SW3210701_Stormwater Report_20211020

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Wicker Park
Stormwater Impact Analysis and Final Design of Stormwater Management Facility
J
MCADAMS

WICKER PARK
Town of Midland, North Carolina
Stormwater Impact Analysis &
Design of Stormwater Control Measures
Project Number:
Designed By:
Date-
2021210184
Stuart Woodard, PE
October 2021
WADAMS
3430 Toringdon Way, Suite 110
Charlotte. North Carolina 28277
NC Lic. # C-0293
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TI MCADAMS STORMWATER IMPACT ANALYSIS
GENERAL DESCRIPTION
Located in Cabarrus County northwest of the intersection of Morrison Road and Flowes Store Road,
within the Town of Midland, is the proposed Wicker Park subdivision development. The existing site
consist of heavily wooded areas as well as open grassed areas. Proposed development on this site will
consist of the construction of single-family homes, along with the associated roads and sidewalks, utility
improvements, and three stormwater control measures.
The proposed development is located within the Yadkin-PeeDee River Basin with stormwater runoff from
the proposed development draining into Caldwell Creek which flows to Reedy Creek. This development is
located within the Town of Midland and as a result is subject to both the local and state stormwater
requirements. The local stormwater requirements do not require stormwater detention for this site, but
the state does require stormwater quality treatment as outlined below:
Water Quality Requirements:
The proposed facilities have been designed in accordance with the Minimum Design Criteria (MDC)
standards set forth in the NCDEQ Stormwater Design Manual. The proposed facilities will provide the
required 85% TSS removal. Portions of this development have been designed as low -density and are
shown on the post -development drainage map included in this report. These areas use sheet flow and
vegetated conveyance to treat stormwater runoff before entering the stream buffers on this site.
CALCULATION METHODOLOGY
> 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.
> Using maps contained within the Cabarrus County Soil Survey, the on -site soils were determined
to be hydrologic soil groups (HSG) 'B' and 'C' 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 post -development sub -basin. For example, Sub -basin #1 in the
post -development analysis consists of approximately 56% HSG 'B' and 44% HSG 'C' soils.
Therefore, for the wooded cover condition, the composite SCS CN is computed as follows
(assuming good conditions):
> Composite Wooded SCS CN = (56% x 55) + (44% x 70) = 62
> A composite SCS Curve Number was calculated for the post -development condition for each sub -
basin using SCS curve numbers and land cover conditions. Land cover conditions for the post -
development condition were taken from the proposed development plan.
> The time of concentration was assumed to be a minimum of 5 minutes for each drainage area to
each facility.
creating experiences through experience 3430 Toringdon Way, Suite 110, Charlotte, NC 28277 / 704. 527. 0800

TI MCADAMS
STORMWATER IMPACT ANALYSIS
> Pond Pack Version V8i was used in determining the post -development peak flow rates for the 1-,
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 NCDEQStormwater Design Manual.
DISCUSSION OF RESULTS
Peak Runoff Control Requirements:
This site is exempt from peak runoff control requirements. But the required water quality control will
result in mitigating the increased stormwater runoff resulting from the proposed development.
Water Quality Requirements:
The proposed facilities have been designed in accordance with the Minimum Design Criteria (MDC)
standards set forth in the NCDEQ Stormwater Design Manual. The proposed facilities 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 by
both the Town of Midland and the State 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 2 of 2

1 (SUMMARY OF RESULTS
2 IMISCELLANEOUS SITE INFORMATION
3 (WATERSHED SOILS INFORMATION
4 (SITE PRECIPITATION DATA
5 I POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
6 I STORMWATER CONTROL MEASURE A DESIGN
CALCULATIONS
7 I STORMWATER CONTROL MEASURE B DESIGN
CALCULATIONS
8 I STORMWATER CONTROL MEASURE C DESIGN
CALCULATIONS
9 I LOW DENSITY CURB OUTLET SWALE
CALCULATIONS

SUMMARY OF RESULTS
WICKER PARK
Pulte - 2021210184

J McADAMs
SUMMARY OF RESULTS
Project Name: Wicker Park Date: 10/15/2021
Project Number: 2021210184 Calculated By: S. Woodard, PE
STORMWATER CONTROL MEASURE 'A' DETENTION SUMMARY
Design Drainage Area =
10.17
acres
Design Impervious Area =
4.85
acres
% Impervious =
47.8%
Water Quality Volume =
17,704
cf
Top of Dam = 663.80 ft
Riser = 5x5 ft (outside dimension)
Riser Elevation =1 662.00 ft
Rectangular Orifice Area = 2.8 sf
Weir Elevation 660.60 ft
Orifice Diameter = in
Orifice Elevation = - ft
WQv Orifice Diameter = 2.0 in
WQv Orifice Invert Elevation = 658.00 ft
Barrel Diameter =
24 in
Invert In =1
657.50 Ift
Invert Out =
1 657.00 ft
Length =1
43 Ift
% Slope =1 1.16%
STORMWATER CONTROL MEASURE 'A' ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period I [cfs] I [cfs] [ft] [ft]
WQV
16.18
0.16
659.43
4.37
1-Year 24-Hour
19.92
0.47
660.68
3.12
2-Year
27.25
1.45
660.93
2.87
10-Year
48.69
13.75
662.05
1.75
25-Year
61.06
39.74
662.38
1.42
50-Year
72.11
56.33
662.58
1.22
100-Year
83.18
70.35
662.75
1.05

J McADAMs
SUMMARY OF RESULTS
Project Name: Wicker Park Date: 10/15/2021
Project Number: 2021210184 Calculated By: S. Woodard, PE
STORMWATER CONTROL MEASURE 'B' DETENTION SUMMARY
Design Drainage Area =
6.33
acres
Design Impervious Area =
3.07
acres
% Impervious =
48.5%
Water Quality Volume =
11,187
cf
Top of Dam = 615.50 ft
Riser = 5x5 ft (outside dimension)
Riser Elevation =1 613.50 ft
Rectangular Orifice Area = 2.0 sf
Weir Elevation 612.50 ft
Orifice Diameter = in
Orifice Elevation = - ft
WQv Orifice Diameter = 1.75 in
WQv Orifice Invert Elevation = 610.00 ft
Barrel Diameter =
24 in
Invert In =1
609.50 Ift
Invert Out =
1 609.00 ft
Length =1
46 Ift
% Slope =1 1.09%
STORMWATER CONTROL MEASURE 'B' ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period I [cfs] I [cfs] [ft] [ft]
WQV
10.66
0.11
611.10
4.40
1-Year24-Hour
13.03
0.12
612.39
3.11
2-Year
17.75
0.58
612.61
2.89
10-Year
31.22
4.89
613.34
2.16
25-Year
38.95
21.59
613.69
1.81
50-Year
45.85
32.93
613.83
1.67
100-Year
52.75
44.29
613.97
1.53

J McADAMs
SUMMARY OF RESULTS
Project Name: Wicker Park Date: 10/15/2021
Project Number: 2021210184 Calculated By: S. Woodard, PE
STORMWATER CONTROL MEASURE 'C' DETENTION SUMMARY
Design Drainage Area =M37724
acres
Design Impervious Area =acres
% Impervious =
Water Quality Volume =cf
Top of Dam = 608.00 ft
Riser = 6x6 ft (outside dimension)
Riser Elevation =1 606.00 ft
Rectangular Orifice Area = 3.2 sf
Weir Elevation 605.20 ft
Orifice Diameter = 6 in (4 total)
Orifice Elevation = 603.40 ft
WQv Orifice Diameter = 3.50 in
WQv Orifice Invert Elevation = 1 602.00 ft
Barrel Diameter =
36 in
Invert In =1
597.00 Ift
Invert Out =1
596.50 ft
Length =1
64 Ift
% Slope =1 0.78%
STORMWATER CONTROL MEASURE 'C' ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period I [cfs] I [cfs] [ft] [ft]
WQV
37.56
1.59
603.26
4.74
1-Year24-Hour
46.25
2.64
603.99
4.01
2-Year
63.25
4.18
604.60
3.40
10-Year
113.03
20.53
606.05
1.95
25-Year
141.74
67.50
606.50
1.50
50-Year
167.41
111.94
606.76
1.24
100-Year
193.11
147.17
606.97
1.03

MISCELLANEOUS SITE INFORMATION
WICKER PARK
Pulte - 2021210184

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0 1,000 2,000 4,000 PROJECT #: 2021210184
Feet
finch =2,000feet CABARRUS COUNTY, NORTH CAROLINA MCADAM�

NC DENR - DiViSON OF WATER RESOURCES
.0309 YADKIN RIVER BASIN
213 .0300
Name of Stream
Description
Class
Class Date
Index No.
Reedy Creek
From source to Rocky River
C
04/06/55
13-17-8
Delta Lake
Entire lake and connecting stream to
C
04/06/55
13-17-8-1
Reedy Creek
Crozier Branch
From source to Reedy Creek
C
04/06/55
13-17-8-2
Wallace Creek
From source to Reedy Creek
C
04/06/55
13-17-8-3
McKee Creek
From source to Reedy Creek
C
04/06/55
13-17-8-4
Clear Creek
From source to McKee Creek
C
04/06/55
13-17-8-4-1
Caldwell Creek
From source to Reedy Creek
C
04/06/55
13-17-8-5
Irish Buffalo Creek
From source to a point 0.5 mile
WS-III
08/03/92
13-17-9-(0.5)
upstream of Rowan County SR 1197
Irish Buffalo Creek [Kannapolis
From a point 0.5 mile upstream of
WS-III;CA
08/03/92
13-17-9-(1)
Lake (Cannon Lake)]
Rowan County SR 1197 to
Kannapolis Water Supply Dam
Irish Buffalo Creek
From Kannapolis Water Supply Dam
C
09/01/74
13-17-9-(2)
to Rocky River
Funderburks Lake
Entire Lake and connecting stream
C
09/01/74
13-17-9-3
to Irish Buffalo Creek
Cold Water Creek
From source to a point 0.5 mile
WS-IV
08/03/92
13-17-9-4-(0.5)
downstream of Rowan County SR
1221
Cold Water Creek (Lake Fisher)
From a point 0.5 mile downstream of
WS-IV;CA
08/03/92
13-17-9-4-(1)
Rowan County SR 1221 to dam at
Lake Fisher
Cold Water Creek
From dam at Lake Fisher to Irish
C
08/03/92
13-17-9-4-(1.5)
Buffalo Creek
Unnamed Tributary to Cold
From source to a point 0.7 mile
WS-IV
08/03/92
13-17-9-4-2-(1)
Water Creek
downstream of Rowan/Cabarrus
County Line
Unnamed Tributary to Cold
From a point 0.7 mile downstream of
WS-IV;CA
08/03/92
13-17-9-4-2-(2)
Water Creek (Lake Concord)
Rowan/Cabarrus County Line to dam
at Lake Concord
Unnamed Tributary to Cold
From dam at Lake Concord to Cold
C
08/03/92
13-17-9-4-2-(3)
Water Creek
Water Creek
Edgison Lake
Entire Lake and connecting stream
C
08/03/92
13-17-9-4-3
to Cold Water Creek
Threemile Branch
From source to Cold Water Creek
C
09/01/74
13-17-9-4-5
Little Cold Water Creek
From source to Cold Water Creek
C
09/01/74
13-17-9-4-6
Willow View Lakes
Entire lakes and connecting stream
C
09/01/74
13-17-9-4-6-1
to Little Cold Water Creek
Lake Lynn
Entire lake and connecting stream to
C
09/01/74
13-17-9-4-6-2
Little Cold Water Creek
Hamby Branch
From source to Rocky River
C
09/01/74
13-17-10
Dutch Buffalo Creek
From source to a point 0.6 mile
WS-II;HQW
08/03/92
13-17-11-(1)
downstream of Cabarrus County SR
2416
Lick Branch
From source to Dutch Buffalo Creek
WS-II;HQW
08/03/92
13-17-11-2
Jennie Wolf Creek
From source to Dutch Buffalo Creek
WS-II;HQW
08/03/92
13-17-11-3
Black Run Creek
From source to Dutch Buffalo Creek
WS-II;HQW
08/03/92
13-17-11-4
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WATERSHED SOILS INFORMATION
WICKER PARK
Pulte - 2021210184

Hydrologic Soil Group—Cabarrus County, North Carolina
(SCMA)
M8170 5382aD 538M 53832D 53MM 53842I1
1
35o 16SN
538120 538170 538220 538M 53Hi2D 53MM
3
Map Scale: 1:2,270 iP printed on A landscape (11" x 8.5'D sheet
Meters
N
0 30 60 120 180
Feet
0 100 270 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
M70 53&2<1
3
538M
35o 16 ITN
t?
350 16 S N
53MM
3
6/3/2021
Page 1 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
(SCMA)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
Q
B
Q
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating Lines
x x
A
�y r
A/D
B
B/D
P. x
C
r r
C/D
r r
D
Not rated or not available
Soil Rating Points
❑
A
❑
A/D
0
B
0
B/D
❑ C
❑ C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
i f Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 19, Jun 2, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 6, 2019—Nov
20, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
SCMA
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CcB2
Cecil sandy clay loam, 2
B
5.3
55.4%
to 8 percent slopes,
moderately eroded
CuB2
Cullen clay loam, 2 to 8
B
0.1
0.6%
percent slopes,
moderately eroded
MeD
Mecklenburg loam, 8 to
C
4.2
44.0%
15 percent slopes
Totals for Area of Interest
9.5
100.0%
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.
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
SCMA
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

