) 752.00 min
Elevation (Water Surface,
602.20 ft
Peak)
Volume (Peak)
8.576 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
17.893 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
12.840 ac-ft
Outflow)
Volume (Retained)
5.048 ac-ft
Volume (Unrouted)
-0.005 ac-ft
Error (Mass Balance)
0.0 %
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

T MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
597.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100-year
Flow (Peak In) 298.59 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 72.87 ft3/s Time to Peak (Flow, Outlet) 752.00 min
Elevation (Water Surface,
602.73 ft
Peak)
Volume (Peak)
9.575 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
20.514 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
15.442 ac-ft
Outflow)
Volume (Retained)
5.067 ac-ft
Volume (Unrouted)
-0.006 ac-ft
Error (Mass Balance)
0.0 %
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 6/4/2020

I I MCADAMS
Catchment Detailed
Report: Sub 1 to SCM
<General>
ID 54 Notes
Label Sub 1 to SCM Hyperlinks <Collection:
0 items>
GIS-IDs
GIS-ID
Geometry
X
Y
(ft)
(ft)
-151.77
58.37
-171.62
72.76
-191.43
58.33
-183.83
35.03
-159.32
35.05
Active Topology
Is Active?
True
Catchment
Outflow Node
SCM A
Rainfall
Use Local Rainfall?
False
Runoff
Runoff Method
Unit
SCS CN
89.00
Hydrograph
Loss Method
SCS CN
Unit Hydrograph Method
SCS Unit
Hydrograph
Use Scaled Area?
False
Tc Input Type
User Defined
Tc
Area (User Defined)
1,591,284 ftz
Time of Concentration
5.00 min
CN Input Type
Simple CN
Time of Concentration
5.00 min
(Composite)
Unit Hydrograph (Advanced)
SCS Unit Hydrograph Method
Default
Use Directly Connected
False
Curvilinear
Impervious Area
Flow (Base)
0.00 ft3/s
Calculation Increment
0.00 min
(Catchment)
Results (Computed)
Computational Time
0.67 min
Time to Peak (Computed)
721.33 min
Increment
Heritage Subdivision
KLP-19000.ppc
Stuart Woodard, PE
9/22/2020

I I MCADAMS
Catchment Detailed
Report: Sub 1 to SCM
Results (Computed)
Flow (Peak, Computed)
127.11 ft3/s
Results (Interpolated)
Flow (Peak Interpolated
126.14 ft3/s
Time to Flow (Peak
721.00 min
Output)
Interpolated Output)
Volume
5.811 ac-ft
Results (Modified Rational Method)
Frequency
(N/A) years
Area (Modified Rational,
(N/A) ftz
Composite)
C Adjustment Factor
(N/A)
C Coefficient (Modified
(N/A)
Rational, Weighted)
Flow (Modified Rational,
(N/A) ft3/s
C Coefficient (Modified
(N/A)
Allowable)
Rational, Adjusted)
Storage (Modified Rational,
(N/A) ac-ft
Second Outflow Breakpoint
(N/A) min
Estimated)
(Modified Rational)
Time of Duration (Modified
(N/A) min
First Outflow Breakpoint
(N/A) min
Rational, Critical)
(Modified Rational, Method T)
Time of Concentration
Intensity (Modified Rational,
(N/A) in/h
(Modified Rational,
(N/A) min
Critical)
Composite)
Intensity (Modified Rational,
(N/A) in/h
Flow (Modified Rational,
(N/A) ft3/s
Peak)
Critical)
Flow (Modified Rational, Peak)
(N/A) ft3/s
Results (SCS Unit Hydrograph)
Unit Hydrograph Shape Factor
483.43
Unit peak time, Tp
3.33 min
K Factor
0.75
Unit receding limb, Tr
13.33 min
Receding/Rising, Tr/Tp
1.670
Total unit time, Tb
16.67 min
Unit peak, qp
496.69 ft3/s
Percent Volume under Rising
37.5 %
Limb
Results
Flow (Total)
0.39 ft3/s
Flow (Peak) + Flow (Base)
127.11 ft3/s
Cumulative Runoff Depth
1.9 in
Maximum Retention
1.2 in
(Pervious)
(Pervious)
Runoff Volume (Impervious)
0.000 ac-ft
Maximum Retention
0.2 in
(Pervious, 20 percent)
Runoff Volume (Pervious)
5.811 ac-ft
Maximum Retention
(N/A) in
(Impervious)
Cumulative Runoff Depth
0.0 in
Maximum Retention
(N/A) in
(Impervious)
(Impervious, 20 percent)
Calculation Messages
Time Message
(min)
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 9/22/2020

