SW3230801_Design Calculations_20230810

Conservancy at Waxhaw Creek
Phase 3
Calculations
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Rev. 7/14/23
James Magennis, PE

Narrative
This erosion and sediment control plan for the proposed subdivision. The plan is to cross two
tributaries of Waxhaw Creek and install a bottom less culvert at the second crossing. The
erosion and sediment control plan measures and storm drainage are for a typical ditch type street
subdivision. There are five skimmer basins proposed which will be converted into sand filters
and wet ponds to treat storm water per Union County and the Goose Creek Watershed
regulations.
The project will have septic for each of the lots. Those areas will not be mass cleared or have
heavy equipment permitted in the septic area. The site will be mass graded for residential slab
type home construction. The roadways are to be built to NCDOT standards with roadside
ditches for conveying storm water. The site is approximately 74.35 acres. There are 44 lots with
a minimum lots size of 1 acre. Water will be provided by a private well.
Stormwater Treatment is to be provided for the impacts of this development within the Waxhaw
Creek Watershed. Nine open air sand filters are proposed as treatment of the lyr-24-hr storm
event as required by SSW-Rules-02B.0600 Goose Creek Watershed.
Seasonal High Water Table evaluation was done at both sand filter locations. Both locations had
auger refusal. The area where SCM-1 and SCM-2 both sand filters will need to have rock
removed from these locations and proper soils imported to create the soil needed to treat the
water as required. The 4 sand filters within the ditch areas are within the roadways. IT 1 and IT
2 are in fill. IT 3 and IT 4 are within a rocky area. See boring logs for SCM 3 and 4. SHWT
letter provided for SCM 5.
This development is planned to have ditch sections along the roadways to handle storm water as
well as pipe systems to convey water to the SCM facilities. In line sand filters within the
roadside ditch lines are planned to treat the roadway BUA in section of the development. Stream
buffers are impacted per the guidelines. Reforestation will be required within the impacted
areas.
401/404 permits are under review. Extensive work pertaining to Erosion and Sediment Control
have been done. E&SC needs approval form Stormwater Prior to review and approval of the
E&SC Plans. Calculation for E&SC are not part of this submittal. The roadways will be private
within this development. Additional stormwater controls are required by Union County which
are for the 2-yr and 25-yr peak discharge rates reduced to pre-developed flow.

IMPERVIOUS ALLOWABLE PER LOT
Total Lots 44
Lot# Pad Area Driveway Extra Imp Total
76 3,500.00 1,399.94 600.00 5,499.94
77 3,500.00 1,399.87 600.00 5,499.87
78 3,500.00 1,399.87 600.00 5,499.87
79 3,500.00 1,400.12 600.00 5,500.12
80 3,500.00 1,168.20 600.00 5,268.20
81 3,500.00 1,159.20 600.00 5,259.20
82 3,500.00 1,138.70 600.00 5,238.70
83 3,500.00 1,155.84 600.00 5,255.84
84 3,500.00 1,154.75 600.00 5,254.75
85 3,500.00 1,240.21 600.00 5,340.21
86 3,500.00 1,169.52 600.00 5,269.52
87 3,500.00 1,172.13 600.00 5,272.13
88 3,500.00 1,196.63 600.00 5,296.63
89 3,500.00 1,312.25 600.00 5,412.25
90 3,500.00 1,179.20 600.00 5,279.20
91 3,500.00 1,166.50 600.00 5,266.50
92 3,500.00 1,226.73 600.00 5,326.73
93 3,500.00 1,142.52 600.00 5,242.52
94 3,500.00 1,148.20 600.00 5,248.20
95 3,500.00 1,158.44 600.00 5,258.44
96 3,500.00 1,425.15 600.00 5,525.15
97 3,500.00 1,207.42 600.00 5,307.42
98 2,200.00 1,133.78 600.00 3,933.78
99 2,200.00 1,143.36 600.00 3,943.36
100 2,200.00 1,138.47 600.00 3,938.47
101 2,200.00 1,153.35 600.00 3,953.35
102 2,200.00 1,148.02 600.00 3,948.02
103 2,200.00 1,739.42 600.00 4,539.42
104 2,200.00 1,171.37 600.00 3,971.37
105 2,200.00 1,145.33 600.00 3,945.33
106 2,200.00 1,150.65 600.00 3,950.65
107 2,200.00 1,138.95 600.00 3,938.95
108 2,200.00 1,131.67 600.00 3,931.67
109 2,200.00 1,132.40 600.00 3,932.40
110 3,500.00 1,146.84 600.00 5,246.84
111 3,500.00 1,200.82 600.00 5,300.82
112 3,500.00 1,124.32 600.00 5,224.32
113 3,500.00 1,110.85 600.00 5,210.85
114 2,200.00 1,189.16 600.00 3,989.16
115 3,500.00 1,138.71 600.00 5,238.71
116 3,500.00 1,148.53 600.00 5,248.53
117 3,500.00 1,141.49 600.00 5,241.49
118 3,500.00 1,155.51 600.00 5,255.51
119 3,500.00 1,166.60 600.00 5,266.60
137,100 52,971 26,400 190,071

Soils Information

Hydrologic Soil Group—Union County,North Carolina
M (Conservancy at Waxhaw Ph3) M
4 4
524500 5247W 524900 5251W 525300 525500 5257W
34°52'23"N 34°52'23"N
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34°51'25'N - 34°51'25"N
524500 52470) 524930 525100 525300 525500 525700
3 3
v
Map Scale:1:8,690 if printed on A portrait(8.5"x 11")sheet. v
v Meters
8 N 0 100 200 400 600 °
Feet
0 400 800 1600 2400
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 4/26/2021
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(Conservancy at Waxhaw Ph3)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 20,Jun 3,2020
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Dec 27,2013—Sep
Soil Rating Points 27,2017
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
▪ B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 4/26/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina Conservancy at Waxhaw Ph3
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
i
CeB2 Cecil gravelly sandy clay B 50.9 33.0%
loam,2 to 8 percent
slopes,moderately
eroded
CeC2 Cecil gravelly sandy clay B 57.9 37.6%
loam,8 to 15 percent
slopes,moderately
eroded
ChA Chewacla silt loam,0 to B/D 20.2 13.1%
2 percent slopes,
frequently flooded
GfB2 Georgeville silty clay B 11.2 7.3%
loam,2 to 8 percent
slopes,moderately
eroded
TaC Tarrus gravelly silt loam, B 9.7 6.3%
8 to 15 percent slopes
TaD Tarrus gravelly silt loam, B 4.0 2.6%
15 to 35 percent
slopes
TbC2 Tarrus gravelly silty clay B 0.0 0.0%
loam,8 to 15 percent
slopes,moderately
eroded
Totals for Area of Interest 153.9 100.0%
USDA Natural Resources Web Soil Survey 4/26/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina Conservancy at Waxhaw Ph3
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 4/26/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

Soil Map—Union County, North Carolina
M (Conservancy at Waxhaw Ph3) M
4 4
524500 5247W 524900 5251W 525300 525500 525700
34°52'23"N y
N 34°52'23"N
4ChA ri_ � 1
I 4> r
ChA
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. �F?
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34°51'25"N - 34°51'25'N
524500 524725 524930 525100 525300 525500 525700
3 3
v
Map Scale:1:8,690 if printed on A portrait(8.5"x 11")sheet. v
v Meters
N 0 100 200 400 600 °
Feet
M400 800 1600 2400
ap projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 4/26/2021
011. Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Union County,North Carolina
(Conservancy at Waxhaw Ph3)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils 44 very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
,^w Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Union County, North Carolina
Q Miscellaneous Water Survey Area Data: Version 20,Jun 3,2020
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Dec 27,2013—Sep
27,2017
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
Natural Resources Web Soil Survey 4/26/2021
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Union County, North Carolina Conservancy at Waxhaw Ph3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CeB2 Cecil gravelly sandy clay loam, 50.9 33.0%
2 to 8 percent slopes,
moderately eroded
CeC2 Cecil gravelly sandy clay loam, 57.9 37.6%
8 to 15 percent slopes,
moderately eroded
ChA Chewacla silt loam,0 to 2 20.2 13.1%
percent slopes,frequently
flooded
GfB2 Georgeville silty clay loam,2 to 11.2 7.3%
8 percent slopes,moderately
eroded
TaC Tarrus gravelly silt loam,8 to 9.7 6.3%
15 percent slopes
TaD Tarrus gravelly silt loam, 15 to 4.0 2.6%
35 percent slopes
TbC2 Tarrus gravelly silty clay loam, 0.0 0.0%
8 to 15 percent slopes,
moderately eroded
Totals for Area of Interest 153.9 100.0%
usm Natural Resources Web Soil Survey 4/26/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

DESIGN OF RIPRAP OUTLET PROTECTION
New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel hung procedures New York Department of
Transportation.Division of Design and Construction.1971.)
Guide to Color Key: User Input Data Calculated Value Reference Data
Designed By: JPM Date: 8/29/2021
Checked By: JPM Date: 8/29/2021
Company: CMEC
i Project Name: Conservancey at Waxhaw Ph 3
Project No.:
Site Location(City/Town) Waxhaw
Culvert Id. Wetland
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity NI;at culvert or paved channel outlet
Step 2) For pipe culverts Do is diameter.
For pipe arch,arch and box culverts,and paved channel outlets.
Do=A.where A.=cross-sectional area of flow at outlet.
For multiple culverts.use Do=1.25 x De of single culvert.
Velocity(ft/s) 6
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter,Do(ft) 2.5
NOTE 1:If opening type is anything other than"Pipe Culvert",Do Ao
(Cross-sectional area of flow at outlet).
NOTE 2:If multiple openings,Do 1.25 x Do of single culvert.
Step 3) For apron grades of 10%or steeper,use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Figure 8.06c
Will apron have>/=10%grade? No
NOTE:For apron slopes equal to or greater than 10%,use next higher Zone in Figure 8.56d to
determine apron length.
Apron length(ft) 12 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings and
Revetments
Step 1. Use figure 8.06.e0 to determine maximum stone size(e.g.for 12
Fps=20"or 550 lbs.
Max.stone size(in.) 9 Figure 8.06e
Step 2. Use figure 8.06.f0 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs.for 75%of stone,and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Mannmg's Min.thickness
(inches) "a" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Charnels) (Dissapators)
Min.&max range of stones(Ibs) 25-150 Figure 8.05f
Weight range of 75%of stones(Ibs) 50-150 Figure 8.05f

Storm Drainage Pipe Systems

Storm Drainage Data Sheet for: Conservancy at Waxhaw Ph 3
Date: 7/14/23 Rev
Calculated By: JPM
Checked By: JPM
Local Running Local
Structure Structure Cross Rational Area Contributing Total SUM CA Intensity Intensity Flow,Q Total,Q Qmax Mannings
U/S D/S Drain "c"Value SF DA(acres) DA(acres) CA (in/hr) (in/hr) (cfs) Flowing Full "n"Value
DI-1 DI-2 Y 0.30 50000.00 1.15 1.15 0.34 0.34 7.03 7.03 2.42 2.42 6.46 0.013
DI-2 EX N 0.30 25000.00 0.57 1.72 0.17 0.52 7.03 7.03 1.21 3.63 12.92 0.013
DI-3 Cul N 0.46 19350.47 0.44 0.44 0.20 0.20 7.03 5.84 1.44 1.19 #DIV/0! 0.013
DI-4 Cul N 0.50 14904.58 0.34 0.34 0.17 0.17 7.03 5.84 1.20 1.00 #DIV/0! 0.013
DI-6 DI-7 Y 0.36 31013.00 0.71 0.71 0.26 0.26 5.84 5.84 1.50 1.50 6.46 0.013
DI-7 JB-8 N 0.53 35552.42 0.82 1.53 0.43 0.69 7.03 5.84 3.04 4.02 6.46 0.013
JB-8 FES-9 N 0.00 0.00 0.00 1.53 0.00 0.69 5.84 5.84 0.00 4.02 6.46 0.013
DI-10 FES-11 N 0.42 9426.49 0.22 0.22 0.09 0.09 7.03 7.03 0.64 0.64 15.82 0.013
DI-12 DI-13 Y 0.45 10671.64 0.24 0.24 0.11 0.11 7.03 7.03 0.78 0.78 6.46 0.013
DI-13 FES-14 N 0.54 25983.95 0.60 0.84 0.32 0.43 7.03 7.03 2.26 3.04 11.54 0.013
HW 15A DI-15 Y 0.30 132161.00 3.03 3.03 0.91 0.91 5.84 5.84 5.32 5.32 10.50 0.013
DI-15 DI-16 Y 0.50 30189.00 0.69 3.73 0.35 1.26 5.84 5.84 2.02 7.34 12.71 0.013
DI-16 FES-17 • N 0.50 30864.00 0.71 4.44 0.35 1.61 7.03 5.84 2.49 9.41 10.50 0.013
HW-18 JB-19 Y 0.30 63470.07 1.46 1.46 0.44 0.44 7.03 7.03 3.07 3.07 17.51 0.013
JB-19 FES-20 N 0.00 0.00 0.00 1.46 0.00 0.44 7.03 7.03 0.00 3.07 10.50 0.013
DI-21 DI-22 Y 0.45 171142.17 3.93 3.93 1.77 1.77 5.84 5.84 10.33 10.33 12.87 0.013
DI-22 FES-23 N 0.50 85206.81 1.96 5.88 0.98 2.75 5.84 5.84 5.71 16.04 49.51 0.013
DI-24 DI-26 Y 0.47 106716.75 2.45 2.45 1.15 1.15 7.03 7.03 8.09 8.09 18.19 0.013
DI-25 DI-26 N 0.50 181213.00 4.16 4.16 2.08 2.08 5.84 5.84 12.15 12.15 22.62 0.013
DI-26 DI-27 Y 0.45 18560.55 0.43 7.04 0.19 3.42 5.84 5.84 1.12 19.99 45.38 0.013
DI-27 JB-30 N 0.49 12046.63 0.28 7.31 0.14 3.56 5.84 5.84 0.79 20.78 28.10 0.013
DI-28 DI-29 Y 0.42 158766.69 3.64 3.64 1.53 1.53 5.84 5.84 8.94 8.94 14.86 0.013
DI-29 JB-30 N 0.53 39083.55 0.90 4.54 0.48 2.01 7.03 5.84 3.34 11.72 17.79 0.013
JB-30 FES-31 N 0.00 0.00 0.00 11.85 0.00 5.57 5.84 5.84 0.00 32.50 54.26 0.013
HW-32 HW-34 Y 0.30 566105.00 13.00 13.00 3.90 3.90 5.84 7.03 22.77 27.41 94.33 0.013
DI-35 DI-36 Y 0.40 182023.18 4.18 4.18 1.67 1.67 7.03 7.03 11.75 11.75 22.62 0.013
DI-36 FES-37 N 0.51 76635.94 1.76 5.94 0.90 2.57 7.03 7.03 6.31 18.06 22.62 0.013

I *** Rim Elevation is top back of curb. ***
Structure Structure Pipe Length of Curb Street Cross Rim Elevation Elevation Slope Velocity
U/S D/S Size Pipe(ft) Type Width Slope Elevation U/S D/S (%) fps
DI-1 DI-2 15 39 INLET 10 0.02083 599.70 594.00 593.61 1.00% 1.97
DI-2 EX 15 21 INLET 10 0.02083 600.50 593.41 592.57 4.00% 2.96
DI-3 Cul 15 INLET 10 0.02083 588.55 584.00 #DIV/0! 0.97
DI-4 Cul 15 INLET 10 0.02083 588.60 584.00 #DIV/0! 0.81
DI-6 DI-7 15 42 INLET 10 0.02083 593.50 589.19 588.77 1.00% 1.22
DI-7 JB-8 15 86 INLET 10 0.02083 593.50 588.57 587.71 1.00% 3.28
JB-8 FES-9 15 8 JB 10 0.02083 590.50 587.51 587.43 1.00% 3.28
DI-10 FES-11 15 54 INLET 10 0.02083 601.32 595.04 591.80 6.00% 0.52
DI-12 DI-13 15 42 INLET 10 0.02083 595.75 591.31 590.89 1.00% 0.63
DI-13 FES-14 15 53 INLET 10 0.02083 595.75 590.69 589.00 3.19% 2.48
HW15A DI-15 18 18 INLET 10 0.02083 581.50 577.18 577.00 1.00% 3.01
DI-15 DI-16 18 41 INLET 10 0.02083 581.75 576.80 576.20 1.46% 4.15
DI-16 FES-17 18 28 INLET 10 0.02083 581.85 576.00 575.72 1.00% 5.32
HW-18 JB-19 18 127 INLET 10 0.02083 572.21 570.00 566.47 2.78% 1.74
JB-19 FES-20 18 227 JB 10 0.02083 571.71 566.27 564.00 1.00% 1.74
DI-21 DI-22 18 41 INLET 10 0.02083 563.50 558.00 557.39 1.50% 5.84
DI-22 FES-23 24 81 INLET 10 0.02083 563.50 556.88 553.00 4.79% 5.10
DI-24 DI-26 18 42 INLET 10 0.02083 566.50 563.34 562.08 3.00% 4.58
DI-25 DI-26 24 73 INLET 10 0.02083 566.86 562.06 561.33 1.00% 3.87
DI-26 DI-27 24 126 INLET 10 0.02083 566.50 561.13 556.06 4.02% 6.36
DI-27 JB-30 24 118 INLET 10 0.02083 563.92 555.86 554.04 1.54% 6.62
DI-28 DI-29 18 41 INLET 10 0.02083 560.70 556.76 555.94 2.00% 5.06
DI-29 JB-30 18 30 INLET 10 0.02083 560.70 555.74 554.88 2.87% 6.63
JB-30 FES-31 30 88 JB 10 0.02083 562.48 553.54 552.00 1.75% 6.62
HW-32 HW-34 36 100 INLET 10 0.02083 554.29 551.00 549.00 2.00% 3.88
DI-35 DI-36 24 43 INLET 10 0.02083 539.40 533.00 532.57 1.00% 3.74
DI-36 FES-37 24 37 INLET 10 0.02083 539.00 532.37 532.00 1.00% 5.75

25-YR CROSSINGS
**Head Water Based on Orifice INTENSITY= 5.84
25YR Qmax Pipe Head Check
Structure Structure Intensity Flow,Q Flowing Full Size radius area Water HW/D
U/S D/S in/hr (cfs) (in) (ft)
DI-1 DI-2 5.84 2.01 6.46 15 0.63 1.23 0.74 0.59 594.74 OK
DI-2 EX
DI-3 Cul #VALUE! #######
DI-4 Cul
DI-6 DI-7 5.84 1.50 6.46 15 0.63 1.23 0.69 0.55 589.88 OK
DI-7 JB-8
JB-8 FES-9
DI-10 FES-11
DI-12 DI-13 5.84 0.64 6.46 15 0.63 1.23 0.64 0.51 591.95 OK
DI-13 FES-14
HW15A DI-15 5.84 5.32 10.50 18 0.75 1.77 1.14 0.76 578.32 OK
DI-15 DI-16 5.84 7.34 12.71 18 0.75 1.77 1.49 1.00 578.29 OK
DI-16 FES-17
HW-18 JB-19 5.84 2.55 17.51 18 0.75 1.77 0.84 0.56 570.84 OK
JB-19 FES-20
DI-21 DI-22 5.84 10.33 12.87 18 0.75 1.77 2.22 1.48 560.22 OK
DI-22 FES-23
DI-24 01-26 5.84 6.72 18.19 18 0.75 1.77 1.37 0.92 564.71 OK
DI-25 DI-26
DI-26 01-27 5.84 19.99 45.38 24 1.00 3.14 2.75 1.37 563.88 OK
DI-27 JB-30
DI-28 01-29 5.84 8.94 14.86 18 0.75 1.77 1.85 1.24 558.61 OK
DI-29 JB-30
JB-30 FES-31
HW-32 HW-34 5.84 22.77 94.33 36 1.50 7.07 1.95 0.65 552.95 OK
DI-35 01-36 5.84 9.76 22.62 24 1.00 3.14 1.42 0.71 534.42 OK
DI-36 FES-37

INLET CONTROL
**Head Water Based on Orifice
Local Pipe Head US Invert Grate Check
Structure Structure Flow,Q Size Water + HW -1 ft
U/S D/S (cfs) (in) (ft)
DI-1 DI-2 2.42 15 0.79 594.79 598.70 OK
01-2 EX 3.63 15 1.00 594.41 599.50 OK
01-3 Cul 1.19 15 0.67 584.67 587.55 OK
DI-4 Cul 1.00 15 0.65 584.65 587.60 OK
DI-6 DI-7 1.50 15 0.69 589.88 592.50 OK
01-7 JB-8 4.02 15 1.09 589.66 592.50 OK
JB-8 FES-9 4.02 15 1.09 588.60 589.50 OK
DI-10 FES-11 0.64 15 0.64 595.68 600.32 OK
DI-12 DI-13 0.78 15 0.64 591.95 594.75 OK
01-13 FES-14 3.04 15 0.89 591.58 594.75 OK
HW15A 01-15 5.32 18 1.14 578.32 580.50 OK
DI-15 DI-16 7.34 18 1.49 578.29 580.75 OK
01-16 FES-17 9.41 18 1.97 577.97 580.85 OK
HW-18 JB-19 3.07 18 0.88 570.88 571.21 OK
JB-19 FES-20 3.07 18 0.88 567.15 570.71 OK
DI-21 DI-22 10.33 18 2.22 560.22 562.50 OK
01-22 FES-23 16.04 24 2.12 559.00 562.50 OK
01-24 DI-26 8.09 18 1.66 565.00 565.50 OK
DI-25 DI-26 12.15 24 1.64 563.70 565.86 OK
01-26 01-27 19.99 24 2.75 563.88 565.50 OK
DI-27 JB-30 20.78 24 2.89 558.75 562.92 OK
01-28 DI-29 8.94 18 1.85 558.61 559.70 OK
DI-29 JB-30 11.72 18 2.65 558.39 559.70 OK
JB-30 FES-31 32.50 30 3.14 556.68 561.48 OK
HW-32 HW-34 27.41 36 2.15 553.15 553.29 OK
01-35 DI-36 11.75 24 1.60 534.60 538.40 OK
DI-36 FES-37 18.06 24 2.43 534.80 538.00 OK

Culverts

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutoCAD®Civil3D®2009byAutodesk, Inc.v6.066
1 -Hawk Ridge Culvert#1 2-Bottomless Culvert#2 3-Wetland Culvert
Ile IV ile
Legend
Hyd. Origin Description
1 SCS Runoff Hawk Ridge Culvert#1
2 SCS Runoff Bottomless Culvert#2
3 SCS Runoff Wetland Culvert
Project: Conservancy at Waxhaw Ph3 -Crossings.gpw Sunday, May 15, 2022

2
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 15.05 2 748 106,156 Hawk Ridge Culvert#1
2 SCS Runoff 10.94 2 208 117,408 Bottomless Culvert#2
3 SCS Runoff 2.390 2 160 16,736 Wetland Culvert
Conservancy at Waxhaw Ph3 -Crossings.gpwReturn Period: 2 Year Sunday, May 15, 2022

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 1
Hawk Ridge Culvert #1
Hydrograph type = SCS Runoff Peak discharge = 15.05 cfs
Storm frequency = 2 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 106,156 cuft
Drainage area = 37.110 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.40 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hawk Ridge Culvert #1
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 — 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 2
Bottomless Culvert #2
Hydrograph type = SCS Runoff Peak discharge = 10.94 cfs
Storm frequency = 2 yrs Time to peak = 208 min
Time interval = 2 min Hyd. volume = 117,408 cuft
Drainage area = 91.200 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 60.40 min
Total precip. = 2.28 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Bottomless Culvert #2
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - - 0.00
0 60 120 180 240 300 360 420 480
Hyd No. 2 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 3
Wetland Culvert
Hydrograph type = SCS Runoff Peak discharge = 2.390 cfs
Storm frequency = 2 yrs Time to peak = 160 min
Time interval = 2 min Hyd. volume = 16,736 cuft
Drainage area = 13.000 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.70 min
Total precip. = 2.28 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Wetland Culvert
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

6
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 58.47 2 746 355,163 Hawk Ridge Culvert#1
2 SCS Runoff 65.08 2 186 526,158 Bottomless Culvert#2
3 SCS Runoff 15.56 2 154 75,001 Wetland Culvert
Conservancy at Waxhaw Ph3 -Crossings.gpwReturn Period: 25 Year Sunday, May 15, 2022

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 1
Hawk Ridge Culvert #1
Hydrograph type = SCS Runoff Peak discharge = 58.47 cfs
Storm frequency = 25 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 355,163 cuft
Drainage area = 37.110 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.40 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hawk Ridge Culvert #1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 2
Bottomless Culvert #2
Hydrograph type = SCS Runoff Peak discharge = 65.08 cfs
Storm frequency = 25 yrs Time to peak = 186 min
Time interval = 2 min Hyd. volume = 526,158 cuft
Drainage area = 91.200 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 60.40 min
Total precip. = 4.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Bottomless Culvert #2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 — 10.00
—
0.00 — — 0.00
0 60 120 180 240 300 360 420 480
Hyd No. 2 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 3
Wetland Culvert
Hydrograph type = SCS Runoff Peak discharge = 15.56 cfs
Storm frequency = 25 yrs Time to peak = 154 min
Time interval = 2 min Hyd. volume = 75,001 cuft
Drainage area = 13.000 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.70 min
Total precip. = 4.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Wetland Culvert
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
0.00 - - 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

10
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 81.14 2 746 486,730 Hawk Ridge Culvert#1
2 SCS Runoff 98.90 2 184 758,709 Bottomless Culvert#2
3 SCS Runoff 23.34 2 154 108,149 Wetland Culvert
Conservancy at Waxhaw Ph3 -Crossings.gpwReturn Period: 100 Year Sunday, May 15, 2022

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 1
Hawk Ridge Culvert #1
Hydrograph type = SCS Runoff Peak discharge = 81.14 cfs
Storm frequency = 100 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 486,730 cuft
Drainage area = 37.110 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.40 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hawk Ridge Culvert#1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I - 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 2
Bottomless Culvert #2
Hydrograph type = SCS Runoff Peak discharge = 98.90 cfs
Storm frequency = 100 yrs Time to peak = 184 min
Time interval = 2 min Hyd. volume = 758,709 cuft
Drainage area = 91.200 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 60.40 min
Total precip. = 5.34 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Bottomless Culvert #2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 60 120 180 240 300 360 420 480
Hyd No. 2 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Hyd. No. 3
Wetland Culvert
Hydrograph type = SCS Runoff Peak discharge = 23.34 cfs
Storm frequency = 100 yrs Time to peak = 154 min
Time interval = 2 min Hyd. volume = 108,149 cuft
Drainage area = 13.000 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.70 min
Total precip. = 5.34 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Wetland Culvert
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - 0.00
0 60 120 180 240 300 360 420
Hyd No. 3 Time (min)

Hydraflow Table of Contents Conservancy at Waxhaw Ph3-Crossings.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Sunday, May 15,2022
Watershed Model Schematic 1
2 - Year
Summary Report 2
Hydrograph Reports 3
Hydrograph No. 1, SCS Runoff, Hawk Ridge Culvert #1 3
Hydrograph No. 2, SCS Runoff, Bottomless Culvert #2 4
Hydrograph No. 3, SCS Runoff, Wetland Culvert 5
25 - Year
Summary Report 6
Hydrograph Reports 7
Hydrograph No. 1, SCS Runoff, Hawk Ridge Culvert #1 7
Hydrograph No. 2, SCS Runoff, Bottomless Culvert #2 8
Hydrograph No. 3, SCS Runoff, Wetland Culvert 9
100 - Year
Summary Report 10
Hydrograph Reports 11
Hydrograph No. 1, SCS Runoff, Hawk Ridge Culvert #1 11
Hydrograph No. 2, SCS Runoff, Bottomless Culvert #2 12
Hydrograph No. 3, SCS Runoff, Wetland Culvert 13

Culvert Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. Sunday, May 15 2022
Hawk Ridge Culvert
Invert Elev Dn (ft) = 558.60 Calculations
Pipe Length (ft) = 109.00 Qmin (cfs) = 60.00
Slope (%) = 2.75 Qmax (cfs) = 85.00
Invert Elev Up (ft) = 561.60 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 60.0
Shape = Cir Highlighted
Span (in) = 60.0 Qtotal (cfs) = 60.00
No. Barrels = 1 Qpipe (cfs) = 60.00
n-Value = 0.013 Qovertop (cfs) = 0.00
Inlet Edge = Sq Edge Veloc Dn (ft/s) = 3.97
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Veloc Up (ft/s) = 7.27
HGL Dn (ft) = 562.19
Embankment HGL Up (ft) = 563.79
Top Elevation (ft) = 590.00 Hw Elev (ft) = 564.70
Top Width (ft) = 60.00 Hw/D (ft) = 0.62
Crest Width (ft) = 100.00 Flow Regime = Inlet Control
Ele WI Hawk Ridge Culvert Hw Depth(ft)
594.i[I •
32.40
588.00 - 26.40
582.00 •
- 20.40
576.00 - 1440
570.00 -/ \
. =.40
564.00 1n1'1''''''-'1 2.40
558.00 -3.60
552.00 - - - . -9.60
0 10 20 _E0 40 50 60 70 00 % 100 110 120 130 140 150
Dr CuI'•..err - HGL Ernbarkk. Reach(ft)

Roadside Ditch Calculations

ROADSIDE DITCH CALCULATIONS
C 0.95
C 0.3
Impervious Total Impery Pent Composite Rainfall Flow
Ditch# DA 43,560 Road House Drive Impery Pery CA CA C I Q cfs Slope
1 11,648.76 0.27 2,951.72 0 0 2,951.72 8,697.04 2,804.13 2,609.11 0.46 7.03 0.9 6.71
1A 9,327.37 0.21 2,908.43 0 0 2,908.43 6,418.94 2,763.01 1,925.68 0.50 7.03 0.8 6.71
2 7,701.70 0.18 1,885.18 0 0 1,885.18 5,816.52 1,790.92 1,744.96 0.46 7.03 0.6 6.33
2A 5,577.21 0.13 1,840.36 0 0 1,840.36 3,736.85 1,748.34 1,121.06 0.51 7.03 0.5 6.33
3 31,013.00 0.71 2,829.48 0 0 2,829.48 28,183.52 2,688.01 8,455.06 0.36 7.03 1.8 6.33
3A 35,552.42 0.82 2,825.23 7,000 2,800 12,625.04 22,927.38 11,993.79 6,878.21 0.53 7.03 3.0 6.33
4 10,671.64 0.24 2,429.29 0 0 2,429.29 8,242.35 2,307.83 2,472.71 0.45 7.03 0.8 6.33
4A 25,983.95 0.60 2,436.63 4,375 2,800 9,611.62 16,372.33 9,131.04 4,911.70 0.54 7.03 2.3 6.33
5 26,746.07 0.61 5,173.00 0 0 5,173.00 21,573.07 4,914.35 6,471.92 0.43 7.03 1.8 6.33
5A 16,010.00 0.37 5,089.00 0 0 5,089.00 10,921.00 4,834.55 3,276.30 0.51 7.03 1.3 6.33
6 9,875.60 0.23 1,810.00 0 0 1,810.00 8,065.60 1,719.50 2,419.68 0.42 7.03 0.7 4.15
6A 14,880.50 0.34 1,810.00 1,750 1,168 4,728.00 10,152.50 4,491.60 3,045.75 0.51 7.03 1.2 4.15
7 89,241.00 2.05 5,056.00 16,625 5,751 27,431.84 61,809.16 26,060.25 18,542.75 0.50 7.03 7.2 3.52
8 79,432.65 1.82 6,097.65 14,000 4,608 24,706.14 54,726.51 23,470.83 16,417.95 0.50 7.03 6.4 3.52
9 25,866.86 0.59 2,356.32 3,075 1,189 6,620.48 19,246.38 6,289.46 5,773.91 0.47 7.03 1.9 3.52
9A 24,112.99 0.55 3,170.52 2,625 2,633 8,428.09 15,684.90 8,006.69 4,705.47 0.53 7.03 2.1 3.52
10 132,899.83 3.05 4,989.50 12,250 4,009 21,248.91 111,650.92 20,186.46 33,495.28 0.40 7.03 8.7 2.09
10A 14,874.58 0.34 4,954.23 0 0 4,954.23 9,920.35 4,706.52 2,976.11 0.52 7.03 1.2 2.09
11 182,023.18 4.18 9,206.30 12,750 6,272 28,228.72 153,794.46 26,817.28 46,138.34 0.40 7.03 11.8 5.19
11A 76,774.21 1.76 9,265.31 9,900 5,717 24,882.29 51,891.92 23,638.18 15,567.58 0.51 7.03 6.3 5.19
12 24,755.75 0.57 3,413.92 1,750 0 5,163.92 19,591.83 4,905.72 5,877.55 0.44 7.03 1.7 2.80
12A 18,560.55 0.43 3,431.78 875 0 4,306.78 14,253.77 4,091.44 4,276.13 0.45 7.03 1.4 2.80
13 104,167.90 2.39 4,877.09 12,250 3,582 20,708.95 83,458.95 19,673.50 25,037.69 0.43 7.03 7.2 2.75
13A 57,584.12 1.32 4,853.30 9,625 3,449 17,927.46 39,656.66 17,031.09 11,897.00 0.50 7.03 4.7 2.75
14 66,969.66 1.54 2,912.63 10,500 4,271 17,683.96 49,285.70 16,799.76 14,785.71 0.47 7.03 5.1 1.52
14A 27,622.69 0.63 2,911.84 3,500 1,810 8,221.82 19,400.87 7,810.73 5,820.26 0.49 7.03 2.2 1.52
1,129,874.19 25.94 101,484.71 274,394.71 855,479.48 260,674.97 256,643.84 0.46

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SLOPE ANALYSIS
>>>All Slopes
Country United States
State/Region North Carolina
City Charlotte
Annual R Factor 175.00
Adjusted R Factor 175.00
Total Slope Length 72
Protection Type Permanent
Protection Period 12
Beginning Month April
Slope Gradient(H:1) 2
Soil Type Sandy Loam
K Factor 0.19
Reach 1
Start: Oft End: 72 ft
Vegetation Type: 65-79%
Material ASL bare ASL mat MSL bare MSL mat Soil Loss SF Remarks Staple/App
Tolerance Rate
SC150BN 1.3 in 0.1 in 2.2 in 0.1 in 0.25 in 2.677 STABLE D
SC150 1.3 in 0.1 in 2.2 in 0.1 in 0.25 in 2.491 STABLE D
Estb. Veg. 1.3 in 0.1 in N/A in N/A in 0.03 in 0.325 UNSTABLE --

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#1 and 1A
Name Ditch#1 and 1A
Discharge 1
Channel Slope 0.1
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 1 cfs 3.48 ft/s 0.18 ft 0.035 2 lbs/ft2 1.15 lbs/ft2 1.74 STABLE D
Unvegetated
Underlying Straight 1 cfs 3.48 ft/s 0.18 ft 0.035 1.47 lbs/ft2 0.82 lbs/ft2 1.78 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1 cfs 3.48 ft/s 0.18 ft 0.035 4 lbs/ft2 1.15 lbs/ft2 3.48 STABLE --
Vegetation
Underlying Straight 1 cfs 3.48 ft/s 0.18 ft 0.035 0.71 lbs/ft2 0.82 lbs/ft2 0.86 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#2 and 2A
Name Ditch#2 and 2A
Discharge 1.4
Channel Slope 0.07
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 1.4 cfs 3.36 ft/s 0.24 ft 0.035 2 lbs/ft2 1.05 lbs/ft2 1.91 STABLE D
Unvegetated
Underlying Straight 1.4 cfs 3.36 ft/s 0.24 ft 0.035 1.47 lbs/ft2 0.72 lbs/ft2 2.05 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.4 cfs 3.36 ft/s 0.24 ft 0.035 4 lbs/ft2 1.05 lbs/ft2 3.82 STABLE --
Vegetation
Underlying Straight 1.4 cfs 3.36 ft/s 0.24 ft 0.035 0.71 lbs/ft2 0.72 lbs/ft2 1 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#3 and 3A
Name Ditch#3 and 3A
Discharge 3
Channel Slope 0.07
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 3 cfs 4.15 ft/s 0.35 ft 0.035 2 lbs/ft2 1.54 lbs/ft2 1.3 STABLE D
Unvegetated
Underlying Straight 3 cfs 4.15 ft/s 0.35 ft 0.035 1.47 lbs/ft2 0.98 lbs/ft2 1.5 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3 cfs 4.15 ft/s 0.35 ft 0.035 4 lbs/ft2 1.54 lbs/ft2 2.6 STABLE --
Vegetation
Underlying Straight 3 cfs 4.15 ft/s 0.35 ft 0.035 0.71 lbs/ft2 0.98 lbs/ft2 0.73 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#4 and 4A
Name Ditch#4 and 4A
Discharge 2
Channel Slope 0.05
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 2 cfs 3.29 ft/s 0.31 ft 0.035 2 lbs/ft2 0.98 lbs/ft2 2.05 STABLE D
Unvegetated
Underlying Straight 2 cfs 3.29 ft/s 0.31 ft 0.035 1.47 lbs/ft2 0.64 lbs/ft2 2.3 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2 cfs 3.29 ft/s 0.31 ft 0.035 4 lbs/ft2 0.98 lbs/ft2 4.09 STABLE --
Vegetation
Underlying Straight 2 cfs 3.29 ft/s 0.31 ft 0.035 0.71 lbs/ft2 0.64 lbs/ft2 1.12 STABLE --
Substrate

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#5 and 5A
Name Ditch#5 and 5A
Discharge 1.2
Channel Slope 0.05
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 1.2 cfs 2.86 ft/s 0.24 ft 0.035 2 lbs/ft2 0.76 lbs/ft2 2.64 STABLE D
Unvegetated
Underlying Straight 1.2 cfs 2.86 ft/s 0.24 ft 0.035 1.47 lbs/ft2 0.52 lbs/ft2 2.84 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.2 cfs 2.86 ft/s 0.24 ft 0.035 4 lbs/ft2 0.76 lbs/ft2 5.29 STABLE --
Vegetation
Underlying Straight 1.2 cfs 2.86 ft/s 0.24 ft 0.035 0.71 lbs/ft2 0.52 lbs/ft2 1.38 STABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#6 and 6A
Name Ditch#6 and 6A
Discharge 6.6
Channel Slope 0.04
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 6.6 cfs 4.14 ft/s 0.58 ft 0.035 2 lbs/ft2 1.45 lbs/ft2 1.38 STABLE D
Unvegetated
Underlying Straight 6.6 cfs 4.14 ft/s 0.58 ft 0.035 1.47 lbs/ft2 0.85 lbs/ft2 1.72 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.6 cfs 4.14 ft/s 0.58 ft 0.035 4 lbs/ft2 1.45 lbs/ft2 2.76 STABLE --
Vegetation
Underlying Straight 6.6 cfs 4.14 ft/s 0.58 ft 0.035 0.71 lbs/ft2 0.85 lbs/ft2 0.84 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#7
Name Ditch#7
Discharge 7.2
Channel Slope 0.04
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 7.2 cfs 4.24 ft/s 0.6 ft 0.035 2 lbs/ft2 1.51 lbs/ft2 1.33 STABLE D
Unvegetated
Underlying Straight 7.2 cfs 4.24 ft/s 0.6 ft 0.035 1.47 lbs/ft2 0.88 lbs/ft2 1.67 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.2 cfs 4.24 ft/s 0.6 ft 0.035 4 lbs/ft2 1.51 lbs/ft2 2.65 STABLE --
Vegetation
Underlying Straight 7.2 cfs 4.24 ft/s 0.6 ft 0.035 0.71 lbs/ft2 0.88 lbs/ft2 0.81 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#8
Name Ditch#8
Discharge 6.9
Channel Slope 0.04
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 6.9 cfs 4.19 ft/s 0.59 ft 0.035 2 lbs/ft2 1.48 lbs/ft2 1.35 STABLE D
Unvegetated
Underlying Straight 6.9 cfs 4.19 ft/s 0.59 ft 0.035 1.47 lbs/ft2 0.87 lbs/ft2 1.69 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.9 cfs 4.19 ft/s 0.59 ft 0.035 4 lbs/ft2 1.48 lbs/ft2 2.7 STABLE --
Vegetation
Underlying Straight 6.9 cfs 4.19 ft/s 0.59 ft 0.035 0.71 lbs/ft2 0.87 lbs/ft2 0.82 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#9 and 9A
Name Ditch#9 and 9A
Discharge 3
Channel Slope 0.035
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 3 cfs 3.21 ft/s 0.42 ft 0.035 2 lbs/ft2 0.91 lbs/ft2 2.2 STABLE D
Unvegetated
Underlying Straight 3 cfs 3.21 ft/s 0.42 ft 0.035 1.47 lbs/ft2 0.56 lbs/ft2 2.61 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3 cfs 3.21 ft/s 0.42 ft 0.035 4 lbs/ft2 0.91 lbs/ft2 4.41 STABLE --
Vegetation
Underlying Straight 3 cfs 3.21 ft/s 0.42 ft 0.035 0.71 lbs/ft2 0.56 lbs/ft2 1.27 STABLE --
Substrate

