SW3230801_Design Calculations_20240325

Conservancy at Waxhaw Creek
Phase 3
Storm Water Calculations
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• 24898
. G M .,
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Rev. 3/14/24
James Magennis, PE

Narrative
The site is approximately 74.35 acres. The roadways are to be built to NCDOT standards with
roadside ditches and pipe systems for conveying storm water. There are 42 lots with a minimum
lots size of 1 acre. Stormwater Treatment is to be provided for the impacts of this development
within the Waxhaw Creek Watershed. Five Infiltration Basins will serve as stormwater
treatment for roadways and lots. Sand filters are proposed in two areas where it is not practical
for water to be piped to the infiltration basins. Stormwater treatment is for the lyr-24-hr storm
event as required by SSW-Rules-02B.0600 Goose Creek Watershed.
Seasonal High Water Table evaluation was done at the infiltration basin locations. Rock
removal is estimated in some locations of SCM-1 and SCM-2. Soils will need to be imported in
this area as needed. The 4 sand filters located in the roadway ditch lines are needed due to
retaining wall backfill. Infiltration is not feasible in these areas due to the roadway construction
methods. Seasonal high water table evaluation for the sand filters was not determined due to the
large amount of fill in these areas. Seasonal high-water tables are estimated from previous
studies and boring logs for SCMs 1-4. SHWT letter provided for SCM 5. Using NRCS soils
data a hydraulic loading rate was determined at SCM 1-5. A K value of 1.42 in/hr was use to
calculate the infiltration rate at the SCMs.
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
has 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 are not shown as
part of this submittal.

IMPERVIOUS ALLOWABLE PER LOT
Total Lots 42
Lot# Pad Area Driveway Extra Imp Total
76 3,500.00 1,399.94 600.00 5,500
77 3,500.00 1,399.87 600.00 5,500
79 3,500.00 1,399.87 600.00 5,500
- - 0.00 -
80 3,500.00 1,168.20 600.00 5,268
81 3,500.00 1,159.20 600.00 5,259
82 3,500.00 1,138.70 600.00 5,239
83 3,500.00 1,155.84 600.00 5,256
84 3,500.00 1,154.75 600.00 5,255
85 3,500.00 1,240.21 600.00 5,340
86 3,500.00 1,169.52 600.00 5,270
87 3,500.00 1,172.13 600.00 5,272
88 3,500.00 1,196.63 600.00 5,297
89 3,500.00 1,312.25 600.00 5,412
90 3,500.00 1,179.20 600.00 5,279
91 3,500.00 1,166.50 600.00 5,267
92 3,500.00 1,226.73 600.00 5,327
93 3,500.00 1,142.52 600.00 5,243
94 3,500.00 1,148.20 600.00 5,248
95 3,500.00 1,158.44 600.00 5,258
96 3,500.00 1,425.15 600.00 5,525
97 3,500.00 1,207.42 600.00 5,307
98 2,200.00 1,133.78 600.00 3,934
99 2,200.00 1,143.36 600.00 3,943
100 2,200.00 1,138.47 600.00 3,938
101 2,200.00 1,153.35 600.00 3,953
102 2,200.00 1,148.02 600.00 3,948
103 2,200.00 1,739.42 600.00 4,539
104 2,200.00 1,171.37 600.00 3,971
105 2,200.00 1,145.33 600.00 3,945
106 2,200.00 1,150.65 600.00 3,951
107 2,200.00 1,138.95 600.00 3,939
108 2,200.00 1,131.67 600.00 3,932
109 2,200.00 1,132.40 600.00 3,932
110 3,500.00 1,146.84 600.00 5,247
111 3,500.00 1,200.82 600.00 5,301
112 3,500.00 1,124.32 600.00 5,224
113 3,500.00 1,110.85 600.00 5,211
114 2,200.00 1,189.16 600.00 3,989
115 3,500.00 1,138.71 600.00 5,239
116 3,500.00 1,148.53 600.00 5,249
117 3,500.00 1,141.49 600.00 5,241
118 3,500.00 1,155.51 600.00 5,256
130,100 50,404 25,200 180,504

01-Soils Information

Soil Map—Union County, North Carolina
(Conservancy at Waxhaw Ph3) a
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` Meters
m 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 3

Soil Map—Union County,North Carolina
(Conservancy at Waxhaw Ph3)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) A Spoil Area The soil surveys that comprise your AOI were mapped at
ILI Area of Interest(AOI) 1:24,000.
Q StonySpot
Soils a) 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
,.rr 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
• Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
u Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
El Borrow Pit measurements.
Transportation
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
oio 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
Q Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
+• Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
Mine or Quarry
Soil Survey Area: Union County, North Carolina
O 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.
33 Slide or Slip
Sodic Spot
7\ Natural Resources Web Soil Survey 4/26/2021
i 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%
USDA Natural Resources Web Soil Survey 4/26/2021
rari Conservation Service National Cooperative Soil Survey Page 3 of 3

Hydrologic Soil Group—Union County,North Carolina
(Conservancy at Waxhaw Ph3) a
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Map Scale:1:8,690 if printed on A portrait(8.5"x 11")sheet. a
` Meters
m 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.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n AID 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
B/D
Rails Please rely on the bar scale on each map sheet for map
n C measurements.
r..i 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
III Aerial Photography Albers equal-area conic projection,should be used if more
• • ND accurate calculations of distance or area are required.
•+r B This product is generated from the USDA-NRCS certified data as
.,r 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
G A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
▪ ND 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
011. 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
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