3 Hydrologic Soil Group—Cabarrus County, North Carolina
(SCM-B)
53775o 537790 537830 537870 537910 537950 537M 538030
350 16' IT N 12
0
35o 166' N
Mi 537750 537790 537830 5378M 537910 5379M 5379M
3
!o
Map Scale: 1:2,010 iP printed on A lar>dscape (11" x 8.5'D sheet
N MeI rs
0 25 50 100 150
Few
0 50 100 270 300
Map projection: Web Meroatior Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
538070 53B110
538000 538070 53B110
3
�a
53B150
R 35o 16 IS' N
0
35o 16 6' N
53B151
3
a
6/3/2021
Page 1 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
(SCM-B)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
Q
B
Q
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating Lines
x x
A
�y r
A/D
B
B/D
P. x
C
r r
C/D
r r
D
Not rated or not available
Soil Rating Points
❑
A
❑
A/D
0
B
0
B/D
❑ C
❑ C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
i f Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 19, Jun 2, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 6, 2019—Nov
20, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
SCM-B
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla sandy loam, 0
B/D
1.5
24.4%
to 2 percent slopes,
frequently flooded
CuB2
Cullen clay loam, 2 to 8
B
0.1
2.2%
percent slopes,
moderately eroded
CuD2
Cullen clay loam, 8 to 15
B
1.4
21.7%
percent slopes,
moderately eroded
EnB
Enon sandy loam, 2 to 8
C
1.0
15.7%
percent slopes
EnD
Enon sandy loam, 8 to
C
2.3
35.9%
15 percent slopes
Totals for Area of Interest
6.3
100.0%
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
SCM-B
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 6/3/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

3
537290
35° 16 ITN -
Hydrologic Soil Group—Cabarrus County, North Carolina
(SCM-C)
537380 5374W 537500 537570 537M 537710
J ri I
Soil Mah may not Ue u�lid at�Fhis sole. �.� � ?
35o 16 3" N
MMMiii OM 53750D 537M 537640
3
'a
Map Scale: 1:3,060 iP printed on A landscape (11" x 8.5'D sheet
N Metiers
0 45 90 180 270
0 100 200 400 600Feet
Map projection: Web Meroatior Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
537710 537780 537M
3
IR
5379M
35o 16 ITN
�4
_8
1
•%V 1350 16 Y N
5379M
3
50
6/3/2021
Page 1 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
(SCM-C)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
Q
B
Q
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating Lines
x x
A
�y r
A/D
B
B/D
P. x
C
r r
C/D
r r
D
Not rated or not available
Soil Rating Points
❑
A
❑
A/D
0
B
0
B/D
❑ C
❑ C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
i f Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 19, Jun 2, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 6, 2019—Nov
20, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
SCM-C
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CuB2
Cullen clay loam, 2 to 8
B
11.9
49.4%
percent slopes,
moderately eroded
CuD2
Cullen clay loam, 8 to 15
B
1.9
7.9%
percent slopes,
moderately eroded
EnB
Enon sandy loam, 2 to 8
C
5.2
21.5%
percent slopes
MeB
Mecklenburg loam, 2 to
C
5.1
21.2%
8 percent slopes
Totals for Area of Interest
24.0
100.0%
USDA Natural Resources Web Soil Survey 6/3/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
SCM-C
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 6/3/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

PRECIPITATION DATA
WICKER PARK
Pulte - 2021210184

Storm Data Detailed Report: Concord
Element Details
ID
27
Notes
Label
Concord
1-year
Label
1-year
End Time
1,440 min
Return Event
1 years
Depth
2.9 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
1-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0
0.0
0.0
0.0
0.0
0.0
30
0.0
0.0
0.0
0.0
0.0
60
0.0
0.0
0.0
0.0
0.0
90
0.0
0.1
0.1
0.1
0.1
120
0.1
0.1
0.1
0.1
0.1
150
0.1
0.1
0.1
0.1
0.1
180
0.1
0.1
0.1
0.1
0.1
210
0.1
0.1
0.1
0.1
0.1
240
0.1
0.1
0.1
0.2
0.2
270
0.2
0.2
0.2
0.2
0.2
300
0.2
0.2
0.2
0.2
0.2
330
0.2
0.2
0.2
0.2
0.2
360
0.2
0.2
0.2
0.2
0.3
390
0.3
0.3
0.3
0.3
0.3
420
0.3
0.3
0.3
0.3
0.3
450
0.3
0.3
0.3
0.3
0.3
480
0.3
0.4
0.4
0.4
0.4
510
0.4
0.4
0.4
0.4
0.4
540
0.4
0.4
0.4
0.5
0.5
570
0.5
0.5
0.5
0.5
0.5
600
0.5
0.5
0.5
0.6
0.6
630
0.6
0.6
0.6
0.6
0.7
660
0.7
0.7
0.7
0.8
0.8
690
0.8
0.9
1.0
1.2
1.6
720
1.9
2.0
2.0
2.1
2.1
750
2.1
2.2
2.2
2.2
2.2
780
2.2
2.3
2.3
2.3
2.3
810
2.3
2.3
2.3
2.4
2.4
840
2.4
2.4
2.4
2.4
2.4
870
2.4
2.4
2.4
2.5
2.5
900
2.5
2.5
2.5
2.5
2.5
930
2.5
2.5
2.5
2.5
2.5
960
2.6
2.6
2.6
2.6
2.6
990
2.6
2.6
2.6
2.6
2.6
1,020
2.6
2.6
2.6
2.6
2.6
1,050
2.6
2.6
2.7
2.7
2.7
Bentley Systems,
Inc. Haestad Methods Solution
PondPack CONNECT Edition
W ickerPark. ppc
Center
[10.02.00.01]
6/14/2021
27 Siemon Company Drive Suite 200 W
Page 1 of 10
Watertown, CT
06795 USA + 1 -203-755-1666

Storm Data Detailed Report: Concord
1-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
1,080
2.7
2.7
2.7
2.7
2.7
1,110
2.7
2.7
2.7
2.7
2.7
1,140
2.7
2.7
2.7
2.7
2.7
1,170
2.7
2.7
2.7
2.8
2.8
1,200
2.8
2.8
2.8
2.8
2.8
1,230
2.8
2.8
2.8
2.8
2.8
1,260
2.8
2.8
2.8
2.8
2.8
1,290
2.8
2.8
2.8
2.8
2.8
1,320
2.8
2.8
2.8
2.8
2.8
1,350
2.9
2.9
2.9
2.9
2.9
1,380
2.9
2.9
2.9
2.9
2.9
1,410
2.9
2.9
2.9
2.9
2.9
1,440
2.9
(N/A)
(N/A)
(N/A)
(N/A)
2-year
Label
2-year
End Time
1,440 min
Return Event
2 years
Depth
3.5 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
2-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0
0.0
0.0
0.0
0.0
0.0
30
0.0
0.0
0.0
0.0
0.0
60
0.0
0.0
0.0
0.0
0.1
90
0.1
0.1
0.1
0.1
0.1
120
0.1
0.1
0.1
0.1
0.1
150
0.1
0.1
0.1
0.1
0.1
180
0.1
0.1
0.1
0.1
0.1
210
0.1
0.1
0.2
0.2
0.2
240
0.2
0.2
0.2
0.2
0.2
270
0.2
0.2
0.2
0.2
0.2
300
0.2
0.2
0.2
0.2
0.2
330
0.2
0.3
0.3
0.3
0.3
360
0.3
0.3
0.3
0.3
0.3
390
0.3
0.3
0.3
0.3
0.3
420
0.3
0.4
0.4
0.4
0.4
450
0.4
0.4
0.4
0.4
0.4
480
0.4
0.4
0.4
0.4
0.5
510
0.5
0.5
0.5
0.5
0.5
540
0.5
0.5
0.5
0.5
0.6
570
0.6
0.6
0.6
0.6
0.6
600
0.6
0.6
0.7
0.7
0.7
630
0.7
0.7
0.8
0.8
0.8
660
0.8
0.8
0.9
0.9
1.0
Bentley Systems, Inc. Haestad
Methods Solution
PondPack
CONNECT
Edition
W ickerPark. ppc
Center
[10.02.00.01]
6/14/2021
27 Siemon Company Drive
Suite 200 W
Page
2 of 10
Watertown, CT 06795 USA +
1 -203-755-1666

Storm Data Detailed Report: Concord
2-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
690
1.0
1.1 1.2
1.5
2.0
720
2.3
2.4 2.4
2.5
2.5
750
2.6
2.6 2.6
2.7
2.7
780
2.7
2.7 2.7
2.8
2.8
810
2.8
2.8 2.8
2.8
2.9
840
2.9
2.9 2.9
2.9
2.9
870
2.9
2.9 3.0
3.0
3.0
900
3.0
3.0 3.0
3.0
3.0
930
3.0
3.0 3.1
3.1
3.1
960
3.1
3.1 3.1
3.1
3.1
990
3.1
3.1 3.1
3.1
3.1
1,020
3.2
3.2 3.2
3.2
3.2
1,050
3.2
3.2 3.2
3.2
3.2
1,080
3.2
3.2 3.2
3.2
3.2
1,110
3.3
3.3 3.3
3.3
3.3
1,140
3.3
3.3 3.3
3.3
3.3
1,170
3.3
3.3 3.3
3.3
3.3
1,200
3.3
3.3 3.3
3.3
3.4
1,230
3.4
3.4 3.4
3.4
3.4
1,260
3.4
3.4 3.4
3.4
3.4
1,290
3.4
3.4 3.4
3.4
3.4
1,320
3.4
3.4 3.4
3.4
3.4
1,350
3.4
3.4 3.4
3.5
3.5
1,380
3.5
3.5 3.5
3.5
3.5
1,410
3.5
3.5 3.5
3.5
3.5
1,440
3.5
(N/A) (N/A)
(N/A)
(N/A)
5-year
Label
5-year
End Time
1,440 min
Return Event
5 years
Depth
4.4 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
5-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0
0.0
0.0 0.0
0.0
0.0
30
0.0
0.0 0.0
0.0
0.0
60
0.0
0.1 0.1
0.1
0.1
90
0.1
0.1 0.1
0.1
0.1
120
0.1
0.1 0.1
0.1
0.1
150
0.1
0.1 0.1
0.1
0.1
180
0.2
0.2 0.2
0.2
0.2
210
0.2
0.2 0.2
0.2
0.2
240
0.2
0.2 0.2
0.2
0.2
270
0.2
0.2 0.3
0.3
0.3
Bentley Systems, Inc. Haestad Methods Solution
Pond Pack CONNECT Edition
W ickerPark. ppc
Center
[10.02.00.01]
6/14/2021
27 Siemon Company Drive Suite 200 W
Page 3 of 10
Watertown, CT 06795 USA + 1 -203-755-1666

Storm Data Detailed Report: Concord
5-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
300
0.3
0.3
0.3
0.3
0.3
330
0.3
0.3
0.3
0.3
0.3
360
0.4
0.4
0.4
0.4
0.4
390
0.4
0.4
0.4
0.4
0.4
420
0.4
0.4
0.5
0.5
0.5
450
0.5
0.5
0.5
0.5
0.5
480
0.5
0.5
0.5
0.6
0.6
510
0.6
0.6
0.6
0.6
0.6
540
0.6
0.7
0.7
0.7
0.7
570
0.7
0.7
0.7
0.8
0.8
600
0.8
0.8
0.8
0.9
0.9
630
0.9
0.9
0.9
1.0
1.0
660
1.0
1.1
1.1
1.1
1.2
690
1.2
1.4
1.6
1.9
2.5
720
2.9
3.0
3.1
3.1
3.2
750
3.2
3.3
3.3
3.3
3.4
780
3.4
3.4
3.4
3.5
3.5
810
3.5
3.5
3.6
3.6
3.6
840
3.6
3.6
3.6
3.7
3.7
870
3.7
3.7
3.7
3.7
3.7
900
3.8
3.8
3.8
3.8
3.8
930
3.8
3.8
3.8
3.9
3.9
960
3.9
3.9
3.9
3.9
3.9
990
3.9
3.9
3.9
3.9
4.0
1,020
4.0
4.0
4.0
4.0
4.0
1,050
4.0
4.0
4.0
4.0
4.0
1,080
4.1
4.1
4.1
4.1
4.1
1,110
4.1
4.1
4.1
4.1
4.1
1,140
4.1
4.1
4.1
4.1
4.2
1,170
4.2
4.2
4.2
4.2
4.2
1,200
4.2
4.2
4.2
4.2
4.2
1,230
4.2
4.2
4.2
4.2
4.2
1,260
4.2
4.3
4.3
4.3
4.3
1,290
4.3
4.3
4.3
4.3
4.3
1,320
4.3
4.3
4.3
4.3
4.3
1,350
4.3
4.3
4.3
4.3
4.3
1,380
4.4
4.4
4.4
4.4
4.4
1,410
4.4
4.4
4.4
4.4
4.4
1,440
4.4
(N/A)
(N/A)
(N/A)
(N/A)
10-year
Label
10-year
End Time
1,440 min
Return Event
10 years
Depth
5.1 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition
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Time
(min)
WickerPark.ppc
6/14/2021
Storm Data Detailed Report: Concord
10-year
Depth Depth Depth Depth
(in) (in) (in) (in)
0
0.0
0.0
0.0
30
0.0
0.0
0.0
60
0.1
0.1
0.1
90
0.1
0.1
0.1
120
0.1
0.1
0.1
150
0.1
0.1
0.2
180
0.2
0.2
0.2
210
0.2
0.2
0.2
240
0.2
0.3
0.3
270
0.3
0.3
0.3
300
0.3
0.3
0.3
330
0.4
0.4
0.4
360
0.4
0.4
0.4
390
0.5
0.5
0.5
420
0.5
0.5
0.5
450
0.6
0.6
0.6
480
0.6
0.6
0.6
510
0.7
0.7
0.7
540
0.7
0.8
0.8
570
0.8
0.8
0.9
600
0.9
0.9
1.0
630
1.0
1.1
1.1
660
1.2
1.2
1.3
690
1.4
1.6
1.8
720
3.4
3.5
3.6
750
3.7
3.8
3.8
780
3.9
4.0
4.0
810
4.1
4.1
4.1
840
4.2
4.2
4.2
870
4.3
4.3
4.3
900
4.4
4.4
4.4
930
4.4
4.4
4.5
960
4.5
4.5
4.5
990
4.5
4.6
4.6
1,020
4.6
4.6
4.6
1,050
4.6
4.7
4.7
1,080
4.7
4.7
4.7
1,110
4.7
4.7
4.8
1,140
4.8
4.8
4.8
1,170
4.8
4.8
4.8
1,200
4.9
4.9
4.9
1,230
4.9
4.9
4.9
1,260
4.9
4.9
4.9
1,290
5.0
5.0
5.0
1,320
5.0
5.0
5.0
1,350
5.0
5.0
5.0
1,380
5.0
5.0
5.1
Bentley Systems, Inc. Haestad
Methods Solution
Center
27 Siemon Company Drive
Suite 200 W
Watertown, CT 06795 USA +
1 -203-755-1666
Depth
(in)
0.0 0.0
0.0 0.0
0.1 0.1
0.1 0.1
0.1 0.1
0.2 0.2
0.2 0.2
0.2 0.2
0.3 0.3
0.3 0.3
0.3 0.4
0.4 0.4
0.4 0.4
0.5 0.5
0.5 0.5
0.6 0.6
0.6 0.7
0.7 0.7
0.8 0.8
0.9 0.9
1.0 1.0
1.1 1.2
1.3 1.4
2.2 2.9
3.6 3.7
3.9 3.9
4.0 4.1
4.1 4.2
4.2 4.3
4.3 4.3
4.4 4.4
4.5 4.5
4.5 4.5
4.6 4.6
4.6 4.6
4.7 4.7
4.7 4.7
4.8 4.8
4.8 4.8
4.8 4.8
4.9 4.9
4.9 4.9
4.9 4.9
5.0 5.0
5.0 5.0
5.0 5.0
5.1 5.1
Pond Pack CONNECT Edition
[10.02.00.01]
Page 5 of 10