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#10 and 10A
Name Ditch#10 and 10A
Discharge 5.3
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 5.3 cfs 3.03 ft/s 0.62 ft 0.035 2 lbs/ft2 0.77 lbs/ft2 2.61 STABLE D
Unvegetated
Underlying Straight 5.3 cfs 3.03 ft/s 0.62 ft 0.035 1.47 lbs/ft2 0.45 lbs/ft2 3.28 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5.3 cfs 3.03 ft/s 0.62 ft 0.035 4 lbs/ft2 0.77 lbs/ft2 5.21 STABLE --
Vegetation
Underlying Straight 5.3 cfs 3.03 ft/s 0.62 ft 0.035 0.71 lbs/ft2 0.45 lbs/ft2 1.6 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#11
Name Ditch#11
Discharge 11.4
Channel Slope 0.05
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 11.4 cfs 5.18 ft/s 0.71 ft 0.035 3 lbs/ft2 2.2 lbs/ft2 1.36 STABLE E
Unvegetated
Underlying Straight 11.4 cfs 5.18 ft/s 0.71 ft 0.035 2.2 lbs/ft2 1.26 lbs/ft2 1.75 STABLE E
Substrate
SC250 Straight 11.4 cfs 5.18 ft/s 0.71 ft 0.035 10 lbs/ft2 2.2 lbs/ft2 4.54 STABLE E
Reinforced
Vegetation
Underlying Straight 11.4 cfs 5.18 ft/s 0.71 ft 0.035 3 lbs/ft2 1.26 lbs/ft2 2.39 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#11A
Name Ditch#11A
Discharge 7.4
Channel Slope 0.05
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 7.4 cfs 4.63 ft/s 0.58 ft 0.035 2 lbs/ft2 1.81 lbs/ft2 1.1 STABLE D
Unvegetated
Underlying Straight 7.4 cfs 4.63 ft/s 0.58 ft 0.035 1.47 lbs/ft2 1.06 lbs/ft2 1.38 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.4 cfs 4.63 ft/s 0.58 ft 0.035 4 lbs/ft2 1.81 lbs/ft2 2.21 STABLE --
Vegetation
Underlying Straight 7.4 cfs 4.63 ft/s 0.58 ft 0.035 0.71 lbs/ft2 1.06 lbs/ft2 0.67 UNSTABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#12 and 12A
Name Ditch#12 and 12A
Discharge 1.7
Channel Slope 0.035
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 1.7 cfs 2.76 ft/s 0.32 ft 0.035 2 lbs/ft2 0.69 lbs/ft2 2.91 STABLE D
Unvegetated
Underlying Straight 1.7 cfs 2.76 ft/s 0.32 ft 0.035 1.47 lbs/ft2 0.45 lbs/ft2 3.27 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.7 cfs 2.76 ft/s 0.32 ft 0.035 4 lbs/ft2 0.69 lbs/ft2 5.81 STABLE --
Vegetation
Underlying Straight 1.7 cfs 2.76 ft/s 0.32 ft 0.035 0.71 lbs/ft2 0.45 lbs/ft2 1.59 STABLE --
Substrate

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#13 and 13A
Name Ditch#13 and 13A
Discharge 7.6
Channel Slope 0.03
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 7.6 cfs 3.86 ft/s 0.66 ft 0.035 2 lbs/ft2 1.24 lbs/ft2 1.62 STABLE D
Unvegetated
Underlying Straight 7.6 cfs 3.86 ft/s 0.66 ft 0.035 1.47 lbs/ft2 0.71 lbs/ft2 2.06 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.6 cfs 3.86 ft/s 0.66 ft 0.035 4 lbs/ft2 1.24 lbs/ft2 3.24 STABLE --
Vegetation
Underlying Straight 7.6 cfs 3.86 ft/s 0.66 ft 0.035 0.71 lbs/ft2 0.71 lbs/ft2 1 STABLE --
Substrate

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#14 and 14A
Name Ditch#14 and 14A
Discharge 4.5
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Silt Loam(SM)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150 Straight 4.5 cfs 2.9 ft/s 0.57 ft 0.035 2 lbs/ft2 0.71 lbs/ft2 2.81 STABLE D
Unvegetated
Underlying Straight 4.5 cfs 2.9 ft/s 0.57 ft 0.035 1.47 lbs/ft2 0.42 lbs/ft2 3.49 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4.5 cfs 2.9 ft/s 0.57 ft 0.035 4 lbs/ft2 0.71 lbs/ft2 5.61 STABLE --
Vegetation
Underlying Straight 4.5 cfs 2.9 ft/s 0.57 ft 0.035 0.71 lbs/ft2 0.42 lbs/ft2 1.7 STABLE --
Substrate

Sand Filter Calculations

SAND FILTER DESIGN CRITERIA IT-1
Area = 0.44 Acres
CN = 80
Tc= 0.083 hrs 5 Min
Tlag= 0.05 hrs
I = 0.11 Acres Total Impervious
Rv=0.05+0.009*I
I = 25% %impervious coverage
Rv= 0.28 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 0.44 ac Total Drainage Area
A= 19166.4 sf
WQv= 0.010 ac-ft
439 cf
WQv= 1.0(Rv)
WQv= 0.28 in water quality protection volume
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate= 0.002 cfs Water Quality Release Rate
Af=WQv*df/{k*(hf+df)*tf}-Darcy's Law
WQv 439 cf Water Quality Volume
df 2 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.25 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 52 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 52 sf Filter Media Surface Area
WQv= 439 cf Water Quality Volume
hf 0.5 ft Allow headwater depth of WQv(12" max)
df 2 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
587.5 60 60 0 Sand Filter Area
588 552.4 552 306 0.5 153 153
589 1763 1763 1158 1 1158 1311
0 0 882 -589 -519204 -517893
0 0 0 0 0 -517893

Stage Discharge for Filter
Actual Required
Elevation Qmax Qmin
587.5 0.000 0 0
588 0.003 0.003 0.5
589 0.004 0.004 1.5
Underdrain System
WQv= 439 cf
Drawdown 0.002 cfs 51 hours
ESHWT 561 elev
Gravel 584.5 elev +2ft Separation
Filter Media 585.5 elev bottom
Filter Media 587.5 elev top
Af Req 52 sf
Width 4 ft Filter Media Width-4ft min
Length 15 ft Filter Media Length
Af Provided 60 sf OK
Filter Media 2 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 3.5 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 2
Perforations 208 holes Total No of Perforations
50% Perf 104 holes
Hole Cap. 0.0069 cfs/hole
Total Cap. 0.72 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s= 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED= 88 cf redo
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
588 140 140 0
589 886 886 513 1 513 513

SAND FILTER DESIGN CRITERIA IT-2
Area = 0.34 Acres
CN = 80
Tc= 0.083 hrs 5 Min
Tlag= 0.05 hrs
I = 0.11 Acres Total Impervious
Rv=0.05+0.009*I
I = 32% %impervious coverage
Rv= 0.34 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 0.34 ac Total Drainage Area
A= 14810.4 sf
WQv= 0.010 ac-ft
421 cf
WQv= 1.0(Rv)
WQv= 0.34 in water quality protection volume
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate= 0.002 cfs Water Quality Release Rate
Af=WQv*df/{k*(hf+df)*tf}-Darcy's Law
WQv 421 cf Water Quality Volume
df 2 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.25 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 50 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 50 sf Filter Media Surface Area
WQv= 421 cf Water Quality Volume
hf 0.5 ft Allow headwater depth of WQv(12" max)
df 2 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
587.5 60 60 0 Sand Filter Area
588 459 459 260 0.5 130 130
589 1479 1479 969 1 969 1099
Stage Discharge for Filter
Actual Required

Elevation Qmax Qmin
587.5 0.000 0 0
588 0.003 0.003 0.5
589 0.004 0.004 1.5
Underdrain System
WQv= 421 cf
Drawdown 0.002 cfs 51 hours
ESHWT 561 elev
Gravel 584.5 elev +2ft Separation
Filter Media 585.5 elev bottom
Filter Media 587.5 elev top
Af Req 50 sf
Width 4 ft Filter Media Width-4ft min
Length 15 ft Filter Media Length
Af Provided 60 sf OK
Filter Media 2 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 3.5 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 2
Perforations 208 holes Total No of Perforations
50% Perf 104 holes
Hole Cap. 0.0069 cfs/hole
Total Cap. 0.72 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s= 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED= 84 cf redo
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
588 90 90 0
589 672 672 381 1 381 381

SAND FILTER DESIGN CRITERIA IT-3
Area = 0.69 Acres
CN = 80
Tc= 0.083 hrs 5 Min
Tlag= 0.05 hrs
I = 0.16 Acres Total Impervious
Rv=0.05+0.009*I
I = 23% %impervious coverage
Rv= 0.26 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 0.69 ac Total Drainage Area
A= 30056.4 sf
WQv= 0.015 ac-ft
648 cf
WQv= 1.0(Rv)
WQv= 0.26 in water quality protection volume
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate= 0.004 cfs Water Quality Release Rate
Af=WQv*df/{k*(hf+df)*tf}-Darcy's Law
WQv 648 cf Water Quality Volume
df 2 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.25 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 77 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 77 sf Filter Media Surface Area
WQv= 648 cf Water Quality Volume
hf 0.5 ft Allow headwater depth of WQv(12" max)
df 2 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
580.5 120 120 0 Sand Filter Area
581 459 459 290 0.5 145 145
582 2240 2240 1350 1 1350 1494
Stage Discharge for Filter
Actual Required

Elevation Qmax Qmin
580.5 0.000 0 0
581 0.006 0.004 0.5
582 0.009 0.005 1.5
Underdrain System
WQv= 648 cf
Drawdown 0.004 cfs 51 hours
ESHWT 575 elev
Gravel 577.5 elev +2ft Separation
Filter Media 578.5 elev bottom
Filter Media 580.5 elev top
Af Req 77 sf
Width 4 ft Filter Media Width-4ft min
Length 30 ft Filter Media Length
Af Provided 120 sf OK
Filter Media 2 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 3.5 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 2
Perforations 448 holes Total No of Perforations
50% Perf 224 holes
Hole Cap. 0.0069 cfs/hole
Total Cap. 1.55 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s= 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED= 130 cf redo
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
581 248 248 0
582 1430 1430 839 1 839 839

SAND FILTER DESIGN CRITERIA IT-4
Area = 0.71 Acres
CN = 80
Tc= 0.083 hrs 5 Min
Tlag= 0.05 hrs
I = 0.23 Acres Total Impervious
Rv=0.05+0.009*I
I = 32% %impervious coverage
Rv= 0.34 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 0.71 ac Total Drainage Area
A= 30927.6 sf
WQv= 0.020 ac-ft
880 cf
WQv= 1.0(Rv)
WQv= 0.34 in water quality protection volume
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate= 0.005 cfs Water Quality Release Rate
Af=WQv*df/{k*(hf+df)*tf}-Darcy's Law
WQv 880 cf Water Quality Volume
df 2 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.25 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 105 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 105 sf Filter Media Surface Area
WQv= 880 cf Water Quality Volume
hf 0.5 ft Allow headwater depth of WQv(12" max)
df 2 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
580.5 120 120 0 Sand Filter Area
581 646 646 383 0.5 192 192
582 2205 2205 1426 1 1426 1617
Stage Discharge for Filter
Actual Required

Elevation Qmax Qmin
580.5 0.000 0 0
581 0.006 0.005 0.5
582 0.009 0.007 1.5
Underdrain System
WQv= 880 cf
Drawdown 0.005 cfs 51 hours
ESHWT 575 elev
Gravel 577.5 elev +2ft Separation
Filter Media 578.5 elev bottom
Filter Media 580.5 elev top
Af Req 105 sf
Width 4 ft Filter Media Width-4ft min
Length 30 ft Filter Media Length
Af Provided 120 sf OK
Filter Media 2 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 3.5 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 2
Perforations 448 holes Total No of Perforations
50% Perf 224 holes
Hole Cap. 0.0069 cfs/hole
Total Cap. 1.55 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s= 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED= 176 cf redo
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
581 247 247 0
582 1395 1395 821 1 821 821

SAND FILTER DESIGN CRITERIA SCM-1
Area = 2.10 Acres
CN = 75
Tc= 0.083 hrs 5 Min
Tlag= 0.05 hrs
I = 0.43 Acres Total Impervious
Rv=0.05+0.009*I
I = 20% % impervious coverage
Rv= 0.23 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 2.10 ac Total Drainage Area
A= 91476 sf
WQv= 0.041 ac-ft
1786 cf 89 cf
WQv= 1.0(Rv)
WQv= 0.23 in water quality protection volume
CNm = 1000/[10+5P+10WQv-10(WQ02+1.25WQv*P)^0.5]
P = 1 in Rainfall
CNm = 87.4 Use Weighted Cuvre Number
Qd =(P-0.2S)^2/(P+0.85)
P = 2.58 in 24-hr rainfall depth
Qd = 0.70 in accumulated runoff volume
S= (1000/CN)- 10
S= 3.33 in potential maximum soil retention
CN = 75 SCS curve number
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate = 0.010 cfs Water Quality Release Rate
Sediment Chamber Volume-Forebay Requirement
SCv= WQv*43560*20%
357 cf 0.008 ac-ft
Orifice Sizing-Static Method
A= Qol/(0.6(2*32.2*h)^0.5)
h = 1 ft estimated depth of water
A= 0.002 sf
d = 0.6 in Orifice Size
Af=WQv*df/{k*(hf+df)*tf}- Darcy's Law

WQv 1786 cf Water Quality Volume
df 2 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.5 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 192 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 192 sf Filter Media Surface Area
WQv= 1786 cf Water Quality Volume
hf 1 ft Allow headwater depth of WQv(12" max)
df 2 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
587 250 250 0
588 3205 3205 1728 1 1728 1728
589 4132 4132 3669 1 3669 5396
590 5120 5120 4626 1 4626 10022
591 6168 6168 5644 1 5644 15666
Stage Discharge for Filter
Actual Required
Elevation Qmax Qmin
587 0.000 0 0
588 0.015 0.012 1
589 0.020 0.016 2
590 0.025 0.019 3
591 0.030 0.023 4

Underdrain System
WQv= 1786 cf
Drawdown 0.010 cfs 51 hours
ESHWT 580 elev
Gravel 584 elev +2ft Separation
Filter Media 585 elev bottom
Filter Media 587 elev top
Af Req 192 sf
Width 10 ft Filter Media Width-4ft min
Length 25 ft Filter Media Length
Af Provided 250 sf OK
Filter Media 2 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 3.5 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 3
Perforations 352 holes Total No of Perforations
50% Perf 176 holes
Hole Cap. 0.0069 cfs/hole
Total Cap. 1.22 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s = 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED = 357 cf OK, Forebay Area Large Enough
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
587 1105 1105 0
588 1540 1540 1323 1 1323 1323
589 2030 2030 1785 1 1785 3108
590 2576 2576 2303 1 2303 5411

SAND FILTER DESIGN CRITERIA SCM-2
Area = 1.26 Acres
CN = 76
Tc= 0.083 hrs 5 Min
Tlag= 0.05 hrs
I = 0.32 Acres Total Impervious
Rv=0.05+0.009*I
I = 25% % impervious coverage
Rv= 0.28 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 1.26 ac Total Drainage Area
A= 54885.6 sf
WQv= 0.029 ac-ft
1274 cf 64 cf
WQv= 1.0(Rv)
WQv= 0.28 in water quality protection volume
CNm = 1000/[10+5P+10WQv-10(WQ02+1.25WQv*P)^0.5]
P = 1 in Rainfall
CNm = 88.8 Use Weighted Cuvre Number
Qd =(P-0.2S)^2/(P+0.85)
P = 2.58 in 24-hr rainfall depth
Qd = 0.74 in accumulated runoff volume
S= (1000/CN)- 10
S= 3.16 in potential maximum soil retention
CN = 76 SCS curve number
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate = 0.007 cfs Water Quality Release Rate
Sediment Chamber Volume-Forebay Requirement
SCv= WQv*43560*20%
255 cf 0.006 ac-ft
Orifice Sizing-Static Method
A= Qol/(0.6(2*32.2*h)^0.5)
h = 1 ft estimated depth of water
A= 0.001 sf
d = 0.5 in Orifice Size
Af=WQv*df/{k*(hf+df)*tf}- Darcy's Law

WQv 1274 cf Water Quality Volume
df 2.5 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.5 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 143 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 143 sf Filter Media Surface Area
WQv= 1274 cf Water Quality Volume
hf 1 ft Allow headwater depth of WQv(12" max)
df 2.5 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
587.5 252 252 0
588 2537 2537 1395 0.5 697 697
589 3240 3240 2889 1 2889 3586
590 4000 4000 3620 1 3620 7206
591 4818 4818 4409 1 4409 11615
592 5694 5694 5256 1 5256 16871
Stage Discharge for Filter
Actual Required
Elevation Qmax Qmin
587.5 0.000 0 0
588 0.012 0.007 0.5
589 0.016 0.009 1.5
590 0.020 0.012 2.5
591 0.025 0.014 3.5
592 0.029 0.016 4.5

Underdrain System
WQv= 1274 cf
Drawdown 0.007 cfs 51 hours
ESHWT 580 elev
Gravel 584 elev +2ft Separation
Filter Media 585 elev bottom
Filter Media 587.5 elev top
Af Req 143 sf
Width 12 ft Filter Media Width-4ft min
Length 21 ft Filter Media Length
Af Provided 252 sf OK
Filter Media 2.5 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 4 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 3
Perforations 288 holes Total No of Perforations
50% Perf 144 holes
Hole Cap. 0.0074 cfs/hole
Total Cap. 1.06 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s = 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED = 255 cf OK, Forebay Area Large Enough
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
588 757 757 0
589 1075 1075 916 1 916 916
590 1446 1446 1261 1 1261 2177
591 1870 1870 1658 1 1658 3835

SAND FILTER DESIGN CRITERIA SCM-3
Area = 8.07 Acres
CN = 75
Tc= 0.282 hrs 16.9 Min
Tlag= 0.17 hrs
I = 1.69 Acres Total Impervious
Rv=0.05+0.009*I
I = 21% % impervious coverage
Rv= 0.24 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 8.07 ac Total Drainage Area
A= 351529.2 sf
WQv= 0.160 ac-ft
6986 cf 349 cf
WQv= 1.0(Rv)
WQv= 0.24 in water quality protection volume
CNm = 1000/[10+5P+10WQv-10(WQ02+1.25WQv*P)^0.5]
P = 1 in Rainfall
CNm = 87.5 Use Weighted Cuvre Number
Qd =(P-0.2S)^2/(P+0.85)
P = 2.58 in 24-hr rainfall depth
Qd = 0.70 in accumulated runoff volume
S= (1000/CN)- 10
S= 3.33 in potential maximum soil retention
CN = 75 SCS curve number
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate = 0.038 cfs Water Quality Release Rate
Sediment Chamber Volume-Forebay Requirement
SCv= WQv*43560*20%
1397 cf 0.032 ac-ft
Orifice Sizing-Static Method
A= Qol/(0.6(2*32.2*h)^0.5)
h = 1 ft estimated depth of water
A= 0.008 sf
d = 1.2 in Orifice Size
Af=WQv*df/{k*(hf+df)*tf}- Darcy's Law

WQv 6986 cf Water Quality Volume
df 2.5 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.5 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 783 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 783 sf Filter Media Surface Area
WQv= 6986 cf Water Quality Volume
hf 1 ft Allow headwater depth of WQv(12" max)
df 2.5 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
552.75 800 800 0
553 8558 8558 4679 0.25 1170 1170
554 16451 16451 12505 1 12505 13674
555 18098 18098 17275 1 17275 30949
556 19805 19805 18952 1 18952 49900
557 21573 21573 20689 1 20689 70589
Stage Discharge for Filter
Actual Required
Elevation Qmax Qmin
552.75 0.000 0 0
553 0.036 0.035 0.25
554 0.049 0.048 1.25
555 0.062 0.060 2.25
556 0.075 0.073 3.25
557 0.088 0.086 4.25

Underdrain System
WQv= 6986 cf
Drawdown 0.038 cfs 51 hours
ESHWT 545 elev
Gravel 549.25 elev +2ft Separation
Filter Media 550.25 elev bottom
Filter Media 552.75 elev top
Af Req 783 sf
Width 16 ft Filter Media Width-4ft min
Length 50 ft Filter Media Length
Af Provided 800 sf OK
Filter Media 2.5 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 4 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 4
Perforations 736 holes Total No of Perforations
50% Perf 368 holes
Hole Cap. 0.0074 cfs/hole
Total Cap. 2.72 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s = 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED = 1397 cf OK, Forebay Area Large Enough
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
554 3658 3658 0
555 4383 4383 4021 1 4021 4021
556 5167 5167 4775 1 4775 8796

SAND FILTER DESIGN CRITERIA SCM-4
Area = 13.11 Acres
CN = 75
Tc= 0.500 hrs 30 Min
Tlag= 0.30 hrs
I = 2.65 Acres Total Impervious
Rv=0.05+0.009*I
I = 20% % impervious coverage
Rv= 0.23 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 13.11 ac Total Drainage Area
A= 571071.6 sf
WQv= 0.253 ac-ft
11037 cf 552 cf
WQv= 1.0(Rv)
WQv= 0.23 in water quality protection volume
CNm = 1000/[10+5P+10WQv-10(WQ02+1.25WQv*P)^0.5]
P = 1 in Rainfall
CNm = 87.3 Use Weighted Cuvre Number
Qd =(P-0.2S)^2/(P+0.85)
P = 2.58 in 24-hr rainfall depth
Qd = 0.70 in accumulated runoff volume
S= (1000/CN)- 10
S= 3.33 in potential maximum soil retention
CN = 75 SCS curve number
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate = 0.060 cfs Water Quality Release Rate
Sediment Chamber Volume-Forebay Requirement
SCv= WQv*43560*20%
2207 cf 0.051 ac-ft
Orifice Sizing-Static Method
A= Qol/(0.6(2*32.2*h)^0.5)
h = 1 ft estimated depth of water
A= 0.012 sf
d = 1.5 in Orifice Size
Af=WQv*df/{k*(hf+df)*tf}- Darcy's Law

WQv 11037 cf Water Quality Volume
df 2.5 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.5 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 1237 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 1237 sf Filter Media Surface Area
WQv= 11037 cf Water Quality Volume
hf 1 ft Allow headwater depth of WQv(12" max)
df 2.5 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
551.75 1250 1250 0
552 14482 14482 7866 0.25 1967 1967
553 28832 28832 21657 1 21657 23624
554 30840 30840 29836 1 29836 53460
555 32906 32906 31873 1 31873 85333
556 35028 35028 33967 1 33967 119300
Stage Discharge for Filter
Actual Required
Elevation Qmax Qmin
551.75 0.000 0 0
552 0.056 0.055 0.25
553 0.076 0.075 1.25
554 0.096 0.095 2.25
555 0.116 0.115 3.25
556 0.137 0.135 4.25

Underdrain System
WQv= 11037 cf
Drawdown 0.060 cfs 51 hours
ESHWT 545 elev
Gravel 548.25 elev +2ft Separation
Filter Media 549.25 elev bottom
Filter Media 551.75 elev top
Af Req 1237 sf
Width 25 ft Filter Media Width-4ft min
Length 50 ft Filter Media Length
Af Provided 1250 sf OK
Filter Media 2.5 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 4 ft Total Head
Pipe Runs 2 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 10
Perforations 1280 holes Total No of Perforations
50% Perf 640 holes
Hole Cap. 0.0074 cfs/hole
Total Cap. 4.73 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s = 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED = 2207 cf OK, Forebay Area Large Enough
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
553 10358 10358 0
554 11478 11478 10918 1 10918 10918
555 12652 12652 12065 1 12065 22983

SAND FILTER DESIGN CRITERIA SCM-5
Area = 8.25 Acres
CN = 75
Tc= 0.222 hrs 13.3 Min
Tlag= 0.13 hrs
I = 1.75 Acres Total Impervious
Rv=0.05+0.009*I
I = 21% % impervious coverage
Rv= 0.24 volumetric coefficient
WQv= 1.0 * Rv*A/12-WaterQuality Volume
A= 8.25 ac Total Drainage Area
A= 359370 sf
WQv= 0.166 ac-ft
7215 cf 361 cf
WQv= 1.0(Rv)
WQv= 0.24 in water quality protection volume
CNm = 1000/[10+5P+10WQv-10(WQ02+1.25WQv*P)^0.5]
P = 1 in Rainfall
CNm = 87.6 Use Weighted Cuvre Number
Qd =(P-0.2S)^2/(P+0.85)
P = 2.58 in 24-hr rainfall depth
Qd = 0.70 in accumulated runoff volume
S= (1000/CN)- 10
S= 3.33 in potential maximum soil retention
CN = 75 SCS curve number
Qwq =CPv*12.1/T-Water Quality Release Rate
T= 51 hr 48Hrs+3 hr Center of storm
Release Rate = 0.039 cfs Water Quality Release Rate
Sediment Chamber Volume-Forebay Requirement
SCv= WQv*43560*20%
1443 cf 0.033 ac-ft
Orifice Sizing-Static Method
A= Qol/(0.6(2*32.2*h)^0.5)
h = 1 ft estimated depth of water
A= 0.008 sf
d = 1.2 in Orifice Size
Af=WQv*df/{k*(hf+df)*tf}- Darcy's Law

WQv 7215 cf Water Quality Volume
df 2.5 ft Filter Depth
k 3.5 ft/day permeability coefficient
hf 0.5 ft avg height of water above filter bed (0.5 max)
tf 2.125 days filter bed drain time (1.125 or 1.425)
Af= 808 sf Filter Media Surface Area
Minimum Filter Sizing
Af=W*Qv/hf
Af= 808 sf Filter Media Surface Area
WQv= 7215 cf Water Quality Volume
hf 1 ft Allow headwater depth of WQv(12" max)
df 2.5 ft Filter depth
Stage Storage for Filter
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
532.75 900 900 0
533 10859 10859 5880 0.25 1470 1470
534 24064 24064 17462 1 17462 18931
535 25900 25900 24982 1 24982 43913
536 27794 27794 26847 1 26847 70760
Stage Discharge for Filter
Actual Required
Elevation Qmax Qmin
532.75 0.000 0 0
533 0.040 0.036 0.25
534 0.055 0.049 1.25
535 0.069 0.062 2.25
536 0.084 0.075 3.25

Underdrain System
WQv= 7215 cf
Drawdown 0.039 cfs 51 hours
ESHWT 521.05 elev
Gravel 529.25 elev +2ft Separation
Filter Media 530.25 elev bottom
Filter Media 532.75 elev top
Af Req 808 sf
Width 18 ft Filter Media Width-4ft min
Length 50 ft Filter Media Length
Af Provided 900 sf OK
Filter Media 2.5 ft Filter Media Height
Drain Height 1 ft Gravel Drain Height
Ht 4 ft Total Head
Pipe Runs 1 Total No of Pipes
Pipe Size 6 in 6" min size
#of C/O 4
Perforations 736 holes Total No of Perforations
50% Perf 368 holes
Hole Cap. 0.0074 cfs/hole
Total Cap. 2.72 cfs Underdrain Capacity
Underdrain Capacity
Underdrain s = 0.005 ft/ft
Area = 0.196 cfs
"C" (1.49/n) = 115
Perimeter= 1.57
Q= 0.40 cfs
50%Clogged 0.20 cfs OK
FOREBAY 20% NEEDED = 1443 cf OK, Forebay Area Large Enough
Elevation Area SF Area Ac Avg Area Height Inc Vol Acc Vol
534 11261 11261 0
535 12496 12496 11879 1 11879 11879
536 13818 13818 13157 1 13157 25036

lyr-24hr Storm Routings

11
D112
1 P
IN F- I
_-\_____
Subcat Reach 'on. Link Routing Diagram for INF-1
�____ Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-1
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: D1/2
Runoff = 0.291 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 0.49"
Routed to Pond 1 P : INF-1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-108.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
0.110 98 ROADWAY
0.330 61 >75% Grass cover, Good, HSG B
0.440 70 Weighted Average
0.330 75.00% Pervious Area
0.110 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 1S: D1/2
Hydrograph
0.32 ■Runoff
0.3 / 0.291 cfs
0.28V 4 4C -1tOite 41119
0.24 t Fturtoff Area=O446 act
0.22
0.2 _ ur_off Vol!Lrrile j.91
0.164/
0.14 D7,117197
_ min
LL �
0.121 - d. 171d
0.1/ —I 4 4 4 4 4 -
0.08i/
0.04 V
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: D1/2
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.000 106.00 2.58 0.49 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.49 0.000
4.00 0.12 0.00 0.000
6.00 0.20 0.00 0.000
8.00 0.31 0.00 0.000
10.00 0.46 0.00 0.000
12.00 1.59 0.11 0.275
14.00 2.11 0.28 0.018
16.00 2.27 0.35 0.012
18.00 2.38 0.40 0.009
20.00 2.46 0.43 0.007
22.00 2.52 0.47 0.007
24.00 2.58 0.49 0.006
26.00 2.58 0.49 0.000
28.00 2.58 0.49 0.000
30.00 2.58 0.49 0.000
32.00 2.58 0.49 0.000
34.00 2.58 0.49 0.000
36.00 2.58 0.49 0.000
38.00 2.58 0.49 0.000
40.00 2.58 0.49 0.000
42.00 2.58 0.49 0.000
44.00 2.58 0.49 0.000
46.00 2.58 0.49 0.000
48.00 2.58 0.49 0.000
50.00 2.58 0.49 0.000
52.00 2.58 0.49 0.000
54.00 2.58 0.49 0.000
56.00 2.58 0.49 0.000
58.00 2.58 0.49 0.000
60.00 2.58 0.49 0.000
62.00 2.58 0.49 0.000
64.00 2.58 0.49 0.000
66.00 2.58 0.49 0.000
68.00 2.58 0.49 0.000
70.00 2.58 0.49 0.000
72.00 2.58 0.49 0.000
74.00 2.58 0.49 0.000
76.00 2.58 0.49 0.000
78.00 2.58 0.49 0.000
80.00 2.58 0.49 0.000
82.00 2.58 0.49 0.000
84.00 2.58 0.49 0.000
86.00 2.58 0.49 0.000
88.00 2.58 0.49 0.000
90.00 2.58 0.49 0.000
92.00 2.58 0.49 0.000
94.00 2.58 0.49 0.000
96.00 2.58 0.49 0.000
98.00 2.58 0.49 0.000
100.00 2.58 0.49 0.000
102.00 2.58 0.49 0.000
104.00 2.58 0.49 0.000

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1 P: INF-1
Inflow Area = 0.440 ac, 25.00% Impervious, Inflow Depth = 0.49" for 1-yr event
Inflow = 0.291 cfs @ 12.04 hrs, Volume= 0.018 af
Outflow = 0.004 cfs @ 19.89 hrs, Volume= 0.018 af, Atten= 99%, Lag= 471.2 min
Primary = 0.004 cfs @ 19.89 hrs, Volume= 0.018 af
Secondary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-108.00 hrs, dt= 0.01 hrs
Peak Elev= 588.53' @ 24.06 hrs Surf.Area= 1,198 sf Storage= 620 cf
Plug-Flow detention time= 1,629.8 min calculated for 0.018 af(100% of inflow)
Center-of-Mass det. time= 1,629.8 min ( 2,522.7 - 892.9 )
Volume Invert Avail.Storage Storage Description
#1 587.50' 1,311 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) _ (sq-ft) (cubic-feet) (cubic-feet)
587.50 60 0 0
588.00 552 153 153
589.00 1,763 1,158 1,311
Device Routing Invert Outlet Devices
#1 Primary 584.50' 18.0" Round Culvert
L= 13.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 584.50' / 584.00' S= 0.0385 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 587.50' Special & User-Defined
Head (feet) 0.00 0.50 1.00 1.50 2.00
Disch. (cfs) 0.0000 0.0030 0.0040 0.0040 0.0050
#3 Secondary 588.55' 10.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.004 cfs @ 19.89 hrs HW=588.50' (Free Discharge)
4-1=Culvert (Passes 0.004 cfs of 15.340 cfs potential flow)
4-2=Special & User-Defined (Custom Controls 0.004 cfs)
Secondary OutFlow Max=0.000 cfs @ 0.00 hrs HW=587.50' (Free Discharge)
3=Sharp-Crested Rectangular Weir( Controls 0.000 cfs)

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 1 P: INF-1
Hydrograph
t ■Inflow
/ 0.291 cfs ■Outflow
H I T ifl�v� ►r a� 4 � ' :se ondary
0.32
0.37- / -1 H I I + + Pelak Ele�r--�8I�53►�
o.2s
026 j I —1 I— I sto ge76P 10
i
0..24:-/
0.22/ / 1 -1 - 1 1 I 1 4 1- 1 4 1 -
0.2Y
20.18 / , I -1 -HI — I - I --HI
0.167
0.12 j _LI L1 _L 1_ 1 1 _1
0.1
0.08"
0.06/ i n nna r f s
0.047 J 0.004 cfs .
0.000 cfs
01 {(((����1�������,/���%/�llll���/��/l�,/�,/��///�,/lll����/�l
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 1 P: INF-1
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.000 0 587.50 0.000 0.000 0.000
5.00 0.000 0 587.50 0.000 0.000 0.000
10.00 0.000 0 587.50 0.000 0.000 0.000
15.00 0.015 468 588.40 0.004 0.004 0.000
20.00 0.007 582 588.50 0.004 0.004 0.000
25.00 0.000 607 588.52 0.004 0.004 0.000
30.00 0.000 536 588.46 0.004 0.004 0.000
35.00 0.000 466 588.40 0.004 0.004 0.000
40.00 0.000 399 588.33 0.004 0.004 0.000
45.00 0.000 335 588.26 0.004 0.004 0.000
50.00 0.000 273 588.18 0.003 0.003 0.000
55.00 0.000 214 588.10 0.003 0.003 0.000
60.00 0.000 158 588.01 0.003 0.003 0.000
65.00 0.000 108 587.91 0.002 0.002 0.000
70.00 0.000 69 587.82 0.002 0.002 0.000
75.00 0.000 39 587.73 0.001 0.001 0.000
80.00 0.000 19 587.65 0.001 0.001 0.000
85.00 0.000 7 587.58 0.000 0.000 0.000
90.00 0.000 2 587.53 0.000 0.000 0.000
95.00 0.000 0 587.51 0.000 0.000 0.000
100.00 0.000 0 587.50 0.000 0.000 0.000
105.00 0.000 0 587.50 0.000 0.000 0.000

Dl /2B
2P
INF-2
Subcat Reach 'on• Link Routing Diagram for INF-2
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-2
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: D1A/2B
Runoff = 0.293 cfs @ 12.03 hrs, Volume= 0.017 af, Depth= 0.61"
Routed to Pond 2P : INF-2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-108.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
0.109 98 ROADWAY
0.233 61 >75% Grass cover, Good, HSG B
0.342 73 Weighted Average
0.233 68.13% Pervious Area
0.109 31.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: D1A/2B
Hydrograph
0.32=� ■Runoff
0.34O 293 cfs L _Lc ii-ak)iteL24hr-1-yr1
0.28
0.26V % _ T 7 7 f4ai lfe
I urtoffAret1=O342 aef
0.22 V
0.2"L j ur_of VoTyrnke 4.QT7
w 0.18/ / „ ��
• 0.16 � ~
t - . rrf
LL 0.14� � C'��
012 / 1-614
17
0.081
0.06�
0.04Y,
0.02/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 2S: D1A/2B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.000 106.00 2.58 0.61 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.61 0.000
4.00 0.12 0.00 0.000
6.00 0.20 0.00 0.000
8.00 0.31 0.00 0.000
10.00 0.46 0.00 0.000
12.00 1.59 0.16 0.286
14.00 2.11 0.37 0.016
16.00 2.27 0.45 0.011
18.00 2.38 0.50 0.008
20.00 2.46 0.54 0.006
22.00 2.52 0.58 0.006
24.00 2.58 0.61 0.005
26.00 2.58 0.61 0.000
28.00 2.58 0.61 0.000
30.00 2.58 0.61 0.000
32.00 2.58 0.61 0.000
34.00 2.58 0.61 0.000
36.00 2.58 0.61 0.000
38.00 2.58 0.61 0.000
40.00 2.58 0.61 0.000
42.00 2.58 0.61 0.000
44.00 2.58 0.61 0.000
46.00 2.58 0.61 0.000
48.00 2.58 0.61 0.000
50.00 2.58 0.61 0.000
52.00 2.58 0.61 0.000
54.00 2.58 0.61 0.000
56.00 2.58 0.61 0.000
58.00 2.58 0.61 0.000
60.00 2.58 0.61 0.000
62.00 2.58 0.61 0.000
64.00 2.58 0.61 0.000
66.00 2.58 0.61 0.000
68.00 2.58 0.61 0.000
70.00 2.58 0.61 0.000
72.00 2.58 0.61 0.000
74.00 2.58 0.61 0.000
76.00 2.58 0.61 0.000
78.00 2.58 0.61 0.000
80.00 2.58 0.61 0.000
82.00 2.58 0.61 0.000
84.00 2.58 0.61 0.000
86.00 2.58 0.61 0.000
88.00 2.58 0.61 0.000
90.00 2.58 0.61 0.000
92.00 2.58 0.61 0.000
94.00 2.58 0.61 0.000
96.00 2.58 0.61 0.000
98.00 2.58 0.61 0.000
100.00 2.58 0.61 0.000
102.00 2.58 0.61 0.000
104.00 2.58 0.61 0.000

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Pond 2P: INF-2
Inflow Area = 0.342 ac, 31.87% Impervious, Inflow Depth = 0.61" for 1-yr event
Inflow = 0.293 cfs @ 12.03 hrs, Volume= 0.017 af
Outflow = 0.004 cfs @ 15.64 hrs, Volume= 0.017 af, Atten= 99%, Lag= 216.8 min
Primary = 0.004 cfs @ 15.64 hrs, Volume= 0.017 af
Secondary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-108.00 hrs, dt= 0.01 hrs
Peak Elev= 588.60' @ 24.05 hrs Surf.Area= 1,069 sf Storage= 586 cf
Plug-Flow detention time= 1,530.4 min calculated for 0.017 af(100% of inflow)
Center-of-Mass det. time= 1,530.4 min ( 2,409.8 - 879.4 )
Volume Invert Avail.Storage Storage Description
#1 587.50' 1,099 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) _ (sq-ft) (cubic-feet) (cubic-feet)
587.50 60 0 0
588.00 459 130 130
589.00 1,479 969 1,099
Device Routing Invert Outlet Devices
#1 Primary 584.50' 6.0" Round Culvert
L= 13.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 584.50' / 584.00' S= 0.0385 '/' Cc= 0.900
n= 0.013, Flow Area= 0.20 sf
#2 Device 1 587.50' Special & User-Defined
Head (feet) 0.00 0.50 1.00 1.50 2.00
Disch. (cfs) 0.0000 0.0030 0.0040 0.0040 0.0050
#3 Secondary 588.60' 10.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.004 cfs @ 15.64 hrs HW=588.50' (Free Discharge)
4-1=Culvert (Passes 0.004 cfs of 1.831 cfs potential flow)
4-2=Special & User-Defined (Custom Controls 0.004 cfs)
Secondary OutFlow Max=0.000 cfs @ 0.00 hrs HW=587.50' (Free Discharge)
3=Sharp-Crested Rectangular Weir( Controls 0.000 cfs)