3 Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina N3
N
M M
525266 525273 525280 525287 525294 525301 525308 525315 525322 525329 525336
34°51'42"N 34°51'42"N
CeC2
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34°51'41"N 34°51'41"N
525266 525273 525280 525287 525294 525301 525308 525315 525122 525329 525336
3 3
Map Scale:1:337 if printed on A landscape(11"x 8.5")sheet
a Meters
8 N 0 4 9 18 27
Feet
A
0 15 30 m 60 90
Map projection:Web Mercator Coer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Not rated or not available The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Water Features
Soils Streams and Canals Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons Transportation Enlargement of maps beyond the scale of mapping can cause
0 Very Low(0.0-0.01) Rails misunderstanding of the detail of mapping and accuracy of soil
n Low(0.01-0.1) line placement.The maps do not show the small areas of
,.i Interstate Highways contrasting soils that could have been shown at a more detailed
n Moderately Low(0.1 -1) US Routes scale.
I I Moderately High(1 -10)
Major Roads Please rely on the bar scale on each map sheet for map
FI High(10-100) Local Roads measurements.
FI Very High(100-705) Background Source of Map: Natural Resources Conservation Service
ElNot rated or not available Aerial Photography Web Soil Survey URL:
Coordinate System: Web Mercator(EPSG:3857)
Soil Rating Lines
Maps from the Web Soil Survey are based on the Web Mercator
...• Very Low(0.0-0.01) projection,which preserves direction and shape but distorts
. r Low(0.01-0.1) distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
. . Moderately Low(0.1 -1) accurate calculations of distance or area are required.
. • Moderately High(1 -10) This product is generated from the USDA-NRCS certified data as
r High(10-100) of the version date(s)listed below.
•, - Very High(100-705) Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • Not rated or not available
Soil map units are labeled(as space allows)for map scales
Soil Rating Points 1:50,000 or larger.
• Very Low(0.0-0.01) Date(s)aerial images were photographed: Apr 15,2022—May
O Low(0.01-0.1) 10,2022
O Moderately Low(0.1 -1) The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p Moderately High(1 -10) imagery displayed on these maps.As a result,some minor
p High(10-100) shifting of map unit boundaries may be evident.
▪ Very High(100-705)
USDA Natural Resources Web Soil Survey 3/12/2024
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Saturated Hydraulic Conductivity (Ksat), Standard
Classes
Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI
per second)
CeC2 Cecil gravelly sandy clay 11.5055 0.0 6.1%
loam,8 to 15 percent
slopes, moderately
eroded
TaD Tarrus gravelly silt loam, 9.0000 0.2 93.9%
15 to 35 percent
slopes
Totals for Area of Interest 0.2 100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A"representative"value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits. The classes are:
Very low: 0.00 to 0.01
Low: 0.01 to 0.1
Moderately low: 0.1 to 1.0
Moderately high: 1 to 10
High: 10 to 100
Very high: 100 to 705
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Component Percent Cutoff.None Specified
Tie-break Rule: Fastest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth:0
Bottom Depth:36
Units of Measure: Inches
USDA Natural Resources Web Soil Survey 3/12/2024
alli Conservation Service National Cooperative Soil Survey Page 4 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina a
a a
0 0
m m
525441 525449 525457 525465 525473 525481 525489
34°51'47"N 34°51'47"N
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34°51'44"N 34°51'44"N
525441 525449 525457 525465 525473 525481 525489
3 3
ro
Map Scale:1:328 if printed on A portrait(8.5"x 11")sheet.
c Meters c
N 0 4 9 18 27 m
Feet
A
0 15 30 60 90
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Not rated or not available The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Water Features
Soils Streams and Canals Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons Transportation Enlargement of maps beyond the scale of mapping can cause
0 Very Low(0.0-0.01) Rails misunderstanding of the detail of mapping and accuracy of soil
n Low(0.01-0.1) line placement.The maps do not show the small areas of
,.i Interstate Highways contrasting soils that could have been shown at a more detailed
n Moderately Low(0.1 -1) US Routes scale.
I I Moderately High(1 -10)
Major Roads Please rely on the bar scale on each map sheet for map
FI High(10-100) Local Roads measurements.
FI Very High(100-705) Background Source of Map: Natural Resources Conservation Service
ElNot rated or not available Aerial Photography Web Soil Survey URL:
Coordinate System: Web Mercator(EPSG:3857)
Soil Rating Lines
Maps from the Web Soil Survey are based on the Web Mercator
...• Very Low(0.0-0.01) projection,which preserves direction and shape but distorts
. r Low(0.01-0.1) distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
. . Moderately Low(0.1 -1) accurate calculations of distance or area are required.
. • Moderately High(1 -10) This product is generated from the USDA-NRCS certified data as
r High(10-100) of the version date(s)listed below.
•, - Very High(100-705) Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • Not rated or not available
Soil map units are labeled(as space allows)for map scales
Soil Rating Points 1:50,000 or larger.
• Very Low(0.0-0.01) Date(s)aerial images were photographed: Apr 15,2022—May
O Low(0.01-0.1) 10,2022
O Moderately Low(0.1 -1) The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p Moderately High(1 -10) imagery displayed on these maps.As a result,some minor
p High(10-100) shifting of map unit boundaries may be evident.
▪ Very High(100-705)
USDA Natural Resources Web Soil Survey 3/12/2024
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Saturated Hydraulic Conductivity (Ksat), Standard
Classes
Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI
per second)
CeB2 Cecil gravelly sandy clay 11.5055 0.3 79.7%
loam,2 to 8 percent
slopes, moderately
eroded
CeC2 Cecil gravelly sandy clay 11.5055 0.1 20.3%
loam,8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest 0.4 100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A"representative"value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits. The classes are:
Very low: 0.00 to 0.01
Low: 0.01 to 0.1
Moderately low: 0.1 to 1.0
Moderately high: 1 to 10
High: 10 to 100
Very high: 100 to 705
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Component Percent Cutoff.None Specified
Tie-break Rule: Fastest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth:0
Bottom Depth:36
Units of Measure: Inches
USDA Natural Resources Web Soil Survey 3/12/2024
alli Conservation Service National Cooperative Soil Survey Page 4 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
S
a a
0 0
m m
524780 524790 524800 524810 524820 524830 524840 524850 524860
34°52'2"N o 34°52'2"N
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e000 Ii41.%yo Gt maw 01 bG da00d ER' Guta oca0G° —
34°51'58"N 34°51'58"N
524780 524790 524800 524810 524820 524830 524840 524850 524860
'4 Map Scale:1:626 if printed on A portrait(8.5"x 11")sheet.
` Meters c
m N 0 5 10 20 30
A �et
0 30 60 120 180
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Not rated or not available The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Water Features
Soils Streams and Canals Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons Transportation Enlargement of maps beyond the scale of mapping can cause
0 Very Low(0.0-0.01) Rails misunderstanding of the detail of mapping and accuracy of soil
n Low(0.01-0.1) line placement.The maps do not show the small areas of
,.i Interstate Highways contrasting soils that could have been shown at a more detailed
n Moderately Low(0.1 -1) US Routes scale.
I I Moderately High(1 -10)
Major Roads Please rely on the bar scale on each map sheet for map
FI High(10-100) Local Roads measurements.
FI Very High(100-705) Background Source of Map: Natural Resources Conservation Service
ElNot rated or not available Aerial Photography Web Soil Survey URL:
Coordinate System: Web Mercator(EPSG:3857)
Soil Rating Lines
Maps from the Web Soil Survey are based on the Web Mercator
...• Very Low(0.0-0.01) projection,which preserves direction and shape but distorts
. r Low(0.01-0.1) distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
. . Moderately Low(0.1 -1) accurate calculations of distance or area are required.
. • Moderately High(1 -10) This product is generated from the USDA-NRCS certified data as
r High(10-100) of the version date(s)listed below.
•, - Very High(100-705) Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • Not rated or not available
Soil map units are labeled(as space allows)for map scales
Soil Rating Points 1:50,000 or larger.
• Very Low(0.0-0.01) Date(s)aerial images were photographed: Apr 15,2022—May
O Low(0.01-0.1) 10,2022
O Moderately Low(0.1 -1) The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p Moderately High(1 -10) imagery displayed on these maps.As a result,some minor
p High(10-100) shifting of map unit boundaries may be evident.
▪ Very High(100-705)
USDA Natural Resources Web Soil Survey 3/12/2024
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Saturated Hydraulic Conductivity (Ksat), Standard
Classes
Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI
per second)
CeC2 Cecil gravelly sandy clay 10.0109 0.8 78.7%
loam,8 to 15 percent
slopes, moderately
eroded
ChA Chewacla silt loam,0 to 11.3716 0.2 21.3%
2 percent slopes,
frequently flooded
Totals for Area of Interest 1.1 100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A"representative"value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits. The classes are:
Very low: 0.00 to 0.01
Low: 0.01 to 0.1
Moderately low: 0.1 to 1.0
Moderately high: 1 to 10
High: 10 to 100
Very high: 100 to 705
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Component Percent Cutoff.None Specified
Tie-break Rule: Slowest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth:0
Bottom Depth:72
Units of Measure: Inches
USDA Natural Resources Web Soil Survey 3/12/2024
alli Conservation Service National Cooperative Soil Survey Page 4 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
M (scm4) a
a a
0 0
m m
525070 525100 525130 525160 525150 525220 525250 525280 525310 525340 525370
34°52'2"N —g 34°52'2"N
ra�
Greek —
1011111
f
o C -
ChA
,
CeB2
•
adllG ap may DAb,NdaDodast,G-ukogslla°
s 8
34°51'55"N I —I 34°51'55"N
525070 525100 525130 525160 525193 525220 525250 525280 525310 525340 525370
3 3
N o
Map Scale:1:1,520 if printed on A landscape(11"x 8.5")sheet.
c Meters c
m N 0 20 40 80 120 m
Feet
0 50 100 200 300
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
(scm4)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Not rated or not available The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Water Features
Soils Streams and Canals Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons Transportation Enlargement of maps beyond the scale of mapping can cause
0 Very Low(0.0-0.01) Rails misunderstanding of the detail of mapping and accuracy of soil
n Low(0.01-0.1) line placement.The maps do not show the small areas of
,.i Interstate Highways contrasting soils that could have been shown at a more detailed
n Moderately Low(0.1 -1) US Routes scale.
I I Moderately High(1 -10)
Major Roads Please rely on the bar scale on each map sheet for map
FI High(10-100) Local Roads measurements.
FI Very High(100-705) Background Source of Map: Natural Resources Conservation Service
ElNot rated or not available Aerial Photography Web Soil Survey URL:
Coordinate System: Web Mercator(EPSG:3857)
Soil Rating Lines
Maps from the Web Soil Survey are based on the Web Mercator
...• Very Low(0.0-0.01) projection,which preserves direction and shape but distorts
. r Low(0.01-0.1) distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
. . Moderately Low(0.1 -1) accurate calculations of distance or area are required.
. • Moderately High(1 -10) This product is generated from the USDA-NRCS certified data as
r High(10-100) of the version date(s)listed below.
•, - Very High(100-705) Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • Not rated or not available
Soil map units are labeled(as space allows)for map scales
Soil Rating Points 1:50,000 or larger.
• Very Low(0.0-0.01) Date(s)aerial images were photographed: Apr 15,2022—May
O Low(0.01-0.1) 10,2022
O Moderately Low(0.1 -1) The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p Moderately High(1 -10) imagery displayed on these maps.As a result,some minor
p High(10-100) shifting of map unit boundaries may be evident.
▪ Very High(100-705)
USDA Natural Resources Web Soil Survey 3/12/2024
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina scm4
Saturated Hydraulic Conductivity (Ksat), Standard
Classes
Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI
per second)
CeB2 Cecil gravelly sandy clay 10.0109 2.3 45.4%
loam,2 to 8 percent
slopes, moderately
eroded
CeC2 Cecil gravelly sandy clay 10.0109 2.3 46.3%
loam,8 to 15 percent
slopes, moderately
eroded
ChA Chewacla silt loam,0 to 9.0000 0.4 8.3%
2 percent slopes,
frequently flooded
Totals for Area of Interest 5.0 100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A"representative"value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits. The classes are:
Very low: 0.00 to 0.01
Low: 0.01 to 0.1
Moderately low: 0.1 to 1.0
Moderately high: 1 to 10
High: 10 to 100
Very high: 100 to 705
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina scm4
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Minimum or Maximum
Component Percent Cutoff.None Specified
Tie-break Rule: Slowest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth:0
Bottom Depth:72
Units of Measure: Inches
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina a
N N
a a
0 0
m
525160 525170 525180 525190 525200 925210 525220 525230 525240 525250
34°52'13"N 34°52'13"N
0 0
8 1
•
•
g
c
01.1
0 0
AVO G11ap W DI MEW' bG W Uod ate.Bata ocE,OG.
34°52'9"N 34°52'9"N
525160 525170 525180 525160 525200 525210 525220 525230 525240 525250
3 3
b+
Map Scale:1:637 if printed on A portrait(8.5"x 11")sheet.
` Meters c
m N 0 5 10 20 30
A �et
0 30 60 120 180
Map projection:Web Mercator Comer coordinates:WGS841 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Not rated or not available The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Water Features
Soils Streams and Canals Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons Transportation Enlargement of maps beyond the scale of mapping can cause
0 Very Low(0.0-0.01) Rails misunderstanding of the detail of mapping and accuracy of soil
n Low(0.01-0.1) line placement.The maps do not show the small areas of
,.i Interstate Highways contrasting soils that could have been shown at a more detailed
n Moderately Low(0.1 -1) US Routes scale.
I I Moderately High(1 -10)
Major Roads Please rely on the bar scale on each map sheet for map
FI High(10-100) Local Roads measurements.
FI Very High(100-705) Background Source of Map: Natural Resources Conservation Service
ElNot rated or not available Aerial Photography Web Soil Survey URL:
Coordinate System: Web Mercator(EPSG:3857)
Soil Rating Lines
Maps from the Web Soil Survey are based on the Web Mercator
...• Very Low(0.0-0.01) projection,which preserves direction and shape but distorts
. r Low(0.01-0.1) distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
. . Moderately Low(0.1 -1) accurate calculations of distance or area are required.
. • Moderately High(1 -10) This product is generated from the USDA-NRCS certified data as
r High(10-100) of the version date(s)listed below.
•, - Very High(100-705) Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • Not rated or not available
Soil map units are labeled(as space allows)for map scales
Soil Rating Points 1:50,000 or larger.
• Very Low(0.0-0.01) Date(s)aerial images were photographed: Apr 15,2022—May
O Low(0.01-0.1) 10,2022
O Moderately Low(0.1 -1) The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p Moderately High(1 -10) imagery displayed on these maps.As a result,some minor
p High(10-100) shifting of map unit boundaries may be evident.
▪ Very High(100-705)
USDA Natural Resources Web Soil Survey 3/12/2024
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Saturated Hydraulic Conductivity (Ksat), Standard
Classes
Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI
per second)
CeC2 Cecil gravelly sandy clay 11.5055 1.0 62.4%
loam,8 to 15 percent
slopes, moderately
eroded
ChA Chewacla silt loam,0 to 9.0000 0.6 37.6%
2 percent slopes,
frequently flooded
Totals for Area of Interest 1.6 100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A"representative"value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits. The classes are:
Very low: 0.00 to 0.01
Low: 0.01 to 0.1
Moderately low: 0.1 to 1.0
Moderately high: 1 to 10
High: 10 to 100
Very high: 100 to 705
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Minimum or Maximum
USDA Natural Resources Web Soil Survey 3/12/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Saturated Hydraulic Conductivity(Ksat),Standard Classes—Union County, North Carolina
Component Percent Cutoff.None Specified
Tie-break Rule: Slowest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth:0
Bottom Depth:36
Units of Measure: Inches
USDA Natural Resources Web Soil Survey 3/12/2024
alli Conservation Service National Cooperative Soil Survey Page 4 of 4