Storm Data Detailed Report: Concord
10-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
1,410
5.1
5.1 5.1
5.1
5.1
1,440
5.1
(N/A) (N/A)
(N/A)
(N/A)
25-year
Label
25-year
End Time
1,440 min
Return Event
25 years
Depth
6.0 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
25-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0
0.0
0.0 0.0
0.0
0.0
30
0.0
0.0 0.0
0.0
0.1
60
0.1
0.1 0.1
0.1
0.1
90
0.1
0.1 0.1
0.1
0.1
120
0.1
0.1 0.1
0.2
0.2
150
0.2
0.2 0.2
0.2
0.2
180
0.2
0.2 0.2
0.2
0.2
210
0.2
0.3 0.3
0.3
0.3
240
0.3
0.3 0.3
0.3
0.3
270
0.3
0.3 0.3
0.4
0.4
300
0.4
0.4 0.4
0.4
0.4
330
0.4
0.4 0.4
0.5
0.5
360
0.5
0.5 0.5
0.5
0.5
390
0.5
0.5 0.6
0.6
0.6
420
0.6
0.6 0.6
0.6
0.6
450
0.7
0.7 0.7
0.7
0.7
480
0.7
0.7 0.7
0.8
0.8
510
0.8
0.8 0.8
0.8
0.9
540
0.9
0.9 0.9
0.9
1.0
570
1.0
1.0 1.0
1.0
1.1
600
1.1
1.1 1.1
1.2
1.2
630
1.2
1.3 1.3
1.3
1.4
660
1.4
1.5 1.5
1.6
1.6
690
1.7
1.8 2.1
2.6
3.4
720
4.0
4.1 4.2
4.3
4.4
750
4.4
4.5 4.5
4.6
4.6
780
4.6
4.7 4.7
4.7
4.8
810
4.8
4.8 4.8
4.9
4.9
840
4.9
4.9 5.0
5.0
5.0
870
5.0
5.0 5.1
5.1
5.1
900
5.1
5.1 5.2
5.2
5.2
930
5.2
5.2 5.2
5.3
5.3
960
5.3
5.3 5.3
5.3
5.3
990
5.3
5.4 5.4
5.4
5.4
Bentley Systems, Inc. Haestad Methods Solution
PondPack CONNECT Edition
W ickerPark. ppc
Center
[10.02.00.01]
6/14/2021
27 Siemon Company Drive Suite 200 W
Page 6 of 10
Watertown, CT 06795 USA + 1 -203-755-1666

Storm Data Detailed Report: Concord
25-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
1,020
5.4
5.4 5.4
5.4
5.5
1,050
5.5
5.5 5.5
5.5
5.5
1,080
5.5
5.5 5.5
5.6
5.6
1,110
5.6
5.6 5.6
5.6
5.6
1,140
5.6
5.6 5.6
5.7
5.7
1,170
5.7
5.7 5.7
5.7
5.7
1,200
5.7
5.7 5.7
5.7
5.7
1,230
5.8
5.8 5.8
5.8
5.8
1,260
5.8
5.8 5.8
5.8
5.8
1,290
5.8
5.8 5.8
5.8
5.9
1,320
5.9
5.9 5.9
5.9
5.9
1,350
5.9
5.9 5.9
5.9
5.9
1,380
5.9
5.9 5.9
6.0
6.0
1,410
6.0
6.0 6.0
6.0
6.0
1,440
6.0
(N/A) (N/A)
(N/A)
(N/A)
50-year
Label
50-year
End Time
1,440 min
Return Event
50 years
Depth
6.8 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
50-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0
0.0
0.0 0.0
0.0
0.0
30
0.0
0.0 0.0
0.1
0.1
60
0.1
0.1 0.1
0.1
0.1
90
0.1
0.1 0.1
0.1
0.1
120
0.1
0.2 0.2
0.2
0.2
150
0.2
0.2 0.2
0.2
0.2
180
0.2
0.2 0.3
0.3
0.3
210
0.3
0.3 0.3
0.3
0.3
240
0.3
0.3 0.3
0.4
0.4
270
0.4
0.4 0.4
0.4
0.4
300
0.4
0.4 0.5
0.5
0.5
330
0.5
0.5 0.5
0.5
0.5
360
0.5
0.6 0.6
0.6
0.6
390
0.6
0.6 0.6
0.6
0.7
420
0.7
0.7 0.7
0.7
0.7
450
0.7
0.8 0.8
0.8
0.8
480
0.8
0.8 0.8
0.9
0.9
510
0.9
0.9 0.9
1.0
1.0
540
1.0
1.0 1.0
1.1
1.1
570
1.1
1.1 1.2
1.2
1.2
600
1.2
1.3 1.3
1.3
1.4
Bentley Systems, Inc. Haestad Methods Solution
PondPack CONNECT Edition
W ickerPark. ppc
Center
[10.02.00.01]
6/14/2021
27 Siemon Company Drive Suite 200 W
Page 7 of 10
Watertown, CT 06795 USA + 1 -203-755-1666

Storm Data Detailed Report: Concord
50-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
630
1.4
1.4 1.5
1.5
1.6
660
1.6
1.7 1.7
1.8
1.8
690
1.9
2.1 2.4
2.9
3.9
720
4.5
4.6 4.8
4.8
4.9
750
5.0
5.1 5.1
5.2
5.2
780
5.2
5.3 5.3
5.4
5.4
810
5.4
5.5 5.5
5.5
5.6
840
5.6
5.6 5.6
5.6
5.7
870
5.7
5.7 5.7
5.8
5.8
900
5.8
5.8 5.8
5.9
5.9
930
5.9
5.9 5.9
6.0
6.0
960
6.0
6.0 6.0
6.0
6.0
990
6.1
6.1 6.1
6.1
6.1
1,020
6.1
6.1 6.2
6.2
6.2
1,050
6.2
6.2 6.2
6.2
6.3
1,080
6.3
6.3 6.3
6.3
6.3
1,110
6.3
6.3 6.3
6.4
6.4
1,140
6.4
6.4 6.4
6.4
6.4
1,170
6.4
6.4 6.4
6.5
6.5
1,200
6.5
6.5 6.5
6.5
6.5
1,230
6.5
6.5 6.5
6.5
6.6
1,260
6.6
6.6 6.6
6.6
6.6
1,290
6.6
6.6 6.6
6.6
6.6
1,320
6.6
6.7 6.7
6.7
6.7
1,350
6.7
6.7 6.7
6.7
6.7
1,380
6.7
6.7 6.7
6.7
6.8
1,410
6.8
6.8 6.8
6.8
6.8
1,440
6.8
(N/A) (N/A)
(N/A)
(N/A)
100-year
Label
100-year
End Time
1,440 min
Return Event
100 years
Depth
7.6 in
Start Time
0 min
Storm Event Depth Type
Cumulative
Increment
6 min
100-year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0
0.0
0.0 0.0
0.0
0.0
30
0.0
0.0 0.1
0.1
0.1
60
0.1
0.1 0.1
0.1
0.1
90
0.1
0.1 0.1
0.1
0.2
120
0.2
0.2 0.2
0.2
0.2
150
0.2
0.2 0.2
0.2
0.3
180
0.3
0.3 0.3
0.3
0.3
210
0.3
0.3 0.3
0.3
0.4
Bentley Systems, Inc. Haestad Methods Solution
PondPack CONNECT Edition
W ickerPark. ppc
Center
[10.02.00.01]
6/14/2021
27 Siemon Company Drive Suite 200 W
Page 8 of 10
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Time
(min)
240
270
300
330
360
390
420
450
480
510
540
570
600
630
660
690
720
750
780
810
840
870
900
930
960
990
1,020
1,050
1,080
1,110
1,140
1,170
1,200
1,230
1,260
1,290
1,320
1,350
1,380
1,410
1,440
Storm Data Detailed Report: Concord
100-year
Depth
Depth
Depth
Depth
(in)
(in)
(in)
(in)
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.5
0.5
0.5
0.5
0.5
0.5
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.7
0.7
0.7
0.7
0.8
0.8
0.8
0.8
0.8
0.8
0.9
0.9
0.9
0.9
0.9
1.0
1.0
1.0
1.0
1.1
1.1
1.1
1.2
1.2
1.2
1.3
1.3
1.3
1.4
1.4
1.4
1.5
1.6
1.6
1.6
1.7
1.8
1.8
1.9
2.0
2.2
2.3
2.7
3.3
5.0
5.2
5.3
5.4
5.6
5.7
5.7
5.8
5.9
5.9
6.0
6.0
6.1
6.1
6.1
6.2
6.2
6.3
6.3
6.3
6.4
6.4
6.4
6.4
6.5
6.5
6.5
6.6
6.6
6.6
6.6
6.7
6.7
6.7
6.7
6.7
6.8
6.8
6.8
6.8
6.9
6.9
6.9
6.9
6.9
6.9
7.0
7.0
7.0
7.0
7.0
7.0
7.1
7.1
7.1
7.1
7.1
7.1
7.2
7.2
7.2
7.2
7.2
7.2
7.2
7.2
7.3
7.3
7.3
7.3
7.3
7.3
7.3
7.3
7.4
7.4
7.4
7.4
7.4
7.4
7.4
7.4
7.4
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.6
7.6
7.6
7.6
7.6
(N/A)
(N/A)
(N/A)
Depth
(in)
0.4
0.5
0.5
0.6
0.7
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.5
1.7
2.1
4.3
5.5
5.8
6.0
6.2
6.3
6.5
6.6
6.7
6.8
6.8
6.9
7.0
7.1
7.1
7.2
7.2
7.3
7.3
7.4
7.4
7.5
7.5
7.5
7.6
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Pond Pack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
6/14/2021 27 Siemon Company Drive Suite 200 W Page 9 of 10
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8.8
7.5
6.3
c 5.0
a
p 3.8
2.5
1.3
0.0
Storm Data Detailed Report: Concord
0 144 288 432 576 720 864 1,008 1,152 1,296 1,440
Time (min)
100-year 50-year 25-year 10-year 5-year
2-year 1-year
Bentley Systems, Inc. Haestad Methods Solution Pond Pack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
6/14/2021 27 Siemon Company Drive Suite 200 W Page 10 of 10
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POST -DEVELOPMENT HYDROLOGIC
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IMPERVIOUS AREA
\\\\,
WOODED AREA If
l l \ \ \\ \\ _\.. ..\/'`
LOW DENSITY \ ) 1 \ ` \ , I / ) r - -- /� / /- a I I I l I /- rj
\ 1 \ f\ \ \\ - r r I / � I f '� _-,,,•;ti j,�/--1 I II I I / \ I/
CURB OUTLET SWALE-3 `` ` ``� \ 3`f / \ \ ) /r 1 ' _ -` - -Lz�\\ ` `� -_ "\ l I I l ( )
I II l I
l \ \\�� AREA=0.46 AC ) ; 1 ] \ \ �\`�`\ \�.-/ / r r�/ /,�/ir J (1 /•'i// /� ` •,` \`/ J TOTAL OFF -SITE AREA = 0.29 AC
SURFACE WATERS / _ / I _ 1
\\\\ \ ` \\�\ / / JJ /)�/rr' / `' ' \ `l \` ASSUME 100% IMPERVIOUS COVERAGE Iit
II ) 1 I 1
73849 SF (±1.70)
1 r l ( \_ PROPERTY ` \ J y� �,,�, Ij e I I u \ 1
LOW DENSITY I 1) ) �- �� -\`� '�`�'x .�\\ `r `-I'V� STC►�� D_
==1 CURB OUTLET SWALE-4 BOUNDARY AREA / /'rr 2/-/`
AREA=1.00 AC 67.62
(RIGHT OF WAY WIDTH UNKNOWN)
/ 1 )) 1 J \ \ t \ \\ 1 /�»� \ \\^ » \\ �'/ `_/ i \ \ \\ \ \ \ l
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`� �" /' \ I / I f 1 l 11 l q:: ::::::::::::::.:::::::::::...: :::.
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\ \ Jl[lRISDICTIC} \ r / I\I l
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\ SUB 3 to SCM
O f AREA = 6.33 AC - -
fi ) Y / • _ - LOW DENSITY
AREA = 23.60 AC ,\ \, -=,�`
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Tc ASSUMED 5 MIN. \ /` r �_ �.\
Tc ASSUMED = 5 MIN. / i--� , , I ( I I \ t ) (/ / r = '// \'--� - \ - �11 \\\l\ :\\` \ 2 r _ �;�=� _-_\=
CURB OUTLET SWALE-2
l I /^ram 1 / \ \\\ } \ \ !
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IIr rI ✓ / IIII ' IIIII/ r J II ) / /t I 'titI \ -1
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I a I (� ) 1 S \ \� ✓i� yll CURB OUTLET SWALE-1
'` I ) _ /// r ' , , / r ( ) J l((I I/l / / i ) I \ \� l \\ \\ r r /\/ (J✓-\ / )ll1 ( /
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-
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=-= � �-=��-s=�-_--- ��P3# -�-- -==cam === __�---=��✓ r /---_-•1r I /- I // `\I1 f -' )f --y)I rr' `�\\\�\\\ l � \ / J I I k i - ___ __�\\\\- \ \� \ \`\�\ /(I PROPERTY
\\
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> rr J PIN 525567666 0 /111 /--, I� \�II +I r \ II)I 1 p IN (hl_ / -\ \\`\\\\ \\\1 t _=�.�\\\ \\\ \\\\�11 1 Il , I ,// 9� s, P :�,))l I, \ r / 1 , !1\ BOUNDARYAREA t '✓, \ J
\) iI ) Q ) 111 ) r ) l l ( \vt III 1^ 1-\ I I j (Vfl III) III �` IJI-� \ �\ ) I)I I] < \\�� �\\ J i I + I _ - \\ \\\ll \\ \ \ \\\ `l 1 ] % \ 1_ / ) ✓}ll // " J� IvNLI�PE��((IOLL\\\.�\
\ I/ \� I_ J / - III \ ,��, IL\_` \l \Jll{/� '\_��e_ \�� ��`\'' �..L1 J 1 l I -`✓ �� �\\\ y`--\ \�\ \� \1\�`\\ 1\ i� �1\ s\ \\\ i R�ry� S5 55r6 > 60)(?A6 4� `� - f /f/>li�!/� / `' �\ \`_c = � t
1� \ \ \ > > �\ \ C ` > I 585 9790000 \ \
\ I_ >� c� 6L_ I _ I ][[ \_ I _t �1 J / 67.62 AC \ N
TOTAL OFF SITE AREA = 0.39 AC --� \\ \ ` \ \ \\ `\ \ �\ \ \\\ `\ \ \ `\ `\ \\\\ 1 \ \ \ ■ _
\ \ \ \ \ \ \ 1 I I)) ASSUME 100% IMPERVIOUS COVERAGE
ROIUSEII COOA� DI
\ 1 I If
\ \\ \ \ \ \ ' / _ \ � J I GRAPHIC SCALE
1 I I �' - \ / 0 50 100 200
\ \ \ \\ \ \ \ \ \ \ \ \ \ 1 \ \ \ \ C D R\kAL� FJAR ( ( I � \ \ \ \ � \ \ \ ` \ \ \ \ \ \ 1 1 I I � I / / / / / / _ � � � � � J
-��---L 0 EOWNERS
i\1S 0 IAPIOM I�JC�
\ \ \ \ \ \ \ J J \ \ \ \ \ \ \ \ \ \v\ \ \ 1 ) I y _
S as - \ �- \ \ \ \ \ \ \ \ P \PG\ 3 ) - .� _ \ \ \ \ \ \ \ \ \ \ \ \� / y\ 1 inch = 100 ft.
\ \ \ \~ \ \ \ \ \ \ �IN 5 2 6b666OC+01 1 I \ \ \ \ \ \ \ \ _v� /
\\ \ \ \ \ \ \ \ \ \ \ \ \ FINA.L/DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
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
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
PulteGroup
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REVISIONS
N0. DATE
1 09. 07. 2021 REVS PER AJHA 1ST REVIEWS
2 09. 17.2021 REVS PER 1ST NCDOT REVIEW
3 10. 15. 2021 REVS PER 2ND NCDOT REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184- Post. dwg
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=100'
DATE
06. 08. 2021
SHEET
POST DEVELOPMENT
HYDROLOGY MAP
C961
2