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 2P: INF-2
Hydrograph II1H I —h 1H I H 1L I d— H Inflow
/ 0.293 cfs ■Outflow
/ 1 1 Ificio 4kr 0-J3,'1 lEi ■Primary
0.32 ■Secondary
/ L i H1 H- PeIaI�Eleir= i8I�6A1
0.3 /
0.28 / I I 11 H 1-1 H- 1- 1 Facl 5 10
0.26 /
0.24 / - L I H- II H- 1— I 4 I— I - L I -
0.22 /
0.2 1— —1 1 I 1IL I— IL L1 -
43 0.18 /
o 0.16 / IL 1 1 1 I LI LI L L
LL 0.14 /
0.12 / L 1L11LLILLILLIL
0.1 /
0.08 / 1— L
0.04 , 0.004 cfs ,
0.000 cfs •
% / //// %////
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 2P: INF-2
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.000 0 587.50 0.000 0.000 0.000
5.00 0.000 0 587.50 0.000 0.000 0.000
10.00 0.000 0 587.50 0.000 0.000 0.000
15.00 0.013 467 588.48 0.004 0.004 0.000
20.00 0.006 560 588.57 0.004 0.004 0.000
25.00 0.000 573 588.59 0.004 0.004 0.000
30.00 0.000 501 588.51 0.004 0.004 0.000
35.00 0.000 430 588.44 0.004 0.004 0.000
40.00 0.000 362 588.36 0.004 0.004 0.000
45.00 0.000 296 588.28 0.004 0.004 0.000
50.00 0.000 234 588.19 0.003 0.003 0.000
55.00 0.000 175 588.09 0.003 0.003 0.000
60.00 0.000 120 587.98 0.003 0.003 0.000
65.00 0.000 74 587.86 0.002 0.002 0.000
70.00 0.000 41 587.75 0.002 0.002 0.000
75.00 0.000 19 587.66 0.001 0.001 0.000
80.00 0.000 7 587.58 0.000 0.000 0.000
85.00 0.000 2 587.52 0.000 0.000 0.000
90.00 0.000 0 587.51 0.000 0.000 0.000
95.00 0.000 0 587.50 0.000 0.000 0.000
100.00 0.000 0 587.50 0.000 0.000 0.000
105.00 0.000 0 587.50 0.000 0.000 0.000

11
Dl /2B
3P
INF-3
Subcat Reach 'on• Link Routing Diagram for INF-3
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-3
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 3S: D1A/2B
Runoff = 0.456 cfs @ 12.04 hrs, Volume= 0.028 af, Depth= 0.49"
Routed to Pond 3P : INF-3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-108.00 hrs, dt= 0.02 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
0.160 98 ROADWAY
0.530 61 >75% Grass cover, Good, HSG B
0.690 70 Weighted Average
0.530 76.81% Pervious Area
0.160 23.19% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 3S: D1A/2B
Hydrograph
0.5 fj ■Runoff
0.484- 0.456 cfs
0.44 - = rt H H - -C
0.42 ,- a+�ifa�N� $8
0.447/
0.36Y-0.36 / H H + H H d r f "r a=O69V a-d
�
0.341- -
0.32�- u ° C e n$ a
40 0.28 /
0.261 JY -Rr!Yrf
p 0.24 15Ol lln
Li0.22� Ci .V_l r i
0.2 / id NI 7d
a1s�- -
0.14 - -�
0.12
0.1z
0.0857
0.0647/
0.0247
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 3S: D1A/2B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.000 106.00 2.58 0.49 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.49 0.000
4.00 0.12 0.00 0.000
6.00 0.20 0.00 0.000
8.00 0.31 0.00 0.000
10.00 0.46 0.00 0.000
12.00 1.59 0.11 0.431
14.00 2.11 0.28 0.028
16.00 2.27 0.35 0.019
18.00 2.38 0.40 0.015
20.00 2.46 0.43 0.011
22.00 2.52 0.47 0.010
24.00 2.58 0.49 0.010
26.00 2.58 0.49 0.000
28.00 2.58 0.49 0.000
30.00 2.58 0.49 0.000
32.00 2.58 0.49 0.000
34.00 2.58 0.49 0.000
36.00 2.58 0.49 0.000
38.00 2.58 0.49 0.000
40.00 2.58 0.49 0.000
42.00 2.58 0.49 0.000
44.00 2.58 0.49 0.000
46.00 2.58 0.49 0.000
48.00 2.58 0.49 0.000
50.00 2.58 0.49 0.000
52.00 2.58 0.49 0.000
54.00 2.58 0.49 0.000
56.00 2.58 0.49 0.000
58.00 2.58 0.49 0.000
60.00 2.58 0.49 0.000
62.00 2.58 0.49 0.000
64.00 2.58 0.49 0.000
66.00 2.58 0.49 0.000
68.00 2.58 0.49 0.000
70.00 2.58 0.49 0.000
72.00 2.58 0.49 0.000
74.00 2.58 0.49 0.000
76.00 2.58 0.49 0.000
78.00 2.58 0.49 0.000
80.00 2.58 0.49 0.000
82.00 2.58 0.49 0.000
84.00 2.58 0.49 0.000
86.00 2.58 0.49 0.000
88.00 2.58 0.49 0.000
90.00 2.58 0.49 0.000
92.00 2.58 0.49 0.000
94.00 2.58 0.49 0.000
96.00 2.58 0.49 0.000
98.00 2.58 0.49 0.000
100.00 2.58 0.49 0.000
102.00 2.58 0.49 0.000
104.00 2.58 0.49 0.000

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: INF-3
Inflow Area = 0.690 ac, 23.19% Impervious, Inflow Depth = 0.49" for 1-yr event
Inflow = 0.456 cfs @ 12.04 hrs, Volume= 0.028 af
Outflow = 0.007 cfs @ 24.05 hrs, Volume= 0.028 af, Atten= 98%, Lag= 720.8 min
Primary = 0.007 cfs @ 24.05 hrs, Volume= 0.028 af
Secondary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-108.00 hrs, dt= 0.02 hrs
Peak Elev= 581.73' @ 24.05 hrs Surf.Area= 1,755 sf Storage= 935 cf
Plug-Flow detention time= 1,390.6 min calculated for 0.028 af(100% of inflow)
Center-of-Mass det. time= 1,390.4 min ( 2,283.3 - 892.9 )
Volume Invert Avail.Storage Storage Description
#1 580.50' 1,479 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
580.50 60 0 0
581.00 459 130 130
582.00 2,240 1,350 1,479
Device Routing Invert Outlet Devices
#1 Primary 577.50' 6.0" Round Culvert
L= 2.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 577.50' / 577.45' S= 0.0250 '/' Cc= 0.900
n= 0.013, Flow Area= 0.20 sf
#2 Device 1 580.50' Special & User-Defined
Head (feet) 0.00 0.50 1.00 1.50 2.00
Disch. (cfs) 0.0000 0.0060 0.0060 0.0090 0.0090
#3 Secondary 581.75' 10.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.007 cfs @ 24.05 hrs HW=581.73' (Free Discharge)
4-1=Culvert (Passes 0.007 cfs of 1.886 cfs potential flow)
4-2=Special & User-Defined (Custom Controls 0.007 cfs)
Secondary OutFlow Max=0.000 cfs @ 0.00 hrs HW=580.50' (Free Discharge)
3=Sharp-Crested Rectangular Weir( Controls 0.000 cfs)

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 3P: INF-3
Hydrograph
/ 0.456 cfs �- -�j ,� ///��� i Inflow
0.5_ / II IfIIoW /'°�rCa �.6� � l :se oalry
0.45� , Peak Eller/=5811.73'1
/
/
0.4. / / 11 ± L I SA°Tage�9 51 q
0.35� / /, I _ / I I I I I— I - I -
N0.3_ / / 1I ± I— II- 1 - 1— I -
00.25_ / - 1 I- I EI FI -I
' 0.21/
0.15-
0.1 / A n nn7 rf
0.007 cfs%%
0.000 cfs ����K����i���������������,/�,/��������������K ,/,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 3P: INF-3
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.000 0 580.50 0.000 0.000 0.000
4.00 0.000 0 580.50 0.000 0.000 0.000
8.00 0.000 0 580.50 0.000 0.000 0.000
12.00 0.431 139 581.02 0.006 0.006 0.000
16.00 0.019 778 581.63 0.007 0.007 0.000
20.00 0.011 890 581.70 0.007 0.007 0.000
24.00 0.010 935 581.73 0.007 0.007 0.000
28.00 0.000 834 581.67 0.007 0.007 0.000
32.00 0.000 736 581.61 0.007 0.007 0.000
36.00 0.000 643 581.54 0.006 0.006 0.000
40.00 0.000 555 581.48 0.006 0.006 0.000
44.00 0.000 469 581.41 0.006 0.006 0.000
48.00 0.000 383 581.33 0.006 0.006 0.000
52.00 0.000 296 581.25 0.006 0.006 0.000
56.00 0.000 210 581.14 0.006 0.006 0.000
60.00 0.000 123 580.99 0.006 0.006 0.000
64.00 0.000 55 580.80 0.004 0.004 0.000
68.00 0.000 17 580.64 0.002 0.002 0.000
72.00 0.000 3 580.53 0.000 0.000 0.000
76.00 0.000 0 580.50 0.000 0.000 0.000
80.00 0.000 0 580.50 0.000 0.000 0.000
84.00 0.000 0 580.50 0.000 0.000 0.000
88.00 0.000 0 580.50 0.000 0.000 0.000
92.00 0.000 0 580.50 0.000 0.000 0.000
96.00 0.000 0 580.50 0.000 0.000 0.000
100.00 0.000 0 580.50 0.000 0.000 0.000
104.00 0.000 0 580.50 0.000 0.000 0.000
108.00 0.000 0 580.50 0.000 0.000 0.000

< 4S >
Dl /2B
4P
INF-4
Subcat Reach 'on• Link Routing Diagram for INF-4
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-4
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 4S: D1A/2B
Runoff = 0.609 cfs @ 12.03 hrs, Volume= 0.036 af, Depth= 0.61"
Routed to Pond 4P : INF-4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-108.00 hrs, dt= 0.02 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
0.230 98 ROADWAY
0.480 61 >75% Grass cover, Good, HSG B
0.710 73 Weighted Average
0.480 67.61% Pervious Area
0.230 32.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 4S: D1A/2B
Hydrograph
— •Runoff
0.65�_ 0.609 cfs
C ia -Ioite 2 4-hr 1-j
0.55 / / aiifalal=2.$8
0.5�— — I rieff-Area=Q71-O ad
Q Y
0.35�— � n -ff Q—p � 'r"
LL 0.3_ c=5� min
0.251 / 6N17�3
0.2 /
0.1
0.05/P
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 4S: D1A/2B
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.000 106.00 2.58 0.61 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.61 0.000
4.00 0.12 0.00 0.000
6.00 0.20 0.00 0.000
8.00 0.31 0.00 0.000
10.00 0.46 0.00 0.000
12.00 1.59 0.16 0.594
14.00 2.11 0.37 0.034
16.00 2.27 0.45 0.022
18.00 2.38 0.50 0.017
20.00 2.46 0.54 0.013
22.00 2.52 0.58 0.012
24.00 2.58 0.61 0.011
26.00 2.58 0.61 0.000
28.00 2.58 0.61 0.000
30.00 2.58 0.61 0.000
32.00 2.58 0.61 0.000
34.00 2.58 0.61 0.000
36.00 2.58 0.61 0.000
38.00 2.58 0.61 0.000
40.00 2.58 0.61 0.000
42.00 2.58 0.61 0.000
44.00 2.58 0.61 0.000
46.00 2.58 0.61 0.000
48.00 2.58 0.61 0.000
50.00 2.58 0.61 0.000
52.00 2.58 0.61 0.000
54.00 2.58 0.61 0.000
56.00 2.58 0.61 0.000
58.00 2.58 0.61 0.000
60.00 2.58 0.61 0.000
62.00 2.58 0.61 0.000
64.00 2.58 0.61 0.000
66.00 2.58 0.61 0.000
68.00 2.58 0.61 0.000
70.00 2.58 0.61 0.000
72.00 2.58 0.61 0.000
74.00 2.58 0.61 0.000
76.00 2.58 0.61 0.000
78.00 2.58 0.61 0.000
80.00 2.58 0.61 0.000
82.00 2.58 0.61 0.000
84.00 2.58 0.61 0.000
86.00 2.58 0.61 0.000
88.00 2.58 0.61 0.000
90.00 2.58 0.61 0.000
92.00 2.58 0.61 0.000
94.00 2.58 0.61 0.000
96.00 2.58 0.61 0.000
98.00 2.58 0.61 0.000
100.00 2.58 0.61 0.000
102.00 2.58 0.61 0.000
104.00 2.58 0.61 0.000

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Pond 4P: INF-4
Inflow Area = 0.710 ac, 32.39% Impervious, Inflow Depth = 0.61" for 1-yr event
Inflow = 0.609 cfs @ 12.03 hrs, Volume= 0.036 af
Outflow = 0.008 cfs @ 24.05 hrs, Volume= 0.036 af, Atten= 99%, Lag= 721.7 min
Primary = 0.008 cfs @ 24.05 hrs, Volume= 0.036 af
Secondary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-108.00 hrs, dt= 0.02 hrs
Peak Elev= 581.82' @ 24.05 hrs Surf.Area= 1,930 sf Storage= 1,253 cf
Plug-Flow detention time= 1,750.8 min calculated for 0.036 af(100% of inflow)
Center-of-Mass det. time= 1,750.8 min ( 2,630.2 - 879.4 )
Volume Invert Avail.Storage Storage Description
#1 580.50' 1,617 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
580.50 120 0 0
581.00 646 192 192
582.00 2,205 1,426 1,617
Device Routing Invert Outlet Devices
#1 Primary 577.50' 6.0" Round Culvert
L= 13.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 577.50' / 577.00' S= 0.0385 '/' Cc= 0.900
n= 0.013, Flow Area= 0.20 sf
#2 Device 1 580.50' Special & User-Defined
Head (feet) 0.00 0.50 1.00 1.50 2.00
Disch. (cfs) 0.0000 0.0060 0.0060 0.0090 0.0090
#3 Secondary 581.85' 10.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.008 cfs @ 24.05 hrs HW=581.82' (Free Discharge)
4-1=Culvert (Passes 0.008 cfs of 1.908 cfs potential flow)
4-2=Special & User-Defined (Custom Controls 0.008 cfs)
Secondary OutFlow Max=0.000 cfs @ 0.00 hrs HW=580.50' (Free Discharge)
3=Sharp-Crested Rectangular Weir( Controls 0.000 cfs)

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 4P: INF-4
Hydrograph
❑Inflow
0.6099 cfs ❑Outflow
/ /
r Infl ra 'L 61 1/ ❑Primary❑Secondary
0.65V /
0.6V / -1 / I -- Pak Eler/=-58 821
0.55V I torage7-1,2 3 r c j
0.5V /
0.45V / /
y 0.4V
0.35V / / /
3
a 0.3V
0.25V / /
0.1Y / �������
o.000 cfs/ 0.008�s -
0 /l ��fffff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Time (hours)

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 4P: INF-4
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.000 0 580.50 0.000 0.000 0.000
4.00 0.000 0 580.50 0.000 0.000 0.000
8.00 0.000 0 580.50 0.000 0.000 0.000
12.00 0.594 236 581.06 0.006 0.006 0.000
16.00 0.022 1,048 581.71 0.007 0.007 0.000
20.00 0.013 1,191 581.79 0.008 0.008 0.000
24.00 0.011 1,252 581.82 0.008 0.008 0.000
28.00 0.000 1,143 581.77 0.008 0.008 0.000
32.00 0.000 1,037 581.71 0.007 0.007 0.000
36.00 0.000 935 581.65 0.007 0.007 0.000
40.00 0.000 839 581.59 0.007 0.007 0.000
44.00 0.000 747 581.53 0.006 0.006 0.000
48.00 0.000 660 581.46 0.006 0.006 0.000
52.00 0.000 574 581.40 0.006 0.006 0.000
56.00 0.000 488 581.33 0.006 0.006 0.000
60.00 0.000 401 581.25 0.006 0.006 0.000
64.00 0.000 315 581.16 0.006 0.006 0.000
68.00 0.000 228 581.05 0.006 0.006 0.000
72.00 0.000 146 580.92 0.005 0.005 0.000
76.00 0.000 83 580.80 0.004 0.004 0.000
80.00 0.000 41 580.69 0.002 0.002 0.000
84.00 0.000 17 580.60 0.001 0.001 0.000
88.00 0.000 6 580.54 0.000 0.000 0.000
92.00 0.000 2 580.51 0.000 0.000 0.000
96.00 0.000 0 580.50 0.000 0.000 0.000
100.00 0.000 0 580.50 0.000 0.000 0.000
104.00 0.000 0 580.50 0.000 0.000 0.000
108.00 0.000 0 580.50 0.000 0.000 0.000

1S 2S
Pre Dev Post Dev to SCM 1
2P
SCM1
Subcat Reach 'on• Link Routing Diagram for SCM1
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre Dev
Runoff = 0.08 cfs @ 12.41 hrs, Volume= 0.019 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.150 60 Woods, Fair, HSG B
1.150 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.3 300 0.1117 0.19 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
Subcatchment 1S: Pre Dev
Hydrograph
1 1 1 1 1 1 1 ❑Runoff
o.os5�1 0.08 cfs � T � r �
0.08� -Ch r+a#ite�4-hr4-y;r
0.075
0.071/ 1 1 H fi T 1 1 fi 1 Rilir fll2 8
0.065/_ '0.067 IRaFno#f Aite '1A 5 at-
0.055� 1 —1 4- 12PP-Pff QLam-_I9-g1 q-
U 0.05_ "rlff-_ h=r_ On0.045� T �
LL /
0.04_ w_ e n 0 V
0.034/ 1 _1 L T L I LShcriel= :FBI ti7 4,
0 025/ I T T l T T T 12r&11111
0.02.V fi T r — ' T -Q 6O
00.01.014�/ / /'/�
0.0051-/
0-....../ ....,.; , ��/ll��/�// �// //�/ll���lll�ll�/ll�%/%�//�l///l�/�
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 2.58 0.20 0.00
2.00 0.06 0.00 0.00 108.00 2.58 0.20 0.00
4.00 0.12 0.00 0.00 110.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 112.00 2.58 0.20 0.00
8.00 0.31 0.00 0.00 114.00 2.58 0.20 0.00
10.00 0.46 0.00 0.00 116.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 118.00 2.58 0.20 0.00
14.00 2.11 0.08 0.03 120.00 2.58 0.20 0.00
16.00 2.27 0.12 0.02
18.00 2.38 0.14 0.01
20.00 2.46 0.16 0.01
22.00 2.52 0.18 0.01
24.00 2.58 0.20 0.01
26.00 2.58 0.20 0.00
28.00 2.58 0.20 0.00
30.00 2.58 0.20 0.00
32.00 2.58 0.20 0.00
34.00 2.58 0.20 0.00
36.00 2.58 0.20 0.00
38.00 2.58 0.20 0.00
40.00 2.58 0.20 0.00
42.00 2.58 0.20 0.00
44.00 2.58 0.20 0.00
46.00 2.58 0.20 0.00
48.00 2.58 0.20 0.00
50.00 2.58 0.20 0.00
52.00 2.58 0.20 0.00
54.00 2.58 0.20 0.00
56.00 2.58 0.20 0.00
58.00 2.58 0.20 0.00
60.00 2.58 0.20 0.00
62.00 2.58 0.20 0.00
64.00 2.58 0.20 0.00
66.00 2.58 0.20 0.00
68.00 2.58 0.20 0.00
70.00 2.58 0.20 0.00
72.00 2.58 0.20 0.00
74.00 2.58 0.20 0.00
76.00 2.58 0.20 0.00
78.00 2.58 0.20 0.00
80.00 2.58 0.20 0.00
82.00 2.58 0.20 0.00
84.00 2.58 0.20 0.00
86.00 2.58 0.20 0.00
88.00 2.58 0.20 0.00
90.00 2.58 0.20 0.00
92.00 2.58 0.20 0.00
94.00 2.58 0.20 0.00
96.00 2.58 0.20 0.00
98.00 2.58 0.20 0.00
100.00 2.58 0.20 0.00
102.00 2.58 0.20 0.00
104.00 2.58 0.20 0.00

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Post Dev to SCM1
Runoff = 2.11 cfs @ 12.02 hrs, Volume= 0.123 af, Depth= 0.70"
Routed to Pond 2P : SCM1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
2.110 75 Residencial
2.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM1
Hydrograph
2.11 cfs ❑Runoff
I � ��
2 / arlotte 24-h��'�-Yr -
/ RainfIl2.158"
/ IRUnbff Area=2.110 ac
Rin9ff Vplume=0.12�3 �f
I unpff Deph70.I70"
LL 1 , Tc=5.0-L rn
/ G�N-75
i I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 2S: Post Dev to SCM1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 2.58 0.70 0.00
2.00 0.06 0.00 0.00 108.00 2.58 0.70 0.00
4.00 0.12 0.00 0.00 110.00 2.58 0.70 0.00
6.00 0.20 0.00 0.00 112.00 2.58 0.70 0.00
8.00 0.31 0.00 0.00 114.00 2.58 0.70 0.00
10.00 0.46 0.00 0.00 116.00 2.58 0.70 0.00
12.00 1.59 0.20 2.08 118.00 2.58 0.70 0.00
14.00 2.11 0.44 0.11 120.00 2.58 0.70 0.00
16.00 2.27 0.52 0.07
18.00 2.38 0.58 0.06
20.00 2.46 0.62 0.04
22.00 2.52 0.66 0.04
24.00 2.58 0.70 0.04
26.00 2.58 0.70 0.00
28.00 2.58 0.70 0.00
30.00 2.58 0.70 0.00
32.00 2.58 0.70 0.00
34.00 2.58 0.70 0.00
36.00 2.58 0.70 0.00
38.00 2.58 0.70 0.00
40.00 2.58 0.70 0.00
42.00 2.58 0.70 0.00
44.00 2.58 0.70 0.00
46.00 2.58 0.70 0.00
48.00 2.58 0.70 0.00
50.00 2.58 0.70 0.00
52.00 2.58 0.70 0.00
54.00 2.58 0.70 0.00
56.00 2.58 0.70 0.00
58.00 2.58 0.70 0.00
60.00 2.58 0.70 0.00
62.00 2.58 0.70 0.00
64.00 2.58 0.70 0.00
66.00 2.58 0.70 0.00
68.00 2.58 0.70 0.00
70.00 2.58 0.70 0.00
72.00 2.58 0.70 0.00
74.00 2.58 0.70 0.00
76.00 2.58 0.70 0.00
78.00 2.58 0.70 0.00
80.00 2.58 0.70 0.00
82.00 2.58 0.70 0.00
84.00 2.58 0.70 0.00
86.00 2.58 0.70 0.00
88.00 2.58 0.70 0.00
90.00 2.58 0.70 0.00
92.00 2.58 0.70 0.00
94.00 2.58 0.70 0.00
96.00 2.58 0.70 0.00
98.00 2.58 0.70 0.00
100.00 2.58 0.70 0.00
102.00 2.58 0.70 0.00
104.00 2.58 0.70 0.00

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 2P: SCM1
Inflow Area = 2.110 ac, 0.00% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 2.11 cfs @ 12.02 hrs, Volume= 0.123 of
Outflow = 0.02 cfs @ 24.07 hrs, Volume= 0.110 af, Atten= 99%, Lag= 722.8 min
Primary = 0.02 cfs @ 24.07 hrs, Volume= 0.110 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 588.60' @ 24.07 hrs Surf.Area= 3,761 sf Storage= 4,590 cf
Plug-Flow detention time= 2,465.6 min calculated for 0.110 af(90°/0 of inflow)
Center-of-Mass det. time= 2,414.2 min ( 3,285.4 - 871.3 )
Volume Invert Avail.Storage Storage Description
#1 587.00' 16,425 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.00 250 0 0
587.10 2,094 117 117
588.00 3,205 2,385 2,502
589.00 4,132 3,669 6,170
590.00 5,120 4,626 10,796
591.00 6,138 5,629 16,425
Device Routing Invert Outlet Devices
#1 Primary 583.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 583.50' / 583.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.00' Special & User-Defined
Head (feet) 0.00 1.00 2.00 3.00
Disch. (cfs) 0.000 0.015 0.020 0.025
#3 Device 1 588.50' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.02 cfs @ 24.07 hrs HW=588.60' (Free Discharge)
Lam=Culvert (Passes 0.02 cfs of 3.04 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.02 cfs)
-3=Sharp-Crested Vee/Trap Weir(Weir Controls 0.00 cfs @ 0.82 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 2P: SCM1
Hydrograph
1 1 1 1 1 0 Inflow
2.11 cfs ❑Primary
rff`o1w Ai-e-a .1'r'10a6
2 / I I Pa1k EIbli=588.60'
ttbrage=4,590 cif
/i
1 1
3 / -HI
LL 1 / 1
/
IH
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 2P: SCM1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.00 0.00
4.00 0.00 0 587.00 0.00
8.00 0.00 0 587.00 0.00
12.00 2.08 942 587.46 0.01
16.00 0.07 3,737 588.37 0.02
20.00 0.04 4,298 588.52 0.02
24.00 0.04 4,588 588.60 0.02
28.00 0.00 4,327 588.53 0.02
32.00 0.00 4,075 588.46 0.02
36.00 0.00 3,828 588.39 0.02
40.00 0.00 3,587 588.32 0.02
44.00 0.00 3,350 588.26 0.02
48.00 0.00 3,118 588.19 0.02
52.00 0.00 2,891 588.12 0.02
56.00 0.00 2,669 588.05 0.02
60.00 0.00 2,452 587.98 0.01
64.00 0.00 2,246 587.92 0.01
68.00 0.00 2,055 587.86 0.01
72.00 0.00 1,876 587.80 0.01
76.00 0.00 1,710 587.74 0.01
80.00 0.00 1,556 587.69 0.01
84.00 0.00 1,414 587.63 0.01
88.00 0.00 1,282 587.59 0.01
92.00 0.00 1,160 587.54 0.01
96.00 0.00 1,048 587.50 0.01
100.00 0.00 945 587.46 0.01
104.00 0.00 850 587.42 0.01
108.00 0.00 763 587.38 0.01
112.00 0.00 684 587.35 0.01
116.00 0.00 611 587.32 0.00
120.00 0.00 545 587.29 0.00

1S 2S
Pre Dev Post Dev to SCM2
AND
SCM2
(Subca Reach 'on• Link Routing Diagram for SCM2
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM2
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre Dev
Runoff = 0.08 cfs @ 12.61 hrs, Volume= 0.023 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.380 60 Woods, Fair, HSG B
1.380 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.8 300 0.0483 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
0.7 193 0.0725 4.34 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
37.5 493 Total
Subcatchment 1S: Pre Dev
Hydrograph
�- L I T 1 J 1- 0 Runoff
0.085/ 0.08 cfs -
0.08 T T i T 11 T T 1har+at�tel -ir4- r
0.075/
0.07/ T rt fi g�ir fa 11�2 8
0.065 0.06 _ H - T H H Rain cuff Attea=1-38O-a -
0.055/ 4 / Ru ffYQlumP=9-92 f
0.05 - ff IT—� 0
u
0.045 / �
2° 0.04/— — % — low_ en = 9&
L
0.03
0.025 T 1 4 I T T T d N 6OI
0.02
0.015 �������'
-
0.005 H-
o
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 2.58 0.20 0.00
0.50 0.01 0.00 0.00 27.00 2.58 0.20 0.00
1.00 0.03 0.00 0.00 27.50 2.58 0.20 0.00
1.50 0.04 0.00 0.00 28.00 2.58 0.20 0.00
2.00 0.06 0.00 0.00 28.50 2.58 0.20 0.00
2.50 0.07 0.00 0.00 29.00 2.58 0.20 0.00
3.00 0.09 0.00 0.00 29.50 2.58 0.20 0.00
3.50 0.10 0.00 0.00 30.00 2.58 0.20 0.00
4.00 0.12 0.00 0.00 30.50 2.58 0.20 0.00
4.50 0.14 0.00 0.00 31.00 2.58 0.20 0.00
5.00 0.16 0.00 0.00 31.50 2.58 0.20 0.00
5.50 0.18 0.00 0.00 32.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 32.50 2.58 0.20 0.00
6.50 0.23 0.00 0.00 33.00 2.58 0.20 0.00
7.00 0.25 0.00 0.00 33.50 2.58 0.20 0.00
7.50 0.28 0.00 0.00 34.00 2.58 0.20 0.00
8.00 0.31 0.00 0.00 34.50 2.58 0.20 0.00
8.50 0.34 0.00 0.00 35.00 2.58 0.20 0.00
9.00 0.38 0.00 0.00 35.50 2.58 0.20 0.00
9.50 0.42 0.00 0.00 36.00 2.58 0.20 0.00
10.00 0.46 0.00 0.00 36.50 2.58 0.20 0.00
10.50 0.52 0.00 0.00 37.00 2.58 0.20 0.00
11.00 0.60 0.00 0.00 37.50 2.58 0.20 0.00
11.50 0.72 0.00 0.00 38.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 38.50 2.58 0.20 0.00
12.50 1.88 0.04 0.08 39.00 2.58 0.20 0.00
13.00 1.98 0.06 0.06 39.50 2.58 0.20 0.00
13.50 2.06 0.07 0.04 40.00 2.58 0.20 0.00
14.00 2.11 0.08 0.03 40.50 2.58 0.20 0.00
14.50 2.16 0.09 0.03 41.00 2.58 0.20 0.00
15.00 2.20 0.10 0.03 41.50 2.58 0.20 0.00
15.50 2.24 0.11 0.02 42.00 2.58 0.20 0.00
16.00 2.27 0.12 0.02 42.50 2.58 0.20 0.00
16.50 2.30 0.12 0.02 43.00 2.58 0.20 0.00
17.00 2.33 0.13 0.02 43.50 2.58 0.20 0.00
17.50 2.35 0.13 0.02 44.00 2.58 0.20 0.00
18.00 2.38 0.14 0.02 44.50 2.58 0.20 0.00
18.50 2.40 0.15 0.02 45.00 2.58 0.20 0.00
19.00 2.42 0.15 0.02 45.50 2.58 0.20 0.00
19.50 2.44 0.16 0.01 46.00 2.58 0.20 0.00
20.00 2.46 0.16 0.01 46.50 2.58 0.20 0.00
20.50 2.47 0.17 0.01 47.00 2.58 0.20 0.00
21.00 2.49 0.17 0.01 47.50 2.58 0.20 0.00
21.50 2.50 0.18 0.01 48.00 2.58 0.20 0.00
22.00 2.52 0.18 0.01
22.50 2.54 0.18 0.01
23.00 2.55 0.19 0.01
23.50 2.57 0.19 0.01
24.00 2.58 0.20 0.01
24.50 2.58 0.20 0.01
25.00 2.58 0.20 0.00
25.50 2.58 0.20 0.00
26.00 2.58 0.20 0.00

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2S: Post Dev to SCM2
Runoff = 1.35 cfs @ 12.02 hrs, Volume= 0.078 af, Depth= 0.74"
Routed to Pond 2P : SCM2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.260 76 Residencial
1.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM2
Hydrograph
1.35 cfs ❑Runoff
614ariotte 24-I-;r 1-1;r
Rainfall2.158"
/ IRUn iff-Area=- .260 ac
I Ryncff VspIume=0.97$ of
!Runoff Deph70.174"
LL Tc=5.0 m i n
/ 6NL7G
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 2S: Post Dev to SCM2
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 2.58 0.74 0.00
0.50 0.01 0.00 0.00 27.00 2.58 0.74 0.00
1.00 0.03 0.00 0.00 27.50 2.58 0.74 0.00
1.50 0.04 0.00 0.00 28.00 2.58 0.74 0.00
2.00 0.06 0.00 0.00 28.50 2.58 0.74 0.00
2.50 0.07 0.00 0.00 29.00 2.58 0.74 0.00
3.00 0.09 0.00 0.00 29.50 2.58 0.74 0.00
3.50 0.10 0.00 0.00 30.00 2.58 0.74 0.00
4.00 0.12 0.00 0.00 30.50 2.58 0.74 0.00
4.50 0.14 0.00 0.00 31.00 2.58 0.74 0.00
5.00 0.16 0.00 0.00 31.50 2.58 0.74 0.00
5.50 0.18 0.00 0.00 32.00 2.58 0.74 0.00
6.00 0.20 0.00 0.00 32.50 2.58 0.74 0.00
6.50 0.23 0.00 0.00 33.00 2.58 0.74 0.00
7.00 0.25 0.00 0.00 33.50 2.58 0.74 0.00
7.50 0.28 0.00 0.00 34.00 2.58 0.74 0.00
8.00 0.31 0.00 0.00 34.50 2.58 0.74 0.00
8.50 0.34 0.00 0.00 35.00 2.58 0.74 0.00
9.00 0.38 0.00 0.00 35.50 2.58 0.74 0.00
9.50 0.42 0.00 0.00 36.00 2.58 0.74 0.00
10.00 0.46 0.00 0.00 36.50 2.58 0.74 0.00
10.50 0.52 0.00 0.00 37.00 2.58 0.74 0.00
11.00 0.60 0.00 0.00 37.50 2.58 0.74 0.00
11.50 0.72 0.00 0.01 38.00 2.58 0.74 0.00
12.00 1.59 0.22 1.33 38.50 2.58 0.74 0.00
12.50 1.88 0.36 0.18 39.00 2.58 0.74 0.00
13.00 1.98 0.41 0.11 39.50 2.58 0.74 0.00
13.50 2.06 0.44 0.09 40.00 2.58 0.74 0.00
14.00 2.11 0.47 0.07 40.50 2.58 0.74 0.00
14.50 2.16 0.50 0.06 41.00 2.58 0.74 0.00
15.00 2.20 0.52 0.06 41.50 2.58 0.74 0.00
15.50 2.24 0.54 0.05 42.00 2.58 0.74 0.00
16.00 2.27 0.56 0.04 42.50 2.58 0.74 0.00
16.50 2.30 0.58 0.04 43.00 2.58 0.74 0.00
17.00 2.33 0.59 0.04 43.50 2.58 0.74 0.00
17.50 2.35 0.61 0.04 44.00 2.58 0.74 0.00
18.00 2.38 0.62 0.03 44.50 2.58 0.74 0.00
18.50 2.40 0.63 0.03 45.00 2.58 0.74 0.00
19.00 2.42 0.65 0.03 45.50 2.58 0.74 0.00
19.50 2.44 0.66 0.03 46.00 2.58 0.74 0.00
20.00 2.46 0.67 0.03 46.50 2.58 0.74 0.00
20.50 2.47 0.68 0.03 47.00 2.58 0.74 0.00
21.00 2.49 0.69 0.02 47.50 2.58 0.74 0.00
21.50 2.50 0.70 0.02 48.00 2.58 0.74 0.00
22.00 2.52 0.71 0.02
22.50 2.54 0.72 0.02
23.00 2.55 0.73 0.02
23.50 2.57 0.73 0.02
24.00 2.58 0.74 0.02
24.50 2.58 0.74 0.00
25.00 2.58 0.74 0.00
25.50 2.58 0.74 0.00
26.00 2.58 0.74 0.00

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 2P: SCM2
Inflow Area = 1.260 ac, 0.00% Impervious, Inflow Depth = 0.74" for 1-yr event
Inflow = 1.35 cfs @ 12.02 hrs, Volume= 0.078 af
Outflow = 0.01 cfs @ 24.05 hrs, Volume= 0.043 af, Atten= 99%, Lag= 722.0 min
Primary = 0.01 cfs @ 24.05 hrs, Volume= 0.043 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 588.74' @ 24.05 hrs Surf.Area= 3,057 sf Storage= 2,764 cf
Plug-Flow detention time= 1,054.0 min calculated for 0.042 af(54% of inflow)
Center-of-Mass det. time= 916.7 min ( 1,784.1 - 867.4 )
Volume Invert Avail.Storage Storage Description
#1 587.50' 16,870 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.50 250 0 0
588.00 2,537 697 697
589.00 3,240 2,889 3,585
590.00 4,000 3,620 7,205
591.00 4,818 4,409 11,614
592.00 5,694 5,256 16,870
Device Routing Invert Outlet Devices
#1 Primary 584.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 584.50' / 584.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.50' Special & User-Defined
Head (feet) 0.00 0.50 1.50 2.50 3.50 4.50
Disch. (cfs) 0.000 0.012 0.016 0.020 0.024 0.028
#3 Device 1 588.75' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.01 cfs @ 24.05 hrs HW=588.74' (Free Discharge)
Lam=Culvert (Passes 0.01 cfs of 2.76 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.01 cfs)
-3=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 2P: SCM2
` Hydrograph
/ I I I 1 1 ❑ Inflow
1.35 cfs , I I ❑Primary
I r Ikf`oiav Area=1 .260 a6
1 1 Palk EIS =588.74'
ttrage21,7Wcf
1
i
o I ' I
C /
LT_
III / II 1
1e
/ ,.�i��Z 0.01 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 2P: SCM2
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.50 0.00
1.00 0.00 0 587.50 0.00
2.00 0.00 0 587.50 0.00
3.00 0.00 0 587.50 0.00
4.00 0.00 0 587.50 0.00
5.00 0.00 0 587.50 0.00
6.00 0.00 0 587.50 0.00
7.00 0.00 0 587.50 0.00
8.00 0.00 0 587.50 0.00
9.00 0.00 0 587.50 0.00
10.00 0.00 0 587.50 0.00
11.00 0.00 0 587.50 0.00
12.00 1.33 638 587.98 0.01
13.00 0.11 1,772 588.40 0.01
14.00 0.07 2,038 588.49 0.01
15.00 0.06 2,209 588.55 0.01
16.00 0.04 2,339 588.60 0.01
17.00 0.04 2,436 588.63 0.01
18.00 0.03 2,516 588.66 0.01
19.00 0.03 2,582 588.68 0.01
20.00 0.03 2,631 588.70 0.01
21.00 0.02 2,669 588.71 0.01
22.00 0.02 2,703 588.72 0.01
23.00 0.02 2,735 588.73 0.01
24.00 0.02 2,763 588.74 0.01
25.00 0.00 2,716 588.72 0.01
26.00 0.00 2,662 588.71 0.01
27.00 0.00 2,609 588.69 0.01
28.00 0.00 2,556 588.67 0.01
29.00 0.00 2,503 588.65 0.01
30.00 0.00 2,451 588.64 0.01
31.00 0.00 2,399 588.62 0.01
32.00 0.00 2,347 588.60 0.01
33.00 0.00 2,295 588.58 0.01
34.00 0.00 2,244 588.57 0.01
35.00 0.00 2,192 588.55 0.01
36.00 0.00 2,141 588.53 0.01
37.00 0.00 2,091 588.51 0.01
38.00 0.00 2,040 588.50 0.01
39.00 0.00 1,990 588.48 0.01
40.00 0.00 1,940 588.46 0.01
41.00 0.00 1,890 588.44 0.01
42.00 0.00 1,841 588.43 0.01
43.00 0.00 1,792 588.41 0.01
44.00 0.00 1,743 588.39 0.01
45.00 0.00 1,694 588.37 0.01
46.00 0.00 1,646 588.36 0.01
47.00 0.00 1,597 588.34 0.01
48.00 0.00 1,549 588.32 0.01