02-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 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 0.013
DI-6 01-7 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
01-10 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 01-13 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
HW15A 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 01-16 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 01-22 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
01-22 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
01-24 01-26 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
01-25 01-26 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
01-26 01-27 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
01-27 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 01-29 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
01-29 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 01-36 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 Grate
U/S D/S Size Pipe(ft) Type Width Slope Elevation U/S D/S (%) fps Elevation
DI-1 DI-2 15 39 INLET 10 0.02083 599.70 594.00 593.61 1.00% 1.97 599.70
DI-2 EX 15 21 INLET 10 0.02083 600.50 593.41 592.57 4.00% 2.96 600.50
DI-3 Cul 15 INLET 10 0.02083 588.55 584.00 0.97 588.55
DI-4 Cul 15 INLET 10 0.02083 588.60 584.00 0.81 588.60
DI-6 DI-7 15 42 INLET 10 0.02083 593.50 589.19 588.77 1.00% 1.22 593.50
DI-7 JB-8 15 86 INLET 10 0.02083 593.50 588.57 587.71 1.00% 3.28 593.50
JB-8 FES-9 15 8 JB 10 0.02083 590.50 587.51 587.43 1.00% 3.28 590.50
DI-10 FES-11 15 54 INLET 10 0.02083 601.32 595.04 591.80 6.00% 0.52 601.32
DI-12 DI-13 ' 15 42 INLET 10 0.02083 595.75 591.31 590.89 1.00% 0.63 595.75
DI-13 FES-14 15 53 INLET 10 0.02083 595.75 590.69 589.00 3.19% 2.48 595.75
HW15A DI-15 18 18 INLET 10 0.02083 581.50 577.18 577.00 1.00% 3.01 581.50
DI-15 DI-16 18 41 INLET 10 0.02083 581.75 576.80 576.20 1.46% 4.15 581.75
DI-16 FES-17 18 28 INLET 10 0.02083 581.85 576.00 575.72 1.00% 5.32 581.85
HW-18 JB-19 18 127 INLET 10 0.02083 572.21 570.00 566.47 2.78% 1.74 572.21
JB-19 FES-20 18 227 JB 10 0.02083 571.71 566.27 564.00 1.00% 1.74 571.71
DI-21 DI-22 18 41 INLET 10 0.02083 563.50 558.00 557.39 1.50% 5.84 563.50
DI-22 FES-23 24 81 INLET 10 0.02083 563.50 556.88 553.00 4.79% 5.10 563.50
DI-24 DI-26 18 42 INLET 10 0.02083 566.50 563.34 562.08 3.00% 4.58 566.50
DI-25 DI-26 24 73 INLET 10 0.02083 566.86 562.06 561.33 1.00% 3.87 566.86
DI-26 DI-27 24 126 INLET 10 0.02083 566.50 561.13 556.06 4.02% 6.36 566.50
DI-27 JB-30 24 118 INLET 10 0.02083 563.92 555.86 554.04 1.54% 6.62 563.92
DI-28 DI-29 18 41 INLET 10 0.02083 560.70 556.76 555.94 2.00% 5.06 560.70
DI-29 JB-30 18 30 INLET 10 0.02083 560.70 555.74 554.88 2.87% 6.63 560.70
JB-30 FES-31 30 88 JB 10 0.02083 562.48 553.54 552.00 1.75% 6.62 562.48
HW-32 HW-34 36 100 INLET 10 0.02083 554.29 551.00 549.00 2.00% 3.88 554.29
DI-35 DI-36 24 43 INLET 10 0.02083 539.40 533.00 532.57 1.00% 3.74 539.40
DI-36 FES-37 24 37 INLET 10 0.02083 539.00 532.37 532.00 1.00% 5.75 539.00