'J WADAMs
POST DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Wicker Park
Project Numbei 2021210184
INPUT SUMMARY
Date: 10/15/2021
Calculated By: S. WOODARD,
Onsite Area [acres] Offsite Area [acres] I Total Area
Subbasin ID Impervious Open Wooded Pond Total Impervious Open Wooded Pond 2-ac Lots Total [acresl I SCS CN I Tc [mini
Bypass
1 4.60
22.75
0.00
1.70
29.05
0.00
0.00
0.00
0.00
-
0.00
29.05
74
0.00
1-To SCM A
3.37
5.12
0.00
0.20
8.69
1.48
0.00
0.00
0.00
-
1.48
10.17
82
5.00
2-To SCM B
1 3.07
1 3.08
1 0.00
1 0.19
1 6.33
0.00
0.00
0.00
0.00
-
0.00
1 6.33
83
1 5.00
3-To SCM C
1 9.85
1 11.87
1 0.91
1 0.58
1 23.21
0.39
0.00
0.00
0.00
-
0.39
1 23.60
81
1 5.00
[ Totals 1 2U.yU [ 42.61 1 U.y1 [ 2.bb I ti/.zti [ 1.61 1 U.UU [ U.UU I U.UU [ U.UU I Ui/ [ tis.15

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Wicker Park Date: 10/15/2021
Project Number 2021210184 Calculated By: S. WOODARD, PE
Subbasin ID: 1-To SCM A
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSt; Imnaniiniic Conan \A/nnrlarl Pnnd
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG'A'=MO%
HSG'B'=
HSG'C'=
HSG'D'=
Cover Composite
Cnnrlitinn RCR CN Cnmmantc
Impervious
98
Open
67
Assume good condition
Wooded
62
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Composite Area Area
Cnntrihi Jinn AraA SCS CN rcfl racracl Cnmmantc
Onsite Impervious
98
146,987
3.37
Onsite Open
67
222,857
5.12
Assume good condition
Onsite Wooded
62
0
0.00
Assume good condition
Onsite Pond
100
8,509
0.20
Offsite Impervious
98
64,469
1.48
Offsite Open
67
0
0.00
Assume good condition
Offsite Wooded
62
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area
= 442,822
sf
= 10.17
acres
Composite SCS CN
= 82
% Impervious =
47.75%
TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes
IMPERVIOUS AREA DELINEATION
On -Site Buildings/Lots (so
68,440.00 total on -site BUA allocated to the individual lots that is located within the drainage area (not communal bldgs)
On -Site Streets (so
34,410.85 total on -site BUA associated with roadways that is located within the drainage area
On -Site Parking (so
1,865.42 total on -site BUA assoicated with the portions of the driveways that are not located on individual lots and parking for c
On -Site Sidewalks (so
10,093.93 total on -site BUA associated with sidewalks that are not located on the individual lots that is located within the drainag
Other On -Site (ft)
11,267.46 total on -site BUA that does not fall into the categories above (amenity area)
Future (so
20,909.17 total on -site future BUA that is located within the drainage area
Off -Site (so
64,469.00 total off -site BUA that is located within the drainage area
Existing BUA (so
0.00 total existing on -site BUA that will remain in post -construction conditions that is located within the drainage area
Total 211, 455.83

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Wicker Park Date: 10/15/2021
Project Number 2021210184 Calculated By: S. WOODARD, PE
Subbasin ID: 2-To SCM B
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSt; Imnaniiniic Conan \A/nnrlarl Pnnd
A
98
39
30
100
B
98
61
1 55
100
C
98
74
70
100
D
98
80
77
100
HSG'A'=MO%
HSG'B'=
HSG'C'=
HSG'D'=
Cover Composite
Cnnrlitinn RCR CN Cnmmantc
Impervious
98
Open
68
Assume good condition
Wooded
63
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Composite Area Area
Cnntrihi Jinn AraA SCS CN rcfl racracl Cnmmantc
Onsite Impervious
98
133,828
3.07
Onsite Open
68
134,002
3.08
Assume good condition
Onsite Wooded
63
0
0.00
Assume good condition
Onsite Pond
100
8,087
0.19
Offsite Impervious
98
0
0.00
Offsite Open
68
0
0.00
Assume good condition
Offsite Wooded
63
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area
= 275,917
sf
= 6.33
acres
Composite SCS CN
= 83
% Impervious =
48.50%
TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes
IMPERVIOUS AREA DELINEATION
On -Site Buildings/Lots (so
84,680.00 total on -site BUA allocated to the individual lots that is located within the drainage area (not communal bldgs)
On -Site Streets (so
33,870.59 total on -site BUA associated with roadways that is located within the drainage area
On -Site Parking (so
3,282.71 total on -site BUA assoicated with the portions of the driveways that are not located on individual lots and parking for c
On -Site Sidewalks (so
11,995.08 total on -site BUA associated with sidewalks that are not located on the individual lots that is located within the drainag
Other On -Site (ft)
0.00 total on -site BUA that does not fall into the categories above (amenity area)
Future (so
0.00 total on -site future BUA that is located within the drainage area
Off -Site (so
0.00 total off -site BUA that is located within the drainage area
Existing BUA (so
0.00 total existing on -site BUA that will remain in post -construction conditions that is located within the drainage area
Total 133, 828.38

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Wicker Park Date: 10/15/2021
Project Number 2021210184 Calculated By: S. WOODARD, PE
Subbasin ID: 3-To SCM C
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSt; Imnaniiniic Conan \A/nnrlarl Pnnd
A
98
39
30
1 100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG'A'=MO%
HSG'B'=
HSG'C'=
HSG'D'=
Cover Composite
Cnnrlitinn RCR CN Cnmmantc
Impervious
98
Open
67
Assume good condition
Wooded
61
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Composite Area Area
Cnntrihi Jinn AraA SCS CN rcfl racracl Cnmmantc
Onsite Impervious
98
429,019
9.85
Onsite Open
67
517,264
11.87
Assume good condition
Onsite Wooded
61
39,673
0.91
Assume good condition
Onsite Pond
100
25,206
0.58
Offsite Impervious
98
16,854
0.39
Offsite Open
67
0
0.00
Assume good condition
Offsite Wooded
61
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area
= 1,028,016
sf
= 23.60
acres
Composite SCS CN
= 81
% Impervious =
43.37%
TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes
IMPERVIOUS AREA DELINEATION
On -Site Buildings/Lots (so
296,960.00 total on -site BUA allocated to the individual lots that is located within the drainage area (not communal bldgs)
On -Site Streets (so
91,679.91 total on -site BUA associated with roadways that is located within the drainage area
On -Site Parking (so
8,863.10 total on -site BUA assoicated with the portions of the driveways that are not located on individual lots and parking for c
On -Site Sidewalks (so
31,515.51 total on -site BUA associated with sidewalks that are not located on the individual lots that is located within the drainag
Other On -Site (ft)
0.00 total on -site BUA that does not fall into the categories above (amenity area)
Future (so
0.00 total on -site future BUA that is located within the drainage area
Off -Site (so
16,854.00 total off -site BUA that is located within the drainage area
Existing BUA (so
0.00 total existing on -site BUA that will remain in post -construction conditions that is located within the drainage area
Total 445, 872.52

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Wicker Park Date: 10/15/2021
Project Number 2021210184 Calculated By: S. WOODARD, PE
Subbasin ID: Bypass - Unanalyzed
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSt; Imnaniiniic Conan \A/nnrlarl Pnnd
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG'A'=MO%
HSG'B'=
HSG'C'=
HSG'D'=
Cover Composite
Cnnrlitinn RCR CN Cnmmantc
Impervious
98
Open
67
Assume good condition
Wooded
62
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Composite Area Area
Cnntrihi Jinn AraA RCS CN rcfl racracl Cnmmantc
Onsite Impervious
98
200,517
4.60
Onsite Open
67
990,789
22.75
Assume good condition
Onsite Wooded
62
0
0.00
Assume good condition
Onsite Pond
100
74,052
1.70
Offsite Impervious
98
0
0.00
Offsite Open
67
0
0.00
Assume good condition
Offsite Wooded
62
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area
= 1,265,358
sf
= 29.05
acres
Composite SCS CN
= 74
% Impervious =
15.85%
TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes
IMPERVIOUS AREA DELINEATION
On -Site Buildings/Lots (so
134,560.00 total on -site BUA allocated to the individual lots that is located within the drainage area (not communal bldgs)
On -Site Streets (so
31,198.71 total on -site BUA associated with roadways that is located within the drainage area
On -Site Parking (so
282.10 total on -site BUA assoicated with the portions of the driveways that are not located on individual lots and parking for c
On -Site Sidewalks (so
12,838.65 total on -site BUA associated with sidewalks that are not located on the individual lots that is located within the drainag
Other On -Site (ft)
0.00 total on -site BUA that does not fall into the categories above (amenity area)
Future (so
21,637.65 total on -site future BUA that is located within the drainage area
Off -Site (so
0.00 total off -site BUA that is located within the drainage area
Existing BUA (so
0.00 total existing on -site BUA that will remain in post -construction conditions that is located within the drainage area
Total 200, 517.11