1 S 3S
SCM 3 Pre Dev
SCM 3 "ost Dev
3P
SCM 3
(Subcat Reach 'on• Link Routing Diagram for SCM3-24
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM3-24
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: SCM 3 Pre Dev
Runoff = 0.51 cfs @ 12.69 hrs, Volume= 0.155 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
9.440 60 Woods, Fair, HSG B
9.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
14.8 746 0.0282 0.84 Shallow Concentrated Flow, Shallow
Woodland Kv= 5.0 fps
42.1 876 Total
Subcatchment 1 S: SCM 3 Pre Dev
Hydrograph
.
0.55_ 0 Runoff
0.51 cfs
0.5 +
0.451/ rt fi rt Rainfall=2.58"
RUnoff Area=9.440 arc
0.35� !RYnOff VPIYMP=0.1
Ru pff Dph9O 0I
0.25_
j ow Len th= 7�`"
0.2 _
0.15 H H d r4- 6b
I I I I I —r
0.05Y
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: SCM 3 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.07 0.00 0.00
5.00 0.16 0.00 0.00
7.50 0.28 0.00 0.00
10.00 0.46 0.00 0.00
12.50 1.88 0.04 0.44
15.00 2.20 0.10 0.18
17.50 2.35 0.13 0.12
20.00 2.46 0.16 0.10
22.50 2.54 0.18 0.08
25.00 2.58 0.20 0.01
27.50 2.58 0.20 0.00
30.00 2.58 0.20 0.00
32.50 2.58 0.20 0.00
35.00 2.58 0.20 0.00
37.50 2.58 0.20 0.00
40.00 2.58 0.20 0.00
42.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
47.50 2.58 0.20 0.00
50.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
55.00 2.58 0.20 0.00
57.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
62.50 2.58 0.20 0.00
65.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
70.00 2.58 0.20 0.00
72.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
77.50 2.58 0.20 0.00
80.00 2.58 0.20 0.00
82.50 2.58 0.20 0.00
85.00 2.58 0.20 0.00
87.50 2.58 0.20 0.00
90.00 2.58 0.20 0.00
92.50 2.58 0.20 0.00
95.00 2.58 0.20 0.00
97.50 2.58 0.20 0.00
100.00 2.58 0.20 0.00
102.50 2.58 0.20 0.00
105.00 2.58 0.20 0.00
107.50 2.58 0.20 0.00
110.00 2.58 0.20 0.00
112.50 2.58 0.20 0.00
115.00 2.58 0.20 0.00
117.50 2.58 0.20 0.00
120.00 2.58 0.20 0.00

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3S: SCM 3 Post Dev
Runoff = 5.87 cfs @ 12.17 hrs, Volume= 0.469 af, Depth= 0.70"
Routed to Pond 3P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.690 98 Paved parking, HSG B
6.380 69 50-75% Grass cover, Fair, HSG B
8.070 75 Weighted Average
6.380 79.06% Pervious Area
1.690 20.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 102 0.0196 0.11 Sheet Flow, Sheet Flowe
Grass: Dense n= 0.240 P2= 3.12"
0.7 162 0.0617 4.00 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.4 535 0.0250 6.44 46.98 Channel Flow, Channel Flow
Area= 7.3 sf Perim= 9.8' r= 0.74' n= 0.030
16.9 799 Total
Subcatchment 3S: SCM 3 Post Dev
Hydrograph
/ •Runoff
5.87 cfs 6
4 bi-arlotte
5�
�Ratnfe1162.�5S '
1 1 IRUnbff Area=8.070 ad
4:/ -RynoffVolume .4-6p �f
Runoff DepthF0.70" -
o
� low Length-(9
T� 6.9Mi�i -
2- GN7�
I I
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 3S: SCM 3 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.07 0.00 0.00
5.00 0.16 0.00 0.00
7.50 0.28 0.00 0.00
10.00 0.46 0.00 0.00
12.50 1.88 0.33 1.89
15.00 2.20 0.48 0.36
17.50 2.35 0.57 0.23
20.00 2.46 0.62 0.17
22.50 2.54 0.67 0.15
25.00 2.58 0.70 0.00
27.50 2.58 0.70 0.00
30.00 2.58 0.70 0.00
32.50 2.58 0.70 0.00
35.00 2.58 0.70 0.00
37.50 2.58 0.70 0.00
40.00 2.58 0.70 0.00
42.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
47.50 2.58 0.70 0.00
50.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
55.00 2.58 0.70 0.00
57.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
62.50 2.58 0.70 0.00
65.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
70.00 2.58 0.70 0.00
72.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
77.50 2.58 0.70 0.00
80.00 2.58 0.70 0.00
82.50 2.58 0.70 0.00
85.00 2.58 0.70 0.00
87.50 2.58 0.70 0.00
90.00 2.58 0.70 0.00
92.50 2.58 0.70 0.00
95.00 2.58 0.70 0.00
97.50 2.58 0.70 0.00
100.00 2.58 0.70 0.00
102.50 2.58 0.70 0.00
105.00 2.58 0.70 0.00
107.50 2.58 0.70 0.00
110.00 2.58 0.70 0.00
112.50 2.58 0.70 0.00
115.00 2.58 0.70 0.00
117.50 2.58 0.70 0.00
120.00 2.58 0.70 0.00

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 3P: SCM 3
Inflow Area = 8.070 ac, 20.94% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 5.87 cfs @ 12.17 hrs, Volume= 0.469 of
Outflow = 0.13 cfs @ 24.08 hrs, Volume= 0.452 af, Atten= 98%, Lag= 714.3 min
Primary = 0.13 cfs @ 24.08 hrs, Volume= 0.452 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 554.17' @ 24.08 hrs Surf.Area= 16,731 sf Storage= 16,494 cf
Plug-Flow detention time= 2,578.0 min calculated for 0.452 af(96% of inflow)
Center-of-Mass det. time= 2,559.7 min ( 3,442.0 - 882.3 )
Volume Invert Avail.Storage Storage Description
#1 552.75' 70,589 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
552.75 800 0 0
553.00 8,558 1,170 1,170
554.00 16,451 12,505 13,674
555.00 18,098 17,275 30,949
556.00 19,805 18,952 49,900
557.00 21,573 20,689 70,589
Device Routing Invert Outlet Devices
#1 Primary 548.00' 12.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 548.00' / 546.00' S= 0.0400 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 552.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.036 0.049 0.062 0.075 0.088
#3 Device 1 554.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.13 cfs @ 24.08 hrs HW=554.17' (Free Discharge)
Lam=Culvert (Passes 0.13 cfs of 9.00 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.05 cfs)
-3=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.40 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 3P: SCM 3
Hydrograph
` ❑ Inflow
5.87cs El Primary
6 Inflow Area=8.070 ac
i H H Pal tire 554. 7'
5 1 1 1 1 Storage=f6,44dcd
4
U H H
3 3
0
2
I I
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM3-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 3P: SCM 3
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 552.75 0.00
2.50 0.00 0 552.75 0.00
5.00 0.00 0 552.75 0.00
7.50 0.00 0 552.75 0.00
10.00 0.00 0 552.75 0.00
12.50 1.89 8,088 553.63 0.04
15.00 0.36 13,306 553.98 0.05
17.50 0.23 15,296 554.10 0.08
20.00 0.17 16,187 554.15 0.12
22.50 0.15 16,439 554.17 0.13
25.00 0.00 16,164 554.15 0.12
27.50 0.00 15,297 554.10 0.08
30.00 0.00 14,668 554.06 0.06
32.50 0.00 14,155 554.03 0.05
35.00 0.00 13,701 554.00 0.05
37.50 0.00 13,261 553.97 0.05
40.00 0.00 12,825 553.95 0.05
42.50 0.00 12,392 553.92 0.05
45.00 0.00 11,961 553.89 0.05
47.50 0.00 11,535 553.87 0.05
50.00 0.00 11,111 553.84 0.05
52.50 0.00 10,691 553.81 0.05
55.00 0.00 10,273 553.78 0.05
57.50 0.00 9,860 553.75 0.05
60.00 0.00 9,449 553.73 0.05
62.50 0.00 9,042 553.70 0.05
65.00 0.00 8,638 553.67 0.04
67.50 0.00 8,238 553.64 0.04
70.00 0.00 7,841 553.61 0.04
72.50 0.00 7,447 553.58 0.04
75.00 0.00 7,057 553.55 0.04
77.50 0.00 6,671 553.52 0.04
80.00 0.00 6,288 553.49 0.04
82.50 0.00 5,909 553.46 0.04
85.00 0.00 5,533 553.43 0.04
87.50 0.00 5,161 553.39 0.04
90.00 0.00 4,793 553.36 0.04
92.50 0.00 4,428 553.33 0.04
95.00 0.00 4,068 553.30 0.04
97.50 0.00 3,711 553.26 0.04
100.00 0.00 3,358 553.23 0.04
102.50 0.00 3,009 553.20 0.04
105.00 0.00 2,664 553.16 0.04
107.50 0.00 2,323 553.13 0.04
110.00 0.00 1,986 553.09 0.04
112.50 0.00 1,653 553.05 0.04
115.00 0.00 1,325 553.02 0.04
117.50 0.00 1,008 552.98 0.03
120.00 0.00 734 552.94 0.03

1S (4s >
SCM 4 Pre Dev
SCM 4 "ost Dev
4P
SCM 4
(Subcat Reach 'on• Link Routing Diagram for SCM4-24
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM4-24
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: SCM 4 Pre Dev
Runoff = 0.09 cfs @ 12.67 hrs, Volume= 0.028 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.690 60 Woods, Fair, HSG B
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
39.7 300 0.0400 0.13 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
1.1 255 0.0529 3.70 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
40.8 555 Total
Subcatchment 1 S: SCM 4 Pre Dev
Hydrograph
0.1� 0 Runoff
/�0.09�cfs
0.095 _ 4 1 —1 H �tl
=
0.09V— �r� te_2 r - r
0.085V 4 4 4 7 I 14 Alei> f2:158}`
0.08
0.075V 7 H H- Rti n&ff Ate =1-69N1 a
0.07
0.065
0.06 — - 4 •Q
°0 05V j 7 717 7 1 IDPh7_
LL0.045= rl (;
owLen _th 5
0.04V— I
0.015V
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: SCM 4 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.07 0.00 0.00
5.00 0.16 0.00 0.00
7.50 0.28 0.00 0.00
10.00 0.46 0.00 0.00
12.50 1.88 0.04 0.08
15.00 2.20 0.10 0.03
17.50 2.35 0.13 0.02
20.00 2.46 0.16 0.02
22.50 2.54 0.18 0.01
25.00 2.58 0.20 0.00
27.50 2.58 0.20 0.00
30.00 2.58 0.20 0.00
32.50 2.58 0.20 0.00
35.00 2.58 0.20 0.00
37.50 2.58 0.20 0.00
40.00 2.58 0.20 0.00
42.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
47.50 2.58 0.20 0.00
50.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
55.00 2.58 0.20 0.00
57.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
62.50 2.58 0.20 0.00
65.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
70.00 2.58 0.20 0.00
72.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
77.50 2.58 0.20 0.00
80.00 2.58 0.20 0.00
82.50 2.58 0.20 0.00
85.00 2.58 0.20 0.00
87.50 2.58 0.20 0.00
90.00 2.58 0.20 0.00
92.50 2.58 0.20 0.00
95.00 2.58 0.20 0.00
97.50 2.58 0.20 0.00
100.00 2.58 0.20 0.00
102.50 2.58 0.20 0.00
105.00 2.58 0.20 0.00
107.50 2.58 0.20 0.00
110.00 2.58 0.20 0.00
112.50 2.58 0.20 0.00
115.00 2.58 0.20 0.00
117.50 2.58 0.20 0.00
120.00 2.58 0.20 0.00

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: SCM 4 Post Dev
Runoff = 6.87 cfs @ 12.34 hrs, Volume= 0.762 af, Depth= 0.70"
Routed to Pond 4P : SCM 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
2.650 98 Paved parking, HSG B
10.450 69 50-75% Grass cover, Fair, HSG B
13.100 75 Weighted Average
10.450 79.77% Pervious Area
2.650 20.23% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 300 0.1100 0.19 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.9 497 0.0714 4.30 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 462 0.0352 7.43 37.13 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.6 423 0.0200 11.57 34.70 Channel Flow, Channel
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
30.0 1,682 Total
Subcatchment 4S: SCM 4 Post Dev
Hydrograph
I I
■Runoff
71 6.87 cfs
-
_ % I 614arJloite 24-hr 'J-1;r
61/1 I t r f tRainfa11=2.51"
Rufoff Areat13.1O0 at
RI!n9ff VQlume=10.762 �f
4- unc1 f to Crep h70.I70"
/ w_L h= II LL engt 1�682'
3 Tc=i0.0
r
2-
I 7t -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 4S: SCM 4 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.07 0.00 0.00
5.00 0.16 0.00 0.00
7.50 0.28 0.00 0.00
10.00 0.46 0.00 0.00
12.50 1.88 0.33 5.44
15.00 2.20 0.48 0.60
17.50 2.35 0.57 0.39
20.00 2.46 0.62 0.28
22.50 2.54 0.67 0.24
25.00 2.58 0.70 0.01
27.50 2.58 0.70 0.00
30.00 2.58 0.70 0.00
32.50 2.58 0.70 0.00
35.00 2.58 0.70 0.00
37.50 2.58 0.70 0.00
40.00 2.58 0.70 0.00
42.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
47.50 2.58 0.70 0.00
50.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
55.00 2.58 0.70 0.00
57.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
62.50 2.58 0.70 0.00
65.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
70.00 2.58 0.70 0.00
72.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
77.50 2.58 0.70 0.00
80.00 2.58 0.70 0.00
82.50 2.58 0.70 0.00
85.00 2.58 0.70 0.00
87.50 2.58 0.70 0.00
90.00 2.58 0.70 0.00
92.50 2.58 0.70 0.00
95.00 2.58 0.70 0.00
97.50 2.58 0.70 0.00
100.00 2.58 0.70 0.00
102.50 2.58 0.70 0.00
105.00 2.58 0.70 0.00
107.50 2.58 0.70 0.00
110.00 2.58 0.70 0.00
112.50 2.58 0.70 0.00
115.00 2.58 0.70 0.00
117.50 2.58 0.70 0.00
120.00 2.58 0.70 0.00

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 4P: SCM 4
Inflow Area = 13.100 ac, 20.23% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 6.87 cfs @ 12.34 hrs, Volume= 0.762 af
Outflow = 0.08 cfs @ 24.50 hrs, Volume= 0.637 af, Atten= 99%, Lag= 729.8 min
Primary = 0.08 cfs @ 24.50 hrs, Volume= 0.637 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 553.21' @ 24.50 hrs Surf.Area= 29,253 sf Storage= 29,708 cf
Plug-Flow detention time= 3,003.4 min calculated for 0.637 af(84% of inflow)
Center-of-Mass det. time= 2,927.3 min ( 3,821.7 - 894.5 )
Volume Invert Avail.Storage Storage Description
#1 551.75' 119,300 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
551.75 1,250 0 0
552.00 14,482 1,967 1,967
553.00 28,832 21,657 23,624
554.00 30,840 29,836 53,460
555.00 32,906 31,873 85,333
556.00 35,028 33,967 119,300
Device Routing Invert Outlet Devices
#1 Primary 547.00' 12.0" Round Culvert
L= 72.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 547.00' / 546.00' S= 0.0139 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 551.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.056 0.076 0.096 0.116 0.137
#3 Device 1 553.50' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.08 cfs @ 24.50 hrs HW=553.21' (Free Discharge)
-1=Culvert (Passes 0.08 cfs of 8.49 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.08 cfs)
-3=Orifice/Grate 6" ( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 4P: SCM 4
Hydrograph
0 Inflow
6.87 cfs ❑Primary
7 / Iiflosr Area=13.100 a6
0-e l E�ev=55�3.211'
61/
1 1 Storage=19►,Tb81-c1
51/ LI1I _LL _LLI
4
3
2
1
0 z z008 cfs////�� // / //�� z��������������
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM4-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 4P: SCM 4
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 551.75 0.00
2.50 0.00 0 551.75 0.00
5.00 0.00 0 551.75 0.00
7.50 0.00 0 551.75 0.00
10.00 0.00 0 551.75 0.00
12.50 5.44 9,464 552.43 0.06
15.00 0.60 21,243 552.92 0.07
17.50 0.39 24,827 553.04 0.08
20.00 0.28 27,135 553.12 0.08
22.50 0.24 28,697 553.17 0.08
25.00 0.01 29,617 553.21 0.08
27.50 0.00 28,902 553.18 0.08
30.00 0.00 28,188 553.16 0.08
32.50 0.00 27,477 553.13 0.08
35.00 0.00 26,772 553.11 0.08
37.50 0.00 26,070 553.08 0.08
40.00 0.00 25,373 553.06 0.08
42.50 0.00 24,680 553.04 0.08
45.00 0.00 23,992 553.01 0.08
47.50 0.00 23,308 552.99 0.08
50.00 0.00 22,628 552.97 0.08
52.50 0.00 21,952 552.94 0.07
55.00 0.00 21,281 552.92 0.07
57.50 0.00 20,614 552.89 0.07
60.00 0.00 19,952 552.87 0.07
62.50 0.00 19,294 552.84 0.07
65.00 0.00 18,640 552.82 0.07
67.50 0.00 17,991 552.79 0.07
70.00 0.00 17,346 552.77 0.07
72.50 0.00 16,706 552.74 0.07
75.00 0.00 16,071 552.72 0.07
77.50 0.00 15,440 552.69 0.07
80.00 0.00 14,813 552.67 0.07
82.50 0.00 14,192 552.64 0.07
85.00 0.00 13,575 552.61 0.07
87.50 0.00 12,962 552.59 0.07
90.00 0.00 12,355 552.56 0.07
92.50 0.00 11,752 552.53 0.07
95.00 0.00 11,155 552.51 0.07
97.50 0.00 10,562 552.48 0.07
100.00 0.00 9,974 552.45 0.07
102.50 0.00 9,391 552.42 0.06
105.00 0.00 8,814 552.40 0.06
107.50 0.00 8,241 552.37 0.06
110.00 0.00 7,674 552.34 0.06
112.50 0.00 7,112 552.31 0.06
115.00 0.00 6,555 552.28 0.06
117.50 0.00 6,003 552.25 0.06
120.00 0.00 5,458 552.22 0.06

1 S 5S
SCM 5 Pre Dev
SCM 5 "ost Dev
5P
SCM 5
(Subcat Reach 'on• Link Routing Diagram for SCM5-24
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM5-24
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: SCM 5 Pre Dev
Runoff = 0.35 cfs @ 12.59 hrs, Volume= 0.096 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
5.890 60 Woods, Fair, HSG B
5.890 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 300 0.0600 0.15 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
2.7 650 0.0631 4.04 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
36.4 950 Total
Subcatchment 1 S: SCM 5 Pre Dev
Hydrograph
0.38 I t 0 Runoff
0.3&/_1 0.35 cfs
0.34y I ± j7 e rla r` itei-24h r - r
°03 ± I I t l Nair fa�Tl� 1581"
0.28 - ± - - - Rti ncly f Ater=5A9O1 arc
0.26V /
Ti 0.221/
II
0
0�8V I pT7� °
LT- ow L-en h= 5'
0.16� H H fit H IT
0.14
0.12V H- - H H H- —(j 1S1- 6t)
0.08
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: SCM 5 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.07 0.00 0.00
5.00 0.16 0.00 0.00
7.50 0.28 0.00 0.00
10.00 0.46 0.00 0.00
12.50 1.88 0.04 0.33
15.00 2.20 0.10 0.11
17.50 2.35 0.13 0.08
20.00 2.46 0.16 0.06
22.50 2.54 0.18 0.05
25.00 2.58 0.20 0.00
27.50 2.58 0.20 0.00
30.00 2.58 0.20 0.00
32.50 2.58 0.20 0.00
35.00 2.58 0.20 0.00
37.50 2.58 0.20 0.00
40.00 2.58 0.20 0.00
42.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
47.50 2.58 0.20 0.00
50.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
55.00 2.58 0.20 0.00
57.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
62.50 2.58 0.20 0.00
65.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
70.00 2.58 0.20 0.00
72.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
77.50 2.58 0.20 0.00
80.00 2.58 0.20 0.00
82.50 2.58 0.20 0.00
85.00 2.58 0.20 0.00
87.50 2.58 0.20 0.00
90.00 2.58 0.20 0.00
92.50 2.58 0.20 0.00
95.00 2.58 0.20 0.00
97.50 2.58 0.20 0.00
100.00 2.58 0.20 0.00
102.50 2.58 0.20 0.00
105.00 2.58 0.20 0.00
107.50 2.58 0.20 0.00
110.00 2.58 0.20 0.00
112.50 2.58 0.20 0.00
115.00 2.58 0.20 0.00
117.50 2.58 0.20 0.00
120.00 2.58 0.20 0.00

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5S: SCM 5 Post Dev
Runoff = 6.62 cfs @ 12.13 hrs, Volume= 0.480 af, Depth= 0.70"
Routed to Pond 5P : SCM 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.750 98 Paved parking, HSG B
6.500 69 50-75% Grass cover, Fair, HSG B
8.250 75 Weighted Average
6.500 78.79% Pervious Area
1.750 21.21% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 67 0.0522 0.10 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
0.9 205 0.0617 4.00 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 466 0.0365 7.56 37.81 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.7 330 0.0365 7.81 23.44 Channel Flow, Channel
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.030
13.4 1,068 Total
Subcatchment 5S: SCM 5 Post Dev
Hydrograph
■Runoff
7-/ 6.62 cfs
6I4arioite 24-hr i Lr
6-/ Rainfall=2.58"
5Y -r IRUnoffl Area=8.250 at
R4n9ff Volume=0.480�f -
3 4 un9ff
n9ff Deph70.70"
3- �
Tc=13.4 i
2 GN75
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 5S: SCM 5 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.07 0.00 0.00
5.00 0.16 0.00 0.00
7.50 0.28 0.00 0.00
10.00 0.46 0.00 0.00
12.50 1.88 0.33 1.57
15.00 2.20 0.48 0.36
17.50 2.35 0.57 0.24
20.00 2.46 0.62 0.17
22.50 2.54 0.67 0.15
25.00 2.58 0.70 0.00
27.50 2.58 0.70 0.00
30.00 2.58 0.70 0.00
32.50 2.58 0.70 0.00
35.00 2.58 0.70 0.00
37.50 2.58 0.70 0.00
40.00 2.58 0.70 0.00
42.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
47.50 2.58 0.70 0.00
50.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
55.00 2.58 0.70 0.00
57.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
62.50 2.58 0.70 0.00
65.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
70.00 2.58 0.70 0.00
72.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
77.50 2.58 0.70 0.00
80.00 2.58 0.70 0.00
82.50 2.58 0.70 0.00
85.00 2.58 0.70 0.00
87.50 2.58 0.70 0.00
90.00 2.58 0.70 0.00
92.50 2.58 0.70 0.00
95.00 2.58 0.70 0.00
97.50 2.58 0.70 0.00
100.00 2.58 0.70 0.00
102.50 2.58 0.70 0.00
105.00 2.58 0.70 0.00
107.50 2.58 0.70 0.00
110.00 2.58 0.70 0.00
112.50 2.58 0.70 0.00
115.00 2.58 0.70 0.00
117.50 2.58 0.70 0.00
120.00 2.58 0.70 0.00

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 5P: SCM 5
Inflow Area = 8.250 ac, 21.21% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 6.62 cfs @ 12.13 hrs, Volume= 0.480 of
Outflow = 0.05 cfs @ 24.22 hrs, Volume= 0.435 af, Atten= 99%, Lag= 725.3 min
Primary = 0.05 cfs @ 24.22 hrs, Volume= 0.435 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 533.98' @ 24.22 hrs Surf.Area= 23,855 sf Storage= 18,552 cf
Plug-Flow detention time= 2,975.7 min calculated for 0.435 af(91% of inflow)
Center-of-Mass det. time= 2,929.4 min ( 3,808.5 - 879.1 )
Volume Invert Avail.Storage Storage Description
#1 532.75' 70,760 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
532.75 900 0 0
533.00 10,859 1,470 1,470
534.00 24,064 17,462 18,931
535.00 25,900 24,982 43,913
536.00 27,794 26,847 70,760
Device Routing Invert Outlet Devices
#1 Primary 529.00' 12.0" Round Culvert
L= 70.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 529.00' /528.30' S= 0.0100 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 532.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25
Disch. (cfs) 0.000 0.040 0.055 0.069 0.084
#3 Device 1 534.00' 12.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 535.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.05 cfs @ 24.22 hrs HW=533.98' (Free Discharge)
Lam=Culvert (Passes 0.05 cfs of 7.43 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.05 cfs)
-3=Orifice/Grate ( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 5P: SCM 5
Hydrograph
1 _ A L 0 Inflow
6.62 cfs ❑Primary
7 % I I I I I 1 I llfialy Area=-8.260-a6
6
,I 1 1 1 1 1 1 1 Palk EIb = 33.681
5 T 1 T 1 STo ra g e f8,52Tcf
/ 1
5 4 1
3 '
0
" 3 ► 1I11I II II
2 IIII
I1 � I rt I I —
1
0 / ®..005cfsz ����i.; �������////i
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM5-24 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 5P: SCM 5
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 532.75 0.00
2.50 0.00 0 532.75 0.00
5.00 0.00 0 532.75 0.00
7.50 0.00 0 532.75 0.00
10.00 0.00 0 532.75 0.00
12.50 1.57 8,684 533.51 0.05
15.00 0.36 13,647 533.77 0.05
17.50 0.24 15,739 533.86 0.05
20.00 0.17 17,088 533.92 0.05
22.50 0.15 18,012 533.96 0.05
25.00 0.00 18,415 533.98 0.05
27.50 0.00 17,925 533.96 0.05
30.00 0.00 17,437 533.94 0.05
32.50 0.00 16,952 533.92 0.05
35.00 0.00 16,470 533.89 0.05
37.50 0.00 15,990 533.87 0.05
40.00 0.00 15,514 533.85 0.05
42.50 0.00 15,040 533.83 0.05
45.00 0.00 14,570 533.81 0.05
47.50 0.00 14,102 533.79 0.05
50.00 0.00 13,637 533.76 0.05
52.50 0.00 13,176 533.74 0.05
55.00 0.00 12,717 533.72 0.05
57.50 0.00 12,261 533.70 0.05
60.00 0.00 11,808 533.67 0.05
62.50 0.00 11,359 533.65 0.05
65.00 0.00 10,912 533.63 0.05
67.50 0.00 10,469 533.61 0.05
70.00 0.00 10,029 533.58 0.05
72.50 0.00 9,592 533.56 0.05
75.00 0.00 9,158 533.53 0.05
77.50 0.00 8,728 533.51 0.05
80.00 0.00 8,300 533.49 0.05
82.50 0.00 7,877 533.46 0.05
85.00 0.00 7,456 533.44 0.05
87.50 0.00 7,039 533.41 0.05
90.00 0.00 6,625 533.38 0.05
92.50 0.00 6,215 533.36 0.05
95.00 0.00 5,808 533.33 0.04
97.50 0.00 5,405 533.31 0.04
100.00 0.00 5,006 533.28 0.04
102.50 0.00 4,610 533.25 0.04
105.00 0.00 4,218 533.22 0.04
107.50 0.00 3,830 533.19 0.04
110.00 0.00 3,446 533.17 0.04
112.50 0.00 3,065 533.14 0.04
115.00 0.00 2,689 533.11 0.04
117.50 0.00 2,317 533.07 0.04
120.00 0.00 1,949 533.04 0.04

Union County Stormwater Controls

1S 2S
Pre Dev Post Dev to SCM 1
2P
SCM1
Subcat Reach 'on. Link Routing Diagram for SCM1
�____ Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM1
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-yr Charlotte 6-hr 2-yr Default 6.00 1 2.28 2
2 25-yr Charlotte 6-hr 25-yr Default 6.00 1 4.38 2
3 100-yr Charlotte 6-hr 100-yr Default 6.00 1 5.34 2

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre Dev
Runoff = 0.09 cfs @ 3.71 hrs, Volume= 0.011 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
1.150 60 Woods, Fair, HSG B
1.150 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.3 300 0.1117 0.19 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
Subcatchment 1S: Pre Dev
Hydrograph
p oc H I H H I 01 0.09 cfs Runoff 1— I —1/ Ca rtt
0.085 C 4�y
0.08� % I• H H * • H 1 H H
0.075_' F��i rfa�Tf�2:28
0.07 I• H H * • H H IRtindff IAtteak=t I5O-ad
0.065� j ff lu
0.06 H Y4 =P4 14
w 0.0554/. 0.05_ 0� HI• H H H 1 u� f- f
0 0.045_ w- en _3'I
0�,
0.034/ • -F H H H 11 /13-inii1
0.0254
0.02t H• H H H • H 1 - + -Q60-
00.01� I I I L
0.0051/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 2.28 0.12 0.00
2.00 0.25 0.00 0.00 108.00 2.28 0.12 0.00
4.00 2.01 0.06 0.07 110.00 2.28 0.12 0.00
6.00 2.28 0.12 0.03 112.00 2.28 0.12 0.00
8.00 2.28 0.12 0.00 114.00 2.28 0.12 0.00
10.00 2.28 0.12 0.00 116.00 2.28 0.12 0.00
12.00 2.28 0.12 0.00 118.00 2.28 0.12 0.00
14.00 2.28 0.12 0.00 120.00 2.28 0.12 0.00
16.00 2.28 0.12 0.00
18.00 2.28 0.12 0.00
20.00 2.28 0.12 0.00
22.00 2.28 0.12 0.00
24.00 2.28 0.12 0.00
26.00 2.28 0.12 0.00
28.00 2.28 0.12 0.00
30.00 2.28 0.12 0.00
32.00 2.28 0.12 0.00
34.00 2.28 0.12 0.00
36.00 2.28 0.12 0.00
38.00 2.28 0.12 0.00
40.00 2.28 0.12 0.00
42.00 2.28 0.12 0.00
44.00 2.28 0.12 0.00
46.00 2.28 0.12 0.00
48.00 2.28 0.12 0.00
50.00 2.28 0.12 0.00
52.00 2.28 0.12 0.00
54.00 2.28 0.12 0.00
56.00 2.28 0.12 0.00
58.00 2.28 0.12 0.00
60.00 2.28 0.12 0.00
62.00 2.28 0.12 0.00
64.00 2.28 0.12 0.00
66.00 2.28 0.12 0.00
68.00 2.28 0.12 0.00
70.00 2.28 0.12 0.00
72.00 2.28 0.12 0.00
74.00 2.28 0.12 0.00
76.00 2.28 0.12 0.00
78.00 2.28 0.12 0.00
80.00 2.28 0.12 0.00
82.00 2.28 0.12 0.00
84.00 2.28 0.12 0.00
86.00 2.28 0.12 0.00
88.00 2.28 0.12 0.00
90.00 2.28 0.12 0.00
92.00 2.28 0.12 0.00
94.00 2.28 0.12 0.00
96.00 2.28 0.12 0.00
98.00 2.28 0.12 0.00
100.00 2.28 0.12 0.00
102.00 2.28 0.12 0.00
104.00 2.28 0.12 0.00

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2S: Post Dev to SCM1
Runoff = 2.37 cfs @ 3.17 hrs, Volume= 0.093 af, Depth= 0.53"
Routed to Pond 2P : SCM1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
* 2.110 75 Residencial
2.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM1
Hydrograph
0 Runoff
2.37 cfs 1
Clharlotte 6-I-ir 2-1Jr
_L H 1 Rai-nf 112. -&2 /
/ 1 IRUnbff Area=2.110 ac
/ Rin9ff Vplume=0.99 f
F.3 / 1 !Runoff Deph70.�53"
1 / Tc=5.0 L i n
CN-7I
j
//ll�/�l�l�/ll�//l�//l�//l��%///���//l�/��1/������ll��/l��/%�//l�//l�///�l///l�//ll//�l�/(
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 2S: Post Dev to SCM1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 2.28 0.53 0.00
2.00 0.25 0.00 0.00 108.00 2.28 0.53 0.00
4.00 2.01 0.39 0.28 110.00 2.28 0.53 0.00
6.00 2.28 0.53 0.10 112.00 2.28 0.53 0.00
8.00 2.28 0.53 0.00 114.00 2.28 0.53 0.00
10.00 2.28 0.53 0.00 116.00 2.28 0.53 0.00
12.00 2.28 0.53 0.00 118.00 2.28 0.53 0.00
14.00 2.28 0.53 0.00 120.00 2.28 0.53 0.00
16.00 2.28 0.53 0.00
18.00 2.28 0.53 0.00
20.00 2.28 0.53 0.00
22.00 2.28 0.53 0.00
24.00 2.28 0.53 0.00
26.00 2.28 0.53 0.00
28.00 2.28 0.53 0.00
30.00 2.28 0.53 0.00
32.00 2.28 0.53 0.00
34.00 2.28 0.53 0.00
36.00 2.28 0.53 0.00
38.00 2.28 0.53 0.00
40.00 2.28 0.53 0.00
42.00 2.28 0.53 0.00
44.00 2.28 0.53 0.00
46.00 2.28 0.53 0.00
48.00 2.28 0.53 0.00
50.00 2.28 0.53 0.00
52.00 2.28 0.53 0.00
54.00 2.28 0.53 0.00
56.00 2.28 0.53 0.00
58.00 2.28 0.53 0.00
60.00 2.28 0.53 0.00
62.00 2.28 0.53 0.00
64.00 2.28 0.53 0.00
66.00 2.28 0.53 0.00
68.00 2.28 0.53 0.00
70.00 2.28 0.53 0.00
72.00 2.28 0.53 0.00
74.00 2.28 0.53 0.00
76.00 2.28 0.53 0.00
78.00 2.28 0.53 0.00
80.00 2.28 0.53 0.00
82.00 2.28 0.53 0.00
84.00 2.28 0.53 0.00
86.00 2.28 0.53 0.00
88.00 2.28 0.53 0.00
90.00 2.28 0.53 0.00
92.00 2.28 0.53 0.00
94.00 2.28 0.53 0.00
96.00 2.28 0.53 0.00
98.00 2.28 0.53 0.00
100.00 2.28 0.53 0.00
102.00 2.28 0.53 0.00
104.00 2.28 0.53 0.00

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 2P: SCM1
Inflow Area = 2.110 ac, 0.00% Impervious, Inflow Depth = 0.53" for 2-yr event
Inflow = 2.37 cfs @ 3.17 hrs, Volume= 0.093 af
Outflow = 0.02 cfs @ 6.11 hrs, Volume= 0.088 af, Atten= 99%, Lag= 176.2 min
Primary = 0.02 cfs @ 6.11 hrs, Volume= 0.088 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 588.40' @ 6.11 hrs Surf.Area= 3,577 sf Storage= 3,863 cf
Plug-Flow detention time= 2,380.6 min calculated for 0.088 af(95% of inflow)
Center-of-Mass det. time= 2,374.6 min ( 2,601.6 - 227.0 )
Volume Invert Avail.Storage Storage Description
#1 587.00' 16,425 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.00 250 0 0
587.10 2,094 117 117
588.00 3,205 2,385 2,502
589.00 4,132 3,669 6,170
590.00 5,120 4,626 10,796
591.00 6,138 5,629 16,425
Device Routing Invert Outlet Devices
#1 Primary 583.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 583.50' / 583.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.00' Special & User-Defined
Head (feet) 0.00 1.00 2.00 3.00
Disch. (cfs) 0.000 0.015 0.020 0.025
#3 Device 1 588.50' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.02 cfs @ 6.11 hrs HW=588.40' (Free Discharge)
Lam=Culvert (Passes 0.02 cfs of 2.98 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.02 cfs)
-3=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 2P: SCM1
Hydrograph
/ 1 0 Inflow
2.37 cfs ❑Primary
j 1 1 ' ' Iifloiav Area=2.110 a6
/ 4 1 + Pak Eie 588.401'
2 / 1 1 ttbrage=3,863 cf
/
/
/ 1
/
LL
% 1 1
0.02 cfs r���r// ///////
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 2P: SCM1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.00 0.00
4.00 0.28 2,840 588.10 0.02
8.00 0.00 3,749 588.37 0.02
12.00 0.00 3,509 588.30 0.02
16.00 0.00 3,274 588.23 0.02
20.00 0.00 3,044 588.17 0.02
24.00 0.00 2,818 588.10 0.02
28.00 0.00 2,598 588.03 0.02
32.00 0.00 2,384 587.96 0.01
36.00 0.00 2,183 587.90 0.01
40.00 0.00 1,995 587.84 0.01
44.00 0.00 1,821 587.78 0.01
48.00 0.00 1,659 587.72 0.01
52.00 0.00 1,509 587.67 0.01
56.00 0.00 1,370 587.62 0.01
60.00 0.00 1,241 587.57 0.01
64.00 0.00 1,123 587.53 0.01
68.00 0.00 1,014 587.48 0.01
72.00 0.00 913 587.45 0.01
76.00 0.00 821 587.41 0.01
80.00 0.00 737 587.37 0.01
84.00 0.00 660 587.34 0.01
88.00 0.00 589 587.31 0.00
92.00 0.00 525 587.28 0.00
96.00 0.00 466 587.26 0.00
100.00 0.00 413 587.24 0.00
104.00 0.00 364 587.21 0.00
108.00 0.00 320 587.19 0.00
112.00 0.00 280 587.18 0.00
116.00 0.00 244 587.16 0.00
120.00 0.00 211 587.14 0.00

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1S: Pre Dev
Runoff = 1.12 cfs @ 3.50 hrs, Volume= 0.092 af, Depth= 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
1.150 60 Woods, Fair, HSG B
1.150 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.3 300 0.1117 0.19 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
Subcatchment 1S: Pre Dev
Hydrograph
0 Runoff
1.12cfs
bl4arlotte 6-hr 25 4r
j Rainfal14.38"
IRUnbff Area=11.150 ac
Ryn9ff Volume=0.99? of
!Rup9ff Deph70. 6I"
LL
Flow Len th= 00'
lope= .1 I11 7 '/'
Tc=26.3 min
QN=60
(
�//
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 4.38 0.96 0.00
2.00 0.48 0.00 0.00 108.00 4.38 0.96 0.00
4.00 3.87 0.70 0.50 110.00 4.38 0.96 0.00
6.00 4.38 0.96 0.12 112.00 4.38 0.96 0.00
8.00 4.38 0.96 0.00 114.00 4.38 0.96 0.00
10.00 4.38 0.96 0.00 116.00 4.38 0.96 0.00
12.00 4.38 0.96 0.00 118.00 4.38 0.96 0.00
14.00 4.38 0.96 0.00 120.00 4.38 0.96 0.00
16.00 4.38 0.96 0.00
18.00 4.38 0.96 0.00
20.00 4.38 0.96 0.00
22.00 4.38 0.96 0.00
24.00 4.38 0.96 0.00
26.00 4.38 0.96 0.00
28.00 4.38 0.96 0.00
30.00 4.38 0.96 0.00
32.00 4.38 0.96 0.00
34.00 4.38 0.96 0.00
36.00 4.38 0.96 0.00
38.00 4.38 0.96 0.00
40.00 4.38 0.96 0.00
42.00 4.38 0.96 0.00
44.00 4.38 0.96 0.00
46.00 4.38 0.96 0.00
48.00 4.38 0.96 0.00
50.00 4.38 0.96 0.00
52.00 4.38 0.96 0.00
54.00 4.38 0.96 0.00
56.00 4.38 0.96 0.00
58.00 4.38 0.96 0.00
60.00 4.38 0.96 0.00
62.00 4.38 0.96 0.00
64.00 4.38 0.96 0.00
66.00 4.38 0.96 0.00
68.00 4.38 0.96 0.00
70.00 4.38 0.96 0.00
72.00 4.38 0.96 0.00
74.00 4.38 0.96 0.00
76.00 4.38 0.96 0.00
78.00 4.38 0.96 0.00
80.00 4.38 0.96 0.00
82.00 4.38 0.96 0.00
84.00 4.38 0.96 0.00
86.00 4.38 0.96 0.00
88.00 4.38 0.96 0.00
90.00 4.38 0.96 0.00
92.00 4.38 0.96 0.00
94.00 4.38 0.96 0.00
96.00 4.38 0.96 0.00
98.00 4.38 0.96 0.00
100.00 4.38 0.96 0.00
102.00 4.38 0.96 0.00
104.00 4.38 0.96 0.00