I I MCADAMS
Catchment Detailed
Report: Sub 1 to Bypass
<General>
ID
63
Notes
Label
Sub 1 to
Hyperlinks
<Collection:
Bypass
0 items>
GIS-IDs
GIS-ID
Geometry
X
Y
(ft)
(ft)
-171.78
-46.85
-191.18
-61.68
-183.07
-84.71
-158.66
-84.11
-151.68
-60.71
Active Topology
Is Active?
True
Catchment
Outflow Node
POA 1
Rainfall
Use Local Rainfall?
False
Runoff
Runoff Method
Unit
SCS CN
77.00
Hydrograph
Loss Method
SCS CN
Unit Hydrograph Method
SCS Unit
Hydrograph
Use Scaled Area?
False
Tc Input Type
User Defined
Tc
Area (User Defined)
961,332 ftz
Time of Concentration
44.05 min
CN Input Type
Simple CN
Time of Concentration
44.05 min
(Composite)
Unit Hydrograph (Advanced)
SCS Unit Hydrograph Method
Default
Use Directly Connected
False
Curvilinear
Impervious Area
Flow (Base)
0.00 ft3/s
Calculation Increment
0.00 min
(Catchment)
Results (Computed)
Computational Time
5.87 min
Time to Peak (Computed)
751.79 min
Increment
Heritage Subdivision
Stuart Woodard, PE
KLP-19000.ppc
9/22/2020

I I MCADAMS
Catchment Detailed
Report: Sub 1 to Bypass
Results (Computed)
Flow (Peak, Computed)
14.57 ft3/s
Results (Interpolated)
Flow (Peak Interpolated
14.55 ft3/s
Time to Flow (Peak
752.00 min
Output)
Interpolated Output)
Volume
1.983 ac-ft
Results (Modified Rational Method)
Frequency
(N/A) years
Area (Modified Rational,
(N/A) ftz
Composite)
C Adjustment Factor
(N/A)
C Coefficient (Modified
(N/A)
Rational, Weighted)
Flow (Modified Rational,
(N/A) ft3/s
C Coefficient (Modified
(N/A)
Allowable)
Rational, Adjusted)
Storage (Modified Rational,
(N/A) ac-ft
Second Outflow Breakpoint
(N/A) min
Estimated)
(Modified Rational)
Time of Duration (Modified
(N/A) min
First Outflow Breakpoint
(N/A) min
Rational, Critical)
(Modified Rational, Method T)
Time of Concentration
Intensity (Modified Rational,
(N/A) in/h
(Modified Rational,
(N/A) min
Critical)
Composite)
Intensity (Modified Rational,
(N/A) in/h
Flow (Modified Rational,
(N/A) ft3/s
Peak)
Critical)
Flow (Modified Rational, Peak)
(N/A) ft3/s
Results (SCS Unit Hydrograph)
Unit Hydrograph Shape Factor
483.43
Unit peak time, Tp
29.37 min
K Factor
0.75
Unit receding limb, Tr
117.47 min
Receding/Rising, Tr/Tp
1.670
Total unit time, Tb
146.83 min
Unit peak, qp
34.06 ft3/s
Percent Volume under Rising
37.5 %
Limb
Results
Flow (Total)
0.00 ft3/s
Flow (Peak) + Flow (Base)
14.57 ft3/s
Cumulative Runoff Depth
1.1 in
Maximum Retention
3.0 in
(Pervious)
(Pervious)
Runoff Volume (Impervious)
0.000 ac-ft
Maximum Retention
0.6 in
(Pervious, 20 percent)
Runoff Volume (Pervious)
1.982 ac-ft
Maximum Retention
(N/A) in
(Impervious)
Cumulative Runoff Depth
0.0 in
Maximum Retention
(N/A) in
(Impervious)
(Impervious, 20 percent)
Calculation Messages
Time Message
(min)
Heritage Subdivision Stuart Woodard, PE
KLP-19000.ppc 9/22/2020

50. 00
45. 00
40. 00
35. 00
30. 00
25. 00
3
20. 00
15. 00
10. 00
5.00
0.00
0.00
New Graph
144.00 288.00 432. 00 576.00 720.00 864.00 1,008. 00 1,152.00 1,296. 00 1,440. 00
Tlme (m In)
Sub 1 tea Bypass- Post 25 year- Flow (Total) — Sub 1 tea Bypass- Post 10 year- Flow (Total)

125.00
112.50
100.00
8].50
75. 00
62.50
3
50. 00
3].50
25. 00
12.50
0.00
0.00
New Graph
144.00 288.00 432.00 576.00 720.00 864.00 1,008.00 1,152.00 1,296.00 1,440.00
T— (m )
POA1-Post 25 Vear-Flow— POA1-Post lO Vear-Flow

62. 50
56.25
50. 00
43. 75
3].50
31.25
3
25. 00
18. 75
12.50
6.25
0.00
0.00
New Graph
144.00 288.00 432. 00 576.00 720.00 864.00 1,008.00 1,152.00 1,296.00 1,440.00
Tlme (min)
Pontl Outfall - Post 25 Vear- Fl— jotal)— Pond Outfall - Post 10 Vear-Fl—jotal)

275.00
250.00
225.00
200.00
175.00
150.00
125.00
100.00
75. 00
50. 00
25. 00
0.00
0.00
New Graph
144.00 288.00 432.00 576.00 720.00 864.00 1,008.00 1,152.00 1,296.00 1,440.00
T— (,t )
Sub I to SCM - Post 25 Vear- Fl— jotal)— Sub l to SCM - Post 10 Vear-Flow (Total)