'J 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
Post -Development 1
1
1.100
717
19.92
yr
Sub 1
Post -Development 10
10
2.681
714
48.69
yr
Sub 1
Post -Development 25
25
3.374
714
61.06
yr
Sub 1
Post -Development 50
50
4.002
714
72.11
yr
Sub 1
Post -Development
100
4.638
714
83.18
100 yr
Sub 2
Post -Development 1
1
0.720
717
13.03
yr
Sub 2
Post -Development 10
10
1.721
714
31.22
yr
Sub 2
Post -Development 25
25
2.157
714
38.95
yr
Sub 2
Post -Development 50
50
2.552
714
45.85
yr
Sub 2
Post -Development
100
2.951
714
52.75
100 yr
Sub 3
Post -Development 1
1
2.554
717
46.25
yr
Sub 3
Post -Development 10
10
6.225
714
113.03
yr
Sub 3
Post -Development 25
25
7.833
714
141.74
yr
Sub 3
Post -Development 50
50
9.291
714
167.41
yr
Sub 3
Post -Development
100
10.768
714
193.11
100 yr
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
POA-1
Post -Development 1
1
0.317
1,008
0.47
yr
POA-1
Post -Development 10
10
1.873
726
13.75
yr
POA-1
Post -Development 25
25
2.555
723
39.74
yr
POA-1
Post -Development 50
50
3.174
720
56.33
yr
Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
10/15/2021 27 Siemon Company Drive Suite 200 W Watertown, Page 1 of 4
CT 06795 USA + 1 -203-755-1666

'J MCADAMS
Subsection: Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3/s)
(years)
(ac-ft)
POA-1
Post -Development
100
3.802
720
70.35
100 yr
POA-2
Post -Development 1
1
0.117
1,440
0.12
yr
POA-2
Post -Development 10
10
1.070
732
4.89
yr
POA-2
Post -Development 25
25
1.501
723
21.59
yr
POA-2
Post -Development 50
50
1.892
720
32.93
yr
POA-2
Post -Development
100
2.286
720
44.29
100 yr
POA-3
Post -Development 1
1
1.491
798
2.64
yr
POA-3
Post -Development 10
10
5.007
729
20.53
yr
POA-3
Post -Development 25
25
6.550
723
67.50
yr
POA-3
Post -Development 50
50
7.943
723
111.94
yr
POA-3
Post -Development
100
9.342
720
147.17
100 yr
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
SCM-A (IN)
Post-
1
1.100
717
19.92
(N/A)
(N/A)
Development
1 yr
SCM-A
Post-
1
0.317
1,008
0.47
660.68
0.801
(OUT)
Development
1 yr
SCM-A (IN)
Post-
10
2.681
714
48.69
(N/A)
(N/A)
Development
10 yr
SCM-A
Post-
10
1.873
726
13.75
662.05
1.307
(OUT)
Development
10 yr
SCM-A (IN)
Post-
25
3.374
714
61.06
(N/A)
(N/A)
Development
25 yr
Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
10/15/2021 27 Siemon Company Drive Suite 200 W Watertown, Page 2 of 4
CT 06795 USA + 1 -203-755-1666

'J MCADAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
SCM-A
Post-
25
2.555
723
39.74
662.38
1.441
(OUT)
Development
25 yr
SCM-A (IN)
Post-
50
4.002
714
72.11
(N/A)
(N/A)
Development
50 yr
SCM-A
Post-
50
3.174
720
56.33
662.58
1.525
(OUT)
Development
50 yr
SCM-A (IN)
Post-
100
4.638
714
83.18
(N/A)
(N/A)
Development
100 yr
SCM-A
Post-
100
3.802
720
70.35
662.75
1.593
(OUT)
Development
100 yr
SCM-B (IN)
Post-
1
0.720
717
13.03
(N/A)
(N/A)
Development
1 yr
SCM-B
Post-
1
0.117
1,440
0.12
612.39
0.603
(OUT)
Development
1 yr
SCM-B (IN)
Post-
10
1.721
714
31.22
(N/A)
(N/A)
Development
10 yr
SCM-13
Post-
10
1.070
732
4.89
613.34
0.897
(OUT)
Development
10 yr
SCM-B (IN)
Post-
25
2.157
714
38.95
(N/A)
(N/A)
Development
25 yr
SCM-13
Post-
25
1.501
723
21.59
613.69
1.013
(OUT)
Development
25 yr
SCM-B (IN)
Post-
50
2.552
714
45.85
(N/A)
(N/A)
Development
50 yr
SCM-13
Post-
50
1.892
720
32.93
613.83
1.061
(OUT)
Development
50 yr
SCM-B (IN)
Post-
100
2.951
714
52.75
(N/A)
(N/A)
Development
100 yr
SCM-13
Post-
100
2.286
720
44.29
613.97
1.109
(OUT)
Development
100 yr
Bentley Systems,
Inc. Haestad
Methods Solution
PondPack
CONNECT Edition
W ickerPark. ppc
Center
[10.02.00.01]
10/15/2021
27 Siemon Company
Drive Suite
200 W Watertown,
Page 3 of 4
CT
06795 USA + 1 -203-755-1666

'J MCADAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
SCM-C (IN)
Post-
1
2.554
717
46.25
(N/A)
(N/A)
Development
1 yr
SCM-C
Post-
1
1.491
798
2.64
603.99
1.400
(OUT)
Development
1 yr
SCM-C (IN)
Post-
10
6.225
714
113.03
(N/A)
(N/A)
Development
10 yr
SCM-C
Post-
10
5.007
729
20.53
606.05
3.139
(OUT)
Development
10 yr
SCM-C (IN)
Post-
25
7.833
714
141.74
(N/A)
(N/A)
Development
25 yr
SCM-C
Post-
25
6.550
723
67.50
606.50
3.558
(OUT)
Development
25 yr
SCM-C (IN)
Post-
50
9.291
714
167.41
(N/A)
(N/A)
Development
50 yr
SCM-C
Post-
50
7.943
723
111.94
606.76
3.811
(OUT)
Development
50 yr
SCM-C (IN)
Post-
100
10.768
714
193.11
(N/A)
(N/A)
Development
100 yr
SCM-C
Post-
100
9.342
720
147.17
606.97
4.015
(OUT)
Development
100 yr
Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
10/15/2021 27 Siemon Company Drive Suite 200 W Watertown, Page 4 of 4
CT 06795 USA + 1 -203-755-1666

DESIGN OF STORMWATER CONTROL
MEASURE A
WICKER PARK
Pulte - 2021210184

'J McADaMs
Project:
Wicker Park
Date: 6/26/2021
Project Number:
2021210184
Calculated By: SAB
Outlet Number:
EW-100
Outlet flowrate =
25.64
cfs
Pipe diameter =
36
inches
Number of pipes =
1
Pipe separation =
0
feet
Outlet Velocity =
6.52
ft/sec
F➢aure 8.06.b.1
25
Zan 7
20
U
15
Zone
d
10
5
one
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =0
Outlet pipe diameter 36 in. Length = 18.0 ft.
Outlet flowrate 25.6 cfs Width = 10.2 ft.
Outlet velocity 6.5 ft/sec Stone diameter = 6 in.
Material = Class B Thickness = 18 in.
Zone Material I Diameter I Thickness I Lenath i Width
1
Class A
3
12
4 x D(o)
3 x D(o)
2
Class 8
6
18
6 x D(o)
3 x D(o)
3
Class l
13
24
8 x D(o)
3 x D(o)
4
Class l
13
24
8 x D(o)
3 x D(o)
5
Class 11
23
36
10 x D(o)
3 x D(o)
6
Class 11
23
36
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full flow velocity

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Above NP 10/15/2021
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Contour
(feet)
Stage
(feet)
Contour
Area
_ (SF)
Average
Contour
Area
(SF) _
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S-S Fxn
(feet)
658.00
0.00
9,978
658.50
0.50
11,994
10986
5493
5493
0.51
659.00
1.00
12,660
12327
6164
11657
0.99
661.00
3.00
15,542
14101
28202
39859
2.91
663.00
5.00
18,813
17178
34355
74214
5.04
663.50
5.50
19,210
19012
9506
83719
5.60
KS = 11838
b = 1.1352

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Main Pool 10/15/2021
STAGE -STORAGE FUNCTION - MAIN POOL
L
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)
652.00
-1.00
2,947
Sediment Storage
653.00
0.00
3,468
654.00
1.00
4,019
3744
3744
3744
1.01
656.00
3.00
5,233
4626
9252
12996
2.92
657.50
4.50
1 6,191
5712
8568
21564
4.49
658.00
5.00
L 7,664
6928
3464
25027
5.10
*surface area
and volume
used for avg. depth calculation
30000
25000
Storage vs. Stage
y = 3704.4x1.1722
20000
R2 = 0.9985
LL
U
15000
R
O
vi 10000
5000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
KS = 3704
b = 1.1722

[PROJECT NAME]
STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER]
SSFxn Forebay 10/15/2021
STAGE -STORAGE FUNCTION - FOR€BAY
Incremental Accumulated Estimated
Average
Contour
Contour
Contour Contour Stage
Contour
Stage
Area
Area
Volume Volume w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF) _ (CF) (feet)
653.00
-1.00
390
Sediment Storage
654.00
0.00
456
656.00 2.00 912 684 1368 1368 2.00
657.50 3.50 1,336 1124 1686 3054 3.46
658.00 4.00 1,845 1591 795 3849 4.04
Storage vs. Stage
4500
4000
3500
Y = 490.1x1 4756
R2 = 0.998
a
3000
U
2500
w
rn
R
`o
2000
45
1500
1000
500
0
0.00
1.00 2.00 3.00 4.00 5.00
Stage (feet)
KS = 490.1
b = 1.4756

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] Volume Calculation 10/15/2021
25,027
cf
Volume of Main Pool below Normal Pool=
Volume of Forebay below Normal Pool=
3,849
cf
Total Volume Below Normal Pool =
28,877
cf
Total Volume Above Normal Pool=
83,719
cf
Total Volume of Facility =
112,596
cf
FORERAX PERCENTAGE OF PE&IANENT POOL VO
Per NCDEQ Minimum Design Criteria, the foreboy
volume should
equal
approximately 15-20% of the main pool volume.
Total Main Pool Volume = 25,027 cf
Provided Forebay Volume = 3,849 cf
Provided Forebay Volume % = 15%
=AGE DEPTH OF MA0
Main Pool Volume at Normal Pool =
25,027
cf
Main Pool Area at Normal Pool =
7,664
sf
Average Depth =
3.27
ft

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] Surface Area Calculation 10/15/2021
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
Total drainage area to pond = 10.17 acres
Total impervious area to pond = 4.85 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 = 10.17 acres @ 47.8% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of
= 3.27 feet (Calculated)
3.0
3.27
4.0
Lower Boundary=> 40.0 1.51
1.24
Site % impervious => 47.8 1.73
1.65
1.45
Upper Boundary => 50.0 1.79
1.51
Therefore, SA/DA required =
1.65
Surface area required for main pool at normal pool =
7,321
ft,
=
0.17
acres
Surface area provided for main pool at normal pool =
7,664
ft,

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] WQV Calculation 10/15/2021
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 = 10.17 acres
Impervious area = 4.85 acres
Percent impervious cover, I = 47.8 %
Rainfall, P = 1.00 inches
Calculated values:
RV= 0.48
WQV= 0.41 acre-ft
17704 cf.
ASSOCIATED DEPTH IN POND
WQv=
17704 cf.
Stage/Storage Data:
Ks =
11838
b =
1.135
Zo =
658.00
Volume in 1" rainfall =
17704 cf.
Calculated values:
Depth of WQv in Basin = 1.43 ft
17.11 inches
Elevation = 659.43 ft

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] WQV Drawdown Calculation 10/15/2021
DRAWDOWN ORIFICE DESIGN
D orifice =
# orifices =
Ks =
b=
Cd orifice =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
2 inch
1
11838
1.1352
0.60
658.00 feet
0 cf
658.00 feet
659.43 feet
WSEL
(feet)
Vol. Stored
(cf)
Orifice Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
659.43
17704
0.122
659.30
15969
0.116
0.119
1735
14623
659.18
14257
0.110
0.113
1713
15190
659.05
12568
0.103
0.107
1688
15849
658.93
10906
0.097
0.100
1662
16630
658.81
9274
0.089
0.093
1632
17576
658.68
7676
0.081
0.085
1598
18762
658.56
6116
0.072
0.077
1560
20316
658.44
4603
0.062
0.067
1513
22495
658.31
3148
0.050
0.056
1455
25923
658.19
1770
0.034
0.042
1377
32818
Drawdown Time = 2.32 days
By comparison, if calculated by the average head over the orifice
(assuming average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.447 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.022 sf
Q = 0.0703 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.92 days

T
RISER ANTI -FLOTATION CALCULATION
Project Name: Wicker Park
Project Number: 2021210184
Facility ID: Stormwater Control Measure A
INPUT DATA
Inside Length =
4.00
ft
Inside Width =
4.00
ft
Wall Thickness =
6.00
in
Standard Base Length =
5.00
ft
Standard Base Width =
5.00
ft
Standard Base Thickness =
6.00
in
Ift
Inside Height of Riser =
4.50
Concrete Unit Weight =
142.00
pcf
Outside Diameter of Barrel =
24.00
in
Drain Pipe (if present) =
0.00
in
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 = 40.500 cf
Standard Base of Riser =1 12.500 lef
Less Opening for Barrel = 1.571 cf
Less Opening for Drain Pipe =1 0.000 lef
Total Concrete Less Openings = 51.429 cf
Weight of Concrete =1 7,303 Ilbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete = 51.429 cf
Displacement by Open Air = 72.000 cf
Displacement by Trash Rack = 38.000 cf
Total Water Displaced = 161.429 cf
Weight of Water Displaced =1 10,073 Ilbs
Date: 6/14/2021
Calculated By: S. Woodard, PE
Unit weight of manhole concrete is 142 pcf per NC Products
Calculation for truncated square pyramid

AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor = 1.15
Add'I Weight for Bouyancy = 4,281 Ibs
Bouyant Weight of Concrete = 79.60 pcf
Bouyant Weight w/ SF = 69.22 1pef
Add'I Concrete to Add = 61.852 cf
Less Standard Base = 12.500 cf
New Base Design Required = 74.352 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length =
8.00 ft
AF Block Width =
8.00 ft
AF Block Thickness =
14.00 in
AF Block Provided =
74.667 cf
Total Concrete Present = 113.596 cf
Total Concrete Present =F 16,131 Ibs
Recommend 1.15 or higher

J MCADAMs
RIPRAP OUTLET PROTECTION
Project Name: Wicker Park
Project Number: 2021210184
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, Q10.—
13.75
cfs
Slope =
1.16
%
Pipe Diameter, Do—
24
in
=
2.00
feet
Number of pipes =
1
Pipe separation =
0.00
feet
Manning's n =1
0.013
Date: 10/15/2021
Calculated By: S. Woodard, PE
Fieure 5.06.b.1
25
20 Zone 6-_ Zone.?
u
15
-Zone 5--
10
� Zone 4
5 _ Zone 3
Zone 1
Zone 2-
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (it)
Zone from graph above = 2
Outlet pipe diameter =
24
in
Outlet flowrate =
13.75
cfs
Outlet velocity =
8.00
ft/sec
Material =
Class B
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 =
12.00 ft
Width =
6.00 ft
Stone diameter =
6.00 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

'J MCADAM
Subsection: Elevation -Area Volume Curve
Label: SCM-A
Scenario: Post -Development 1 yr
Return Event: 1 years
Storm Event: 1-year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (Al*A2) (ac-ft) (ac-ft)
(ftz)
658.00
0.0
9,978
0
0.000
0.000
658.50
0.0
11,994
32,912
0.126
0.126
659.00
0.0
12,660
36,977
0.141
0.267
661.00
0.0
15,542
42,229
0.646
0.914
663.00
0.0
18,813
51,454
0.787
1.701
663.50
0.0
19,210
57,033
0.218
1.919
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM A Riser
Scenario: Post -Development 1 yr
Return Event: 1 years
Storm Event: 1-year
Requested Pond Water Surface Elevations
Minimum (Headwater) 658.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 663.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Rectangular Weir
Weir
Forward
Culvert
660.60
663.50
Inlet Box
Riser
Forward
Culvert
662.00
663.50
Orifice -Circular
Siphon
Forward
Culvert
658.00
663.50
Culvert -Circular
Culvert
Forward
TW
657.50
663.50
Rectangular Weir
Espill
Forward
TW
662.00
663.50
Tailwater Settings
I Tailwater
I
I
I (N/A)
(N/A)
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM A Riser
Scenario: Post -Development 1 yr
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.00 in
Length
43.00 ft
Length (Computed Barrel)
43.00 ft
Slope (Computed)
0.012 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)
1.15
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 659.81 ft T1 Flow 15.55 ft3/s
T2 Elevation 660.10 ft T2 Flow 17.77 ft3/s
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM A Riser
Scenario: Post -Development 1 yr
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
662.00 ft
Orifice Area
16.0 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
658.00 ft
Orifice Diameter
2.00 in
Orifice Coefficient
0.60
Structure ID: Weir
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
660.60 ft
Weir Length
2.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Structure ID: Espill
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
662.00 ft
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, IDS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Return Event: 1 years
Storm Event: 1-year
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM A Riser
Scenario: Post -Development 1 yr
Convergence Tolerances
Tailwater Tolerance
0.01 ft
(Minimum)
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
Return Event: 1 years
Storm Event: 1-year
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'J MCADAM
Subsection: Composite Rating Curve
Label: SCM A Riser
Scenario: Post -Development 1 yr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
Return Event: 1 years
Storm Event: 1-year
658.00
0.00
(N/A)
0.00
658.50
0.07
(N/A)
0.00
659.00
0.10
(N/A)
0.00
659.50
0.12
(N/A)
0.00
660.00
0.14
(N/A)
0.00
660.50
0.16
(N/A)
0.00
660.60
0.17
(N/A)
0.00
661.00
1.70
(N/A)
0.00
661.50
5.30
(N/A)
0.00
662.00
10.11
(N/A)
0.00
662.50
49.13
(N/A)
0.00
663.00
92.16
(N/A)
0.00
663.50
1 144.26
1 (N/A)
0.00
brrucrures
(no Q:
Weir, Riser,Siphon,Culvert,
Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Weir,Siphon,Culvert (no
Q: Riser,Espill)
Weir,Siphon,Culvert (no
Q: Riser,Espill)
Weir,Siphon,Culvert (no
Q: Riser,Espill)
Weir, Riser,Siphon,Culvert,
Espill
Riser,Culvert,Espill (no
Q: Weir,Siphon)
Riser,Culvert,Espill (no
Q: Weir,Siphon)
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-A (IN)
Scenario: Post -Development 1 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
658.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1-year
Flow (Peak In) 19.92 ft3/s Time to Peak (Flow, In) 717 min
Flow (Peak Outlet) 0.47 ft3/s Time to Peak (Flow, Outlet) 1,008 min
Elevation (Water Surface,
660.68 ft
Peak)
Volume (Peak)
0.801 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
1.100 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
0.317 ac-ft
Outflow)
Volume (Retained)
0.782 ac-ft
Volume (Unrouted)
-0.001 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-A (IN)
Scenario: Post -Development 10 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
658.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: 10-year
Flow (Peak In) 48.69 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 13.75 ft3/s Time to Peak (Flow, Outlet) 726 min
Elevation (Water Surface,
662.05 ft
Peak)
Volume (Peak)
1.307 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
2.681 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
1.873 ac-ft
Outflow)
Volume (Retained)
0.806 ac-ft
Volume (Unrouted)
-0.003 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-A (IN)
Scenario: Post -Development 25 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
658.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 25 years
Storm Event: 25-year
Flow (Peak In) 61.06 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 39.74 ft3/s Time to Peak (Flow, Outlet) 723 min
Elevation (Water Surface,
662.38 ft
Peak)
Volume (Peak)
1.441 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
3.374 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
2.555 ac-ft
Outflow)
Volume (Retained)
0.815 ac-ft
Volume (Unrouted)
-0.003 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-A (IN)
Scenario: Post -Development 50 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
658.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 50 years
Storm Event: 50-year
Flow (Peak In) 72.11 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 56.33 ft3/s Time to Peak (Flow, Outlet) 720 min
Elevation (Water Surface,
662.58 ft
Peak)
Volume (Peak)
1.525 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
4.002 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
3.174 ac-ft
Outflow)
Volume (Retained)
0.824 ac-ft
Volume (Unrouted)
-0.004 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-A (IN)
Scenario: Post -Development 100 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
658.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100-year
Flow (Peak In) 83.18 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 70.35 ft3/s Time to Peak (Flow, Outlet) 720 min
Elevation (Water Surface,
662.75 ft
Peak)
Volume (Peak)
1.593 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
4.638 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
3.802 ac-ft
Outflow)
Volume (Retained)
0.833 ac-ft
Volume (Unrouted)
-0.004 ac-ft
Error (Mass Balance)
0.1 %
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DESIGN OF STORMWATER CONTROL
MEASURE B
WICKER PARK
Pulte - 2021210184

'J McADaMs
Project:
Wicker Park
Date: 8/26/2021
Project Number:
2021210184
Calculated By: SAB
Outlet Number:
EW-400
Outlet flowrate =
21.29
cfs
Pipe diameter =
30
inches
Number of pipes =
1
Pipe separation =
0
feet
Outlet Velocity =
6.28
ft/sec
F➢aure 8.06.b.1
25
Zan 7
20
U
15
Zone
d
10
5
one
0 -- I I E ---- --
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =0
Outlet pipe diameter 30 in. Length = 15.0 ft.
Outlet flowrate 21.3 cfs Width = 8.5 ft.
Outlet velocity 6.3 ft/sec Stone diameter = 6 in.
Material = Class B Thickness = 18 in.
Zone Material I Diameter I Thickness I Lenath i Width
1
Class A
3
12
4 x D(o)
3 x D(o)
2
Class 8
6
18
6 x D(o)
3 x D(o)
3
Class l
13
24
8 x D(o)
3 x D(o)
4
Class l
13
24
8 x D(o)
3 x D(o)
5
Class 11
23
36
10 x D(o)
3 x D(o)
6
Class 11
23
36
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full flow velocity

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Above NP 8/24/2021
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Contour
(feet)
Stage
(feet)
Contour
Area
_ (SF) _
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S-S Fxn
(feet)
610.00
0.00
8,087
610.50
0.50
10,204
9146
4573
4573
0.51
611.00
1.00
10,878
10541
5271
9843
0.99
613.00
3.00
13,684
12281
24562
34405
2.91
615.00
5.00
16,716
15200
30400
64805
5.04
615.50
5.50
17,523
17120
8560
73365
5.61
KS = 9996
b = 1.1562

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Main Pool 8/24/2021
STAGE -STORAGE FUNCTION - MAIN POOL
L
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)
603.00
-1.00
1,265
Sediment Storage
604.00
0.00
1,688
606.00
2.00
2,611
2150
4299
4299
2.02
607.00
3.00
3,112
2862
2862
7161
2.94
609.50
5.50
1 4,476
3794
9485
16646
5.47
610.00
6.00
L 5,866
5171
2586
19231
6.08
*surface area
and volume
used for avg. depth calculation
25000
20000
Storage vs. Stage
y = 1643x1 3633
R2 = 0.9991
U 15000
w
rn
0 10000
rn
5000
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
KS = 1643
b = 1.3633

[PROJECT NAME]
STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER]
SSFxn Forebay 8/24/2021
STAGE -STORAGE FUNCTION - FOR€BAY
Incremental Accumulated Estimated
Average
Contour
Contour
Contour Contour Stage
Contour
Stage
Area
Area
Volume Volume w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF) _ (CF) (feet)
605.00
-1.00
342
Sediment Storage
606.00
0.00
490
607.00 1.00 664 577 577 577 1.00
609.50 3.50 1,207 936 2339 2916 3.43
610.00 4.00 1,777 1492 746 3662 4.08
KS = 575.5
b = 1.3171

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] Volume Calculation 8/24/2021
Volume of Main Pool below Normal Pool=
19,231
cf
Volume of Forebay below Normal Pool=
3,662
cf
Total Volume Below Normal Pool =
22,893
cf
Total Volume Above Normal Pool=
73,365
cf
Total Volume of Facility =
96,258
cf
FORERAX PERCENTAGE OF PE&IANENT POOL VOLU
Per NCDEQ Minimum Design Criteria, the foreboy
volume should
equal
approximately 15-20% of the main pool volume.
Total Main Pool Volume = 19,231 cf
Provided Forebay Volume = 3,662 cf
Provided Forebay Volume % = 19%
=AGE DEPTH OF MA0
Main Pool Volume at Normal Pool =
19,231
cf
Main Pool Area at Normal Pool =
5,866
sf
Average Depth =
3.28
ft

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] Surface Area Calculation 8/24/2021
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
Total drainage area to pond = 6.33 acres
Total impervious area to pond = 2.98 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 = 6.33 acres @ 47.1% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of
= 3.28 feet (Calculated)
3.0
3.28
4.0
Lower Boundary=> 40.0 1.51
1.24
Site % impervious => 47.1 1.71
1.63
1.43
Upper Boundary => 50.0 1.79
1.51
Therefore, SA/DA required =
1.63
Surface area required for main pool at normal pool =
4,501
ft,
=
0.10
acres
Surface area provided for main pool at normal pool =
5,866
ft,

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] WQV Calculation 8/24/2021
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 = 6.33 acres
Impervious area = 2.98 acres
Percent impervious cover, I = 47.1 %
Rainfall, P = 1.00 inches
Calculated values:
RV= 0.47
WQV= 0.25 acre-ft
10894 cf.
ASSOCIATED DEPTH IN POND
WQv=
10894 cf.
Stage/Storage Data:
Ks =
9996
b =
1.156
Zo =
610.00
Volume in 1" rainfall =
10894 cf.
Calculated values:
Depth of WQv in Basin = 1.08 ft
12.93 inches
Elevation = 611.08 ft

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] WQV Drawdown Calculation 8/24/2021
DRAWDOWN ORIFICE DESIGN
D orifice =
# orifices =
Ks =
b=
Cd orifice =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
1.75 inch
1
9996
1.1562
0.60
610.00 feet
0 cf
610.00 feet
611.08 feet
WSEL
(feet)
Vol. Stored
(cf)
Orifice Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
611.08
10894
0.080
610.98
9814
0.077
0.079
1080
13749
610.89
8750
0.073
0.075
1064
14258
610.80
7703
0.068
0.071
1047
14850
610.71
6675
0.064
0.066
1028
15551
610.61
5667
0.059
0.061
1007
16401
610.52
4684
0.054
0.056
983
17467
610.43
3728
0.048
0.051
956
18866
610.33
2804
0.041
0.044
924
20836
610.24
1920
0.033
0.037
884
23959
610.15
1089
0.022
0.027
831
30381
Drawdown Time = 2.16 days
By comparison, if calculated by the average head over the orifice
(assuming average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.335 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.017 sf
Q = 0.0465 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.71 days