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 2S: Post Dev to SCM1
Runoff = 8.27 cfs @ 3.16 hrs, Volume= 0.344 af, Depth= 1.96"
Routed to Pond 2P : SCM1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
* 2.110 75 Residencial
2.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM1
Hydrograph
-
■Runoff
8-.27 cfs
6liakoitbl 6 hrL2 r -
/ Rainfll�4.�3 "
7_
/ !- RUnbffLArea=_2.1110 ad _
/ L 1 J- 1 ftynspflyOyme30. 411. f
t 5 / !RIMS:id 1D p h71'1961'LI 4 / c=5.0-min -
/ I I I I I J=7_ _
3
(
0 5 10 15 20 25 30 35 40 45 50 55// 6//0 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 2S: Post Dev to SCM1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 4.38 1.96 0.00
2.00 0.48 0.00 0.00 108.00 4.38 1.96 0.00
4.00 3.87 1.57 0.90 110.00 4.38 1.96 0.00
6.00 4.38 1.96 0.28 112.00 4.38 1.96 0.00
8.00 4.38 1.96 0.00 114.00 4.38 1.96 0.00
10.00 4.38 1.96 0.00 116.00 4.38 1.96 0.00
12.00 4.38 1.96 0.00 118.00 4.38 1.96 0.00
14.00 4.38 1.96 0.00 120.00 4.38 1.96 0.00
16.00 4.38 1.96 0.00
18.00 4.38 1.96 0.00
20.00 4.38 1.96 0.00
22.00 4.38 1.96 0.00
24.00 4.38 1.96 0.00
26.00 4.38 1.96 0.00
28.00 4.38 1.96 0.00
30.00 4.38 1.96 0.00
32.00 4.38 1.96 0.00
34.00 4.38 1.96 0.00
36.00 4.38 1.96 0.00
38.00 4.38 1.96 0.00
40.00 4.38 1.96 0.00
42.00 4.38 1.96 0.00
44.00 4.38 1.96 0.00
46.00 4.38 1.96 0.00
48.00 4.38 1.96 0.00
50.00 4.38 1.96 0.00
52.00 4.38 1.96 0.00
54.00 4.38 1.96 0.00
56.00 4.38 1.96 0.00
58.00 4.38 1.96 0.00
60.00 4.38 1.96 0.00
62.00 4.38 1.96 0.00
64.00 4.38 1.96 0.00
66.00 4.38 1.96 0.00
68.00 4.38 1.96 0.00
70.00 4.38 1.96 0.00
72.00 4.38 1.96 0.00
74.00 4.38 1.96 0.00
76.00 4.38 1.96 0.00
78.00 4.38 1.96 0.00
80.00 4.38 1.96 0.00
82.00 4.38 1.96 0.00
84.00 4.38 1.96 0.00
86.00 4.38 1.96 0.00
88.00 4.38 1.96 0.00
90.00 4.38 1.96 0.00
92.00 4.38 1.96 0.00
94.00 4.38 1.96 0.00
96.00 4.38 1.96 0.00
98.00 4.38 1.96 0.00
100.00 4.38 1.96 0.00
102.00 4.38 1.96 0.00
104.00 4.38 1.96 0.00

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: SCM1
Inflow Area = 2.110 ac, 0.00% Impervious, Inflow Depth = 1.96" for 25-yr event
Inflow = 8.27 cfs @ 3.16 hrs, Volume= 0.344 af
Outflow = 1.12 cfs @ 3.76 hrs, Volume= 0.334 af, Atten= 86%, Lag= 36.0 min
Primary = 1.12 cfs @ 3.76 hrs, Volume= 0.334 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 589.70' @ 3.76 hrs Surf.Area= 4,820 sf Storage= 9,285 cf
Plug-Flow detention time= 990.7 min calculated for 0.334 af(97% of inflow)
Center-of-Mass det. time= 986.6 min ( 1,203.5 - 216.9 )
Volume Invert Avail.Storage Storage Description
#1 587.00' 16,425 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.00 250 0 0
587.10 2,094 117 117
588.00 3,205 2,385 2,502
589.00 4,132 3,669 6,170
590.00 5,120 4,626 10,796
591.00 6,138 5,629 16,425
Device Routing Invert Outlet Devices
#1 Primary 583.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 583.50' / 583.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.00' Special & User-Defined
Head (feet) 0.00 1.00 2.00 3.00
Disch. (cfs) 0.000 0.015 0.020 0.025
#3 Device 1 588.50' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=1.12 cfs @ 3.76 hrs HW=589.70' (Free Discharge)
Lam=Culvert (Passes 1.12 cfs of 3.36 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.02 cfs)
-3=Sharp-Crested Vee/Trap Weir(Weir Controls 1.09 cfs @ 2.85 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 2P: SCM1
Hydrograph
0 Inflow
8.27 cfs ❑Primary
+
I `o�iv Area=2.110 lad
8- / 4 I P-ak
7 / 4 1— I —I + 1 tt6irag1 e91,2$5ci'
5
3 j
a 4—
31/ 0
1.12 cfs
1 I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 16
Hydrograph for Pond 2P: SCM1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.00 0.00
4.00 0.90 9,193 589.68 1.07
8.00 0.00 5,948 588.95 0.11
12.00 0.00 5,068 588.72 0.04
16.00 0.00 4,676 588.62 0.02
20.00 0.00 4,393 588.55 0.02
24.00 0.00 4,139 588.48 0.02
28.00 0.00 3,891 588.41 0.02
32.00 0.00 3,648 588.34 0.02
36.00 0.00 3,410 588.27 0.02
40.00 0.00 3,177 588.20 0.02
44.00 0.00 2,949 588.14 0.02
48.00 0.00 2,725 588.07 0.02
52.00 0.00 2,507 588.00 0.02
56.00 0.00 2,298 587.94 0.01
60.00 0.00 2,102 587.87 0.01
64.00 0.00 1,921 587.81 0.01
68.00 0.00 1,752 587.75 0.01
72.00 0.00 1,595 587.70 0.01
76.00 0.00 1,449 587.65 0.01
80.00 0.00 1,315 587.60 0.01
84.00 0.00 1,190 587.55 0.01
88.00 0.00 1,076 587.51 0.01
92.00 0.00 970 587.47 0.01
96.00 0.00 874 587.43 0.01
100.00 0.00 785 587.39 0.01
104.00 0.00 704 587.36 0.01
108.00 0.00 629 587.33 0.00
112.00 0.00 561 587.30 0.00
116.00 0.00 499 587.27 0.00
120.00 0.00 443 587.25 0.00

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre Dev
Runoff = 1.84 cfs @ 3.48 hrs, Volume= 0.144 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
1.150 60 Woods, Fair, HSG B
1.150 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.3 300 0.1117 0.19 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
Subcatchment 1S: Pre Dev
Hydrograph
0 Runoff
1.84 cfs
6hrIbtte 6-h r i 00-1;r
i Rainf�Il�5.�34"
IRUnbff Area=11.150 at
Rync•ff Vplume=0.144 �f
1 j 1 - "f �P h7- -
0 Flow Len th= 0
p
lo a=d.1 I11 7 '/'
j Tc=26.3 min
QN=60
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 5.34 1.50 0.00
2.00 0.59 0.00 0.00 108.00 5.34 1.50 0.00
4.00 4.70 1.13 0.74 110.00 5.34 1.50 0.00
6.00 5.34 1.50 0.17 112.00 5.34 1.50 0.00
8.00 5.34 1.50 0.00 114.00 5.34 1.50 0.00
10.00 5.34 1.50 0.00 116.00 5.34 1.50 0.00
12.00 5.34 1.50 0.00 118.00 5.34 1.50 0.00
14.00 5.34 1.50 0.00 120.00 5.34 1.50 0.00
16.00 5.34 1.50 0.00
18.00 5.34 1.50 0.00
20.00 5.34 1.50 0.00
22.00 5.34 1.50 0.00
24.00 5.34 1.50 0.00
26.00 5.34 1.50 0.00
28.00 5.34 1.50 0.00
30.00 5.34 1.50 0.00
32.00 5.34 1.50 0.00
34.00 5.34 1.50 0.00
36.00 5.34 1.50 0.00
38.00 5.34 1.50 0.00
40.00 5.34 1.50 0.00
42.00 5.34 1.50 0.00
44.00 5.34 1.50 0.00
46.00 5.34 1.50 0.00
48.00 5.34 1.50 0.00
50.00 5.34 1.50 0.00
52.00 5.34 1.50 0.00
54.00 5.34 1.50 0.00
56.00 5.34 1.50 0.00
58.00 5.34 1.50 0.00
60.00 5.34 1.50 0.00
62.00 5.34 1.50 0.00
64.00 5.34 1.50 0.00
66.00 5.34 1.50 0.00
68.00 5.34 1.50 0.00
70.00 5.34 1.50 0.00
72.00 5.34 1.50 0.00
74.00 5.34 1.50 0.00
76.00 5.34 1.50 0.00
78.00 5.34 1.50 0.00
80.00 5.34 1.50 0.00
82.00 5.34 1.50 0.00
84.00 5.34 1.50 0.00
86.00 5.34 1.50 0.00
88.00 5.34 1.50 0.00
90.00 5.34 1.50 0.00
92.00 5.34 1.50 0.00
94.00 5.34 1.50 0.00
96.00 5.34 1.50 0.00
98.00 5.34 1.50 0.00
100.00 5.34 1.50 0.00
102.00 5.34 1.50 0.00
104.00 5.34 1.50 0.00

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post Dev to SCM1
Runoff = 11.50 cfs @ 3.16 hrs, Volume= 0.480 af, Depth= 2.73"
Routed to Pond 2P : SCM1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
* 2.110 75 Residencial
2.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM1
Hydrograph
■Runoff
11.50 cfs
11 % rl� te �r '�0�-- r -
10 fi fiRa��lfll5.34„
IRUnoffl Area=2.111 Q at
A L 1 H-Runcff V�I�m1e0. 8Q�af
7 ,T
f— i - n�ff ID p4h .71'
o 6- tC 5 Q m i n
LL III III IIII III L
5- db1 75 —
4-1
2-
o % (
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 2S: Post Dev to SCM1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 5.34 2.73 0.00
2.00 0.59 0.00 0.00 108.00 5.34 2.73 0.00
4.00 4.70 2.21 1.18 110.00 5.34 2.73 0.00
6.00 5.34 2.73 0.38 112.00 5.34 2.73 0.00
8.00 5.34 2.73 0.00 114.00 5.34 2.73 0.00
10.00 5.34 2.73 0.00 116.00 5.34 2.73 0.00
12.00 5.34 2.73 0.00 118.00 5.34 2.73 0.00
14.00 5.34 2.73 0.00 120.00 5.34 2.73 0.00
16.00 5.34 2.73 0.00
18.00 5.34 2.73 0.00
20.00 5.34 2.73 0.00
22.00 5.34 2.73 0.00
24.00 5.34 2.73 0.00
26.00 5.34 2.73 0.00
28.00 5.34 2.73 0.00
30.00 5.34 2.73 0.00
32.00 5.34 2.73 0.00
34.00 5.34 2.73 0.00
36.00 5.34 2.73 0.00
38.00 5.34 2.73 0.00
40.00 5.34 2.73 0.00
42.00 5.34 2.73 0.00
44.00 5.34 2.73 0.00
46.00 5.34 2.73 0.00
48.00 5.34 2.73 0.00
50.00 5.34 2.73 0.00
52.00 5.34 2.73 0.00
54.00 5.34 2.73 0.00
56.00 5.34 2.73 0.00
58.00 5.34 2.73 0.00
60.00 5.34 2.73 0.00
62.00 5.34 2.73 0.00
64.00 5.34 2.73 0.00
66.00 5.34 2.73 0.00
68.00 5.34 2.73 0.00
70.00 5.34 2.73 0.00
72.00 5.34 2.73 0.00
74.00 5.34 2.73 0.00
76.00 5.34 2.73 0.00
78.00 5.34 2.73 0.00
80.00 5.34 2.73 0.00
82.00 5.34 2.73 0.00
84.00 5.34 2.73 0.00
86.00 5.34 2.73 0.00
88.00 5.34 2.73 0.00
90.00 5.34 2.73 0.00
92.00 5.34 2.73 0.00
94.00 5.34 2.73 0.00
96.00 5.34 2.73 0.00
98.00 5.34 2.73 0.00
100.00 5.34 2.73 0.00
102.00 5.34 2.73 0.00
104.00 5.34 2.73 0.00

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Pond 2P: SCM1
Inflow Area = 2.110 ac, 0.00% Impervious, Inflow Depth = 2.73" for 100-yr event
Inflow = 11.50 cfs @ 3.16 hrs, Volume= 0.480 af
Outflow = 3.43 cfs @ 3.40 hrs, Volume= 0.469 af, Atten= 70%, Lag= 14.7 min
Primary = 3.43 cfs @ 3.40 hrs, Volume= 0.469 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 589.96' @ 3.40 hrs Surf.Area= 5,079 sf Storage= 10,586 cf
Plug-Flow detention time= 714.1 min calculated for 0.469 af(98% of inflow)
Center-of-Mass det. time= 712.1 min ( 926.9 - 214.8 )
Volume Invert Avail.Storage Storage Description
#1 587.00' 16,425 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.00 250 0 0
587.10 2,094 117 117
588.00 3,205 2,385 2,502
589.00 4,132 3,669 6,170
590.00 5,120 4,626 10,796
591.00 6,138 5,629 16,425
Device Routing Invert Outlet Devices
#1 Primary 583.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 583.50' / 583.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.00' Special & User-Defined
Head (feet) 0.00 1.00 2.00 3.00
Disch. (cfs) 0.000 0.015 0.020 0.025
#3 Device 1 588.50' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=3.43 cfs @ 3.40 hrs HW=589.96' (Free Discharge)
Lam=Culvert (Barrel Controls 3.43 cfs @ 9.83 fps)
-2=Special & User-Defined (Passes < 0.02 cfs potential flow)
-3=Sharp-Crested Vee/Trap Weir(Passes < 1.80 cfs potential flow)
-4=Sharp-Crested Rectangular Weir(Passes < 4.99 cfs potential flow)

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 22
Pond 2P: SCM1
Hydrograph
A1 1 ❑ Inflow
11.50 cfs ❑Primary
124 7 -L IniIowAi-e6=42.11'i O-a6
11- T T 1-1 T —1 T — 1P a E e16819 61'
10T
9� % I 11 1 1 1 1 IBtO ag6=i-015$6-ct—
I
8� , T —I T I
6_:
T
5-'
L LI—I T —IT — 14 TI4 TI 1
3.43cfs I— T t — T — T — t T T T — T I
3�
2-
1Y
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 2P: SCM1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.00 0.00
4.00 1.18 9,582 589.76 1.30
8.00 0.00 6,034 588.97 0.12
12.00 0.00 5,094 588.73 0.04
16.00 0.00 4,692 588.63 0.02
20.00 0.00 4,407 588.55 0.02
24.00 0.00 4,152 588.48 0.02
28.00 0.00 3,904 588.41 0.02
32.00 0.00 3,660 588.34 0.02
36.00 0.00 3,422 588.28 0.02
40.00 0.00 3,189 588.21 0.02
44.00 0.00 2,960 588.14 0.02
48.00 0.00 2,736 588.07 0.02
52.00 0.00 2,518 588.00 0.02
56.00 0.00 2,308 587.94 0.01
60.00 0.00 2,112 587.88 0.01
64.00 0.00 1,929 587.81 0.01
68.00 0.00 1,760 587.76 0.01
72.00 0.00 1,602 587.70 0.01
76.00 0.00 1,456 587.65 0.01
80.00 0.00 1,321 587.60 0.01
84.00 0.00 1,196 587.55 0.01
88.00 0.00 1,081 587.51 0.01
92.00 0.00 976 587.47 0.01
96.00 0.00 878 587.43 0.01
100.00 0.00 789 587.40 0.01
104.00 0.00 708 587.36 0.01
108.00 0.00 633 587.33 0.00
112.00 0.00 565 587.30 0.00
116.00 0.00 502 587.27 0.00
120.00 0.00 446 587.25 0.00

1S 2S
Pre Dev Post Dev to SCM2
AND
SCM2
(Subca Reach 'on• Link Routing Diagram for SCM2
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM2
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-yr Charlotte 6-hr 2-yr Default 6.00 1 2.28 2
2 25-yr Charlotte 6-hr 25-yr Default 6.00 1 4.38 2
3 100-yr Charlotte 6-hr 100-yr Default 6.00 1 5.34 2

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre Dev
Runoff = 0.09 cfs @ 3.90 hrs, Volume= 0.014 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
1.380 60 Woods, Fair, HSG B
1.380 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.8 300 0.0483 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
0.7 193 0.0725 4.34 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
37.5 493 Total
Subcatchment 1S: Pre Dev
Hydrograph
0.1 t 0 Runoff
0.095 0.09 cfs fi
0.09 / utlQttVttC �
0.085 0.08 j� 1 t 1 H 1 H Ia ifa 1�2 0.08
0.075 0.07 rt H H Rt nnff Ate i=' 38O arc
0.07
y 0.066 � •Q
3 0.055
0 05IDPth7A:12"
LL 0.045 79ff
ow Length .931
0.04 H 14 1T= .I54,1
0
.035
0.03 —I 4 — I --c N-
0.025
0.02 I4 '4I - I I4 — I �
0.
015
O 1 H H H 1 H
.0
0.005
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 2.28 0.12 0.00
0.50 0.04 0.00 0.00 27.00 2.28 0.12 0.00
1.00 0.09 0.00 0.00 27.50 2.28 0.12 0.00
1.50 0.16 0.00 0.00 28.00 2.28 0.12 0.00
2.00 0.25 0.00 0.00 28.50 2.28 0.12 0.00
2.50 0.39 0.00 0.00 29.00 2.28 0.12 0.00
3.00 0.89 0.00 0.00 29.50 2.28 0.12 0.00
3.50 1.84 0.04 0.03 30.00 2.28 0.12 0.00
4.00 2.01 0.06 0.09 30.50 2.28 0.12 0.00
4.50 2.11 0.08 0.07 31.00 2.28 0.12 0.00
5.00 2.18 0.10 0.05 31.50 2.28 0.12 0.00
5.50 2.23 0.11 0.04 32.00 2.28 0.12 0.00
6.00 2.28 0.12 0.03 32.50 2.28 0.12 0.00
6.50 2.28 0.12 0.02 33.00 2.28 0.12 0.00
7.00 2.28 0.12 0.00 33.50 2.28 0.12 0.00
7.50 2.28 0.12 0.00 34.00 2.28 0.12 0.00
8.00 2.28 0.12 0.00 34.50 2.28 0.12 0.00
8.50 2.28 0.12 0.00 35.00 2.28 0.12 0.00
9.00 2.28 0.12 0.00 35.50 2.28 0.12 0.00
9.50 2.28 0.12 0.00 36.00 2.28 0.12 0.00
10.00 2.28 0.12 0.00 36.50 2.28 0.12 0.00
10.50 2.28 0.12 0.00 37.00 2.28 0.12 0.00
11.00 2.28 0.12 0.00 37.50 2.28 0.12 0.00
11.50 2.28 0.12 0.00 38.00 2.28 0.12 0.00
12.00 2.28 0.12 0.00 38.50 2.28 0.12 0.00
12.50 2.28 0.12 0.00 39.00 2.28 0.12 0.00
13.00 2.28 0.12 0.00 39.50 2.28 0.12 0.00
13.50 2.28 0.12 0.00 40.00 2.28 0.12 0.00
14.00 2.28 0.12 0.00 40.50 2.28 0.12 0.00
14.50 2.28 0.12 0.00 41.00 2.28 0.12 0.00
15.00 2.28 0.12 0.00 41.50 2.28 0.12 0.00
15.50 2.28 0.12 0.00 42.00 2.28 0.12 0.00
16.00 2.28 0.12 0.00 42.50 2.28 0.12 0.00
16.50 2.28 0.12 0.00 43.00 2.28 0.12 0.00
17.00 2.28 0.12 0.00 43.50 2.28 0.12 0.00
17.50 2.28 0.12 0.00 44.00 2.28 0.12 0.00
18.00 2.28 0.12 0.00 44.50 2.28 0.12 0.00
18.50 2.28 0.12 0.00 45.00 2.28 0.12 0.00
19.00 2.28 0.12 0.00 45.50 2.28 0.12 0.00
19.50 2.28 0.12 0.00 46.00 2.28 0.12 0.00
20.00 2.28 0.12 0.00 46.50 2.28 0.12 0.00
20.50 2.28 0.12 0.00 47.00 2.28 0.12 0.00
21.00 2.28 0.12 0.00 47.50 2.28 0.12 0.00
21.50 2.28 0.12 0.00 48.00 2.28 0.12 0.00
22.00 2.28 0.12 0.00
22.50 2.28 0.12 0.00
23.00 2.28 0.12 0.00
23.50 2.28 0.12 0.00
24.00 2.28 0.12 0.00
24.50 2.28 0.12 0.00
25.00 2.28 0.12 0.00
25.50 2.28 0.12 0.00
26.00 2.28 0.12 0.00

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2S: Post Dev to SCM2
Runoff = 1.51 cfs @ 3.17 hrs, Volume= 0.059 af, Depth= 0.57"
Routed to Pond 2P : SCM2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
1.260 76 Residencial
1.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM2
Hydrograph
0 Runoff
1.51 cfs
Clharlotte 6-Iir 2-1;r
Rainf�Il�2.�18"
IRUnbff Area=11.260 ac
1
- n9ff-Vplume=0.Q59 of
/ !Runoff Deph70.p7"
LL Tc=5.0 m i n
/ 6NL7G
z
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 2S: Post Dev to SCM2
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 2.28 0.57 0.00
0.50 0.04 0.00 0.00 27.00 2.28 0.57 0.00
1.00 0.09 0.00 0.00 27.50 2.28 0.57 0.00
1.50 0.16 0.00 0.00 28.00 2.28 0.57 0.00
2.00 0.25 0.00 0.00 28.50 2.28 0.57 0.00
2.50 0.39 0.00 0.00 29.00 2.28 0.57 0.00
3.00 0.89 0.02 0.14 29.50 2.28 0.57 0.00
3.50 1.84 0.33 0.38 30.00 2.28 0.57 0.00
4.00 2.01 0.42 0.18 30.50 2.28 0.57 0.00
4.50 2.11 0.47 0.12 31.00 2.28 0.57 0.00
5.00 2.18 0.51 0.08 31.50 2.28 0.57 0.00
5.50 2.23 0.54 0.07 32.00 2.28 0.57 0.00
6.00 2.28 0.57 0.06 32.50 2.28 0.57 0.00
6.50 2.28 0.57 0.00 33.00 2.28 0.57 0.00
7.00 2.28 0.57 0.00 33.50 2.28 0.57 0.00
7.50 2.28 0.57 0.00 34.00 2.28 0.57 0.00
8.00 2.28 0.57 0.00 34.50 2.28 0.57 0.00
8.50 2.28 0.57 0.00 35.00 2.28 0.57 0.00
9.00 2.28 0.57 0.00 35.50 2.28 0.57 0.00
9.50 2.28 0.57 0.00 36.00 2.28 0.57 0.00
10.00 2.28 0.57 0.00 36.50 2.28 0.57 0.00
10.50 2.28 0.57 0.00 37.00 2.28 0.57 0.00
11.00 2.28 0.57 0.00 37.50 2.28 0.57 0.00
11.50 2.28 0.57 0.00 38.00 2.28 0.57 0.00
12.00 2.28 0.57 0.00 38.50 2.28 0.57 0.00
12.50 2.28 0.57 0.00 39.00 2.28 0.57 0.00
13.00 2.28 0.57 0.00 39.50 2.28 0.57 0.00
13.50 2.28 0.57 0.00 40.00 2.28 0.57 0.00
14.00 2.28 0.57 0.00 40.50 2.28 0.57 0.00
14.50 2.28 0.57 0.00 41.00 2.28 0.57 0.00
15.00 2.28 0.57 0.00 41.50 2.28 0.57 0.00
15.50 2.28 0.57 0.00 42.00 2.28 0.57 0.00
16.00 2.28 0.57 0.00 42.50 2.28 0.57 0.00
16.50 2.28 0.57 0.00 43.00 2.28 0.57 0.00
17.00 2.28 0.57 0.00 43.50 2.28 0.57 0.00
17.50 2.28 0.57 0.00 44.00 2.28 0.57 0.00
18.00 2.28 0.57 0.00 44.50 2.28 0.57 0.00
18.50 2.28 0.57 0.00 45.00 2.28 0.57 0.00
19.00 2.28 0.57 0.00 45.50 2.28 0.57 0.00
19.50 2.28 0.57 0.00 46.00 2.28 0.57 0.00
20.00 2.28 0.57 0.00 46.50 2.28 0.57 0.00
20.50 2.28 0.57 0.00 47.00 2.28 0.57 0.00
21.00 2.28 0.57 0.00 47.50 2.28 0.57 0.00
21.50 2.28 0.57 0.00 48.00 2.28 0.57 0.00
22.00 2.28 0.57 0.00
22.50 2.28 0.57 0.00
23.00 2.28 0.57 0.00
23.50 2.28 0.57 0.00
24.00 2.28 0.57 0.00
24.50 2.28 0.57 0.00
25.00 2.28 0.57 0.00
25.50 2.28 0.57 0.00
26.00 2.28 0.57 0.00

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 2P: SCM2
Inflow Area = 1.260 ac, 0.00% Impervious, Inflow Depth = 0.57" for 2-yr event
Inflow = 1.51 cfs @ 3.17 hrs, Volume= 0.059 af
Outflow = 0.01 cfs @ 6.11 hrs, Volume= 0.048 af, Atten= 99%, Lag= 176.4 min
Primary = 0.01 cfs @ 6.11 hrs, Volume= 0.048 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 588.63' @ 6.11 hrs Surf.Area= 2,980 sf Storage= 2,434 cf
Plug-Flow detention time= 1,268.1 min calculated for 0.048 af(81% of inflow)
Center-of-Mass det. time= 1,248.6 min ( 1,474.6 - 225.9 )
Volume Invert Avail.Storage Storage Description
#1 587.50' 16,870 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.50 250 0 0
588.00 2,537 697 697
589.00 3,240 2,889 3,585
590.00 4,000 3,620 7,205
591.00 4,818 4,409 11,614
592.00 5,694 5,256 16,870
Device Routing Invert Outlet Devices
#1 Primary 584.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 584.50' / 584.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.50' Special & User-Defined
Head (feet) 0.00 0.50 1.50 2.50 3.50 4.50
Disch. (cfs) 0.000 0.012 0.016 0.020 0.024 0.028
#3 Device 1 588.75' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.01 cfs @ 6.11 hrs HW=588.63' (Free Discharge)
Lam=Culvert (Passes 0.01 cfs of 2.72 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.01 cfs)
-3=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 2P: SCM2
Hydrograph
/ ❑ Inflow
1.51 cfs I I ❑Primary
1 1 Iifioiiv Area=1 .260 a6
Palk EIS =588.63'
I I I ttbriaie2,434 cif
1
II II II 1III II
a
I1II II II 1III II
3
0
Li
I I
0 4 ,,, 1 cfsr fff ��������
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 2P: SCM2
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.50 0.00
1.00 0.00 0 587.50 0.00
2.00 0.00 0 587.50 0.00
3.00 0.14 20 587.55 0.00
4.00 0.18 1,827 588.42 0.01
5.00 0.08 2,210 588.55 0.01
6.00 0.06 2,424 588.63 0.01
7.00 0.00 2,389 588.61 0.01
8.00 0.00 2,337 588.60 0.01
9.00 0.00 2,286 588.58 0.01
10.00 0.00 2,234 588.56 0.01
11.00 0.00 2,183 588.54 0.01
12.00 0.00 2,132 588.53 0.01
13.00 0.00 2,082 588.51 0.01
14.00 0.00 2,031 588.49 0.01
15.00 0.00 1,981 588.47 0.01
16.00 0.00 1,931 588.46 0.01
17.00 0.00 1,881 588.44 0.01
18.00 0.00 1,832 588.42 0.01
19.00 0.00 1,783 588.41 0.01
20.00 0.00 1,734 588.39 0.01
21.00 0.00 1,685 588.37 0.01
22.00 0.00 1,637 588.35 0.01
23.00 0.00 1,589 588.34 0.01
24.00 0.00 1,541 588.32 0.01
25.00 0.00 1,493 588.30 0.01
26.00 0.00 1,446 588.28 0.01
27.00 0.00 1,399 588.27 0.01
28.00 0.00 1,352 588.25 0.01
29.00 0.00 1,305 588.23 0.01
30.00 0.00 1,259 588.22 0.01
31.00 0.00 1,212 588.20 0.01
32.00 0.00 1,166 588.18 0.01
33.00 0.00 1,121 588.16 0.01
34.00 0.00 1,075 588.15 0.01
35.00 0.00 1,030 588.13 0.01
36.00 0.00 985 588.11 0.01
37.00 0.00 941 588.09 0.01
38.00 0.00 896 588.08 0.01
39.00 0.00 852 588.06 0.01
40.00 0.00 808 588.04 0.01
41.00 0.00 764 588.03 0.01
42.00 0.00 721 588.01 0.01
43.00 0.00 678 587.99 0.01
44.00 0.00 636 587.98 0.01
45.00 0.00 596 587.96 0.01
46.00 0.00 557 587.94 0.01
47.00 0.00 519 587.92 0.01
48.00 0.00 483 587.91 0.01

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1S: Pre Dev
Runoff = 1.10 cfs @ 3.68 hrs, Volume= 0.110 af, Depth= 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
1.380 60 Woods, Fair, HSG B
1.380 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.8 300 0.0483 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
0.7 193 0.0725 4.34 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
37.5 493 Total
Subcatchment 1S: Pre Dev
Hydrograph
0 Runoff
1.10 cfs
bl4arJloite 6-hr 2 r
1 Rainfall=4.38"
/ IRUnbff Area=11.380 ad
I / RLn9ff Volume=0.110 af
!Ruln9ff Deph70. 6"
Plow Len�t = 93 h II '
LL / o
Tc=37.5
c N=6b
p00,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 4.38 0.96 0.00
0.50 0.08 0.00 0.00 27.00 4.38 0.96 0.00
1.00 0.18 0.00 0.00 27.50 4.38 0.96 0.00
1.50 0.31 0.00 0.00 28.00 4.38 0.96 0.00
2.00 0.48 0.00 0.00 28.50 4.38 0.96 0.00
2.50 0.77 0.00 0.00 29.00 4.38 0.96 0.00
3.00 1.78 0.03 0.00 29.50 4.38 0.96 0.00
3.50 3.51 0.54 0.89 30.00 4.38 0.96 0.00
4.00 3.87 0.70 0.78 30.50 4.38 0.96 0.00
4.50 4.05 0.79 0.40 31.00 4.38 0.96 0.00
5.00 4.18 0.85 0.24 31.50 4.38 0.96 0.00
5.50 4.29 0.91 0.17 32.00 4.38 0.96 0.00
6.00 4.38 0.96 0.15 32.50 4.38 0.96 0.00
6.50 4.38 0.96 0.07 33.00 4.38 0.96 0.00
7.00 4.38 0.96 0.01 33.50 4.38 0.96 0.00
7.50 4.38 0.96 0.00 34.00 4.38 0.96 0.00
8.00 4.38 0.96 0.00 34.50 4.38 0.96 0.00
8.50 4.38 0.96 0.00 35.00 4.38 0.96 0.00
9.00 4.38 0.96 0.00 35.50 4.38 0.96 0.00
9.50 4.38 0.96 0.00 36.00 4.38 0.96 0.00
10.00 4.38 0.96 0.00 36.50 4.38 0.96 0.00
10.50 4.38 0.96 0.00 37.00 4.38 0.96 0.00
11.00 4.38 0.96 0.00 37.50 4.38 0.96 0.00
11.50 4.38 0.96 0.00 38.00 4.38 0.96 0.00
12.00 4.38 0.96 0.00 38.50 4.38 0.96 0.00
12.50 4.38 0.96 0.00 39.00 4.38 0.96 0.00
13.00 4.38 0.96 0.00 39.50 4.38 0.96 0.00
13.50 4.38 0.96 0.00 40.00 4.38 0.96 0.00
14.00 4.38 0.96 0.00 40.50 4.38 0.96 0.00
14.50 4.38 0.96 0.00 41.00 4.38 0.96 0.00
15.00 4.38 0.96 0.00 41.50 4.38 0.96 0.00
15.50 4.38 0.96 0.00 42.00 4.38 0.96 0.00
16.00 4.38 0.96 0.00 42.50 4.38 0.96 0.00
16.50 4.38 0.96 0.00 43.00 4.38 0.96 0.00
17.00 4.38 0.96 0.00 43.50 4.38 0.96 0.00
17.50 4.38 0.96 0.00 44.00 4.38 0.96 0.00
18.00 4.38 0.96 0.00 44.50 4.38 0.96 0.00
18.50 4.38 0.96 0.00 45.00 4.38 0.96 0.00
19.00 4.38 0.96 0.00 45.50 4.38 0.96 0.00
19.50 4.38 0.96 0.00 46.00 4.38 0.96 0.00
20.00 4.38 0.96 0.00 46.50 4.38 0.96 0.00
20.50 4.38 0.96 0.00 47.00 4.38 0.96 0.00
21.00 4.38 0.96 0.00 47.50 4.38 0.96 0.00
21.50 4.38 0.96 0.00 48.00 4.38 0.96 0.00
22.00 4.38 0.96 0.00
22.50 4.38 0.96 0.00
23.00 4.38 0.96 0.00
23.50 4.38 0.96 0.00
24.00 4.38 0.96 0.00
24.50 4.38 0.96 0.00
25.00 4.38 0.96 0.00
25.50 4.38 0.96 0.00
26.00 4.38 0.96 0.00

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 2S: Post Dev to SCM2
Runoff = 5.07 cfs @ 3.16 hrs, Volume= 0.214 af, Depth= 2.03"
Routed to Pond 2P : SCM2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
1.260 76 Residencial
1.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM2
Hydrograph
0 Runoff
5.07 cfs
5 b bi ariotte 6-hr 25- r
/
Rainf�ll�4.138"
4- IRUnoff Area=11.260 at
Ryncff Vplume=0.?14 �f
42. 3- I !Runoff Dep h72.103"
LL Tc=5.0 m i n
= L72-'
= I III i
T
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 2S: Post Dev to SCM2
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 4.38 2.03 0.00
0.50 0.08 0.00 0.00 27.00 4.38 2.03 0.00
1.00 0.18 0.00 0.00 27.50 4.38 2.03 0.00
1.50 0.31 0.00 0.00 28.00 4.38 2.03 0.00
2.00 0.48 0.00 0.00 28.50 4.38 2.03 0.00
2.50 0.77 0.01 0.05 29.00 4.38 2.03 0.00
3.00 1.78 0.31 1.61 29.50 4.38 2.03 0.00
3.50 3.51 1.37 1.23 30.00 4.38 2.03 0.00
4.00 3.87 1.64 0.55 30.50 4.38 2.03 0.00
4.50 4.05 1.78 0.32 31.00 4.38 2.03 0.00
5.00 4.18 1.88 0.24 31.50 4.38 2.03 0.00
5.50 4.29 1.96 0.20 32.00 4.38 2.03 0.00
6.00 4.38 2.03 0.17 32.50 4.38 2.03 0.00
6.50 4.38 2.03 0.00 33.00 4.38 2.03 0.00
7.00 4.38 2.03 0.00 33.50 4.38 2.03 0.00
7.50 4.38 2.03 0.00 34.00 4.38 2.03 0.00
8.00 4.38 2.03 0.00 34.50 4.38 2.03 0.00
8.50 4.38 2.03 0.00 35.00 4.38 2.03 0.00
9.00 4.38 2.03 0.00 35.50 4.38 2.03 0.00
9.50 4.38 2.03 0.00 36.00 4.38 2.03 0.00
10.00 4.38 2.03 0.00 36.50 4.38 2.03 0.00
10.50 4.38 2.03 0.00 37.00 4.38 2.03 0.00
11.00 4.38 2.03 0.00 37.50 4.38 2.03 0.00
11.50 4.38 2.03 0.00 38.00 4.38 2.03 0.00
12.00 4.38 2.03 0.00 38.50 4.38 2.03 0.00
12.50 4.38 2.03 0.00 39.00 4.38 2.03 0.00
13.00 4.38 2.03 0.00 39.50 4.38 2.03 0.00
13.50 4.38 2.03 0.00 40.00 4.38 2.03 0.00
14.00 4.38 2.03 0.00 40.50 4.38 2.03 0.00
14.50 4.38 2.03 0.00 41.00 4.38 2.03 0.00
15.00 4.38 2.03 0.00 41.50 4.38 2.03 0.00
15.50 4.38 2.03 0.00 42.00 4.38 2.03 0.00
16.00 4.38 2.03 0.00 42.50 4.38 2.03 0.00
16.50 4.38 2.03 0.00 43.00 4.38 2.03 0.00
17.00 4.38 2.03 0.00 43.50 4.38 2.03 0.00
17.50 4.38 2.03 0.00 44.00 4.38 2.03 0.00
18.00 4.38 2.03 0.00 44.50 4.38 2.03 0.00
18.50 4.38 2.03 0.00 45.00 4.38 2.03 0.00
19.00 4.38 2.03 0.00 45.50 4.38 2.03 0.00
19.50 4.38 2.03 0.00 46.00 4.38 2.03 0.00
20.00 4.38 2.03 0.00 46.50 4.38 2.03 0.00
20.50 4.38 2.03 0.00 47.00 4.38 2.03 0.00
21.00 4.38 2.03 0.00 47.50 4.38 2.03 0.00
21.50 4.38 2.03 0.00 48.00 4.38 2.03 0.00
22.00 4.38 2.03 0.00
22.50 4.38 2.03 0.00
23.00 4.38 2.03 0.00
23.50 4.38 2.03 0.00
24.00 4.38 2.03 0.00
24.50 4.38 2.03 0.00
25.00 4.38 2.03 0.00
25.50 4.38 2.03 0.00
26.00 4.38 2.03 0.00

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: SCM2
Inflow Area = 1.260 ac, 0.00% Impervious, Inflow Depth = 2.03" for 25-yr event
Inflow = 5.07 cfs @ 3.16 hrs, Volume= 0.214 af
Outflow = 0.61 cfs @ 3.87 hrs, Volume= 0.181 af, Atten= 88%, Lag= 42.6 min
Primary = 0.61 cfs @ 3.87 hrs, Volume= 0.181 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 589.69' @ 3.87 hrs Surf.Area= 3,762 sf Storage= 5,987 cf
Plug-Flow detention time= 469.7 min calculated for 0.181 af(85% of inflow)
Center-of-Mass det. time= 455.5 min ( 671.8 - 216.2 )
Volume Invert Avail.Storage Storage Description
#1 587.50' 16,870 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.50 250 0 0
588.00 2,537 697 697
589.00 3,240 2,889 3,585
590.00 4,000 3,620 7,205
591.00 4,818 4,409 11,614
592.00 5,694 5,256 16,870
Device Routing Invert Outlet Devices
#1 Primary 584.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 584.50' / 584.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.50' Special & User-Defined
Head (feet) 0.00 0.50 1.50 2.50 3.50 4.50
Disch. (cfs) 0.000 0.012 0.016 0.020 0.024 0.028
#3 Device 1 588.75' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.61 cfs @ 3.87 hrs HW=589.69' (Free Discharge)
Lam=Culvert (Passes 0.61 cfs of 3.06 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.02 cfs)
-3=Sharp-Crested Vee/Trap Weir(Weir Controls 0.59 cfs @ 2.53 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 2P: SCM2
Hydrograph
/ + ❑ Inflow
- 5.07 cfs _❑Primary
-' Ikflow Area=1 .260 ad
511111
peaky=5&9. 9'
4 I I I ttbrage=5,9$7 cif
3 ,✓ I I I
2
0.61 cfs
0-%/4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 16
Hydrograph for Pond 2P: SCM2
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.50 0.00
1.00 0.00 0 587.50 0.00
2.00 0.00 0 587.50 0.00
3.00 1.61 804 588.04 0.01
4.00 0.55 5,972 589.68 0.61
5.00 0.24 5,385 589.52 0.39
6.00 0.17 4,968 589.41 0.26
7.00 0.00 4,344 589.23 0.13
8.00 0.00 3,990 589.12 0.08
9.00 0.00 3,764 589.05 0.05
10.00 0.00 3,601 589.00 0.04
11.00 0.00 3,476 588.97 0.03
12.00 0.00 3,373 588.93 0.03
13.00 0.00 3,286 588.91 0.02
14.00 0.00 3,209 588.88 0.02
15.00 0.00 3,140 588.86 0.02
16.00 0.00 3,076 588.84 0.02
17.00 0.00 3,016 588.82 0.02
18.00 0.00 2,958 588.80 0.02
19.00 0.00 2,902 588.78 0.02
20.00 0.00 2,847 588.77 0.02
21.00 0.00 2,793 588.75 0.01
22.00 0.00 2,739 588.73 0.01
23.00 0.00 2,686 588.71 0.01
24.00 0.00 2,632 588.70 0.01
25.00 0.00 2,579 588.68 0.01
26.00 0.00 2,526 588.66 0.01
27.00 0.00 2,474 588.64 0.01
28.00 0.00 2,421 588.63 0.01
29.00 0.00 2,369 588.61 0.01
30.00 0.00 2,318 588.59 0.01
31.00 0.00 2,266 588.57 0.01
32.00 0.00 2,215 588.56 0.01
33.00 0.00 2,164 588.54 0.01
34.00 0.00 2,113 588.52 0.01
35.00 0.00 2,062 588.50 0.01
36.00 0.00 2,012 588.49 0.01
37.00 0.00 1,962 588.47 0.01
38.00 0.00 1,912 588.45 0.01
39.00 0.00 1,862 588.43 0.01
40.00 0.00 1,813 588.42 0.01
41.00 0.00 1,764 588.40 0.01
42.00 0.00 1,715 588.38 0.01
43.00 0.00 1,667 588.36 0.01
44.00 0.00 1,618 588.35 0.01
45.00 0.00 1,570 588.33 0.01
46.00 0.00 1,522 588.31 0.01
47.00 0.00 1,475 588.29 0.01
48.00 0.00 1,428 588.28 0.01