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
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 DI-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 DI-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 DI-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 DI-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
DI-2 EX 3.63 15 1.00 594.41 599.50 OK
DI-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
DI-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
DI-13 FES-14 3.04 15 0.89 591.58 594.75 OK
HW15A DI-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
DI-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
DI-22 FES-23 16.04 24 2.12 559.00 562.50 OK
DI-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
DI-26 DI-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
DI-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
DI-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

DRIVEWAY PIPE CALCULATIONS
Driveway Area Q=CIA
Lot# Pipe Size (in) "C" I (AC) (CFS)
76 15 0.53 7.03 0.63 2.35
77 15 0.53 7.03 0.35 1.31
79 15 0.44 7.03 0.07 0.22
80 15
81 15 0.50 7.03 0.34 1.21
82 15 0.50 7.03 0.80 2.81
83 15 0.50 7.03 1.26 4.46
84 18 0.50 7.03 1.70 6.01
85 15 0.43 7.03 0.35 1.05
86 15 0.43 7.03 1.01 3.04
87 15 0.43 7.03 1.65 4.97
88 15 0.47 7.03 1.49 4.94
89 15 0.47 7.03 0.77 2.56
90 15 0.47 7.03 0.31 1.03
91 N/A
92 15 0.49 7.03 0.44 1.52
93 15 0.50 7.03 1.10 3.88
94 15 0.50 7.03 0.65 2.29
95 15 0.50 7.03 0.23 0.81
96 15 0.53 7.03 0.11 0.42
97 15 0.53 7.03 0.26 0.98
98 15 0.50 7.03 0.14 0.49
99 15 0.51 7.03 0.60 2.14
100 15 0.51 7.03 0.86 3.08
101 15 0.51 7.03 1.23 4.40
102 15 0.51 7.03 1.62 5.81
103 18 0.51 7.03 0.69 2.49
104 24 0.40 7.03 0.32 0.90
105 24 0.40 7.03 4.02 11.32
106 18 0.40 7.03 3.52 9.90
107 18 0.40 7.03 2.94 8.30
108 15 0.40 7.03 2.03 5.72
109 15 0.40 7.03 0.92 2.59
110 N/A
111 15 0.40 7.03 0.65 1.86
112 15 0.40 7.03 1.44 4.10
113 15 0.40 7.03 2.34 6.64
114 15 0.47 7.03 0.27 0.89
115 18 0.45 7.03 2.15 6.76
116 15 0.45 7.03 1.71 5.38
117 15 0.45 7.03 1.28 4.03
118 15 0.45 7.03 0.84 2.64