T
RISER ANTI -FLOTATION CALCULATION
Project Name: Wicker Park
Project Number: 2021210184
Facility ID: Stormwater Control Measure B
INPUT DATA
Inside Length =
4.00
ft
Inside Width =
4.00
ft
Wall Thickness =
6.00
in
Standard Base Length =
5.00
ft
Standard Base Width =
5.00
ft
Standard Base Thickness =
6.00
in
Ift
Inside Height of Riser =
4.00
Concrete Unit Weight =
142.00
pcf
Outside Diameter of Barrel =
24.00
in
Drain Pipe (if present) =
0.00
in
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 = 36.000 cf
Standard Base of Riser =1 12.500 lef
Less Opening for Barrel = 1.571 cf
Less Opening for Drain Pipe =1 0.000 lef
Total Concrete Less Openings = 46.929 cf
Weight of Concrete =1 6,664 Ilbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete = 46.929 cf
Displacement by Open Air = 64.000 cf
Displacement by Trash Rack = 38.000 cf
Total Water Displaced = 148.929 cf
Weight of Water Displaced =1 9,293 Ilbs
Date: 6/14/2021
Calculated By: S. Woodard, PE
Unit weight of manhole concrete is 142 pcf per NC Products
Calculation for truncated square pyramid

AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor = 1.15
Add'I Weight for Bouyancy = 4,023 Ibs
Bouyant Weight of Concrete = 79.60 pcf
Bouyant Weight w/ SF = 69.22 1pef
Add'I Concrete to Add = 58.124 cf
Less Standard Base = 12.500 cf
New Base Design Required = 70.624 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length =
8.00 ft
AF Block Width =
8.00 ft
AF Block Thickness =
14.00 in
AF Block Provided =
74.667 cf
Total Concrete Present = 109.096 cf
Total Concrete Present =F 15,492 Ibs
Recommend 1.15 or higher

TJMCADAMS
RIPRAP OUTLET PROTECTION
Project Name: Wicker Park
Project Number: 2021210184
Facility ID: SCM B
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, Q10.—
4.72
cfs
Slope =
1.09
%
Pipe Diameter, Do—
24
in
=
2.00
feet
Number of pipes =
1
Pipe separation =
0.00
feet
Manning's n =1
0.013
Date: 6/14/2021
Calculated By: S. Woodard, PE
Fieure 8.06.b.1
25
Zone 6-_ Zone. 7-
20 _..
15 `
-Zone 5--
° 10
5 : �--- I ---
Zone 3
Zone-1
Zone 2--
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above = 2
Outlet pipe diameter =
24
in
Outlet flowrate =
4.72
cfs
Outlet velocity =
5.88
ft/sec
Material =
Class B
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 =
12.00 ft
Width =
6.00 ft
Stone diameter =
6.00 in
lin
Thickness =
22.00
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

'J MCADAM
Subsection: Elevation -Area Volume Curve
Label: SCM-B
Scenario: Post -Development 1 yr
Return Event: 1 years
Storm Event: 1-year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (Al*A2) (ac-ft) (ac-ft)
(ftz)
610.00
0.0
8,087
0
0.000
0.000
610.50
0.0
10,204
27,375
0.105
0.105
611.00
0.0
10,878
31,618
0.121
0.226
613.00
0.0
13,684
36,763
0.563
0.788
615.00
0.0
16,716
45,524
0.697
1.485
615.50
0.0
17,523
51,354
0.196
1.682
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM B Riser
Scenario: Post -Development 1 yr
Return Event: 1 years
Storm Event: 1-year
Requested Pond Water Surface Elevations
Minimum (Headwater) 610.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 615.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Rectangular Weir
Weir
Forward
Culvert
612.50
615.50
Inlet Box
Riser
Forward
Culvert
613.50
615.50
Orifice -Circular
Siphon
Forward
Culvert
610.00
615.50
Culvert -Circular
Culvert
Forward
TW
609.50
615.50
Rectangular Weir
Espill
Forward
TW
613.50
615.50
Tailwater Settings
I Tailwater
I
I
I (N/A)
(N/A)
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM B Riser
Scenario: Post -Development 1 yr
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.00 in
Length
46.00 ft
Length (Computed Barrel)
46.00 ft
Slope (Computed)
0.011 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)
1.15
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 611.81 ft T1 Flow 15.55 ft3/s
T2 Elevation 612.10 ft T2 Flow 17.77 ft3/s
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM B Riser
Scenario: Post -Development 1 yr
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
613.50 ft
Orifice Area
16.0 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
610.00 ft
Orifice Diameter
1.75 in
Orifice Coefficient
0.60
Structure ID: Weir
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
612.50 ft
Weir Length
2.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Structure ID: Espill
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
613.50 ft
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, IDS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Return Event: 1 years
Storm Event: 1-year
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'J MCADAM
Subsection: Outlet Input Data
Label: SCM B Riser
Scenario: Post -Development 1 yr
Convergence Tolerances
Tailwater Tolerance
0.01 ft
(Minimum)
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
Return Event: 1 years
Storm Event: 1-year
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'J MCADAM
Subsection: Composite Rating Curve
Label: SCM B Riser
Scenario: Post -Development 1 yr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
Return Event: 1 years
Storm Event: 1-year
610.00
0.00
(N/A)
0.00
610.50
0.05
(N/A)
0.00
611.00
0.08
(N/A)
0.00
611.50
0.10
(N/A)
0.00
612.00
0.11
(N/A)
0.00
612.50
0.12
(N/A)
0.00
613.00
2.25
(N/A)
0.00
613.50
6.13
(N/A)
0.00
614.00
46.68
(N/A)
0.00
614.50
90.17
(N/A)
0.00
615.00
142.39
(N/A)
0.00
615.50
1 203.74
1 (N/A)
0.00
brrucrures
(no Q:
Weir, Riser,Siphon,Culvert,
Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Siphon,Culvert (no Q:
Weir, Riser,Espill)
Weir,Siphon,Culvert (no
Q: Riser,Espill)
Weir,Siphon,Culvert (no
Q: Riser,Espill)
Weir, Riser,Siphon,Culvert,
Espill
Riser,Culvert,Espill (no
Q: Weir,Siphon)
Riser,Culvert,Espill (no
Q: Weir,Siphon)
Riser,Culvert,Espill (no
Q: Weir,Siphon)
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-B (IN)
Scenario: Post -Development 1 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
610.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1-year
Flow (Peak In) 13.03 ft3/s Time to Peak (Flow, In) 717 min
Flow (Peak Outlet) 0.12 ft3/s Time to Peak (Flow, Outlet) 1,440 min
Elevation (Water Surface,
612.39 ft
Peak)
Volume (Peak)
0.603 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
0.720 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
0.117 ac-ft
Outflow)
Volume (Retained)
0.602 ac-ft
Volume (Unrouted)
-0.001 ac-ft
Error (Mass Balance)
0.2 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-B (IN)
Scenario: Post -Development 10 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
610.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: 10-year
Flow (Peak In) 31.22 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 4.89 ft3/s Time to Peak (Flow, Outlet) 732 min
Elevation (Water Surface,
613.34 ft
Peak)
Volume (Peak)
0.897 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
1.721 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
1.070 ac-ft
Outflow)
Volume (Retained)
0.649 ac-ft
Volume (Unrouted)
-0.002 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-B (IN)
Scenario: Post -Development 25 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
610.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 25 years
Storm Event: 25-year
Flow (Peak In) 38.95 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 21.59 ft3/s Time to Peak (Flow, Outlet) 723 min
Elevation (Water Surface,
613.69 ft
Peak)
Volume (Peak)
1.013 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
2.157 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
1.501 ac-ft
Outflow)
Volume (Retained)
0.654 ac-ft
Volume (Unrouted)
-0.002 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-B (IN)
Scenario: Post -Development 50 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
610.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 50 years
Storm Event: 50-year
Flow (Peak In) 45.85 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 32.93 ft3/s Time to Peak (Flow, Outlet) 720 min
Elevation (Water Surface,
613.83 ft
Peak)
Volume (Peak)
1.061 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
2.552 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
1.892 ac-ft
Outflow)
Volume (Retained)
0.658 ac-ft
Volume (Unrouted)
-0.002 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAM
Subsection: Level Pool Pond Routing Summary
Label: SCM-B (IN)
Scenario: Post -Development 100 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
610.00 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
3 min
Inflow/Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100-year
Flow (Peak In) 52.75 ft3/s Time to Peak (Flow, In) 714 min
Flow (Peak Outlet) 44.29 ft3/s Time to Peak (Flow, Outlet) 720 min
Elevation (Water Surface,
613.97 ft
Peak)
Volume (Peak)
1.109 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
2.951 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
2.286 ac-ft
Outflow)
Volume (Retained)
0.662 ac-ft
Volume (Unrouted)
-0.003 ac-ft
Error (Mass Balance)
0.1 %
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DESIGN OF STORMWATER CONTROL
MEASURE C
WICKER PARK
Pulte - 2021210184

'J McADaMs
Project:
Wicker Park
Date: 8/26/2021
Project Number:
2021210184
Calculated By: SAB
Outlet Number:
HW-600
Outlet flowrate =
78.3
cfs
Pipe diameter =
48
inches
Number of pipes =
1
Pipe separation =
0
feet
Outlet Velocity =
8.76
ft/sec
F➢aure 8.06.b.1
25
Zan 7
20
U
15
Zone
d
10 V.
7 sec
5
one
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =0
Outlet pipe diameter 48 in. Length = 32.0 ft.
Outlet flowrate 78.3 cfs Width = 16.8 ft.
Outlet velocity 8.8 ft/sec Stone diameter = 13 in.
Material = Class I Thickness = 24 in.
Zone Material I Diameter I Thickness I Lenath i Width
1
Class A
3
12
4 x D(o)
3 x D(o)
2
Class 8
6
18
6 x D(o)
3 x D(o)
3
Class l
13
24
8 x D(o)
3 x D(o)
4
Class l
13
24
8 x D(o)
3 x D(o)
5
Class 11
23
36
10 x D(o)
3 x D(o)
6
Class 11
23
36
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full flow velocity

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Above NP 10/15/2021
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Contour
(feet)
Stage
(feet)
Contour
Area
(SF)
Average
Contour
Area
(SF) _
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S-S Fxn
(feet)
602.00
0.00
25,206
602.50
0.50
29,721
27464
13732
13732
0.51
603.00
1.00
30,949
30335
15168
28899
0.99
605.00
3.00
36,655
33802
67604
96503
2.92
607.00
5.00
43,096
39876
79751
176254
5.03
607.50
5.50
46,284
44690
22345
198599
5.59
Storage vs. Stage
250000
200000
y = 29242x'1 1 26
a R2 = 0.9995
U 150000
rn
`0 100000
rn
50000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
KS = 29242
b = 1.1126

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Main Pool 10/15/2021
STAGE -STORAGE FUNCTION - MAIN POOL
L
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)
596.00
-1.00
9,213
Sediment Storage
597.00
0.00
10,515
599.00
2.00
13,194
11855
23709
23709
2.01
600.00
3.00
14,572
13883
13883
37592
2.97
601.50
4.50
16,685
15629
23443
61035
4.48
602.00
5.00
L 20,095
18390
9195
70230
5.04
*surface area
and volume
used for avg. depth calculation
80000
70000
Storage vs. Stage
y = 10379x 181 �
60000
R2 = 0.9995
U 50000
40000
R
30000
rn
20000
10000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
KS = 10379
b = 1.1817

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] SSFxn Forebay 10/15/2021
STAGE -STORAGE FUNCTION - FOR€BAY
L
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)
597.00
-1.00
1,559
Sediment
Storage
598.00
0.00
1,926
600.00
2.00
2,754
2340
4680
4680
2.00
601.50
3.50
3,453
3104
4655
9335
3.46
602.00
4.00
4,434
3944
1972
11307
4.03
Storage vs. Stage
12000
10000 y = 1947.6x' 2612
R2 = 0.9988
LL 8000
U
6000
R
O
45 4000
2000
0
0.00 1.00 2.00 3.00 4.00 5.00
Stage (feet)
KS = 1947.6
b = 1.2612

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] Volume Calculation 10/15/2021
Volume of Main Pool below Normal Pool=
70,230
cf
Volume of Forebay below Normal Pool=
11,307
cf
Total Volume Below Normal Pool =
81,537
cf
Total Volume Above Normal Pool=
198,599
cf
Total Volume of Facility =
280,136
cf
FORERAX PERCENTAGE OF PE&IANENT POOL VOLU
Per NCDEQ Minimum Design Criteria, the foreboy
volume should
equal
approximately 15-20% of the main pool volume.
Total Main Pool Volume = 70,230 cf
Provided Forebay Volume = 11,307 cf
Provided Forebay Volume % = 16%
=AGE DEPTH OF MA0
Main Pool Volume at Normal Pool =
70,230
cf
Main Pool Area at Normal Pool =
20,095
sf
Average Depth =
3.49
ft

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] Surface Area Calculation 10/15/2021
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
Total drainage area to pond = 23.60 acres
Total impervious area to pond = 10.24 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 = 23.60 acres @ 43.4% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of = 3.49 feet (Calculated)
3.0
3.49
4.0
Lower Boundary=> 40.0 1.51
1.24
Site % impervious => 43.4 1.60
1.47
1.33
Upper Boundary => 50.0 1.79
1.51
Therefore, SA/DA required =
1.47
Surface area required for main pool at normal pool =
15,103
ft,
=
0.35
acres
Surface area provided for main pool at normal pool =
20,095
ft,

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] WQV Calculation 10/15/2021
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 =
23.60
acres
Impervious area =
10.24
acres
Percent impervious cover, I =
43.4
%
Rainfall, P =
1.00
inches
Calculated values:
Rv=
0.44
WQV=
0.87
acre-ft
=
37724
cf.
ASSOCIATED DEPTH IN POND
WQv=
37724 cf.
Stage/Storage Data:
Ks =
29242
b =
1.113
Zo =
602.00
Volume in 1" rainfall =
37724 cf.
Calculated values:
Depth of WQv in Basin = 1.26 ft
15.09 inches
Elevation = 603.26 ft