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre Dev
Runoff = 1.81 cfs @ 3.65 hrs, Volume= 0.173 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
1.380 60 Woods, Fair, HSG B
1.380 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.8 300 0.0483 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
0.7 193 0.0725 4.34 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
37.5 493 Total
Subcatchment 1S: Pre Dev
Hydrograph
2J I -r 0 Runoff
1.81 cfs
I 6hrlsotte 6-h r O6-1;r
Rainfall=5.34"
IRUnbff Area=11.380 ad
RLn9ff Volume=0.173 af
1
0 1 ' -- Plow ff Length=493'
h
� o
Tc=37.5
•% drsi6o
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 1S: Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 5.34 1.50 0.00
0.50 0.10 0.00 0.00 27.00 5.34 1.50 0.00
1.00 0.23 0.00 0.00 27.50 5.34 1.50 0.00
1.50 0.38 0.00 0.00 28.00 5.34 1.50 0.00
2.00 0.59 0.00 0.00 28.50 5.34 1.50 0.00
2.50 0.95 0.00 0.00 29.00 5.34 1.50 0.00
3.00 2.17 0.09 0.01 29.50 5.34 1.50 0.00
3.50 4.27 0.90 1.55 30.00 5.34 1.50 0.00
4.00 4.70 1.13 1.19 30.50 5.34 1.50 0.00
4.50 4.94 1.26 0.59 31.00 5.34 1.50 0.00
5.00 5.10 1.36 0.35 31.50 5.34 1.50 0.00
5.50 5.23 1.44 0.25 32.00 5.34 1.50 0.00
6.00 5.34 1.50 0.21 32.50 5.34 1.50 0.00
6.50 5.34 1.50 0.10 33.00 5.34 1.50 0.00
7.00 5.34 1.50 0.01 33.50 5.34 1.50 0.00
7.50 5.34 1.50 0.00 34.00 5.34 1.50 0.00
8.00 5.34 1.50 0.00 34.50 5.34 1.50 0.00
8.50 5.34 1.50 0.00 35.00 5.34 1.50 0.00
9.00 5.34 1.50 0.00 35.50 5.34 1.50 0.00
9.50 5.34 1.50 0.00 36.00 5.34 1.50 0.00
10.00 5.34 1.50 0.00 36.50 5.34 1.50 0.00
10.50 5.34 1.50 0.00 37.00 5.34 1.50 0.00
11.00 5.34 1.50 0.00 37.50 5.34 1.50 0.00
11.50 5.34 1.50 0.00 38.00 5.34 1.50 0.00
12.00 5.34 1.50 0.00 38.50 5.34 1.50 0.00
12.50 5.34 1.50 0.00 39.00 5.34 1.50 0.00
13.00 5.34 1.50 0.00 39.50 5.34 1.50 0.00
13.50 5.34 1.50 0.00 40.00 5.34 1.50 0.00
14.00 5.34 1.50 0.00 40.50 5.34 1.50 0.00
14.50 5.34 1.50 0.00 41.00 5.34 1.50 0.00
15.00 5.34 1.50 0.00 41.50 5.34 1.50 0.00
15.50 5.34 1.50 0.00 42.00 5.34 1.50 0.00
16.00 5.34 1.50 0.00 42.50 5.34 1.50 0.00
16.50 5.34 1.50 0.00 43.00 5.34 1.50 0.00
17.00 5.34 1.50 0.00 43.50 5.34 1.50 0.00
17.50 5.34 1.50 0.00 44.00 5.34 1.50 0.00
18.00 5.34 1.50 0.00 44.50 5.34 1.50 0.00
18.50 5.34 1.50 0.00 45.00 5.34 1.50 0.00
19.00 5.34 1.50 0.00 45.50 5.34 1.50 0.00
19.50 5.34 1.50 0.00 46.00 5.34 1.50 0.00
20.00 5.34 1.50 0.00 46.50 5.34 1.50 0.00
20.50 5.34 1.50 0.00 47.00 5.34 1.50 0.00
21.00 5.34 1.50 0.00 47.50 5.34 1.50 0.00
21.50 5.34 1.50 0.00 48.00 5.34 1.50 0.00
22.00 5.34 1.50 0.00
22.50 5.34 1.50 0.00
23.00 5.34 1.50 0.00
23.50 5.34 1.50 0.00
24.00 5.34 1.50 0.00
24.50 5.34 1.50 0.00
25.00 5.34 1.50 0.00
25.50 5.34 1.50 0.00
26.00 5.34 1.50 0.00

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post Dev to SCM2
Runoff = 6.99 cfs @ 3.16 hrs, Volume= 0.296 af, Depth= 2.82"
Routed to Pond 2P : SCM2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
1.260 76 Residencial
1.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: Post Dev to SCM2
Hydrograph
/ 0 Runoff
6.99 cfs
'� 'I Gharl�tte -h�r '�00-�r
1-14ariif115.34"6
-
L IRUnoffLAi-ea= .260 arc _
5 fZyn9ff VEIL mIe�0.�29¢ �f
4� I !Run9ff1D-,P1h74/P21:
_ I _ . min _
LL 3- T T T T TI I T NL7�
11 GIN
2-
I� L I L
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 2S: Post Dev to SCM2
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 26.50 5.34 2.82 0.00
0.50 0.10 0.00 0.00 27.00 5.34 2.82 0.00
1.00 0.23 0.00 0.00 27.50 5.34 2.82 0.00
1.50 0.38 0.00 0.00 28.00 5.34 2.82 0.00
2.00 0.59 0.00 0.00 28.50 5.34 2.82 0.00
2.50 0.95 0.03 0.16 29.00 5.34 2.82 0.00
3.00 2.17 0.50 2.40 29.50 5.34 2.82 0.00
3.50 4.27 1.95 1.62 30.00 5.34 2.82 0.00
4.00 4.70 2.29 0.72 30.50 5.34 2.82 0.00
4.50 4.94 2.48 0.43 31.00 5.34 2.82 0.00
5.00 5.10 2.61 0.31 31.50 5.34 2.82 0.00
5.50 5.23 2.72 0.26 32.00 5.34 2.82 0.00
6.00 5.34 2.82 0.23 32.50 5.34 2.82 0.00
6.50 5.34 2.82 0.00 33.00 5.34 2.82 0.00
7.00 5.34 2.82 0.00 33.50 5.34 2.82 0.00
7.50 5.34 2.82 0.00 34.00 5.34 2.82 0.00
8.00 5.34 2.82 0.00 34.50 5.34 2.82 0.00
8.50 5.34 2.82 0.00 35.00 5.34 2.82 0.00
9.00 5.34 2.82 0.00 35.50 5.34 2.82 0.00
9.50 5.34 2.82 0.00 36.00 5.34 2.82 0.00
10.00 5.34 2.82 0.00 36.50 5.34 2.82 0.00
10.50 5.34 2.82 0.00 37.00 5.34 2.82 0.00
11.00 5.34 2.82 0.00 37.50 5.34 2.82 0.00
11.50 5.34 2.82 0.00 38.00 5.34 2.82 0.00
12.00 5.34 2.82 0.00 38.50 5.34 2.82 0.00
12.50 5.34 2.82 0.00 39.00 5.34 2.82 0.00
13.00 5.34 2.82 0.00 39.50 5.34 2.82 0.00
13.50 5.34 2.82 0.00 40.00 5.34 2.82 0.00
14.00 5.34 2.82 0.00 40.50 5.34 2.82 0.00
14.50 5.34 2.82 0.00 41.00 5.34 2.82 0.00
15.00 5.34 2.82 0.00 41.50 5.34 2.82 0.00
15.50 5.34 2.82 0.00 42.00 5.34 2.82 0.00
16.00 5.34 2.82 0.00 42.50 5.34 2.82 0.00
16.50 5.34 2.82 0.00 43.00 5.34 2.82 0.00
17.00 5.34 2.82 0.00 43.50 5.34 2.82 0.00
17.50 5.34 2.82 0.00 44.00 5.34 2.82 0.00
18.00 5.34 2.82 0.00 44.50 5.34 2.82 0.00
18.50 5.34 2.82 0.00 45.00 5.34 2.82 0.00
19.00 5.34 2.82 0.00 45.50 5.34 2.82 0.00
19.50 5.34 2.82 0.00 46.00 5.34 2.82 0.00
20.00 5.34 2.82 0.00 46.50 5.34 2.82 0.00
20.50 5.34 2.82 0.00 47.00 5.34 2.82 0.00
21.00 5.34 2.82 0.00 47.50 5.34 2.82 0.00
21.50 5.34 2.82 0.00 48.00 5.34 2.82 0.00
22.00 5.34 2.82 0.00
22.50 5.34 2.82 0.00
23.00 5.34 2.82 0.00
23.50 5.34 2.82 0.00
24.00 5.34 2.82 0.00
24.50 5.34 2.82 0.00
25.00 5.34 2.82 0.00
25.50 5.34 2.82 0.00
26.00 5.34 2.82 0.00

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Pond 2P: SCM2
Inflow Area = 1.260 ac, 0.00% Impervious, Inflow Depth = 2.82" for 100-yr event
Inflow = 6.99 cfs @ 3.16 hrs, Volume= 0.296 af
Outflow = 2.66 cfs @ 3.37 hrs, Volume= 0.263 af, Atten= 62%, Lag= 12.8 min
Primary = 2.66 cfs @ 3.37 hrs, Volume= 0.263 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 589.86' @ 3.37 hrs Surf.Area= 3,893 sf Storage= 6,649 cf
Plug-Flow detention time= 336.0 min calculated for 0.263 af(89% of inflow)
Center-of-Mass det. time= 322.9 min ( 537.0 - 214.1 )
Volume Invert Avail.Storage Storage Description
#1 587.50' 16,870 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.50 250 0 0
588.00 2,537 697 697
589.00 3,240 2,889 3,585
590.00 4,000 3,620 7,205
591.00 4,818 4,409 11,614
592.00 5,694 5,256 16,870
Device Routing Invert Outlet Devices
#1 Primary 584.50' 8.0" Round Culvert
L= 50.0' CPP, end-section conforming to fill, Ke= 0.500
Inlet/Outlet Invert= 584.50' / 584.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 0.35 sf
#2 Device 1 587.50' Special & User-Defined
Head (feet) 0.00 0.50 1.50 2.50 3.50 4.50
Disch. (cfs) 0.000 0.012 0.016 0.020 0.024 0.028
#3 Device 1 588.75' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 1 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=2.66 cfs @ 3.37 hrs HW=589.85' (Free Discharge)
Lam=Culvert (Passes 2.66 cfs of 3.11 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.02 cfs)
-3=Sharp-Crested Vee/Trap Weir(Weir Controls 0.89 cfs @ 2.74 fps)
-4=Sharp-Crested Rectangular Weir(Weir Controls 1.74 cfs @ 1.05 fps)

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 22
Pond 2P: SCM2
Hydrograph
` ❑ Inflow
6.99 cfs 0 Primary
Iknfio�iv Area=1 .260 lad
F F Ptak ETA 6 9.t6'
6-" I— F CIF F F
ttbrage=6,649 ci'
5� I
I
4�
LL 31 2.66 cfs
v
2-
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SCM2 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 2P: SCM2
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 587.50 0.00
1.00 0.00 0 587.50 0.00
2.00 0.00 0 587.50 0.00
3.00 2.40 1,426 588.28 0.01
4.00 0.72 6,246 589.75 0.77
5.00 0.31 5,642 589.59 0.48
6.00 0.23 5,189 589.47 0.32
7.00 0.00 4,450 589.26 0.15
8.00 0.00 4,052 589.14 0.08
9.00 0.00 3,805 589.07 0.06
10.00 0.00 3,632 589.01 0.04
11.00 0.00 3,501 588.97 0.03
12.00 0.00 3,394 588.94 0.03
13.00 0.00 3,304 588.91 0.02
14.00 0.00 3,225 588.89 0.02
15.00 0.00 3,154 588.86 0.02
16.00 0.00 3,090 588.84 0.02
17.00 0.00 3,028 588.82 0.02
18.00 0.00 2,970 588.81 0.02
19.00 0.00 2,914 588.79 0.02
20.00 0.00 2,859 588.77 0.02
21.00 0.00 2,805 588.75 0.02
22.00 0.00 2,751 588.73 0.01
23.00 0.00 2,697 588.72 0.01
24.00 0.00 2,644 588.70 0.01
25.00 0.00 2,591 588.68 0.01
26.00 0.00 2,538 588.66 0.01
27.00 0.00 2,485 588.65 0.01
28.00 0.00 2,433 588.63 0.01
29.00 0.00 2,381 588.61 0.01
30.00 0.00 2,329 588.59 0.01
31.00 0.00 2,277 588.58 0.01
32.00 0.00 2,226 588.56 0.01
33.00 0.00 2,174 588.54 0.01
34.00 0.00 2,124 588.52 0.01
35.00 0.00 2,073 588.51 0.01
36.00 0.00 2,023 588.49 0.01
37.00 0.00 1,972 588.47 0.01
38.00 0.00 1,923 588.45 0.01
39.00 0.00 1,873 588.44 0.01
40.00 0.00 1,824 588.42 0.01
41.00 0.00 1,775 588.40 0.01
42.00 0.00 1,726 588.38 0.01
43.00 0.00 1,677 588.37 0.01
44.00 0.00 1,629 588.35 0.01
45.00 0.00 1,581 588.33 0.01
46.00 0.00 1,533 588.32 0.01
47.00 0.00 1,485 588.30 0.01
48.00 0.00 1,438 588.28 0.01

1 S 3S
SCM 3 Pre Dev
SCM 3 "ost Dev
3P
SCM 3
(Subcat Reach 'on• Link Routing Diagram for SCM3
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM3
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-yr Charlotte 6-hr 2-yr Default 6.00 1 2.28 2
2 25-yr Charlotte 6-hr 25-yr Default 6.00 1 4.38 2
3 100-yr Charlotte 6-hr 100-yr Default 6.00 1 5.34 2

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: SCM 3 Pre Dev
Runoff = 0.67 cfs @ 3.80 hrs, Volume= 0.093 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
9.440 60 Woods, Fair, HSG B
9.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
4.6 746 0.0282 2.70 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
31.9 876 Total
Subcatchment 1 S: SCM 3 Pre Dev
Hydrograph
/ 0 Runoff
0.67 cfs
0.65� - harlotte 6hr+2-r
0.6 _ I � I_Ritinfall=j2e
0.55�_ H l ur10-f -Atea= 44
0.45/L , 1 u'Z° 1°Ttl'rP=•°9_3
3 0.41/ fiR�n?ff IDept =0+.1
0 0.35_
0.3/L %/ Flow L h=�7
0.25 /
0.2i/ h C a=60
0.15/b
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: SCM 3 Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.25 2.28 0.12 0.00
0.25 0.02 0.00 0.00 13.50 2.28 0.12 0.00
0.50 0.04 0.00 0.00 13.75 2.28 0.12 0.00
0.75 0.07 0.00 0.00 14.00 2.28 0.12 0.00
1.00 0.09 0.00 0.00 14.25 2.28 0.12 0.00
1.25 0.12 0.00 0.00 14.50 2.28 0.12 0.00
1.50 0.16 0.00 0.00 14.75 2.28 0.12 0.00
1.75 0.20 0.00 0.00 15.00 2.28 0.12 0.00
2.00 0.25 0.00 0.00 15.25 2.28 0.12 0.00
2.25 0.31 0.00 0.00 15.50 2.28 0.12 0.00
2.50 0.39 0.00 0.00 15.75 2.28 0.12 0.00
2.75 0.53 0.00 0.00 16.00 2.28 0.12 0.00
3.00 0.89 0.00 0.00 16.25 2.28 0.12 0.00
3.25 1.65 0.01 0.01 16.50 2.28 0.12 0.00
3.50 1.84 0.04 0.35 16.75 2.28 0.12 0.00
3.75 1.94 0.05 0.66 17.00 2.28 0.12 0.00
4.00 2.01 0.06 0.61 17.25 2.28 0.12 0.00
4.25 2.06 0.07 0.51 17.50 2.28 0.12 0.00
4.50 2.11 0.08 0.42 17.75 2.28 0.12 0.00
4.75 2.15 0.09 0.36 18.00 2.28 0.12 0.00
5.00 2.18 0.10 0.31 18.25 2.28 0.12 0.00
5.25 2.21 0.10 0.27 18.50 2.28 0.12 0.00
5.50 2.23 0.11 0.25 18.75 2.28 0.12 0.00
5.75 2.26 0.11 0.23 19.00 2.28 0.12 0.00
6.00 2.28 0.12 0.22 19.25 2.28 0.12 0.00
6.25 2.28 0.12 0.18 19.50 2.28 0.12 0.00
6.50 2.28 0.12 0.08 19.75 2.28 0.12 0.00
6.75 2.28 0.12 0.03 20.00 2.28 0.12 0.00
7.00 2.28 0.12 0.01
7.25 2.28 0.12 0.00
7.50 2.28 0.12 0.00
7.75 2.28 0.12 0.00
8.00 2.28 0.12 0.00
8.25 2.28 0.12 0.00
8.50 2.28 0.12 0.00
8.75 2.28 0.12 0.00
9.00 2.28 0.12 0.00
9.25 2.28 0.12 0.00
9.50 2.28 0.12 0.00
9.75 2.28 0.12 0.00
10.00 2.28 0.12 0.00
10.25 2.28 0.12 0.00
10.50 2.28 0.12 0.00
10.75 2.28 0.12 0.00
11.00 2.28 0.12 0.00
11.25 2.28 0.12 0.00
11.50 2.28 0.12 0.00
11.75 2.28 0.12 0.00
12.00 2.28 0.12 0.00
12.25 2.28 0.12 0.00
12.50 2.28 0.12 0.00
12.75 2.28 0.12 0.00
13.00 2.28 0.12 0.00

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3S: SCM 3 Post Dev
Runoff = 5.80 cfs @ 3.35 hrs, Volume= 0.354 af, Depth= 0.53"
Routed to Pond 3P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
1.690 98 Paved parking, HSG B
6.380 69 50-75% Grass cover, Fair, HSG B
8.070 75 Weighted Average
6.380 79.06% Pervious Area
1.690 20.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 102 0.0196 0.11 Sheet Flow, Sheet Flowe
Grass: Dense n= 0.240 P2= 3.12"
0.7 162 0.0617 4.00 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.4 535 0.0250 6.44 46.98 Channel Flow, Channel Flow
Area= 7.3 sf Perim= 9.8' r= 0.74' n= 0.030
16.9 799 Total
Subcatchment 3S: SCM 3 Post Dev
Hydrograph
/ •Runoff
6 5.80 cfs
Charlotte 6-hr 2-yr
5--/ airf�l .28"
Runoff Areal=8L070 ac
4� r/ Iui ofjf Volume=9.354 af
- _H Runoff Depth=0.53"
o � Flow Length=799'
_ — Tc=1e.9 min
2=, CN=75
0 � ' 11ll/ !(/SSff�Sl/�!(/Sff/Slf/14 15 17'1f/SSff�(l/(
0 1 2 3 4 5 6 7 8 9 10 12 13 16 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 3S: SCM 3 Post Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.25 2.28 0.53 0.00
0.25 0.02 0.00 0.00 13.50 2.28 0.53 0.00
0.50 0.04 0.00 0.00 13.75 2.28 0.53 0.00
0.75 0.07 0.00 0.00 14.00 2.28 0.53 0.00
1.00 0.09 0.00 0.00 14.25 2.28 0.53 0.00
1.25 0.12 0.00 0.00 14.50 2.28 0.53 0.00
1.50 0.16 0.00 0.00 14.75 2.28 0.53 0.00
1.75 0.20 0.00 0.00 15.00 2.28 0.53 0.00
2.00 0.25 0.00 0.00 15.25 2.28 0.53 0.00
2.25 0.31 0.00 0.00 15.50 2.28 0.53 0.00
2.50 0.39 0.00 0.00 15.75 2.28 0.53 0.00
2.75 0.53 0.00 0.00 16.00 2.28 0.53 0.00
3.00 0.89 0.01 0.03 16.25 2.28 0.53 0.00
3.25 1.65 0.22 4.37 16.50 2.28 0.53 0.00
3.50 1.84 0.31 4.21 16.75 2.28 0.53 0.00
3.75 1.94 0.35 2.17 17.00 2.28 0.53 0.00
4.00 2.01 0.39 1.35 17.25 2.28 0.53 0.00
4.25 2.06 0.41 1.01 17.50 2.28 0.53 0.00
4.50 2.11 0.44 0.82 17.75 2.28 0.53 0.00
4.75 2.15 0.46 0.69 18.00 2.28 0.53 0.00
5.00 2.18 0.47 0.58 18.25 2.28 0.53 0.00
5.25 2.21 0.49 0.52 18.50 2.28 0.53 0.00
5.50 2.23 0.50 0.48 18.75 2.28 0.53 0.00
5.75 2.26 0.51 0.44 19.00 2.28 0.53 0.00
6.00 2.28 0.53 0.42 19.25 2.28 0.53 0.00
6.25 2.28 0.53 0.18 19.50 2.28 0.53 0.00
6.50 2.28 0.53 0.02 19.75 2.28 0.53 0.00
6.75 2.28 0.53 0.00 20.00 2.28 0.53 0.00
7.00 2.28 0.53 0.00
7.25 2.28 0.53 0.00
7.50 2.28 0.53 0.00
7.75 2.28 0.53 0.00
8.00 2.28 0.53 0.00
8.25 2.28 0.53 0.00
8.50 2.28 0.53 0.00
8.75 2.28 0.53 0.00
9.00 2.28 0.53 0.00
9.25 2.28 0.53 0.00
9.50 2.28 0.53 0.00
9.75 2.28 0.53 0.00
10.00 2.28 0.53 0.00
10.25 2.28 0.53 0.00
10.50 2.28 0.53 0.00
10.75 2.28 0.53 0.00
11.00 2.28 0.53 0.00
11.25 2.28 0.53 0.00
11.50 2.28 0.53 0.00
11.75 2.28 0.53 0.00
12.00 2.28 0.53 0.00
12.25 2.28 0.53 0.00
12.50 2.28 0.53 0.00
12.75 2.28 0.53 0.00
13.00 2.28 0.53 0.00

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 3P: SCM 3
Inflow Area = 8.070 ac, 20.94% Impervious, Inflow Depth = 0.53" for 2-yr event
Inflow = 5.80 cfs @ 3.35 hrs, Volume= 0.354 af
Outflow = 0.06 cfs @ 6.37 hrs, Volume= 0.071 af, Atten= 99%, Lag= 181.2 min
Primary = 0.06 cfs @ 6.37 hrs, Volume= 0.071 af
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 554.07' @ 6.37 hrs Surf.Area= 16,565 sf Storage= 14,821 cf
Plug-Flow detention time= 490.7 min calculated for 0.071 af(20% of inflow)
Center-of-Mass det. time= 448.0 min ( 686.1 - 238.0 )
Volume Invert Avail.Storage Storage Description
#1 552.75' 70,589 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
552.75 800 0 0
553.00 8,558 1,170 1,170
554.00 16,451 12,505 13,674
555.00 18,098 17,275 30,949
556.00 19,805 18,952 49,900
557.00 21,573 20,689 70,589
Device Routing Invert Outlet Devices
#1 Primary 548.00' 12.0" Round Culvert 12"
L= 80.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 548.00' / 544.00' S= 0.0500 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 552.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.036 0.049 0.062 0.075 0.088
#3 Device 1 554.00' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.06 cfs @ 6.37 hrs HW=554.07' (Free Discharge)
-1=Culvert 12" (Passes 0.06 cfs of 8.92 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.05 cfs)
-3=Orifice/Grate 6" (Orifice Controls 0.01 cfs @ 0.90 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 3P: SCM 3
Hydrograph
/ ❑ Inflow
5.80 cfs I ❑Primary
6 / 1 Iiiflbw Area=8I.07d arc
t I- beak lETev-54.Oil
5
1 1 1 ralgi= l4,i-2.1-4f
4 1 1 1 1 1 1 1
U g/ I T T T I I T T T
0 3
_ 1 IATI
2- I r,,l I I
1 1 1
1
1-
_ 0
r4tor.
ocfs ������T
� 9Ir
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 3P: SCM 3
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 552.75 0.00
0.50 0.00 0 552.75 0.00
1.00 0.00 0 552.75 0.00
1.50 0.00 0 552.75 0.00
2.00 0.00 0 552.75 0.00
2.50 0.00 0 552.75 0.00
3.00 0.03 3 552.75 0.00
3.50 4.21 5,881 553.45 0.04
4.00 1.35 10,057 553.77 0.05
4.50 0.82 11,837 553.89 0.05
5.00 0.58 13,003 553.96 0.05
5.50 0.48 13,852 554.01 0.05
6.00 0.42 14,554 554.05 0.06
6.50 0.02 14,809 554.07 0.06
7.00 0.00 14,702 554.06 0.06
7.50 0.00 14,592 554.06 0.06
8.00 0.00 14,485 554.05 0.06
8.50 0.00 14,382 554.04 0.06
9.00 0.00 14,281 554.04 0.05
9.50 0.00 14,184 554.03 0.05
10.00 0.00 14,090 554.03 0.05
10.50 0.00 13,998 554.02 0.05
11.00 0.00 13,907 554.01 0.05
11.50 0.00 13,817 554.01 0.05
12.00 0.00 13,728 554.00 0.05
12.50 0.00 13,640 554.00 0.05
13.00 0.00 13,552 553.99 0.05
13.50 0.00 13,464 553.99 0.05
14.00 0.00 13,376 553.98 0.05
14.50 0.00 13,288 553.98 0.05
15.00 0.00 13,200 553.97 0.05
15.50 0.00 13,113 553.97 0.05
16.00 0.00 13,026 553.96 0.05
16.50 0.00 12,938 553.95 0.05
17.00 0.00 12,851 553.95 0.05
17.50 0.00 12,764 553.94 0.05
18.00 0.00 12,678 553.94 0.05
18.50 0.00 12,591 553.93 0.05
19.00 0.00 12,504 553.93 0.05
19.50 0.00 12,418 553.92 0.05
20.00 0.00 12,332 553.92 0.05

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1 S: SCM 3 Pre Dev
Runoff = 8.25 cfs @ 3.59 hrs, Volume= 0.752 af, Depth= 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
9.440 60 Woods, Fair, HSG B
9.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
4.6 746 0.0282 2.70 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
31.9 876 Total
Subcatchment 1 S: SCM 3 Pre Dev
Hydrograph
9 I ■Runoff
8.25 cfs
8- I Cha;-Ioite 6-I�r�25-yr
7�I Rainfa-1I=4.38" -
/ RurtoftArea=9L44i0 ac
� u o f Volum 7e=0. 2 af
5= R opff IDeptIthI =9.96"
lw ceng =876'
Tc-3r1.9 min
CAI=60 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 1S: SCM 3 Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.25 4.38 0.96 0.00
0.25 0.04 0.00 0.00 13.50 4.38 0.96 0.00
0.50 0.08 0.00 0.00 13.75 4.38 0.96 0.00
0.75 0.13 0.00 0.00 14.00 4.38 0.96 0.00
1.00 0.18 0.00 0.00 14.25 4.38 0.96 0.00
1.25 0.24 0.00 0.00 14.50 4.38 0.96 0.00
1.50 0.31 0.00 0.00 14.75 4.38 0.96 0.00
1.75 0.39 0.00 0.00 15.00 4.38 0.96 0.00
2.00 0.48 0.00 0.00 15.25 4.38 0.96 0.00
2.25 0.61 0.00 0.00 15.50 4.38 0.96 0.00
2.50 0.77 0.00 0.00 15.75 4.38 0.96 0.00
2.75 1.06 0.00 0.00 16.00 4.38 0.96 0.00
3.00 1.78 0.03 0.01 16.25 4.38 0.96 0.00
3.25 3.11 0.38 1.89 16.50 4.38 0.96 0.00
3.50 3.51 0.54 7.73 16.75 4.38 0.96 0.00
3.75 3.72 0.63 7.15 17.00 4.38 0.96 0.00
4.00 3.87 0.70 4.78 17.25 4.38 0.96 0.00
4.25 3.97 0.75 3.32 17.50 4.38 0.96 0.00
4.50 4.05 0.79 2.40 17.75 4.38 0.96 0.00
4.75 4.12 0.82 1.83 18.00 4.38 0.96 0.00
5.00 4.18 0.85 1.48 18.25 4.38 0.96 0.00
5.25 4.24 0.88 1.27 18.50 4.38 0.96 0.00
5.50 4.29 0.91 1.14 18.75 4.38 0.96 0.00
5.75 4.34 0.93 1.05 19.00 4.38 0.96 0.00
6.00 4.38 0.96 0.97 19.25 4.38 0.96 0.00
6.25 4.38 0.96 0.81 19.50 4.38 0.96 0.00
6.50 4.38 0.96 0.36 19.75 4.38 0.96 0.00
6.75 4.38 0.96 0.11 20.00 4.38 0.96 0.00
7.00 4.38 0.96 0.04
7.25 4.38 0.96 0.01
7.50 4.38 0.96 0.00
7.75 4.38 0.96 0.00
8.00 4.38 0.96 0.00
8.25 4.38 0.96 0.00
8.50 4.38 0.96 0.00
8.75 4.38 0.96 0.00
9.00 4.38 0.96 0.00
9.25 4.38 0.96 0.00
9.50 4.38 0.96 0.00
9.75 4.38 0.96 0.00
10.00 4.38 0.96 0.00
10.25 4.38 0.96 0.00
10.50 4.38 0.96 0.00
10.75 4.38 0.96 0.00
11.00 4.38 0.96 0.00
11.25 4.38 0.96 0.00
11.50 4.38 0.96 0.00
11.75 4.38 0.96 0.00
12.00 4.38 0.96 0.00
12.25 4.38 0.96 0.00
12.50 4.38 0.96 0.00
12.75 4.38 0.96 0.00
13.00 4.38 0.96 0.00

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: SCM 3 Post Dev
Runoff = 22.09 cfs @ 3.32 hrs, Volume= 1.316 af, Depth= 1.96"
Routed to Pond 3P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
1.690 98 Paved parking, HSG B
6.380 69 50-75% Grass cover, Fair, HSG B
8.070 75 Weighted Average
6.380 79.06% Pervious Area
1.690 20.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 102 0.0196 0.11 Sheet Flow, Sheet Flowe
Grass: Dense n= 0.240 P2= 3.12"
0.7 162 0.0617 4.00 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.4 535 0.0250 6.44 46.98 Channel Flow, Channel Flow
Area= 7.3 sf Perim= 9.8' r= 0.74' n= 0.030
16.9 799 Total
Subcatchment 3S: SCM 3 Post Dev
Hydrograph
24_� ■Runoff
23 — 22.09 cfs
22 c a r�t-oite 64 5-yr
21�—
19 ± 4 Rim 11 .3 " -
18 7ilb.ifrAtaA3L01710 c -
6 1
15 1 __T_ogf V1-61 P=1.16-11f -
rn 14V
LL 11iz -FIow Length=7 -
9 0Tc=-1 rn+n
8�
6 � C41 5 =
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 3S: SCM 3 Post Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.25 4.38 1.96 0.00
0.25 0.04 0.00 0.00 13.50 4.38 1.96 0.00
0.50 0.08 0.00 0.00 13.75 4.38 1.96 0.00
0.75 0.13 0.00 0.00 14.00 4.38 1.96 0.00
1.00 0.18 0.00 0.00 14.25 4.38 1.96 0.00
1.25 0.24 0.00 0.00 14.50 4.38 1.96 0.00
1.50 0.31 0.00 0.00 14.75 4.38 1.96 0.00
1.75 0.39 0.00 0.00 15.00 4.38 1.96 0.00
2.00 0.48 0.00 0.00 15.25 4.38 1.96 0.00
2.25 0.61 0.00 0.00 15.50 4.38 1.96 0.00
2.50 0.77 0.00 0.01 15.75 4.38 1.96 0.00
2.75 1.06 0.04 0.55 16.00 4.38 1.96 0.00
3.00 1.78 0.28 3.22 16.25 4.38 1.96 0.00
3.25 3.11 1.04 19.71 16.50 4.38 1.96 0.00
3.50 3.51 1.31 14.67 16.75 4.38 1.96 0.00
3.75 3.72 1.46 7.14 17.00 4.38 1.96 0.00
4.00 3.87 1.57 4.28 17.25 4.38 1.96 0.00
4.25 3.97 1.64 3.10 17.50 4.38 1.96 0.00
4.50 4.05 1.71 2.30 17.75 4.38 1.96 0.00
4.75 4.12 1.76 1.89 18.00 4.38 1.96 0.00
5.00 4.18 1.81 1.61 18.25 4.38 1.96 0.00
5.25 4.24 1.85 1.45 18.50 4.38 1.96 0.00
5.50 4.29 1.89 1.32 18.75 4.38 1.96 0.00
5.75 4.34 1.92 1.25 19.00 4.38 1.96 0.00
6.00 4.38 1.96 1.14 19.25 4.38 1.96 0.00
6.25 4.38 1.96 0.50 19.50 4.38 1.96 0.00
6.50 4.38 1.96 0.06 19.75 4.38 1.96 0.00
6.75 4.38 1.96 0.01 20.00 4.38 1.96 0.00
7.00 4.38 1.96 0.00
7.25 4.38 1.96 0.00
7.50 4.38 1.96 0.00
7.75 4.38 1.96 0.00
8.00 4.38 1.96 0.00
8.25 4.38 1.96 0.00
8.50 4.38 1.96 0.00
8.75 4.38 1.96 0.00
9.00 4.38 1.96 0.00
9.25 4.38 1.96 0.00
9.50 4.38 1.96 0.00
9.75 4.38 1.96 0.00
10.00 4.38 1.96 0.00
10.25 4.38 1.96 0.00
10.50 4.38 1.96 0.00
10.75 4.38 1.96 0.00
11.00 4.38 1.96 0.00
11.25 4.38 1.96 0.00
11.50 4.38 1.96 0.00
11.75 4.38 1.96 0.00
12.00 4.38 1.96 0.00
12.25 4.38 1.96 0.00
12.50 4.38 1.96 0.00
12.75 4.38 1.96 0.00
13.00 4.38 1.96 0.00

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: SCM 3
Inflow Area = 8.070 ac, 20.94% Impervious, Inflow Depth = 1.96" for 25-yr event
Inflow = 22.09 cfs @ 3.32 hrs, Volume= 1.316 af
Outflow = 5.96 cfs @ 3.82 hrs, Volume= 0.973 af, Atten= 73%, Lag= 30.3 min
Primary = 5.96 cfs @ 3.82 hrs, Volume= 0.973 af
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 555.21' @ 3.82 hrs Surf.Area= 18,453 sf Storage= 34,755 cf
Plug-Flow detention time= 199.2 min calculated for 0.973 af(74% of inflow)
Center-of-Mass det. time= 176.4 min (404.3 - 228.0 )
Volume Invert Avail.Storage Storage Description
#1 552.75' 70,589 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
552.75 800 0 0
553.00 8,558 1,170 1,170
554.00 16,451 12,505 13,674
555.00 18,098 17,275 30,949
556.00 19,805 18,952 49,900
557.00 21,573 20,689 70,589
Device Routing Invert Outlet Devices
#1 Primary 548.00' 12.0" Round Culvert 12"
L= 80.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 548.00' / 544.00' S= 0.0500 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 552.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.036 0.049 0.062 0.075 0.088
#3 Device 1 554.00' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=5.91 cfs @ 3.82 hrs HW=555.21' (Free Discharge)
-1=Culvert 12" (Passes 5.91 cfs of 9.79 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.06 cfs)
-3=Orifice/Grate 6" (Orifice Controls 0.92 cfs @ 4.71 fps)
-4=Sharp-Crested Rectangular Weir(Weir Controls 4.92 cfs © 1.49 fps)

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 3P: SCM 3
Hydrograph
0 Inflow
24✓ i 22.09 cfs ❑Primary
23 / —k 1 I fIb re =E .t7 is
22
20=
i
20_ — —h fi -1 1 —h -hIbe - 16ev5t5. i
19_� 1 I tdrage=i4, 5dt
17=
16
15=
in- 14 —
� 13✓ 1 fi1— Ott ±
12-
o '
9'_ z i
8
7 1- 5.96 cfs - — 1 1
1 r- , ,,,,,,,� //
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 16
Hydrograph for Pond 3P: SCM 3
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 552.75 0.00
0.50 0.00 0 552.75 0.00
1.00 0.00 0 552.75 0.00
1.50 0.00 0 552.75 0.00
2.00 0.00 0 552.75 0.00
2.50 0.01 2 552.75 0.00
3.00 3.22 1,543 553.04 0.04
3.50 14.67 27,698 554.82 0.77
4.00 4.28 34,341 555.19 5.18
4.50 2.30 32,962 555.11 2.89
5.00 1.61 32,213 555.07 1.91
5.50 1.32 31,825 555.05 1.47
6.00 1.14 31,587 555.04 1.29
6.50 0.06 30,660 554.98 0.87
7.00 0.00 29,156 554.90 0.82
7.50 0.00 27,719 554.82 0.77
8.00 0.00 26,372 554.74 0.72
8.50 0.00 25,116 554.67 0.67
9.00 0.00 23,952 554.61 0.62
9.50 0.00 22,880 554.54 0.57
10.00 0.00 21,901 554.49 0.52
10.50 0.00 21,016 554.44 0.46
11.00 0.00 20,235 554.39 0.40
11.50 0.00 19,556 554.35 0.35
12.00 0.00 18,967 554.32 0.30
12.50 0.00 18,455 554.29 0.26
13.00 0.00 18,009 554.26 0.23
13.50 0.00 17,617 554.24 0.20
14.00 0.00 17,271 554.22 0.18
14.50 0.00 16,963 554.20 0.16
15.00 0.00 16,687 554.18 0.15
15.50 0.00 16,438 554.17 0.13
16.00 0.00 16,213 554.15 0.12
16.50 0.00 16,007 554.14 0.11
17.00 0.00 15,818 554.13 0.10
17.50 0.00 15,643 554.12 0.09
18.00 0.00 15,481 554.11 0.09
18.50 0.00 15,331 554.10 0.08
19.00 0.00 15,188 554.09 0.08
19.50 0.00 15,054 554.08 0.07
20.00 0.00 14,927 554.08 0.07