DESIGN OF RIPRAP OUTLET PROTECTION
New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel lining 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. Pond Outlets
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V.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) 5
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter,Do(ft) 1
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 1 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) 4 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.) 6 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.thiclmess
(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
(Channels) (Dissapators)
Min.&max range of stones(Ibs) 25-150 Figure 8.05f
Weight range of 75%of stones(Ibs) 50-150 Figure 8.05f

DESIGN OF RIPRAP OUTLET PROTECTION
New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel Inning 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 V.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 4=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.thiclmess
(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
(Channels) (Dissapators)
Min.&max range of stones(Ibs) 25-150 Figure 8.05f
Weight range of 75%of stones(Ibs) 50-150 Figure 8.05f

DESIGN OF RIPRAP OUTLET PROTECTION
New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel Inning 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: 3/14/2024
Checked By: JPM Date: 3/14/2024
Company: CMEC
i Project Name: Conservancey at Waxhaw Ph 3
Project No.:
Site Location(City/Town) Waxhaw
Culvert Id. SCM Inlets
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V.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 4=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.thiclmess
(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
(Channels) (Dissapators)
Min.&max range of stones(Ibs) 25-150 Figure 8.05f
Weight range of 75%of stones(Ibs) 50-150 Figure 8.05f

03-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)

04- 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 11,649 0.27 2,952 0 0 2,952 8,697 2,804 2,609 0.46 7.03 0.9 6.71
1A 9,327 0.21 2,908 0 0 2,908 6,419 2,763 1,926 0.50 7.03 0.8 6.71
2 7,702 0.18 1,885 0 0 1,885 5,817 1,791 1,745 0.46 7.03 0.6 6.33
2A 5,577 0.13 1,840 0 0 1,840 3,737 1,748 1,121 0.51 7.03 0.5 6.33
3 31,013 0.71 2,829 0 0 2,829 28,184 2,688 8,455 0.36 7.03 1.8 6.33
3A 35,552 0.82 2,825 7,000 2,800 12,625 22,927 11,994 6,878 0.53 7.03 3.0 6.33
4 10,672 0.24 2,429 0 0 2,429 8,242 2,308 2,473 0.45 7.03 0.8 6.33
4A 25,984 0.60 2,437 1,750 1,400 5,587 20,397 5,307 6,119 0.44 7.03 1.8 6.33
5 26,746 0.61 5,173 0 0 5,173 21,573 4,914 6,472 0.43 7.03 1.8 6.33
5A 16,010 0.37 5,089 0 0 5,089 10,921 4,835 3,276 0.51 7.03 1.3 6.33
6 9,876 0.23 1,810 0 0 1,810 8,066 1,720 2,420 0.42 7.03 0.7 4.15
6A 14,881 0.34 1,810 1,750 1,168 4,728 10,153 4,492 3,046 0.51 7.03 1.2 4.15
7 100,008 2.30 5,056 13,125 4,584 22,765 77,243 21,627 23,173 0.45 7.03 7.2 3.52
8 79,433 1.82 6,098 14,000 4,608 24,706 54,727 23,471 16,418 0.50 7.03 6.4 3.52
9 25,867 0.59 2,356 3,075 1,189 6,620 19,246 6,289 5,774 0.47 7.03 1.9 3.52
9A 24,113 0.55 3,171 2,625 2,633 8,428 15,685 8,007 4,705 0.53 7.03 2.1 3.52
10 132,900 3.05 4,990 12,250 4,009 21,249 111,651 20,186 33,495 0.40 7.03 8.7 2.09
10A 14,875 0.34 4,954 0 0 4,954 9,920 4,707 2,976 0.52 7.03 1.2 2.09
11 182,023 4.18 9,206 12,750 6,272 28,229 153,794 26,817 46,138 0.40 7.03 11.8 5.19
11A 76,774 1.76 9,265 9,900 5,717 24,882 51,892 23,638 15,568 0.51 7.03 6.3 5.19
12 24,756 0.57 3,414 1,750 0 5,164 19,592 4,906 5,878 0.44 7.03 1.7 2.80
12A 18,561 0.43 3,432 875 0 4,307 14,254 4,091 4,276 0.45 7.03 1.4 2.80
13 104,168 2.39 4,877 12,250 3,582 20,709 83,459 19,674 25,038 0.43 7.03 7.2 2.75
13A 57,584 1.32 4,853 9,625 3,449 17,927 39,657 17,031 11,897 0.50 7.03 4.7 2.75
14 66,970 1.54 2,913 10,500 4,271 17,684 49,286 16,800 14,786 0.47 7.03 5.1 1.52
14A 27,623 0.63 2,912 3,500 1,810 8,222 19,401 7,811 5,820 0.49 7.03 2.2 1.52

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#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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
5401 St. Wendel-Cynthiana Rd.
AMERICAN 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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
5401 St. Wendel-Cynthiana Rd.
AMERICAN 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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
5401 St. Wendel-Cynthiana Rd.
AMERICAN 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 Remarks
Depth Mannings N 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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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

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#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
5401 St. Wendel-Cynthiana Rd.
AMERICAN 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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
AMERICAN 5401 St. Wendel-Cynthiana Rd.
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 Mannings N Remarks
Depth 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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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
AMERICAN 5401 St. Wendel-Cynthiana Rd.
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
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
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

05-SCM Calculations

SAND FILTER DESIGN CRITERIA SF-1
Area = 0.44 Acres
CN = 80
Tc= 0.083 hrs 5 M i n
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 SF-2
Area = 0.34 Acres
CN = 80
Tc= 0.083 hrs 5 M i n
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 SF-3
Area = 0.69 Acres
CN = 80
Tc= 0.083 hrs 5 M i n
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 SF-4
Area = 0.71 Acres
CN = 80
Tc= 0.083 hrs 5 M i n
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