[PROJECT NAME] STORMWATER CONTROL MEASURE [DESIGNER/ENGINEER]
[PROJECT NUMBER] WQV Drawdown Calculation 10/15/2021
DRAWDOWN ORIFICE DESIGN
D orifice =
# orifices =
Ks =
b=
Cd orifice =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
3.5 inch
1
29242
1.1126
0.60
602.00 feet
0 cf
602.00 feet
603.26 feet
WSEL
(feet)
Vol. Stored
(cf)
Orifice Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
603.26
37724
0.339
603.15
34075
0.321
0.330
3649
11056
603.04
30466
0.303
0.312
3610
11555
602.93
26899
0.284
0.294
3567
12146
602.82
23380
0.263
0.274
3519
12861
602.71
19913
0.241
0.252
3466
13752
602.60
16507
0.216
0.228
3406
14912
602.49
13171
0.188
0.202
3336
16516
602.38
9919
0.155
0.171
3252
18970
602.27
6773
0.109
0.132
3146
23867
602.16
3772
0.049
0.079
3001
37953
Drawdown Time = 2.01 days
By comparison, if calculated by the average head over the orifice
(assuming average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.370 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.067 sf
Q = 0.1958 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.23 days

T
RISER ANTI -FLOTATION CALCULATION
Project Name: Wicker Park
Project Number: 2021210184
Facility ID: Stormwater Control Measure C
INPUT DATA
Inside Length =
5.00
ft
Inside Width =
5.00
ft
Wall Thickness =
6.00
in
Standard Base Length =
6.00
ft
Standard Base Width =
6.00
ft
Standard Base Thickness =
6.00
in
Ift
Inside Height of Riser =
9.00
Concrete Unit Weight =
142.00
pcf
Outside Diameter of Barrel =
36.00
in
Drain Pipe (if present) =
8.00
in
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 = 99.000 cf
Standard Base of Riser =1 18.000 lef
Less Opening for Barrel = 3.534 cf
Less Opening for Drain Pipe =1 0.175 lef
Total Concrete Less Openings = 113.291 cf
Weight of Concrete =1 16,087 Ilbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete = 113.291 cf
Displacement by Open Air = 225.000 cf
Displacement by Trash Rack = 38.000 cf
Total Water Displaced = 376.291 cf
Weight of Water Displaced =1 23,481 Ilbs
Date: 6/14/2021
Calculated By: S. Woodard, PE
Unit weight of manhole concrete is 142 pcf per NC Products
Calculation for truncated square pyramid

AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor = 1.15
Add'I Weight for Bouyancy = 10,915 1 Ibs
Bouyant Weight of Concrete = 79.60 pcf
Bouyant Weight w/ SF = 69.22 pcf
Add'I Concrete to Add = 157.696 cf
Less Standard Base = 18.000 cf
New Base Design Required = 175.696 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length =
9.00 ft
AF Block Width =
9.00 ft
AF Block Thickness =
28.00 in
AF Block Provided =
189.000 cf
Total Concrete Present = 284.291 cf
Total Concrete Present = 40,369 Ibs
Recommend 1.15 or higher

J MCADAMs
RIPRAP OUTLET PROTECTION
Project Name: Wicker Park
Project Number: 2021210184
Facility ID: SCM C
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, Q10.—
20.53
cfs
Slope =
0.78
%
Pipe Diameter, Do—
36
in
=
3.00
feet
Number of pipes =
1
Pipe separation =
0.00
feet
Manning's n =1
0.013
Date: 10/15/2021
Calculated By: S. Woodard, PE
Fieure 5.06.b.1
25
20 Zone 6-_ Zone.?
u
15
-Zone 5--
10
Zone 4
Ts
ec
5 _ Zone 3
Zone 1
Zone 2-
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (it)
Zone from graph above = 2
Outlet pipe diameter =
36
in
Outlet flowrate =
20.53
cfs
Outlet velocity =
7.60
ft/sec
Material =
Class B
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 =
18.00 ft
Width =
9.00 ft
Stone diameter =
6.00 in
Thickness =
22.00 in
Thickness
Length
Width
9
4xD.
3xD.
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

'J MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SCM-C
Scenario: Post -Development 1 yr
Return Event: 1 years
Storm Event: 1-year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (Al*A2) (ac-ft) (ac-ft)
(ftz)
602.00
0.0
25,206
0
0.000
0.000
602.50
0.0
29,721
82,298
0.315
0.315
603.00
0.0
30,949
90,999
0.348
0.663
605.00
0.0
36,655
101,285
1.550
2.213
607.00
0.0
43,096
119,496
1.829
4.042
607.50
0.0
46,284
134,042
0.513
4.555
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'J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM C Riser Storm Event: 1-year
Scenario: Post -Development 1 yr
Requested Pond Water Surface Elevations
Minimum (Headwater) 602.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 607.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Orifice -Circular
Orifice
Forward
Culvert
603.40
607.50
Rectangular Weir
Weir
Forward
Culvert
605.20
607.50
Inlet Box
Riser
Forward
Culvert
606.00
607.50
Orifice -Circular
Siphon
Forward
Culvert
602.00
607.50
Culvert -Circular
Culvert
Forward
TW
597.00
607.50
Rectangular Weir
Espill
Forward
TW
606.00
607.50
Tailwater Settings
I Tailwater
I
I
I (N/A)
I (N/A)
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'J MCADAMS
Subsection: Outlet Input Data
Label: SCM C Riser
Scenario: Post -Development 1 yr
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
36.00 in
Length
64.00 ft
Length (Computed Barrel)
64.00 ft
Slope (Computed)
0.008 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 600.47 ft T1 Flow 42.85 ft3/s
T2 Elevation 600.91 ft T2 Flow 48.97 ft3/s
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'J MCADAMS
Subsection: Outlet Input Data
Label: SCM C Riser
Scenario: Post -Development 1 yr
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
606.00 ft
Orifice Area
25.0 ftz
Orifice Coefficient
0.60
Weir Length
20.00 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
602.00 ft
Orifice Diameter
3.50 in
Orifice Coefficient
0.60
Structure ID: Weir
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
605.20 ft
Weir Length
4.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Structure ID: Orifice
Structure Type: Orifice -Circular
Number of Openings
4
Elevation
603.40 ft
Orifice Diameter
6.00 in
Orifice Coefficient
0.60
Structure ID: Espill
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
606.00 ft
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Return Event: 1 years
Storm Event: 1-year
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'J MCADAMS
Subsection: Outlet Input Data
Label: SCM C Riser
Scenario: Post -Development 1 yr
Structure ID: TW
Structure Type: TW Setup, DS
Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
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
Return Event: 1 years
Storm Event: 1-year
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'J MCADAMS
Subsection: Composite Rating Curve
Label: SCM C Riser
Scenario: Post -Development 1 yr
Composite Outflow Summary
Return Event: 1 years
Storm Event: 1-year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
602.00
0.00
(N/A)
0.00
(no Q:
Orifice,Weir,Riser,Siphon,
Culvert,Espill)
602.50
0.19
(N/A)
0.00
Siphon,Culvert (no Q:
Orifice,Weir,Riser, Espill)
603.00
0.30
(N/A)
0.00
Siphon,Culvert (no Q:
Orifice,Weir,Riser, Espill)
603.40
0.36
(N/A)
0.00
Siphon,Culvert (no Q:
Orifice,Weir,Riser, Espill)
603.50
0.46
(N/A)
0.00
0rifice,Siphon,Culvert
(no Q: Weir,Riser,Espill)
604.00
2.67
(N/A)
0.00
Orifice,Siphon,Culvert
(no Q: Weir,Riser,Espill)
604.50
3.99
(N/A)
0.00
Orifice,Siphon,Culvert
(no Q: Weir,Riser,Espill)
605.00
4.93
(N/A)
0.00
Orifice,Siphon,Culvert
(no Q: Weir,Riser,Espill)
605.20
5.26
(N/A)
0.00
Orifice,Siphon,Culvert
(no Q: Weir,Riser,Espill)
605.50
7.69
(N/A)
0.00
Orifice,Weir,Siphon,Culver
t (no Q: Riser,Espill)
606.00
15.01
(N/A)
0.00
Orifice,Weir,Siphon,Culver
t (no Q: Riser,Espill)
606.50
67.28
(N/A)
0.00
Orifice,Weir,Riser,Siphon,
Culvert,Espill
607.00
151.81
(N/A)
0.00
Orifice,Weir,Riser,Siphon,
Culvert,Espill
607.50
213.53
(N/A)
0.00
Riser,Culvert,Espill (no
Q: Orifice,Weir,Siphon)
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'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Return Event: 1 years
Label: SCM-C (IN)
Storm Event: 1-year
Scenario: Post -Development 1 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
602.00 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
3 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
46.25 ft3/s Time to Peak (Flow, In)
717 min
Flow (Peak Outlet)
2.64 ft3/s Time to Peak (Flow, Outlet)
798 min
Elevation (Water Surface,
603.99 ft
Peak)
Volume (Peak)
1.400 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
2.554 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
1.491 ac-ft
Outflow)
Volume (Retained)
1.060 ac-ft
Volume (Unrouted)
-0.003 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Return Event: 10 years
Label: SCM-C (IN)
Storm Event: 10-year
Scenario: Post -Development 10 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 602.00 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 3 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 113.03 ft3/s Time to Peak (Flow, In)
714 min
Flow (Peak Outlet) 20.53 ft3/s Time to Peak (Flow, Outlet)
729 min
Elevation (Water Surface,
606.05 ft
Peak)
Volume (Peak)
3.139 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
6.225 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
5.007 ac-ft
Outflow)
Volume (Retained)
1.209 ac-ft
Volume (Unrouted)
-0.008 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Return Event: 25 years
Label: SCM-C (IN)
Storm Event: 25-year
Scenario: Post -Development 25 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 602.00 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 3 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 141.74 ft3/s Time to Peak (Flow, In)
714 min
Flow (Peak Outlet) 67.50 ft3/s Time to Peak (Flow, Outlet)
723 min
Elevation (Water Surface,
606.50 ft
Peak)
Volume (Peak)
3.558 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
7.833 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
6.550 ac-ft
Outflow)
Volume (Retained)
1.273 ac-ft
Volume (Unrouted)
-0.010 ac-ft
Error (Mass Balance)
0.1 %
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'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Return Event: 50 years
Label: SCM-C (IN)
Storm Event: 50-year
Scenario: Post -Development 50 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 602.00 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 3 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 167.41 ft3/s Time to Peak (Flow, In)
714 min
Flow (Peak Outlet) 111.94 ft3/s Time to Peak (Flow, Outlet)
723 min
Elevation (Water Surface,
606.76 ft
Peak)
Volume (Peak)
3.811 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
9.291 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
7.943 ac-ft
Outflow)
Volume (Retained)
1.337 ac-ft
Volume (Unrouted)
-0.011 ac-ft
Error (Mass Balance)
0.1 %
Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
10/15/2021 27 Siemon Company Drive Suite 200 W Watertown, Page 10 of 11
CT 06795 USA + 1 -203-755-1666

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Return Event: 100 years
Label: SCM-C (IN)
Storm Event: 100-year
Scenario: Post -Development 100 yr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 602.00 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 3 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 193.11 ft3/s Time to Peak (Flow, In)
714 min
Flow (Peak Outlet) 147.17 ft3/s Time to Peak (Flow, Outlet)
720 min
Elevation (Water Surface,
606.97 ft
Peak)
Volume (Peak)
4.015 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
10.768 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
9.342 ac-ft
Outflow)
Volume (Retained)
1.414 ac-ft
Volume (Unrouted)
-0.011 ac-ft
Error (Mass Balance)
0.1 %
Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition
W ickerPark. ppc Center [10.02.00.01]
10/15/2021 27 Siemon Company Drive Suite 200 W Watertown, Page 11 of 11
CT 06795 USA + 1 -203-755-1666

LOW DENSITY CURB OUTLET SWALE
CALCULATIONS
WICKER PARK
Pulte - 2021210184

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 1
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.81
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 15 2021
= 0.47
= 5.810
= 1.60
= 3.63
= 4.97
= 0.50
= 4.82
= 0.67
Elev (ft) Section Depth (ft)
103.00 3.00
102.50
2.50
102.00
2.00
101.50
1.50
101.00
1.00
100.50
100.00
QQ y^
0.50
0.00
0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 2
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 3.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.81
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 15 2021
= 0.24
= 1.810
= 0.65
= 2.77
= 3.52
= 0.26
= 3.44
= 0.36
Elev (ft) Section Depth (ft)
103.00 3.00
102.50
2.50
102.00
2.00
101.50
1.50
101.00
1.00
100.50
100.00
QQ y^
0.50
0.00
0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 3
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 3.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.09
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 15 2021
= 0.26
= 2.090
= 0.72
= 2.89
= 3.64
= 0.28
= 3.56
= 0.39
Elev (ft) Section Depth (ft)
103.00 3.00
102.50
2.50
102.00
2.00
101.50
1.50
101.00
1.00
100.50
100.00
QQ y^
0.50
0.00
0 50
SZ
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Channel 4
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 4.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.45
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 15 2021
= 0.32
= 3.450
= 0.95
= 3.64
= 4.02
= 0.38
= 3.92
= 0.53
Elev (ft) Section Depth (ft)
103.00 3.00
102.50
2.50
102.00
2.00
101.50
1.50
101.00
1.00
100.50
100.00
QQ y^
0.50
0.00
0 50
2 4 6 8 10
Reach (ft)
12 14 16
18