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1 S: SCM 3 Pre Dev
Runoff = 13.55 cfs @ 3.57 hrs, Volume= 1.183 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
9.440 60 Woods, Fair, HSG B
9.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
4.6 746 0.0282 2.70 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
31.9 876 Total
Subcatchment 1 S: SCM 3 Pre Dev
Hydrograph
15 I I I I •Runoff
14:-/ 13.55 cfs 13� - ar o to 41/ 1604r
12/P �r 1-
- 0 - I —I —I -Runoff-AI-ed=814410 -dc -
/
9YI Runoff V-plum =1.1 3�f
0 8/[ H R_nrID9pthl 1.5 "
LLlow Length8
5 /1_ ITIII ] In -
4� H CA-60
3
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 1S: SCM 3 Pre Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.25 5.34 1.50 0.00
0.25 0.04 0.00 0.00 13.50 5.34 1.50 0.00
0.50 0.10 0.00 0.00 13.75 5.34 1.50 0.00
0.75 0.16 0.00 0.00 14.00 5.34 1.50 0.00
1.00 0.23 0.00 0.00 14.25 5.34 1.50 0.00
1.25 0.30 0.00 0.00 14.50 5.34 1.50 0.00
1.50 0.38 0.00 0.00 14.75 5.34 1.50 0.00
1.75 0.47 0.00 0.00 15.00 5.34 1.50 0.00
2.00 0.59 0.00 0.00 15.25 5.34 1.50 0.00
2.25 0.75 0.00 0.00 15.50 5.34 1.50 0.00
2.50 0.95 0.00 0.00 15.75 5.34 1.50 0.00
2.75 1.31 0.00 0.00 16.00 5.34 1.50 0.00
3.00 2.17 0.09 0.10 16.25 5.34 1.50 0.00
3.25 3.79 0.66 4.09 16.50 5.34 1.50 0.00
3.50 4.27 0.90 13.10 16.75 5.34 1.50 0.00
3.75 4.52 1.03 11.20 17.00 5.34 1.50 0.00
4.00 4.70 1.13 7.21 17.25 5.34 1.50 0.00
4.25 4.83 1.20 4.89 17.50 5.34 1.50 0.00
4.50 4.94 1.26 3.51 17.75 5.34 1.50 0.00
4.75 5.02 1.31 2.69 18.00 5.34 1.50 0.00
5.00 5.10 1.36 2.15 18.25 5.34 1.50 0.00
5.25 5.16 1.40 1.83 18.50 5.34 1.50 0.00
5.50 5.23 1.44 1.64 18.75 5.34 1.50 0.00
5.75 5.29 1.47 1.50 19.00 5.34 1.50 0.00
6.00 5.34 1.50 1.40 19.25 5.34 1.50 0.00
6.25 5.34 1.50 1.16 19.50 5.34 1.50 0.00
6.50 5.34 1.50 0.52 19.75 5.34 1.50 0.00
6.75 5.34 1.50 0.16 20.00 5.34 1.50 0.00
7.00 5.34 1.50 0.05
7.25 5.34 1.50 0.01
7.50 5.34 1.50 0.00
7.75 5.34 1.50 0.00
8.00 5.34 1.50 0.00
8.25 5.34 1.50 0.00
8.50 5.34 1.50 0.00
8.75 5.34 1.50 0.00
9.00 5.34 1.50 0.00
9.25 5.34 1.50 0.00
9.50 5.34 1.50 0.00
9.75 5.34 1.50 0.00
10.00 5.34 1.50 0.00
10.25 5.34 1.50 0.00
10.50 5.34 1.50 0.00
10.75 5.34 1.50 0.00
11.00 5.34 1.50 0.00
11.25 5.34 1.50 0.00
11.50 5.34 1.50 0.00
11.75 5.34 1.50 0.00
12.00 5.34 1.50 0.00
12.25 5.34 1.50 0.00
12.50 5.34 1.50 0.00
12.75 5.34 1.50 0.00
13.00 5.34 1.50 0.00

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 3S: SCM 3 Post Dev
Runoff = 30.76 cfs @ 3.32 hrs, Volume= 1.834 af, Depth= 2.73"
Routed to Pond 3P : SCM 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
1.690 98 Paved parking, HSG B
6.380 69 50-75% Grass cover, Fair, HSG B
8.070 75 Weighted Average
6.380 79.06% Pervious Area
1.690 20.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 102 0.0196 0.11 Sheet Flow, Sheet Flowe
Grass: Dense n= 0.240 P2= 3.12"
0.7 162 0.0617 4.00 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.4 535 0.0250 6.44 46.98 Channel Flow, Channel Flow
Area= 7.3 sf Perim= 9.8' r= 0.74' n= 0.030
16.9 799 Total
Subcatchment 3S: SCM 3 Post Dev
Hydrograph
34! H H •Runoff
32 30.76 cfs
30/
4ChfarMtle_61-hr '60 r
28/I �Retr�fll .3► "
26/
24/ Runoff Areal=8L070 ac
22= upOff Vial p:1.8 4�f
20- ow
18 I H
0 16_� -Flow Len-gth-=701 -
LL 14�- / I 4 ITc=164 min
12_
10� 40 I
8/ r — 7 1 -
4 / '
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 3S: SCM 3 Post Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 13.25 5.34 2.73 0.00
0.25 0.04 0.00 0.00 13.50 5.34 2.73 0.00
0.50 0.10 0.00 0.00 13.75 5.34 2.73 0.00
0.75 0.16 0.00 0.00 14.00 5.34 2.73 0.00
1.00 0.23 0.00 0.00 14.25 5.34 2.73 0.00
1.25 0.30 0.00 0.00 14.50 5.34 2.73 0.00
1.50 0.38 0.00 0.00 14.75 5.34 2.73 0.00
1.75 0.47 0.00 0.00 15.00 5.34 2.73 0.00
2.00 0.59 0.00 0.00 15.25 5.34 2.73 0.00
2.25 0.75 0.00 0.01 15.50 5.34 2.73 0.00
2.50 0.95 0.02 0.32 15.75 5.34 2.73 0.00
2.75 1.31 0.10 1.44 16.00 5.34 2.73 0.00
3.00 2.17 0.47 5.48 16.25 5.34 2.73 0.00
3.25 3.79 1.51 27.98 16.50 5.34 2.73 0.00
3.50 4.27 1.87 19.83 16.75 5.34 2.73 0.00
3.75 4.52 2.06 9.49 17.00 5.34 2.73 0.00
4.00 4.70 2.21 5.65 17.25 5.34 2.73 0.00
4.25 4.83 2.31 4.09 17.50 5.34 2.73 0.00
4.50 4.94 2.40 3.08 17.75 5.34 2.73 0.00
4.75 5.02 2.47 2.55 18.00 5.34 2.73 0.00
5.00 5.10 2.53 2.12 18.25 5.34 2.73 0.00
5.25 5.16 2.58 1.92 18.50 5.34 2.73 0.00
5.50 5.23 2.63 1.75 18.75 5.34 2.73 0.00
5.75 5.29 2.68 1.63 19.00 5.34 2.73 0.00
6.00 5.34 2.73 1.52 19.25 5.34 2.73 0.00
6.25 5.34 2.73 0.67 19.50 5.34 2.73 0.00
6.50 5.34 2.73 0.07 19.75 5.34 2.73 0.00
6.75 5.34 2.73 0.01 20.00 5.34 2.73 0.00
7.00 5.34 2.73 0.00
7.25 5.34 2.73 0.00
7.50 5.34 2.73 0.00
7.75 5.34 2.73 0.00
8.00 5.34 2.73 0.00
8.25 5.34 2.73 0.00
8.50 5.34 2.73 0.00
8.75 5.34 2.73 0.00
9.00 5.34 2.73 0.00
9.25 5.34 2.73 0.00
9.50 5.34 2.73 0.00
9.75 5.34 2.73 0.00
10.00 5.34 2.73 0.00
10.25 5.34 2.73 0.00
10.50 5.34 2.73 0.00
10.75 5.34 2.73 0.00
11.00 5.34 2.73 0.00
11.25 5.34 2.73 0.00
11.50 5.34 2.73 0.00
11.75 5.34 2.73 0.00
12.00 5.34 2.73 0.00
12.25 5.34 2.73 0.00
12.50 5.34 2.73 0.00
12.75 5.34 2.73 0.00
13.00 5.34 2.73 0.00

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Pond 3P: SCM 3
Inflow Area = 8.070 ac, 20.94% Impervious, Inflow Depth = 2.73" for 100-yr event
Inflow = 30.76 cfs @ 3.32 hrs, Volume= 1.834 af
Outflow = 10.05 cfs @ 3.73 hrs, Volume= 1.491 af, Atten= 67%, Lag= 24.9 min
Primary = 10.05 cfs @ 3.73 hrs, Volume= 1.491 af
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 555.57' @ 3.73 hrs Surf.Area= 19,070 sf Storage= 41,526 cf
Plug-Flow detention time= 142.7 min calculated for 1.491 of(81% of inflow)
Center-of-Mass det. time= 124.0 min ( 349.8 - 225.8 )
Volume Invert Avail.Storage Storage Description
#1 552.75' 70,589 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
552.75 800 0 0
553.00 8,558 1,170 1,170
554.00 16,451 12,505 13,674
555.00 18,098 17,275 30,949
556.00 19,805 18,952 49,900
557.00 21,573 20,689 70,589
Device Routing Invert Outlet Devices
#1 Primary 548.00' 12.0" Round Culvert 12"
L= 80.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 548.00' / 544.00' S= 0.0500 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 552.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.036 0.049 0.062 0.075 0.088
#3 Device 1 554.00' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=10.05 cfs @ 3.73 hrs HW=555.57' (Free Discharge)
t 1=Culvert 12" (Inlet Controls 10.05 cfs @ 12.80 fps)
-2=Special & User-Defined (Passes < 0.07 cfs potential flow)
-3=Orifice/Grate 6" (Passes < 1.09 cfs potential flow)
-4=Sharp-Crested Rectangular Weir(Passes < 22.22 cfs potential flow)

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 22
Pond 3P: SCM 3
Hydrograph
/ 1 -r _ _
- - 0 Inflow
34/ /- 1 30.76 cfs ❑Primary
32/ /— ' V I Iflbnnb-Area=8.d7d aC-
30 /
28 1/ —I 4 1- fre -C 1 Bbv-555.�f~
26 / / 1V�dr i= 7
24 T /
22 /— / —I T L I I _L 1 L
To" 20�
`' 18/ / / —F T 1- ITT T
0 16 r
LL 14 / 1 T T 1 T T T
12- /— 10.05 cfs
i
8= I I— -H
4 V /- - - - — —
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SCM3 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 3P: SCM 3
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 552.75 0.00
0.50 0.00 0 552.75 0.00
1.00 0.00 0 552.75 0.00
1.50 0.00 0 552.75 0.00
2.00 0.00 0 552.75 0.00
2.50 0.32 102 552.81 0.01
3.00 5.48 3,422 553.24 0.04
3.50 19.83 38,040 555.38 9.92
4.00 5.65 38,969 555.43 9.96
4.50 3.08 33,687 555.15 4.02
5.00 2.12 32,677 555.10 2.48
5.50 1.75 32,234 555.07 1.94
6.00 1.52 31,973 555.06 1.64
6.50 0.07 30,944 555.00 0.88
7.00 0.00 29,430 554.92 0.83
7.50 0.00 27,977 554.83 0.78
8.00 0.00 26,613 554.76 0.73
8.50 0.00 25,340 554.69 0.68
9.00 0.00 24,159 554.62 0.63
9.50 0.00 23,071 554.56 0.58
10.00 0.00 22,075 554.50 0.53
10.50 0.00 21,172 554.45 0.47
11.00 0.00 20,371 554.40 0.42
11.50 0.00 19,674 554.36 0.36
12.00 0.00 19,069 554.32 0.31
12.50 0.00 18,544 554.29 0.27
13.00 0.00 18,087 554.26 0.24
13.50 0.00 17,686 554.24 0.21
14.00 0.00 17,332 554.22 0.19
14.50 0.00 17,017 554.20 0.16
15.00 0.00 16,736 554.18 0.15
15.50 0.00 16,482 554.17 0.13
16.00 0.00 16,252 554.16 0.12
16.50 0.00 16,044 554.14 0.11
17.00 0.00 15,851 554.13 0.10
17.50 0.00 15,674 554.12 0.09
18.00 0.00 15,510 554.11 0.09
18.50 0.00 15,358 554.10 0.08
19.00 0.00 15,214 554.09 0.08
19.50 0.00 15,078 554.08 0.07
20.00 0.00 14,950 554.08 0.07

1S (4s >
SCM 4 Pre Dev
SCM 4 "ost Dev
AP
SCM 4
(Subcat Reach 'on• Link Routing Diagram for SCM4
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM4
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-yr Charlotte 6-hr 2-yr Default 6.00 1 2.28 2
2 25-yr Charlotte 6-hr 25-yr Default 6.00 1 4.38 2
3 100-yr Charlotte 6-hr 100-yr Default 6.00 1 5.34 2

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: SCM 4 Pre Dev
Runoff = 0.11 cfs @ 3.98 hrs, Volume= 0.017 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
1.690 60 Woods, Fair, HSG B
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
14.8 746 0.0282 0.84 Shallow Concentrated Flow, Shallow
Woodland Kv= 5.0 fps
42.1 876 Total
Subcatchment 1 S: SCM 4 Pre Dev
Hydrograph
0.12=� I I I I ❑Runoff
0.115 — - 0.11 cfs
0.11 — H
0.1054 i C-h a ot#�
0.095 = I I0.0917,
0.0.85% I / H H Rti Hoff A ed=189O a
• 0.06_�— � p -�1I �
LL 0 05 low Len h- 7'
0.0451 I %O IT _ •I'I it
0 035 — j -1 1 —1 4 I
0 025
0.015
005� I� i i - IA
0 1 2 3 4 5 6 7 8 9 10 11 12 13' 14'l��/l 15 16' 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: SCM 4 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.04 0.00 0.00
1.00 0.09 0.00 0.00
1.50 0.16 0.00 0.00
2.00 0.25 0.00 0.00
2.50 0.39 0.00 0.00
3.00 0.89 0.00 0.00
3.50 1.84 0.04 0.03
4.00 2.01 0.06 0.11
4.50 2.11 0.08 0.08
5.00 2.18 0.10 0.06
5.50 2.23 0.11 0.05
6.00 2.28 0.12 0.04
6.50 2.28 0.12 0.02
7.00 2.28 0.12 0.00
7.50 2.28 0.12 0.00
8.00 2.28 0.12 0.00
8.50 2.28 0.12 0.00
9.00 2.28 0.12 0.00
9.50 2.28 0.12 0.00
10.00 2.28 0.12 0.00
10.50 2.28 0.12 0.00
11.00 2.28 0.12 0.00
11.50 2.28 0.12 0.00
12.00 2.28 0.12 0.00
12.50 2.28 0.12 0.00
13.00 2.28 0.12 0.00
13.50 2.28 0.12 0.00
14.00 2.28 0.12 0.00
14.50 2.28 0.12 0.00
15.00 2.28 0.12 0.00
15.50 2.28 0.12 0.00
16.00 2.28 0.12 0.00
16.50 2.28 0.12 0.00
17.00 2.28 0.12 0.00
17.50 2.28 0.12 0.00
18.00 2.28 0.12 0.00
18.50 2.28 0.12 0.00
19.00 2.28 0.12 0.00
19.50 2.28 0.12 0.00
20.00 2.28 0.12 0.00
20.50 2.28 0.12 0.00
21.00 2.28 0.12 0.00
21.50 2.28 0.12 0.00
22.00 2.28 0.12 0.00
22.50 2.28 0.12 0.00
23.00 2.28 0.12 0.00
23.50 2.28 0.12 0.00
24.00 2.28 0.12 0.00

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: SCM 4 Post Dev
Runoff = 6.89 cfs @ 3.54 hrs, Volume= 0.575 af, Depth= 0.53"
Routed to Pond 4P : SCM 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (sf) CN Description
117,654 98 Paved parking, HSG B
453,292 69 50-75% Grass cover, Fair, HSG B
570,946 75 Weighted Average
453,292 79.39% Pervious Area
117,654 20.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 300 0.1100 0.19 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.9 497 0.0714 4.30 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 462 0.0352 7.43 37.13 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.6 423 0.0200 11.57 34.70 Channel Flow, Sheet
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
30.0 1,682 Total
Subcatchment 4S: SCM 4 Post Dev
Hydrograph
/ I I ❑Runoff
71 6.89 cfs
-
Clha�rlbtte
t RainfaII=2:28"
5Y — -J _Run
off Area=570,946 sf
j RI!n9ff Volume=10. 75 �f
4_' unc1 f Crep h70. 3"
v_L h= II'
to en t �82
3Y 9
j Tc=50.0
2:/ 7
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 4S: SCM 4 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.04 0.00 0.00
1.00 0.09 0.00 0.00
1.50 0.16 0.00 0.00
2.00 0.25 0.00 0.00
2.50 0.39 0.00 0.00
3.00 0.89 0.01 0.00
3.50 1.84 0.31 6.79
4.00 2.01 0.39 3.32
4.50 2.11 0.44 1.67
5.00 2.18 0.47 1.10
5.50 2.23 0.50 0.84
6.00 2.28 0.53 0.71
6.50 2.28 0.53 0.23
7.00 2.28 0.53 0.02
7.50 2.28 0.53 0.00
8.00 2.28 0.53 0.00
8.50 2.28 0.53 0.00
9.00 2.28 0.53 0.00
9.50 2.28 0.53 0.00
10.00 2.28 0.53 0.00
10.50 2.28 0.53 0.00
11.00 2.28 0.53 0.00
11.50 2.28 0.53 0.00
12.00 2.28 0.53 0.00
12.50 2.28 0.53 0.00
13.00 2.28 0.53 0.00
13.50 2.28 0.53 0.00
14.00 2.28 0.53 0.00
14.50 2.28 0.53 0.00
15.00 2.28 0.53 0.00
15.50 2.28 0.53 0.00
16.00 2.28 0.53 0.00
16.50 2.28 0.53 0.00
17.00 2.28 0.53 0.00
17.50 2.28 0.53 0.00
18.00 2.28 0.53 0.00
18.50 2.28 0.53 0.00
19.00 2.28 0.53 0.00
19.50 2.28 0.53 0.00
20.00 2.28 0.53 0.00
20.50 2.28 0.53 0.00
21.00 2.28 0.53 0.00
21.50 2.28 0.53 0.00
22.00 2.28 0.53 0.00
22.50 2.28 0.53 0.00
23.00 2.28 0.53 0.00
23.50 2.28 0.53 0.00
24.00 2.28 0.53 0.00

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 4P: SCM 4
Inflow Area = 13.107 ac, 20.61% Impervious, Inflow Depth = 0.53" for 2-yr event
Inflow = 6.89 cfs @ 3.54 hrs, Volume= 0.575 af
Outflow = 0.08 cfs @ 6.72 hrs, Volume= 0.127 af, Atten= 99%, Lag= 190.7 min
Primary = 0.08 cfs @ 6.72 hrs, Volume= 0.127 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 553.02' @ 6.72 hrs Surf.Area= 28,865 sf Storage= 24,091 cf
Plug-Flow detention time= 614.7 min calculated for 0.127 af(22% of inflow)
Center-of-Mass det. time= 568.9 min ( 819.1 - 250.2 )
Volume Invert Avail.Storage Storage Description
#1 551.75' 119,300 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
551.75 1,250 0 0
552.00 14,482 1,967 1,967
553.00 28,832 21,657 23,624
554.00 30,840 29,836 53,460
555.00 32,906 31,873 85,333
556.00 35,028 33,967 119,300
Device Routing Invert Outlet Devices
#1 Primary 547.00' 12.0" Round Culvert 12"
L= 72.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 547.00' / 546.00' S= 0.0139 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 551.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.056 0.076 0.096 0.116 0.137
#3 Device 1 553.50' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.08 cfs @ 6.72 hrs HW=553.02' (Free Discharge)
-1=Culvert 12" (Passes 0.08 cfs of 8.35 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.08 cfs)
-3=Orifice/Grate 6" ( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 4P: SCM 4
Hydrograph
❑ Inflow
6.89 cfs - ❑Primary
71 Iiflo v Area=13.107 ad
6-
1 I g#Orag�= ,091c1f
51/
41/ I I I
z
LL 3
2
/ 0.08 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 4P: SCM 4
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 551.75 0.00
0.50 0.00 0 551.75 0.00
1.00 0.00 0 551.75 0.00
1.50 0.00 0 551.75 0.00
2.00 0.00 0 551.75 0.00
2.50 0.00 0 551.75 0.00
3.00 0.00 0 551.75 0.00
3.50 6.79 4,578 552.17 0.06
4.00 3.32 14,013 552.63 0.07
4.50 1.67 18,086 552.80 0.07
5.00 1.10 20,392 552.88 0.07
5.50 0.84 21,963 552.94 0.07
6.00 0.71 23,212 552.99 0.08
6.50 0.23 24,042 553.01 0.08
7.00 0.02 24,056 553.01 0.08
7.50 0.00 23,930 553.01 0.08
8.00 0.00 23,793 553.01 0.08
8.50 0.00 23,657 553.00 0.08
9.00 0.00 23,520 553.00 0.08
9.50 0.00 23,383 552.99 0.08
10.00 0.00 23,247 552.99 0.08
10.50 0.00 23,111 552.98 0.08
11.00 0.00 22,974 552.98 0.08
11.50 0.00 22,839 552.97 0.08
12.00 0.00 22,703 552.97 0.08
12.50 0.00 22,567 552.96 0.08
13.00 0.00 22,432 552.96 0.08
13.50 0.00 22,297 552.95 0.08
14.00 0.00 22,162 552.95 0.07
14.50 0.00 22,027 552.94 0.07
15.00 0.00 21,892 552.94 0.07
15.50 0.00 21,758 552.93 0.07
16.00 0.00 21,623 552.93 0.07
16.50 0.00 21,489 552.92 0.07
17.00 0.00 21,355 552.92 0.07
17.50 0.00 21,221 552.91 0.07
18.00 0.00 21,088 552.91 0.07
18.50 0.00 20,954 552.91 0.07
19.00 0.00 20,821 552.90 0.07
19.50 0.00 20,688 552.90 0.07
20.00 0.00 20,555 552.89 0.07
20.50 0.00 20,422 552.89 0.07
21.00 0.00 20,289 552.88 0.07
21.50 0.00 20,157 552.88 0.07
22.00 0.00 20,025 552.87 0.07
22.50 0.00 19,893 552.87 0.07
23.00 0.00 19,761 552.86 0.07
23.50 0.00 19,629 552.86 0.07
24.00 0.00 19,498 552.85 0.07

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1 S: SCM 4 Pre Dev
Runoff = 1.26 cfs @ 3.74 hrs, Volume= 0.135 af, Depth= 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
1.690 60 Woods, Fair, HSG B
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
14.8 746 0.0282 0.84 Shallow Concentrated Flow, Shallow
Woodland Kv= 5.0 fps
42.1 876 Total
Subcatchment 1 S: SCM 4 Pre Dev
Hydrograph
/ ❑Runoff
1.26 cfs
CharJIotte 6-hr 2�-1;r
RainfaII4.I38"
1 . IRUnbff Area=11.690 ad
RLn9ff Volume=0.135 of
!Rup9ff Dep h-0. 6"
Plow gt
l Pl Len h= 7 '
o
j Tc=42.1
(tN6b
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 1S: SCM 4 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.08 0.00 0.00
1.00 0.18 0.00 0.00
1.50 0.31 0.00 0.00
2.00 0.48 0.00 0.00
2.50 0.77 0.00 0.00
3.00 1.78 0.03 0.00
3.50 3.51 0.54 0.87
4.00 3.87 0.70 1.02
4.50 4.05 0.79 0.54
5.00 4.18 0.85 0.32
5.50 4.29 0.91 0.22
6.00 4.38 0.96 0.18
6.50 4.38 0.96 0.11
7.00 4.38 0.96 0.02
7.50 4.38 0.96 0.00
8.00 4.38 0.96 0.00
8.50 4.38 0.96 0.00
9.00 4.38 0.96 0.00
9.50 4.38 0.96 0.00
10.00 4.38 0.96 0.00
10.50 4.38 0.96 0.00
11.00 4.38 0.96 0.00
11.50 4.38 0.96 0.00
12.00 4.38 0.96 0.00
12.50 4.38 0.96 0.00
13.00 4.38 0.96 0.00
13.50 4.38 0.96 0.00
14.00 4.38 0.96 0.00
14.50 4.38 0.96 0.00
15.00 4.38 0.96 0.00
15.50 4.38 0.96 0.00
16.00 4.38 0.96 0.00
16.50 4.38 0.96 0.00
17.00 4.38 0.96 0.00
17.50 4.38 0.96 0.00
18.00 4.38 0.96 0.00
18.50 4.38 0.96 0.00
19.00 4.38 0.96 0.00
19.50 4.38 0.96 0.00
20.00 4.38 0.96 0.00
20.50 4.38 0.96 0.00
21.00 4.38 0.96 0.00
21.50 4.38 0.96 0.00
22.00 4.38 0.96 0.00
22.50 4.38 0.96 0.00
23.00 4.38 0.96 0.00
23.50 4.38 0.96 0.00
24.00 4.38 0.96 0.00

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 4S: SCM 4 Post Dev
Runoff = 27.19 cfs @ 3.50 hrs, Volume= 2.137 af, Depth= 1.96"
Routed to Pond 4P : SCM 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (sf) CN Description
117,654 98 Paved parking, HSG B
453,292 69 50-75% Grass cover, Fair, HSG B
570,946 75 Weighted Average
453,292 79.39% Pervious Area
117,654 20.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 300 0.1100 0.19 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.9 497 0.0714 4.30 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 462 0.0352 7.43 37.13 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.6 423 0.0200 11.57 34.70 Channel Flow, Sheet
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
30.0 1,682 Total
Subcatchment 4S: SCM 4 Post Dev
Hydrograph
30/ fi
27.19 cfs _ ■Runoff
28 Chatto e 6 hrr2�-�j r
267
24 FRai�fll .138"
22- j - 4Ritrioff Area=570,946- f -
18 VQlume=?.1-37-4f
1677 !Rnr11:0!Ph71.196i
a 14I/ F1owle :th=1, 82'
12/ % - T -iO
10_ GAIN 676
67
2 /
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 4S: SCM 4 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.08 0.00 0.00
1.00 0.18 0.00 0.00
1.50 0.31 0.00 0.00
2.00 0.48 0.00 0.00
2.50 0.77 0.00 0.00
3.00 1.78 0.28 2.02
3.50 3.51 1.31 27.19
4.00 3.87 1.57 11.21
4.50 4.05 1.71 5.07
5.00 4.18 1.81 3.04
5.50 4.29 1.89 2.33
6.00 4.38 1.96 1.98
6.50 4.38 1.96 0.64
7.00 4.38 1.96 0.05
7.50 4.38 1.96 0.00
8.00 4.38 1.96 0.00
8.50 4.38 1.96 0.00
9.00 4.38 1.96 0.00
9.50 4.38 1.96 0.00
10.00 4.38 1.96 0.00
10.50 4.38 1.96 0.00
11.00 4.38 1.96 0.00
11.50 4.38 1.96 0.00
12.00 4.38 1.96 0.00
12.50 4.38 1.96 0.00
13.00 4.38 1.96 0.00
13.50 4.38 1.96 0.00
14.00 4.38 1.96 0.00
14.50 4.38 1.96 0.00
15.00 4.38 1.96 0.00
15.50 4.38 1.96 0.00
16.00 4.38 1.96 0.00
16.50 4.38 1.96 0.00
17.00 4.38 1.96 0.00
17.50 4.38 1.96 0.00
18.00 4.38 1.96 0.00
18.50 4.38 1.96 0.00
19.00 4.38 1.96 0.00
19.50 4.38 1.96 0.00
20.00 4.38 1.96 0.00
20.50 4.38 1.96 0.00
21.00 4.38 1.96 0.00
21.50 4.38 1.96 0.00
22.00 4.38 1.96 0.00
22.50 4.38 1.96 0.00
23.00 4.38 1.96 0.00
23.50 4.38 1.96 0.00
24.00 4.38 1.96 0.00

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 4P: SCM 4
Inflow Area = 13.107 ac, 20.61% Impervious, Inflow Depth = 1.96" for 25-yr event
Inflow = 27.19 cfs @ 3.50 hrs, Volume= 2.137 af
Outflow = 1.14 cfs @ 6.37 hrs, Volume= 1.133 af, Atten= 96%, Lag= 172.1 min
Primary = 1.14 cfs @ 6.37 hrs, Volume= 1.133 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 554.92' @ 6.37 hrs Surf.Area= 32,734 sf Storage= 82,600 cf
Plug-Flow detention time= 467.8 min calculated for 1.133 af(53% of inflow)
Center-of-Mass det. time= 436.1 min ( 676.2 - 240.1 )
Volume Invert Avail.Storage Storage Description
#1 551.75' 119,300 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
551.75 1,250 0 0
552.00 14,482 1,967 1,967
553.00 28,832 21,657 23,624
554.00 30,840 29,836 53,460
555.00 32,906 31,873 85,333
556.00 35,028 33,967 119,300
Device Routing Invert Outlet Devices
#1 Primary 547.00' 12.0" Round Culvert 12"
L= 72.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 547.00' / 546.00' S= 0.0139 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 551.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.056 0.076 0.096 0.116 0.137
#3 Device 1 553.50' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=1.14 cfs @ 6.37 hrs HW=554.92' (Free Discharge)
-1=Culvert 12" (Passes 1.14 cfs of 9.58 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.11 cfs)
-3=Orifice/Grate 6" (Orifice Controls 1.02 cfs @ 5.20 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 4P: SCM 4
Hydrograph
I
'7IifilI
0 Inflow
30 cfs' 27.19 ❑Primary
28 1 1 -L I 41OALN ir1eT = 1 1o7-ad
26 ,•
1 1 1 1 Oeil-kl Eiev 54.§2'
22 - fi I 1 ± ttof e=82 OO-C
o
3
0 14 / %�
12 '
10
6 fillrt Irt I -r 7
4
1.14 cfs - --. .--______ /iiiiiiiiiiiiiii///////
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 16
Hydrograph for Pond 4P: SCM 4
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 551.75 0.00
0.50 0.00 0 551.75 0.00
1.00 0.00 0 551.75 0.00
1.50 0.00 0 551.75 0.00
2.00 0.00 0 551.75 0.00
2.50 0.00 0 551.75 0.00
3.00 2.02 874 551.91 0.04
3.50 27.19 25,936 553.08 0.08
4.00 11.21 60,006 554.21 0.74
4.50 5.07 72,039 554.59 0.97
5.00 3.04 77,174 554.75 1.06
5.50 2.33 79,977 554.84 1.10
6.00 1.98 81,840 554.89 1.12
6.50 0.64 82,478 554.91 1.13
7.00 0.05 80,876 554.86 1.11
7.50 0.00 78,933 554.80 1.08
8.00 0.00 77,011 554.75 1.05
8.50 0.00 75,140 554.69 1.02
9.00 0.00 73,321 554.63 1.00
9.50 0.00 71,555 554.58 0.97
10.00 0.00 69,842 554.52 0.94
10.50 0.00 68,182 554.47 0.91
11.00 0.00 66,575 554.42 0.88
11.50 0.00 65,022 554.37 0.85
12.00 0.00 63,522 554.32 0.82
12.50 0.00 62,077 554.28 0.79
13.00 0.00 60,687 554.23 0.76
13.50 0.00 59,351 554.19 0.73
14.00 0.00 58,071 554.15 0.70
14.50 0.00 56,846 554.11 0.66
15.00 0.00 55,678 554.07 0.63
15.50 0.00 54,566 554.04 0.60
16.00 0.00 53,511 554.00 0.57
16.50 0.00 52,512 553.97 0.54
17.00 0.00 51,569 553.94 0.51
17.50 0.00 50,692 553.91 0.47
18.00 0.00 49,879 553.88 0.43
18.50 0.00 49,127 553.86 0.40
19.00 0.00 48,434 553.84 0.37
19.50 0.00 47,794 553.82 0.34
20.00 0.00 47,202 553.80 0.32
20.50 0.00 46,655 553.78 0.29
21.00 0.00 46,147 553.76 0.27
21.50 0.00 45,675 553.75 0.25
22.00 0.00 45,235 553.73 0.24
22.50 0.00 44,823 553.72 0.22
23.00 0.00 44,439 553.70 0.21
23.50 0.00 44,077 553.69 0.19
24.00 0.00 43,737 553.68 0.18

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1 S: SCM 4 Pre Dev
Runoff = 2.07 cfs @ 3.70 hrs, Volume= 0.212 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
1.690 60 Woods, Fair, HSG B
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.3 130 0.0192 0.08 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
14.8 746 0.0282 0.84 Shallow Concentrated Flow, Shallow
Woodland Kv= 5.0 fps
42.1 876 Total
Subcatchment 1 S: SCM 4 Pre Dev
Hydrograph
■Runoff
2.07 cfs
+
Rainfall=5.34"
ØØ
IRUnbff Area=11.690 ad
RLn9ff Volume=0.212 af
3 % !Rup9ffil:)!ph71.1.507
-Plow Cen�h= 76'
LT 1 Tc 42.1
(tN6b
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 1S: SCM 4 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.10 0.00 0.00
1.00 0.23 0.00 0.00
1.50 0.38 0.00 0.00
2.00 0.59 0.00 0.00
2.50 0.95 0.00 0.00
3.00 2.17 0.09 0.01
3.50 4.27 0.90 1.56
4.00 4.70 1.13 1.58
4.50 4.94 1.26 0.80
5.00 5.10 1.36 0.46
5.50 5.23 1.44 0.32
6.00 5.34 1.50 0.26
6.50 5.34 1.50 0.15
7.00 5.34 1.50 0.03
7.50 5.34 1.50 0.00
8.00 5.34 1.50 0.00
8.50 5.34 1.50 0.00
9.00 5.34 1.50 0.00
9.50 5.34 1.50 0.00
10.00 5.34 1.50 0.00
10.50 5.34 1.50 0.00
11.00 5.34 1.50 0.00
11.50 5.34 1.50 0.00
12.00 5.34 1.50 0.00
12.50 5.34 1.50 0.00
13.00 5.34 1.50 0.00
13.50 5.34 1.50 0.00
14.00 5.34 1.50 0.00
14.50 5.34 1.50 0.00
15.00 5.34 1.50 0.00
15.50 5.34 1.50 0.00
16.00 5.34 1.50 0.00
16.50 5.34 1.50 0.00
17.00 5.34 1.50 0.00
17.50 5.34 1.50 0.00
18.00 5.34 1.50 0.00
18.50 5.34 1.50 0.00
19.00 5.34 1.50 0.00
19.50 5.34 1.50 0.00
20.00 5.34 1.50 0.00
20.50 5.34 1.50 0.00
21.00 5.34 1.50 0.00
21.50 5.34 1.50 0.00
22.00 5.34 1.50 0.00
22.50 5.34 1.50 0.00
23.00 5.34 1.50 0.00
23.50 5.34 1.50 0.00
24.00 5.34 1.50 0.00

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 4S: SCM 4 Post Dev
Runoff = 37.92 cfs @ 3.50 hrs, Volume= 2.979 af, Depth= 2.73"
Routed to Pond 4P : SCM 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (sf) CN Description
117,654 98 Paved parking, HSG B
453,292 69 50-75% Grass cover, Fair, HSG B
570,946 75 Weighted Average
453,292 79.39% Pervious Area
117,654 20.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 300 0.1100 0.19 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.9 497 0.0714 4.30 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 462 0.0352 7.43 37.13 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.6 423 0.0200 11.57 34.70 Channel Flow, Sheet
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
30.0 1,682 Total
Subcatchment 4S: SCM 4 Post Dev
Hydrograph
42 I I i I I I ■Runoff
40= 37.92 cfs -
36 % —Ch rl�tte -t�ii- .66-�r
332_ % _ Rainfll5.34�"
30i/28 I R -n'o# Area=571O,946-�►f
24_ L — 4nc#f l Vt14rme72•Fp_f -
22: - fi !RIJ ncf 16! h .I7 _
° 20V Flaw-Len th=t 82' -
LL 18'"/ r IT 10A
16_
8 �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 4S: SCM 4 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.10 0.00 0.00
1.00 0.23 0.00 0.00
1.50 0.38 0.00 0.00
2.00 0.59 0.00 0.00
2.50 0.95 0.02 0.15
3.00 2.17 0.47 3.99
3.50 4.27 1.87 37.91
4.00 4.70 2.21 14.99
4.50 4.94 2.40 6.73
5.00 5.10 2.53 4.05
5.50 5.23 2.63 3.09
6.00 5.34 2.73 2.62
6.50 5.34 2.73 0.84
7.00 5.34 2.73 0.07
7.50 5.34 2.73 0.00
8.00 5.34 2.73 0.00
8.50 5.34 2.73 0.00
9.00 5.34 2.73 0.00
9.50 5.34 2.73 0.00
10.00 5.34 2.73 0.00
10.50 5.34 2.73 0.00
11.00 5.34 2.73 0.00
11.50 5.34 2.73 0.00
12.00 5.34 2.73 0.00
12.50 5.34 2.73 0.00
13.00 5.34 2.73 0.00
13.50 5.34 2.73 0.00
14.00 5.34 2.73 0.00
14.50 5.34 2.73 0.00
15.00 5.34 2.73 0.00
15.50 5.34 2.73 0.00
16.00 5.34 2.73 0.00
16.50 5.34 2.73 0.00
17.00 5.34 2.73 0.00
17.50 5.34 2.73 0.00
18.00 5.34 2.73 0.00
18.50 5.34 2.73 0.00
19.00 5.34 2.73 0.00
19.50 5.34 2.73 0.00
20.00 5.34 2.73 0.00
20.50 5.34 2.73 0.00
21.00 5.34 2.73 0.00
21.50 5.34 2.73 0.00
22.00 5.34 2.73 0.00
22.50 5.34 2.73 0.00
23.00 5.34 2.73 0.00
23.50 5.34 2.73 0.00
24.00 5.34 2.73 0.00

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Pond 4P: SCM 4
Inflow Area = 13.107 ac, 20.61% Impervious, Inflow Depth = 2.73" for 100-yr event
Inflow = 37.92 cfs @ 3.50 hrs, Volume= 2.979 af
Outflow = 7.45 cfs @ 4.43 hrs, Volume= 1.958 af, Atten= 80%, Lag= 55.7 min
Primary = 7.45 cfs @ 4.43 hrs, Volume= 1.958 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 555.24' @ 4.43 hrs Surf.Area= 33,417 sf Storage= 93,322 cf
Plug-Flow detention time= 332.0 min calculated for 1.958 af(66% of inflow)
Center-of-Mass det. time= 305.0 min ( 543.0 - 238.0 )
Volume Invert Avail.Storage Storage Description
#1 551.75' 119,300 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
551.75 1,250 0 0
552.00 14,482 1,967 1,967
553.00 28,832 21,657 23,624
554.00 30,840 29,836 53,460
555.00 32,906 31,873 85,333
556.00 35,028 33,967 119,300
Device Routing Invert Outlet Devices
#1 Primary 547.00' 12.0" Round Culvert 12"
L= 72.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 547.00' / 546.00' S= 0.0139 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 551.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25 4.25
Disch. (cfs) 0.000 0.056 0.076 0.096 0.116 0.137
#3 Device 1 553.50' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 1 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=7.44 cfs @ 4.43 hrs HW=555.24' (Free Discharge)
-1=Culvert 12" (Passes 7.44 cfs of 9.77 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.12 cfs)
-3=Orifice/Grate 6" (Orifice Controls 1.15 cfs @ 5.88 fps)
-4=Sharp-Crested Rectangular Weir(Weir Controls 6.17 cfs © 1.61 fps)

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 22
Pond 4P: SCM 4
Hydrograph
r 1
1 -r ip 1 1 ❑ Inflow
/0- i 37.92 cfs I I ��f�ovv � � � ❑Primary
38i % _ �
34 i + —1 -k —I 4 — I Fiecl Ejev=5�5�24~
•
30 I ° fi fitg - 3�, 2c
284 I1
26 1 1 1 1
w 24
20- 4 `%
LI 11847 Imo ; -H1 1 + I H -[ 1
6
1412_ J 1 1fi1 1t rt rt ' l1fi
10= 7.45 cfs I 11 1 1 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SCM4 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 4P: SCM 4
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 551.75 0.00
0.50 0.00 0 551.75 0.00
1.00 0.00 0 551.75 0.00
1.50 0.00 0 551.75 0.00
2.00 0.00 0 551.75 0.00
2.50 0.15 38 551.77 0.00
3.00 3.99 2,398 552.03 0.06
3.50 37.91 39,315 553.53 0.09
4.00 14.99 85,195 555.00 1.17
4.50 6.73 93,233 555.24 7.35
5.00 4.05 91,220 555.18 5.18
5.50 3.09 89,658 555.13 3.73
6.00 2.62 88,789 555.10 3.00
6.50 0.84 87,535 555.07 2.11
7.00 0.07 85,301 555.00 1.17
7.50 0.00 83,258 554.94 1.14
8.00 0.00 81,224 554.87 1.12
8.50 0.00 79,241 554.81 1.09
9.00 0.00 77,310 554.75 1.06
9.50 0.00 75,431 554.70 1.03
10.00 0.00 73,604 554.64 1.00
10.50 0.00 71,830 554.58 0.97
11.00 0.00 70,108 554.53 0.94
11.50 0.00 68,439 554.48 0.91
12.00 0.00 66,824 554.43 0.88
12.50 0.00 65,262 554.38 0.85
13.00 0.00 63,755 554.33 0.82
13.50 0.00 62,301 554.28 0.79
14.00 0.00 60,902 554.24 0.76
14.50 0.00 59,558 554.20 0.73
15.00 0.00 58,269 554.16 0.70
15.50 0.00 57,035 554.12 0.67
16.00 0.00 55,858 554.08 0.64
16.50 0.00 54,737 554.04 0.61
17.00 0.00 53,673 554.01 0.58
17.50 0.00 52,666 553.97 0.54
18.00 0.00 51,713 553.94 0.51
18.50 0.00 50,826 553.91 0.48
19.00 0.00 50,002 553.89 0.44
19.50 0.00 49,242 553.86 0.41
20.00 0.00 48,540 553.84 0.37
20.50 0.00 47,892 553.82 0.35
21.00 0.00 47,292 553.80 0.32
21.50 0.00 46,738 553.78 0.30
22.00 0.00 46,224 553.76 0.28
22.50 0.00 45,747 553.75 0.26
23.00 0.00 45,302 553.73 0.24
23.50 0.00 44,886 553.72 0.22
24.00 0.00 44,497 553.71 0.21