1yr-24hr Treatment Volumes
Pre Volume Post Volume Treatment Volume Routed Volume
SCM-1 0.019 acft 827.64 cf 0.123 acft 5,357.88 cf 4,530.24 cf 4,630.00 cf
SCM-2 0.023 acft 1,001.88 cf 0.064 acft 2,787.84 cf 1,785.96 cf 2,187.00 cf
SCM-3 0.155 acft 6,751.80 cf 0.469 acft 20,429.64 cf 13,677.84 cf 13,880.00 cf
SCM-4 0.214 acft 9,321.84 cf 0.774 acft 33,715.44 cf 24,393.60 cf 24,517.00 cf
SCM-5 0.096 acft 4,181.76 cf 0.48 acft 20,908.80 cf 16,727.04 cf 16,757.00 cf
RWSF 1 0.008 acft 348.48 cf 0.018 acft 784.08 cf 435.60 cf 620.00 cf
RWSF 2 0.006 acft 261.36 cf 0.017 acft 740.52 cf 479.16 cf 586.00 cf
RWSF 3 0.008 acft 348.48 cf 0.018 acft 784.08 cf 435.60 cf 935.00 cf
RWSF 4 0.008 acft 348.48 cf 0.018 acft 784.08 cf 435.60 cf 1,253.00 cf

SCM1 = FS*DV*C Surface Area
K*T
FS= 2
DV 436 CF
C 12
K 1.42 in/hr
T 72 hrs
SF 102 SF
SCM2= FS*DV*C Surface Area
K*T
FS= 2
DV 479 CF
C 12
K 1.42 in/hr
T 72 hrs
SF 112 SF
SCM3= FS*DV*C Surface Area
K*T
FS= 2
DV 436 CF
C 12
K 1.42 in/hr
T 72 hrs
SF 102 SF
SCM4= FS*DV*C Surface Area
K*T
FS= 2
DV 436 CF
C 12
K 1.42 in/hr
T 72 hrs
SF 102 SF
SCM5 = FS*DV*C Surface Area
K*T
FS= 2
DV - CF
C 12
K 1.42 in/hr
T 72 hrs
SF 0 SF

06-1yr-24hr Storm Routings

1S 2S
Pre Dev Post Dev to SCM 1
2P
SCM1
Subcat Reach 'on. Link Routing Diagram for SCM1-24 infill
�____ Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b 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= 0.03 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
I T 1 1 ❑Runoff
o.os5� 0.08 cfs
o.os� -Ch-anotte 4-hr4-yr
0.074/
0.07 T fi fi R�irfa�ll�258
0.0651/ 1—IRalndff IAite�t150-at-
0.067
0055 ff 4�mi = i-91 f
0.044/ / T + If o
. 0.04/ 0 w
LT. � 10 en 0 '
0.034/ j L 1 _ T H L 1 LSIaiel= :F�I ti70.03
0.025/� T T T T 1 tr&1 1+n1I
rt
0.02
0.0154/ '�% T H rt 1- C0-
�IIA-
0.005
01 ,.;„
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)

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b 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 79.50 2.58 0.20 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.20 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.20 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.20 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.20 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.20 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 91.50 2.58 0.20 0.00
13.50 2.06 0.07 0.03 93.00 2.58 0.20 0.00
15.00 2.20 0.10 0.02 94.50 2.58 0.20 0.00
16.50 2.30 0.12 0.02 96.00 2.58 0.20 0.00
18.00 2.38 0.14 0.01 97.50 2.58 0.20 0.00
19.50 2.44 0.16 0.01 99.00 2.58 0.20 0.00
21.00 2.49 0.17 0.01 100.50 2.58 0.20 0.00
22.50 2.54 0.18 0.01 102.00 2.58 0.20 0.00
24.00 2.58 0.20 0.01 103.50 2.58 0.20 0.00
25.50 2.58 0.20 0.00 105.00 2.58 0.20 0.00
27.00 2.58 0.20 0.00 106.50 2.58 0.20 0.00
28.50 2.58 0.20 0.00 108.00 2.58 0.20 0.00
30.00 2.58 0.20 0.00 109.50 2.58 0.20 0.00
31.50 2.58 0.20 0.00 111.00 2.58 0.20 0.00
33.00 2.58 0.20 0.00 112.50 2.58 0.20 0.00
34.50 2.58 0.20 0.00 114.00 2.58 0.20 0.00
36.00 2.58 0.20 0.00 115.50 2.58 0.20 0.00
37.50 2.58 0.20 0.00 117.00 2.58 0.20 0.00
39.00 2.58 0.20 0.00 118.50 2.58 0.20 0.00
40.50 2.58 0.20 0.00 120.00 2.58 0.20 0.00
42.00 2.58 0.20 0.00
43.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
46.50 2.58 0.20 0.00
48.00 2.58 0.20 0.00
49.50 2.58 0.20 0.00
51.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
54.00 2.58 0.20 0.00
55.50 2.58 0.20 0.00
57.00 2.58 0.20 0.00
58.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
61.50 2.58 0.20 0.00
63.00 2.58 0.20 0.00
64.50 2.58 0.20 0.00
66.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
69.00 2.58 0.20 0.00
70.50 2.58 0.20 0.00
72.00 2.58 0.20 0.00
73.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
76.50 2.58 0.20 0.00
78.00 2.58 0.20 0.00

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b 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= 0.03 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
i
2.11 cfs ❑Runoff
L C-r�
2 arlotte -
/ RainfIl2.158"
IRUnbff Area=2.110 ac
_ / I Rin9ff Vplume=0.12�3 �f
unpff Deph70.I70"
Tc=5.0-min
a 1 /
/
6NL75
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)

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b 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 79.50 2.58 0.70 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.70 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.70 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.70 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.70 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.70 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.70 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.70 0.00
12.00 1.59 0.20 2.08 91.50 2.58 0.70 0.00
13.50 2.06 0.41 0.14 93.00 2.58 0.70 0.00
15.00 2.20 0.48 0.09 94.50 2.58 0.70 0.00
16.50 2.30 0.54 0.07 96.00 2.58 0.70 0.00
18.00 2.38 0.58 0.06 97.50 2.58 0.70 0.00
19.50 2.44 0.61 0.05 99.00 2.58 0.70 0.00
21.00 2.49 0.64 0.04 100.50 2.58 0.70 0.00
22.50 2.54 0.67 0.04 102.00 2.58 0.70 0.00
24.00 2.58 0.70 0.04 103.50 2.58 0.70 0.00
25.50 2.58 0.70 0.00 105.00 2.58 0.70 0.00
27.00 2.58 0.70 0.00 106.50 2.58 0.70 0.00
28.50 2.58 0.70 0.00 108.00 2.58 0.70 0.00
30.00 2.58 0.70 0.00 109.50 2.58 0.70 0.00
31.50 2.58 0.70 0.00 111.00 2.58 0.70 0.00
33.00 2.58 0.70 0.00 112.50 2.58 0.70 0.00
34.50 2.58 0.70 0.00 114.00 2.58 0.70 0.00
36.00 2.58 0.70 0.00 115.50 2.58 0.70 0.00
37.50 2.58 0.70 0.00 117.00 2.58 0.70 0.00
39.00 2.58 0.70 0.00 118.50 2.58 0.70 0.00
40.50 2.58 0.70 0.00 120.00 2.58 0.70 0.00
42.00 2.58 0.70 0.00
43.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
46.50 2.58 0.70 0.00
48.00 2.58 0.70 0.00
49.50 2.58 0.70 0.00
51.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
54.00 2.58 0.70 0.00
55.50 2.58 0.70 0.00
57.00 2.58 0.70 0.00
58.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
61.50 2.58 0.70 0.00
63.00 2.58 0.70 0.00
64.50 2.58 0.70 0.00
66.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
69.00 2.58 0.70 0.00
70.50 2.58 0.70 0.00
72.00 2.58 0.70 0.00
73.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
76.50 2.58 0.70 0.00
78.00 2.58 0.70 0.00

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b 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 @ 24.08 hrs, Volume= 0.123 af, Atten= 99%, Lag= 723.4 min
Discarded = 0.02 cfs @ 24.08 hrs, Volume= 0.123 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 588.34' @ 24.08 hrs Surf.Area= 300 sf Storage= 4,630 cf
Plug-Flow detention time= 2,688.3 min calculated for 0.123 of(100% of inflow)
Center-of-Mass det. time= 2,689.0 min ( 3,560.3 - 871.3 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 750 cf 12.00'W x 25.00'L x 2.50'H Prismatoid
#2 587.00' 16,576 cf Custom Stage Data (Prismatic)Listed below -Im_pervious
17,326 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.00 300 0 0
587.10 2,360 133 133
588.00 3,205 2,504 2,637
589.00 4,132 3,669 6,306
590.00 5,120 4,626 10,932
591.00 6,168 5,644 16,576
Device Routing Invert Outlet Devices
#1 Discarded 585.00' 1.420 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 580.00'
#2 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
#3 Device 2 588.50' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 2 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Discarded OutFlow Max=0.02 cfs @ 24.08 hrs HW=588.34' (Free Discharge)
4-1=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
4-2=Culvert (Passes 0.00 cfs of 1.58 cfs potential flow)
3=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 2P: SCM1
Hydrograph
■Inflow
/I 2.11 cfs ` ■outflow
/ —1 1— - }4 — I I If 10 - g L.1 ai ■Di maryed
,
2 1 1 1 1 1 (Peak EIevf=588.341'
1 1 1 1 1 Storage030 cf
/ 11
IIII 1 II II 1 IIIo
3 I I I I I I I
LL 1
/J-.
0.02 cfs
0.00 cfs V 0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM1-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 2P: SCM1
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 585.00 0.00 0.00 0.00
3.00 0.00 0 585.00 0.00 0.00 0.00
6.00 0.00 0 585.00 0.00 0.00 0.00
9.00 0.00 0 585.00 0.00 0.00 0.00
12.00 2.08 929 587.15 0.01 0.01 0.00
15.00 0.09 3,491 588.03 0.02 0.02 0.00
18.00 0.06 4,063 588.18 0.02 0.02 0.00
21.00 0.04 4,390 588.27 0.02 0.02 0.00
24.00 0.04 4,626 588.34 0.02 0.02 0.00
27.00 0.00 4,459 588.29 0.02 0.02 0.00
30.00 0.00 4,283 588.24 0.02 0.02 0.00
33.00 0.00 4,108 588.20 0.02 0.02 0.00
36.00 0.00 3,934 588.15 0.02 0.02 0.00
39.00 0.00 3,761 588.10 0.02 0.02 0.00
42.00 0.00 3,589 588.05 0.02 0.02 0.00
45.00 0.00 3,418 588.01 0.02 0.02 0.00
48.00 0.00 3,248 587.95 0.02 0.02 0.00
51.00 0.00 3,079 587.89 0.02 0.02 0.00
54.00 0.00 2,912 587.83 0.02 0.02 0.00
57.00 0.00 2,746 587.77 0.02 0.02 0.00
60.00 0.00 2,581 587.71 0.02 0.02 0.00
63.00 0.00 2,417 587.65 0.02 0.02 0.00
66.00 0.00 2,255 587.59 0.01 0.01 0.00
69.00 0.00 2,094 587.54 0.01 0.01 0.00
72.00 0.00 1,934 587.48 0.01 0.01 0.00
75.00 0.00 1,775 587.43 0.01 0.01 0.00
78.00 0.00 1,617 587.38 0.01 0.01 0.00
81.00 0.00 1,461 587.33 0.01 0.01 0.00
84.00 0.00 1,305 587.28 0.01 0.01 0.00
87.00 0.00 1,151 587.23 0.01 0.01 0.00
90.00 0.00 997 587.18 0.01 0.01 0.00
93.00 0.00 845 587.13 0.01 0.01 0.00
96.00 0.00 694 587.06 0.01 0.01 0.00
99.00 0.00 545 586.82 0.01 0.01 0.00
102.00 0.00 405 586.35 0.01 0.01 0.00
105.00 0.00 274 585.91 0.01 0.01 0.00
108.00 0.00 153 585.51 0.01 0.01 0.00
111.00 0.00 40 585.13 0.01 0.01 0.00
114.00 0.00 0 585.00 0.00 0.00 0.00
117.00 0.00 0 585.00 0.00 0.00 0.00
120.00 0.00 0 585.00 0.00 0.00 0.00

1S 2S
Pre Dev Post Dev to SCM2
AND
SCM2
(Subca Reach 'on• Link Routing Diagram for SCM2-24 infill
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
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= 0.00-120.00 hrs, dt= 0.03 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
/— T T t T J L 1 0 Runoff
0.085/-I 0.08 cfs
T 17 T 171 F 1 har+o ieelFz it--
4 r
0.075/ I
fi T rt H T fi R it fa l i 2 8!
0.006/_ T I— RtinCuff Aitea=1-38O-a(-
0.055 T T — ?"UP-PftYPIUMP=9-`92-1
=0.045
3 �- �TT � ITI4 � "rCIffT13h=r°,ICS;=
0.04--
0.035/
0 T
025/ 17 T 1 T 1 T T T d 60OI
0 015T fi T 1 rt T fi I
0.01v
0.005
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)