1 S 5S
SCM 5 Pre Dev
SCM 5 "ost Dev
5P
SCM 5
(Subcat Reach 'on• Link Routing Diagram for SCM5
Prepared by Const Materials Engineering, Printed 7/12/2023
HydroCAD®10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM5
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-yr Charlotte 6-hr 2-yr Default 6.00 1 2.28 2
2 25-yr Charlotte 6-hr 25-yr Default 6.00 1 4.38 2
3 100-yr Charlotte 6-hr 100-yr Default 6.00 1 5.34 2

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: SCM 5 Pre Dev
Runoff = 0.40 cfs @ 3.87 hrs, Volume= 0.058 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
5.890 60 Woods, Fair, HSG B
5.890 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 300 0.0600 0.15 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
2.7 650 0.0631 4.04 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
36.4 950 Total
Subcatchment 1 S: SCM 5 Pre Dev
Hydrograph
0.44 I I ❑Runoff
0.42 0.40 cfs __.
038 ; �ha�ctt-e nr=-
0.36 I -1 -Rainfall= 8"
0.34 �.
0.32 , . -1 Ru rro#f Atea=5 89O ac
0.3
0.28 0.26 1 RLnoff yotume=1G.058 af
o 0.24 -R off Depth=01I2
° 2 % Flow L-e-n h=350-
" 0.16 T-c= .4-t1I-1'1
0.1 A' cn
0.12 I CN6Q
0.14
0.1
0.08 p + -
0.06
0.04 / -1 -0.02
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: SCM 5 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.25 0.02 0.00 0.00
0.50 0.04 0.00 0.00
0.75 0.07 0.00 0.00
1.00 0.09 0.00 0.00
1.25 0.12 0.00 0.00
1.50 0.16 0.00 0.00
1.75 0.20 0.00 0.00
2.00 0.25 0.00 0.00
2.25 0.31 0.00 0.00
2.50 0.39 0.00 0.00
2.75 0.53 0.00 0.00
3.00 0.89 0.00 0.00
3.25 1.65 0.01 0.01
3.50 1.84 0.04 0.16
3.75 1.94 0.05 0.37
4.00 2.01 0.06 0.38
4.25 2.06 0.07 0.33
4.50 2.11 0.08 0.27
4.75 2.15 0.09 0.24
5.00 2.18 0.10 0.20
5.25 2.21 0.10 0.18
5.50 2.23 0.11 0.16
5.75 2.26 0.11 0.15
6.00 2.28 0.12 0.14
6.25 2.28 0.12 0.12
6.50 2.28 0.12 0.07
6.75 2.28 0.12 0.02
7.00 2.28 0.12 0.01
7.25 2.28 0.12 0.00
7.50 2.28 0.12 0.00
7.75 2.28 0.12 0.00
8.00 2.28 0.12 0.00
8.25 2.28 0.12 0.00
8.50 2.28 0.12 0.00
8.75 2.28 0.12 0.00
9.00 2.28 0.12 0.00
9.25 2.28 0.12 0.00
9.50 2.28 0.12 0.00
9.75 2.28 0.12 0.00
10.00 2.28 0.12 0.00
10.25 2.28 0.12 0.00
10.50 2.28 0.12 0.00
10.75 2.28 0.12 0.00
11.00 2.28 0.12 0.00
11.25 2.28 0.12 0.00
11.50 2.28 0.12 0.00
11.75 2.28 0.12 0.00
12.00 2.28 0.12 0.00

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5S: SCM 5 Post Dev
Runoff = 6.61 cfs @ 3.30 hrs, Volume= 0.362 af, Depth= 0.53"
Routed to Pond 5P : SCM 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
1.750 98 Paved parking, HSG B
6.500 69 50-75% Grass cover, Fair, HSG B
8.250 75 Weighted Average
6.500 78.79% Pervious Area
1.750 21.21% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 67 0.0522 0.10 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.0 205 0.0463 3.46 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 466 0.0365 7.56 37.81 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.5 330 0.0200 11.57 34.70 Channel Flow, Channel
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
13.3 1,068 Total
Subcatchment 5S: SCM 5 Post Dev
Hydrograph
` ■Runoff
7 6.61 cfs
6harItte i-hrr _
6 Rainfall=2.28"
5 Runoff Area=8.250 ac
Runoff Volume=�0.362 af
13
4 Runoff Dep h=0. 3"
Flow-Lem th=1 d68' -
LL 3 9
Tc=13.3 min
2 CN�75
1 1
0
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 5S: SCM 5 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.25 0.02 0.00 0.00
0.50 0.04 0.00 0.00
0.75 0.07 0.00 0.00
1.00 0.09 0.00 0.00
1.25 0.12 0.00 0.00
1.50 0.16 0.00 0.00
1.75 0.20 0.00 0.00
2.00 0.25 0.00 0.00
2.25 0.31 0.00 0.00
2.50 0.39 0.00 0.00
2.75 0.53 0.00 0.00
3.00 0.89 0.01 0.06
3.25 1.65 0.22 6.16
3.50 1.84 0.31 3.68
3.75 1.94 0.35 1.88
4.00 2.01 0.39 1.26
4.25 2.06 0.41 0.97
4.50 2.11 0.44 0.81
4.75 2.15 0.46 0.67
5.00 2.18 0.47 0.57
5.25 2.21 0.49 0.52
5.50 2.23 0.50 0.48
5.75 2.26 0.51 0.44
6.00 2.28 0.53 0.42
6.25 2.28 0.53 0.10
6.50 2.28 0.53 0.01
6.75 2.28 0.53 0.00
7.00 2.28 0.53 0.00
7.25 2.28 0.53 0.00
7.50 2.28 0.53 0.00
7.75 2.28 0.53 0.00
8.00 2.28 0.53 0.00
8.25 2.28 0.53 0.00
8.50 2.28 0.53 0.00
8.75 2.28 0.53 0.00
9.00 2.28 0.53 0.00
9.25 2.28 0.53 0.00
9.50 2.28 0.53 0.00
9.75 2.28 0.53 0.00
10.00 2.28 0.53 0.00
10.25 2.28 0.53 0.00
10.50 2.28 0.53 0.00
10.75 2.28 0.53 0.00
11.00 2.28 0.53 0.00
11.25 2.28 0.53 0.00
11.50 2.28 0.53 0.00
11.75 2.28 0.53 0.00
12.00 2.28 0.53 0.00

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 5P: SCM 5
Inflow Area = 8.250 ac, 21.21% Impervious, Inflow Depth = 0.53" for 2-yr event
Inflow = 6.61 cfs @ 3.30 hrs, Volume= 0.362 af
Outflow = 0.05 cfs @ 6.31 hrs, Volume= 0.038 af, Atten= 99%, Lag= 181.0 min
Primary = 0.05 cfs @ 6.31 hrs, Volume= 0.038 af
Routing by Stor-Ind method, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Peak Elev= 533.84' @ 6.31 hrs Surf.Area= 21,904 sf Storage= 15,171 cf
Plug-Flow detention time= 268.1 min calculated for 0.038 af(10(Y0 of inflow)
Center-of-Mass det. time= 223.8 min (458.5 - 234.7 )
Volume Invert Avail.Storage Storage Description
#1 532.75' 70,760 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
532.75 900 0 0
533.00 10,859 1,470 1,470
534.00 24,064 17,462 18,931
535.00 25,900 24,982 43,913
536.00 27,794 26,847 70,760
Device Routing Invert Outlet Devices
#1 Primary 529.00' 12.0" Round Culvert 12"
L= 70.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 529.00' /528.30' S= 0.0100 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 532.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25
Disch. (cfs) 0.000 0.040 0.055 0.069 0.084
#3 Device 1 534.00' 12.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 535.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.05 cfs @ 6.31 hrs HW=533.84' (Free Discharge)
Lam=Culvert 12" (Passes 0.05 cfs of 7.31 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.05 cfs)
-3=Orifice/Grate ( Controls 0.00 cfs)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 5P: SCM 5
Hydrograph
/ L ❑ Inflow
6.61 cfs ❑Primary
7
I of ow Area .250ac
6 Peak Elev=633.64'
5 Storage=15,171Thcf
0 4
I 1 t
o I
LL
3-
2:/ 1 1 0
o 0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 5P: SCM 5
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 532.75 0.00
0.25 0.00 0 532.75 0.00
0.50 0.00 0 532.75 0.00
0.75 0.00 0 532.75 0.00
1.00 0.00 0 532.75 0.00
1.25 0.00 0 532.75 0.00
1.50 0.00 0 532.75 0.00
1.75 0.00 0 532.75 0.00
2.00 0.00 0 532.75 0.00
2.25 0.00 0 532.75 0.00
2.50 0.00 0 532.75 0.00
2.75 0.00 0 532.75 0.00
3.00 0.06 6 532.75 0.00
3.25 6.16 2,042 533.05 0.04
3.50 3.68 6,908 533.40 0.05
3.75 1.88 9,252 533.54 0.05
4.00 1.26 10,557 533.61 0.05
4.25 0.97 11,515 533.66 0.05
4.50 0.81 12,256 533.70 0.05
4.75 0.67 12,885 533.73 0.05
5.00 0.57 13,395 533.75 0.05
5.25 0.52 13,838 533.77 0.05
5.50 0.48 14,238 533.79 0.05
5.75 0.44 14,606 533.81 0.05
6.00 0.42 14,949 533.83 0.05
6.25 0.10 15,168 533.84 0.05
6.50 0.01 15,152 533.84 0.05
6.75 0.00 15,106 533.83 0.05
7.00 0.00 15,059 533.83 0.05
7.25 0.00 15,011 533.83 0.05
7.50 0.00 14,964 533.83 0.05
7.75 0.00 14,917 533.82 0.05
8.00 0.00 14,870 533.82 0.05
8.25 0.00 14,823 533.82 0.05
8.50 0.00 14,776 533.82 0.05
8.75 0.00 14,729 533.82 0.05
9.00 0.00 14,682 533.81 0.05
9.25 0.00 14,635 533.81 0.05
9.50 0.00 14,588 533.81 0.05
9.75 0.00 14,541 533.81 0.05
10.00 0.00 14,494 533.81 0.05
10.25 0.00 14,447 533.80 0.05
10.50 0.00 14,400 533.80 0.05
10.75 0.00 14,354 533.80 0.05
11.00 0.00 14,307 533.80 0.05
11.25 0.00 14,260 533.79 0.05
11.50 0.00 14,213 533.79 0.05
11.75 0.00 14,167 533.79 0.05
12.00 0.00 14,120 533.79 0.05

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1 S: SCM 5 Pre Dev
Runoff = 4.78 cfs @ 3.66 hrs, Volume= 0.469 af, Depth= 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
5.890 60 Woods, Fair, HSG B
5.890 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 300 0.0600 0.15 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
2.7 650 0.0631 4.04 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
36.4 950 Total
Subcatchment 1 S: SCM 5 Pre Dev
Hydrograph
— - ❑Runoff
5 4.78 cfs
' Cl4arlotte 6-hr 25-yr
4 - Rainfa -"ll=4.38
/ Runoff Area=5.890 ac
Runoff Volume=0.469 af
3_ Runoff Deph=0.96"
3
Mow,Len th=950'
2_' Tc i6.4 min
CN=60
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 1S: SCM 5 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.25 0.04 0.00 0.00
0.50 0.08 0.00 0.00
0.75 0.13 0.00 0.00
1.00 0.18 0.00 0.00
1.25 0.24 0.00 0.00
1.50 0.31 0.00 0.00
1.75 0.39 0.00 0.00
2.00 0.48 0.00 0.00
2.25 0.61 0.00 0.00
2.50 0.77 0.00 0.00
2.75 1.06 0.00 0.00
3.00 1.78 0.03 0.00
3.25 3.11 0.38 0.79
3.50 3.51 0.54 4.00
3.75 3.72 0.63 4.58
4.00 3.87 0.70 3.27
4.25 3.97 0.75 2.30
4.50 4.05 0.79 1.66
4.75 4.12 0.82 1.25
5.00 4.18 0.85 1.00
5.25 4.24 0.88 0.83
5.50 4.29 0.91 0.73
5.75 4.34 0.93 0.67
6.00 4.38 0.96 0.62
6.25 4.38 0.96 0.54
6.50 4.38 0.96 0.30
6.75 4.38 0.96 0.11
7.00 4.38 0.96 0.04
7.25 4.38 0.96 0.01
7.50 4.38 0.96 0.00
7.75 4.38 0.96 0.00
8.00 4.38 0.96 0.00
8.25 4.38 0.96 0.00
8.50 4.38 0.96 0.00
8.75 4.38 0.96 0.00
9.00 4.38 0.96 0.00
9.25 4.38 0.96 0.00
9.50 4.38 0.96 0.00
9.75 4.38 0.96 0.00
10.00 4.38 0.96 0.00
10.25 4.38 0.96 0.00
10.50 4.38 0.96 0.00
10.75 4.38 0.96 0.00
11.00 4.38 0.96 0.00
11.25 4.38 0.96 0.00
11.50 4.38 0.96 0.00
11.75 4.38 0.96 0.00
12.00 4.38 0.96 0.00

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 5S: SCM 5 Post Dev
Runoff = 24.82 cfs @ 3.27 hrs, Volume= 1.345 af, Depth= 1.96"
Routed to Pond 5P : SCM 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
1.750 98 Paved parking, HSG B
6.500 69 50-75% Grass cover, Fair, HSG B
8.250 75 Weighted Average
6.500 78.79% Pervious Area
1.750 21.21% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 67 0.0522 0.10 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.0 205 0.0463 3.46 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 466 0.0365 7.56 37.81 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.5 330 0.0200 11.57 34.70 Channel Flow, Channel
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
13.3 1,068 Total
Subcatchment 5S: SCM 5 Post Dev
Hydrograph
-/1 ■Runoff
26- 24.82 cfs
247� C lai ioife 6 hr 2 -yr
22- Rain I I / F ll--4. 8"fa �3
20= — JRunoffAkea=8.250 ac
18, —Rtimciff V$I 'e 1.345-af -
16=�
2 14Y L
Rtnoff Deph=1.96';LL12_ Ffiow Length=1,068,0� 'Tc=13.3 min8
CN75
6
2
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 5S: SCM 5 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.25 0.04 0.00 0.00
0.50 0.08 0.00 0.00
0.75 0.13 0.00 0.00
1.00 0.18 0.00 0.00
1.25 0.24 0.00 0.00
1.50 0.31 0.00 0.00
1.75 0.39 0.00 0.00
2.00 0.48 0.00 0.00
2.25 0.61 0.00 0.00
2.50 0.77 0.00 0.03
2.75 1.06 0.04 0.80
3.00 1.78 0.28 4.41
3.25 3.11 1.04 24.50
3.50 3.51 1.31 12.49
3.75 3.72 1.46 6.07
4.00 3.87 1.57 3.98
4.25 3.97 1.64 2.89
4.50 4.05 1.71 2.23
4.75 4.12 1.76 1.84
5.00 4.18 1.81 1.60
5.25 4.24 1.85 1.45
5.50 4.29 1.89 1.32
5.75 4.34 1.92 1.25
6.00 4.38 1.96 1.15
6.25 4.38 1.96 0.28
6.50 4.38 1.96 0.02
6.75 4.38 1.96 0.00
7.00 4.38 1.96 0.00
7.25 4.38 1.96 0.00
7.50 4.38 1.96 0.00
7.75 4.38 1.96 0.00
8.00 4.38 1.96 0.00
8.25 4.38 1.96 0.00
8.50 4.38 1.96 0.00
8.75 4.38 1.96 0.00
9.00 4.38 1.96 0.00
9.25 4.38 1.96 0.00
9.50 4.38 1.96 0.00
9.75 4.38 1.96 0.00
10.00 4.38 1.96 0.00
10.25 4.38 1.96 0.00
10.50 4.38 1.96 0.00
10.75 4.38 1.96 0.00
11.00 4.38 1.96 0.00
11.25 4.38 1.96 0.00
11.50 4.38 1.96 0.00
11.75 4.38 1.96 0.00
12.00 4.38 1.96 0.00

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 5P: SCM 5
Inflow Area = 8.250 ac, 21.21% Impervious, Inflow Depth = 1.96" for 25-yr event
Inflow = 24.82 cfs @ 3.27 hrs, Volume= 1.345 af
Outflow = 2.06 cfs @ 4.62 hrs, Volume= 0.829 af, Atten= 92%, Lag= 80.8 min
Primary = 2.06 cfs @ 4.62 hrs, Volume= 0.829 af
Routing by Stor-Ind method, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Peak Elev= 534.94' @ 4.62 hrs Surf.Area= 25,788 sf Storage= 42,340 cf
Plug-Flow detention time= 183.8 min calculated for 0.829 af(62% of inflow)
Center-of-Mass det. time= 156.4 min ( 381.0 - 224.6 )
Volume Invert Avail.Storage Storage Description
#1 532.75' 70,760 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
532.75 900 0 0
533.00 10,859 1,470 1,470
534.00 24,064 17,462 18,931
535.00 25,900 24,982 43,913
536.00 27,794 26,847 70,760
Device Routing Invert Outlet Devices
#1 Primary 529.00' 12.0" Round Culvert 12"
L= 70.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 529.00' /528.30' S= 0.0100 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 532.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25
Disch. (cfs) 0.000 0.040 0.055 0.069 0.084
#3 Device 1 534.00' 12.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 535.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=2.06 cfs @ 4.62 hrs HW=534.94' (Free Discharge)
Lam=Culvert 12" (Passes 2.06 cfs of 8.15 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.07 cfs)
-3=Orifice/Grate (Orifice Controls 1.99 cfs @ 3.97 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 5P: SCM 5
Hydrograph
/- ❑ Inflow
24.82 cfs ❑Primary
26- ' I141Iowii4r&a 8.250 ac
24 -/
I E-I P-eak v= 34.- 4'
22_
201/ ' 4 ISto agge=421341i-ct
181/ /
o ii
1o5-/ / /
8/ - 4 I
■
61/ '
4-: / 2.06 cfs �����.�
zymz„
de-
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 16
Hydrograph for Pond 5P: SCM 5
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 532.75 0.00
0.25 0.00 0 532.75 0.00
0.50 0.00 0 532.75 0.00
0.75 0.00 0 532.75 0.00
1.00 0.00 0 532.75 0.00
1.25 0.00 0 532.75 0.00
1.50 0.00 0 532.75 0.00
1.75 0.00 0 532.75 0.00
2.00 0.00 0 532.75 0.00
2.25 0.00 0 532.75 0.00
2.50 0.03 4 532.75 0.00
2.75 0.80 273 532.85 0.02
3.00 4.41 2,147 533.06 0.04
3.25 24.50 14,316 533.80 0.05
3.50 12.49 31,411 534.51 1.22
3.75 6.07 37,933 534.77 1.78
4.00 3.98 40,563 534.87 1.95
4.25 2.89 41,897 534.92 2.03
4.50 2.23 42,303 534.94 2.05
4.75 1.84 42,290 534.94 2.05
5.00 1.60 41,979 534.93 2.03
5.25 1.45 41,531 534.91 2.01
5.50 1.32 40,979 534.89 1.97
5.75 1.25 40,386 534.86 1.94
6.00 1.15 39,734 534.84 1.90
6.25 0.28 38,787 534.80 1.84
6.50 0.02 37,267 534.74 1.73
6.75 0.00 35,761 534.68 1.62
7.00 0.00 34,352 534.63 1.51
7.25 0.00 33,045 534.57 1.39
7.50 0.00 31,845 534.53 1.27
7.75 0.00 30,759 534.48 1.14
8.00 0.00 29,793 534.44 1.01
8.25 0.00 28,934 534.41 0.90
8.50 0.00 28,166 534.38 0.81
8.75 0.00 27,477 534.35 0.73
9.00 0.00 26,856 534.33 0.66
9.25 0.00 26,294 534.30 0.59
9.50 0.00 25,785 534.28 0.54
9.75 0.00 25,321 534.26 0.49
10.00 0.00 24,898 534.25 0.45
10.25 0.00 24,510 534.23 0.41
10.50 0.00 24,154 534.22 0.38
10.75 0.00 23,827 534.20 0.35
11.00 0.00 23,524 534.19 0.32
11.25 0.00 23,245 534.18 0.30
11.50 0.00 22,985 534.17 0.28
11.75 0.00 22,744 534.16 0.26
12.00 0.00 22,520 534.15 0.24

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1 S: SCM 5 Pre Dev
Runoff = 7.84 cfs @ 3.63 hrs, Volume= 0.738 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
5.890 60 Woods, Fair, HSG B
5.890 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 300 0.0600 0.15 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.12"
2.7 650 0.0631 4.04 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
36.4 950 Total
Subcatchment 1 S: SCM 5 Pre Dev
Hydrograph
■Runoff
81/ 7.84 cfs
I Charlotte 6-hr 106-yr
71/ Rainfall=5.34"
- /
61/ Ruri bff Ar ea=5.890 ac
Runoff Volume0.7-38 af
5-/ Runoff Deph=1. 0"
Length= 50'
3� $ Tc=36.4 nin
dr 2�� CN 60
ICI
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 1S: SCM 5 Pre Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.25 0.04 0.00 0.00
0.50 0.10 0.00 0.00
0.75 0.16 0.00 0.00
1.00 0.23 0.00 0.00
1.25 0.30 0.00 0.00
1.50 0.38 0.00 0.00
1.75 0.47 0.00 0.00
2.00 0.59 0.00 0.00
2.25 0.75 0.00 0.00
2.50 0.95 0.00 0.00
2.75 1.31 0.00 0.00
3.00 2.17 0.09 0.04
3.25 3.79 0.66 1.77
3.50 4.27 0.90 6.94
3.75 4.52 1.03 7.29
4.00 4.70 1.13 4.99
4.25 4.83 1.20 3.41
4.50 4.94 1.26 2.44
4.75 5.02 1.31 1.84
5.00 5.10 1.36 1.46
5.25 5.16 1.40 1.20
5.50 5.23 1.44 1.06
5.75 5.29 1.47 0.96
6.00 5.34 1.50 0.89
6.25 5.34 1.50 0.77
6.50 5.34 1.50 0.43
6.75 5.34 1.50 0.16
7.00 5.34 1.50 0.06
7.25 5.34 1.50 0.02
7.50 5.34 1.50 0.01
7.75 5.34 1.50 0.00
8.00 5.34 1.50 0.00
8.25 5.34 1.50 0.00
8.50 5.34 1.50 0.00
8.75 5.34 1.50 0.00
9.00 5.34 1.50 0.00
9.25 5.34 1.50 0.00
9.50 5.34 1.50 0.00
9.75 5.34 1.50 0.00
10.00 5.34 1.50 0.00
10.25 5.34 1.50 0.00
10.50 5.34 1.50 0.00
10.75 5.34 1.50 0.00
11.00 5.34 1.50 0.00
11.25 5.34 1.50 0.00
11.50 5.34 1.50 0.00
11.75 5.34 1.50 0.00
12.00 5.34 1.50 0.00

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 5S: SCM 5 Post Dev
Runoff = 34.55 cfs @ 3.27 hrs, Volume= 1.875 af, Depth= 2.73"
Routed to Pond 5P : SCM 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
1.750 98 Paved parking, HSG B
6.500 69 50-75% Grass cover, Fair, HSG B
8.250 75 Weighted Average
6.500 78.79% Pervious Area
1.750 21.21% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.8 67 0.0522 0.10 Sheet Flow, Sheet Flowe
Woods: Light underbrush n= 0.400 P2= 3.12"
1.0 205 0.0463 3.46 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.0 466 0.0365 7.56 37.81 Channel Flow, Channel Flow
Area= 5.0 sf Perim= 7.0' r= 0.71' n= 0.030
0.5 330 0.0200 11.57 34.70 Channel Flow, Channel
Area= 3.0 sf Perim= 4.0' r= 0.75' n= 0.015
13.3 1,068 Total
Subcatchment 5S: SCM 5 Post Dev
Hydrograph
38� ■Runoff
36= 34.55 cfs L/+ 'w� �,, ,�n
34,ZCFFrFoitle-V 1-06-yr -
32:-/
30V_ _ Rainfall 3.�34"
28,-/ tRunbff-Area=8.250 -ac -
26
-Ri-n offs V-oI tm e 1.87 -af -
20VL Rno•1f
18_ — — — Fk `. Lei th=1 68'
16F.
g '
14_ 1Tc I3.3- tirtin -
10 4 4 C1V �5
z_ �� ////�
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 5S: SCM 5 Post Dev
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.25 0.04 0.00 0.00
0.50 0.10 0.00 0.00
0.75 0.16 0.00 0.00
1.00 0.23 0.00 0.00
1.25 0.30 0.00 0.00
1.50 0.38 0.00 0.00
1.75 0.47 0.00 0.00
2.00 0.59 0.00 0.00
2.25 0.75 0.00 0.01
2.50 0.95 0.02 0.45
2.75 1.31 0.10 1.88
3.00 2.17 0.47 7.23
3.25 3.79 1.51 34.28
3.50 4.27 1.87 16.74
3.75 4.52 2.06 8.03
4.00 4.70 2.21 5.24
4.25 4.83 2.31 3.82
4.50 4.94 2.40 2.99
4.75 5.02 2.47 2.47
5.00 5.10 2.53 2.10
5.25 5.16 2.58 1.91
5.50 5.23 2.63 1.76
5.75 5.29 2.68 1.64
6.00 5.34 2.73 1.52
6.25 5.34 2.73 0.38
6.50 5.34 2.73 0.02
6.75 5.34 2.73 0.00
7.00 5.34 2.73 0.00
7.25 5.34 2.73 0.00
7.50 5.34 2.73 0.00
7.75 5.34 2.73 0.00
8.00 5.34 2.73 0.00
8.25 5.34 2.73 0.00
8.50 5.34 2.73 0.00
8.75 5.34 2.73 0.00
9.00 5.34 2.73 0.00
9.25 5.34 2.73 0.00
9.50 5.34 2.73 0.00
9.75 5.34 2.73 0.00
10.00 5.34 2.73 0.00
10.25 5.34 2.73 0.00
10.50 5.34 2.73 0.00
10.75 5.34 2.73 0.00
11.00 5.34 2.73 0.00
11.25 5.34 2.73 0.00
11.50 5.34 2.73 0.00
11.75 5.34 2.73 0.00
12.00 5.34 2.73 0.00

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Pond 5P: SCM 5
Inflow Area = 8.250 ac, 21.21% Impervious, Inflow Depth = 2.73" for 100-yr event
Inflow = 34.55 cfs @ 3.27 hrs, Volume= 1.875 af
Outflow = 7.93 cfs @ 3.76 hrs, Volume= 1.348 af, Atten= 77%, Lag= 29.6 min
Primary = 7.93 cfs @ 3.76 hrs, Volume= 1.348 af
Routing by Stor-Ind method, Time Span= 0.00-12.00 hrs, dt= 0.05 hrs
Peak Elev= 535.23' @ 3.76 hrs Surf.Area= 26,329 sf Storage= 49,831 cf
Plug-Flow detention time= 143.6 min calculated for 1.348 af(72% of inflow)
Center-of-Mass det. time= 120.2 min ( 342.6 - 222.5 )
Volume Invert Avail.Storage Storage Description
#1 532.75' 70,760 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
532.75 900 0 0
533.00 10,859 1,470 1,470
534.00 24,064 17,462 18,931
535.00 25,900 24,982 43,913
536.00 27,794 26,847 70,760
Device Routing Invert Outlet Devices
#1 Primary 529.00' 12.0" Round Culvert 12"
L= 70.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 529.00' /528.30' S= 0.0100 '/' Cc= 0.900
n= 0.012, Flow Area= 0.79 sf
#2 Device 1 532.75' Special & User-Defined
Head (feet) 0.00 0.25 1.25 2.25 3.25
Disch. (cfs) 0.000 0.040 0.055 0.069 0.084
#3 Device 1 534.00' 12.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 535.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=8.05 cfs @ 3.76 hrs HW=535.23' (Free Discharge)
Lam=Culvert 12" (Passes 8.05 cfs of 8.35 cfs potential flow)
-2=Special & User-Defined (Custom Controls 0.07 cfs)
-3=Orifice/Grate (Orifice Controls 2.37 cfs @ 4.74 fps)
-4=Sharp-Crested Rectangular Weir(Weir Controls 5.61 cfs @ 1.55 fps)

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 22
Pond 5P: SCM 5
Hydrograph
fi I _
38_/ 34.55 cfs - 0 0 Prilmaryji
36V Inflow Area=8.250 ac
34v ' i(_
32=
38v ' Peak Elev=535.23'
28v ' Storage=49,831 cf
28� Storage=49,831
r 22V
13- 20
c 184/ A
14=/
12V
10V _ 7.93 cfs
4t /� de. ///
0=
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)

SCM5 Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by Const Materials Engineering Printed 7/12/2023
HydroCAD® 10.20-3c s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 5P: SCM 5
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 532.75 0.00
0.25 0.00 0 532.75 0.00
0.50 0.00 0 532.75 0.00
0.75 0.00 0 532.75 0.00
1.00 0.00 0 532.75 0.00
1.25 0.00 0 532.75 0.00
1.50 0.00 0 532.75 0.00
1.75 0.00 0 532.75 0.00
2.00 0.00 0 532.75 0.00
2.25 0.01 1 532.75 0.00
2.50 0.45 158 532.82 0.01
2.75 1.88 1,050 532.96 0.03
3.00 7.23 4,487 533.24 0.04
3.25 34.28 22,237 534.14 0.22
3.50 16.74 44,850 535.04 2.58
3.75 8.03 49,828 535.23 7.93
4.00 5.24 48,812 535.19 6.65
4.25 3.82 47,631 535.14 5.17
4.50 2.99 46,553 535.10 3.99
4.75 2.47 45,782 535.07 3.27
5.00 2.10 45,119 535.05 2.76
5.25 1.91 44,607 535.03 2.42
5.50 1.76 44,165 535.01 2.24
5.75 1.64 43,744 534.99 2.13
6.00 1.52 43,259 534.97 2.11
6.25 0.38 42,359 534.94 2.06
6.50 0.02 40,669 534.87 1.96
6.75 0.00 38,962 534.81 1.85
7.00 0.00 37,348 534.74 1.74
7.25 0.00 35,833 534.68 1.63
7.50 0.00 34,419 534.63 1.52
7.75 0.00 33,107 534.58 1.40
8.00 0.00 31,901 534.53 1.28
8.25 0.00 30,809 534.48 1.14
8.50 0.00 29,838 534.45 1.02
8.75 0.00 28,974 534.41 0.91
9.00 0.00 28,202 534.38 0.81
9.25 0.00 27,509 534.35 0.73
9.50 0.00 26,885 534.33 0.66
9.75 0.00 26,321 534.30 0.60
10.00 0.00 25,809 534.28 0.54
10.25 0.00 25,343 534.26 0.49
10.50 0.00 24,918 534.25 0.45
10.75 0.00 24,529 534.23 0.41
11.00 0.00 24,171 534.22 0.38
11.25 0.00 23,842 534.20 0.35
11.50 0.00 23,539 534.19 0.32
11.75 0.00 23,258 534.18 0.30
12.00 0.00 22,998 534.17 0.28

SHWT Data

•
•
EDPS
•
Environmental Drilling & Probing Services, LLC
Test Boring Field Log
Rig Type: Geoprobe 7822 DT(ATV)with Auto Hammer
PATE 1)11-1 L1 SHEET OF
PROJECT NAME PROJECT#
SITE LOCATION BORING# ^— '
CLIENT DRILLING TEAM In.. .tkt., ere- ,,
SAMPLE DEPTH SAMPLE_BLOWS PER 6 INCHES ON SAMPLER IDENTIFICATION SAMPLE
FROM TO TYPE 0 TO 6 6 TO 12 12 TO 18 "N"Value Topsoil ( Asphalt Conc.: — Graver: — # Rec
g.S SS 12 ' 6 5V; , U- e_+kl r PLO l2 1 I2"�
.31Y1
3.5 5 SS 2
6 7.5 SS 3
8.5 10 SS 4
P
13.5 15 SS 5
18.5 20 SS 6
23.5 25 SS 7
28.5 30 SS 8
33.5 35 SS 9
38.5 40 SS 10
WATER AT TIME OF DRILLING CAVED DEPTH AT TOB
WATER AT TOB CAVED DEPTH AFTER 24Hr EOD
17538 Greenhill Road Charlorte, N( 28278 Otf.e• 704-607 7529 Fax [phone]

•
EDPS
Environmental Drilling & Probing Services, LLC
Test Boring Field Log
Rig Type: Geoprobe 7822 DT(ATV)with Auto Hammer
DATE 11/-1 22 SHEET i OF
PROJECT NAME PROJECT#
SITE LOCATION BORING # sCS '— 2.
CLIENT DRILLING TEAM L) 4 3
SAMPLE DEPTH SAMPLE BLOWS PER 6 INCHES ON SAMPLER IDENTIFICATION SAMPLE
FROM TO TYPE 0 TO 6 6 TO 12 12 TO 18 "N"Value Topsoil. I" Asphall — Conc.: — Gravel — # Rec
1 g.s SS 5 6 v 1 clot 1 ttt'I
3.5 5 SS ? -1 5 9 ciey 2 i 2`'
6 7.5 SS U1 1 "1 I -4- W A- 3 i 2"
8.5 10 SS 3 5 4 l 1 + ; 1 A.- 4 1(1
AQ 6 \l: 0.
13.5 15 SS _ 5
18.5 20 SS 6
23.5 25 SS 7
28.5 30 SS 8
33.5 35 SS 9
38.5 40 SS 10
WATER AT TIME OF DRILLING CAVED DEPTH AT TOB
WATER AT TOB CAVED DEPTH AFTER 24Hr_EOD
17538 Greenhill Road Charlotte, \e ;82;S Ot!`,.c 704-607 7',24 Fax [phone]

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.f Environmental Drillui;& Probing Services. LLC
Test Borint Field Log
RI Type: Geoprobe7822OT IAN with auto Hammer
PATE 3 lb i49 3MEET 1 OF _r
PROJECT NAME ✓\Spy VOk nG`� PROJECTp
S rTE L3cAT OH 8O11.*Nc.Y —
CLIE.NT DRILLING rE: 2L
& 4LEDEPTH 13A►arLa ELCW5Pcncit4iICSDMS;MP►ER 10ENTrICATON SAND
M
FROM TO TYPE 0To6 5 TO 12 12TO1t -'value TWui AsP aIL/Coot /�Gri+e✓ !Rut
g•s SS Li 1/ 41 /3 _ , (/ /s;/4 /,-:cy I IV
3.5 5 SS 7 I l Zo 31 G1 11 2 t!Y
i r I( 3 16`
6 7.5 SS � �� 17 3 1 y
I 5.5 10 35 IZ 2_3 1G _ 1/Z /r IL a 16tr
3.5 15 SS V/ �/y
V vs)R ' 5 /Of
Re a s0, e 17 131I
185 20 SS 1 — 6
235 25 SS _ I 7
28.5 ' 30 ,SS 8
I 9
33,5 35 SS
08 5 41 23 10
-
L_w — ,
I —
J
W/►rGR AT TIME or nRILUNG IM,40_, - CAVE)DEPTH AT T04
WATER AT TC8 ittit-G Cf.va$c Pm AFTER 241 i r EOD
17538 Grernhill Road - (MrIa1le.N1 :ate,; ur1.e 704-co; )N F" IQ)541.2131

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-c. Environmental Drillin6 & Probing Services. LLC _
Test Boring Field Lag
RI Type; Gecprabe 7822 DT(MI)with Auto Hammer
►ATE 3 ib a3 *MEET 1 OF 1
PROJECT NAME (.c)r.SC V V(N\C PROJECT# —
S(It LOcM ON / BORING" S —
CLIE.NT 0RILLtNG TEAM aa 1� -
SAMPLE DEPTH 5A►.un (TLC w5PCR61tICIli:SONSRNPLER IOENTGI CAT ON SANPI.5`
FROM TO TYPE olD 5 TO 12 IZTC?tB •'r aIye T��l� .asDnau�ConC / M✓Gr
r Rcc
g.s SS I q 17r,dy / S; 14/ _ 1 ,fib;
5 7.5 SS i' 17 1A 3S (( 11 3
( 5.5 TO ZS 13 23 23 L/ l( — 14 ._
13.5 15 SS— LtZ 5/2 ' `)P 5
8 pi e 1S`
1E1 5 20 Sc _ 6 —1
I
'---
23 5 20 SS 7
28.5 3 D ,§S S
I
i
53,5 35 5S
11 1..
385 41 S3 i0
Wj FF AT TIME or MILLINGU"��5� — CAVE)DEPTH AT TO4
WATER AT TCS (' 1 19i C/,VEII•2 PTH AFTER s2411r zEOD
17538 Greenhill Aoad • Char1011e,\r :1117.k Urine 704-00i-:,['+ fix-50 541.213'

Construction Materials Engineering & Consulting, PC
L,, A
NC Engineering License# C-3512 - SC COA#4239
` ,,�. `Bringing EFFECTIVE EFFICIENCY to Your Project"
1F
July 6, 2023
True Homes
2649 Brekonridge Centre Drive
Monroe,NC 28110
RE: Conservancy at Waxhaw
Seasonal High-Water Table Exploration
Dear Project Manager:
Construction Materials Engineering & Consulting, PC (CMEC) has completed our Seasonal High-
Water Table (SHWT) study for the proposed Conservancy at Waxhaw project. In brief, CMEC was
requested to determine the SWHT elevation at the proposed Sand Filter #5. Location and elevation
were provided by others.
Based on our hand auger borings, soil classification, and 24/48 hour return visits, the Seasonal High
Water Table is estimated to be -10 feet below the existing grade of 531.05. Soil within our borings
indicate soil strata to consist of loamy topsoil from existing grade to -2" below existing grade. From
-2"to-3' we encountered a Red Sandy SILT soil type enriched with Iron and Manganese(Munsell 1 OR
4/4). From —3' to -5' we encountered a Red Brown Silty SAND with partial Iron and Manganese
depletions (Munsell 10YR 4/4). At-5' to-7' we encountered a Tan Gray Silty SAND with partial Iron
and Manganese depletions(Munsell 7.5YR 4/8). From-8' to-10' we encountered a Red Brown Sandy
SILT with partial Iron and Manganese depletions (Munsell 5YR 4/6). Based on minimal to no
Redoximorphic mottling and/or mineral depletion within our boring, it is our professional opinion that
the SWHT, although not specifically defined, is -10 feet from an existing grade elevation of 531.05'
and can be estimated at 521.05'.
If you have any questions,please feel free to contact us at your convenience.
Sincerely,
`,,,s'1111 s tfiiii
,, ,
Construction Materials Engineering & Consulting, PC , N CAROB/'�'
/P-a-if eate-ii, _ EAL
�% 7. 24ass ,
s'%' .GarECCL: �r,,:,
R. Capen JR
�' '��,5 P. M AG��,•
„,�,,,,,...... 7/6/2023
Project Manager/Staff Engineer �.,ft
4401 Shopton Road,Charlotte,NC 28217 •Office: [phone] •Fax: [phone] •