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b 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 79.50 2.58 0.20 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.20 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.20 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.20 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.20 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.20 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 91.50 2.58 0.20 0.00
13.50 2.06 0.07 0.04 93.00 2.58 0.20 0.00
15.00 2.20 0.10 0.03 94.50 2.58 0.20 0.00
16.50 2.30 0.12 0.02 96.00 2.58 0.20 0.00
18.00 2.38 0.14 0.02 97.50 2.58 0.20 0.00
19.50 2.44 0.16 0.01 99.00 2.58 0.20 0.00
21.00 2.49 0.17 0.01 100.50 2.58 0.20 0.00
22.50 2.54 0.18 0.01 102.00 2.58 0.20 0.00
24.00 2.58 0.20 0.01 103.50 2.58 0.20 0.00
25.50 2.58 0.20 0.00 105.00 2.58 0.20 0.00
27.00 2.58 0.20 0.00 106.50 2.58 0.20 0.00
28.50 2.58 0.20 0.00 108.00 2.58 0.20 0.00
30.00 2.58 0.20 0.00 109.50 2.58 0.20 0.00
31.50 2.58 0.20 0.00 111.00 2.58 0.20 0.00
33.00 2.58 0.20 0.00 112.50 2.58 0.20 0.00
34.50 2.58 0.20 0.00 114.00 2.58 0.20 0.00
36.00 2.58 0.20 0.00 115.50 2.58 0.20 0.00
37.50 2.58 0.20 0.00 117.00 2.58 0.20 0.00
39.00 2.58 0.20 0.00 118.50 2.58 0.20 0.00
40.50 2.58 0.20 0.00 120.00 2.58 0.20 0.00
42.00 2.58 0.20 0.00
43.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
46.50 2.58 0.20 0.00
48.00 2.58 0.20 0.00
49.50 2.58 0.20 0.00
51.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
54.00 2.58 0.20 0.00
55.50 2.58 0.20 0.00
57.00 2.58 0.20 0.00
58.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
61.50 2.58 0.20 0.00
63.00 2.58 0.20 0.00
64.50 2.58 0.20 0.00
66.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
69.00 2.58 0.20 0.00
70.50 2.58 0.20 0.00
72.00 2.58 0.20 0.00
73.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
76.50 2.58 0.20 0.00
78.00 2.58 0.20 0.00

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Post Dev to SCM2
Runoff = 1.08 cfs @ 12.03 hrs, Volume= 0.064 af, Depth= 0.61"
Routed to Pond 2P : SCM2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
1.260 73 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
1.08 cfs p' p ❑Runoff
% I I I — bartotte 24-Ir1- -r
Rainfall=2.158"
IRUnbff Area=11.260 ac
Ryncff Vplume=0.9611 of
un9ff Deph70.I61"
Tc=5.0 L i n
GIN-73
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)

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
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 79.50 2.58 0.61 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.61 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.61 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.61 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.61 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.61 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.61 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.61 0.00
12.00 1.59 0.16 1.05 91.50 2.58 0.61 0.00
13.50 2.06 0.35 0.08 93.00 2.58 0.61 0.00
15.00 2.20 0.41 0.05 94.50 2.58 0.61 0.00
16.50 2.30 0.46 0.04 96.00 2.58 0.61 0.00
18.00 2.38 0.50 0.03 97.50 2.58 0.61 0.00
19.50 2.44 0.53 0.03 99.00 2.58 0.61 0.00
21.00 2.49 0.56 0.02 100.50 2.58 0.61 0.00
22.50 2.54 0.59 0.02 102.00 2.58 0.61 0.00
24.00 2.58 0.61 0.02 103.50 2.58 0.61 0.00
25.50 2.58 0.61 0.00 105.00 2.58 0.61 0.00
27.00 2.58 0.61 0.00 106.50 2.58 0.61 0.00
28.50 2.58 0.61 0.00 108.00 2.58 0.61 0.00
30.00 2.58 0.61 0.00 109.50 2.58 0.61 0.00
31.50 2.58 0.61 0.00 111.00 2.58 0.61 0.00
33.00 2.58 0.61 0.00 112.50 2.58 0.61 0.00
34.50 2.58 0.61 0.00 114.00 2.58 0.61 0.00
36.00 2.58 0.61 0.00 115.50 2.58 0.61 0.00
37.50 2.58 0.61 0.00 117.00 2.58 0.61 0.00
39.00 2.58 0.61 0.00 118.50 2.58 0.61 0.00
40.50 2.58 0.61 0.00 120.00 2.58 0.61 0.00
42.00 2.58 0.61 0.00
43.50 2.58 0.61 0.00
45.00 2.58 0.61 0.00
46.50 2.58 0.61 0.00
48.00 2.58 0.61 0.00
49.50 2.58 0.61 0.00
51.00 2.58 0.61 0.00
52.50 2.58 0.61 0.00
54.00 2.58 0.61 0.00
55.50 2.58 0.61 0.00
57.00 2.58 0.61 0.00
58.50 2.58 0.61 0.00
60.00 2.58 0.61 0.00
61.50 2.58 0.61 0.00
63.00 2.58 0.61 0.00
64.50 2.58 0.61 0.00
66.00 2.58 0.61 0.00
67.50 2.58 0.61 0.00
69.00 2.58 0.61 0.00
70.50 2.58 0.61 0.00
72.00 2.58 0.61 0.00
73.50 2.58 0.61 0.00
75.00 2.58 0.61 0.00
76.50 2.58 0.61 0.00
78.00 2.58 0.61 0.00

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 2P: SCM2
Inflow Area = 1.260 ac, 0.00% Impervious, Inflow Depth = 0.61" for 1-yr event
Inflow = 1.08 cfs @ 12.03 hrs, Volume= 0.064 af
Outflow = 0.01 cfs @ 24.05 hrs, Volume= 0.064 af, Atten= 99%, Lag= 721.7 min
Discarded = 0.01 cfs @ 24.05 hrs, Volume= 0.064 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 588.41' @ 24.05 hrs Surf.Area= 252 sf Storage= 2,187 cf
Plug-Flow detention time= 1,544.1 min calculated for 0.064 of(100% of inflow)
Center-of-Mass det. time= 1,544.5 min ( 2,423.9 - 879.4 )
Volume Invert Avail.Storage Storage Description
#1 585.00' 252 cf 12.00'W x 21.00'L x 2.50'H Prismatoid
630 cf Overall x 40.0% Voids
#2 587.50' 17,480 cf Custom Stage Data (Prismatic)Listed below (Recalc) -Impervious
17,732 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
587.50 252 0 0
588.00 2,749 750 750
589.00 3,404 3,077 3,827
590.00 4,134 3,769 7,596
591.00 4,923 4,529 12,124
592.00 5,788 5,356 17,480
Device Routing Invert Outlet Devices
#1 Discarded 585.00' 1.420 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 580.00'
#2 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
#3 Device 2 588.50' 30.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.61 (C= 3.26)
#4 Device 2 589.75' 16.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
Discarded OutFlow Max=0.01 cfs @ 24.05 hrs HW=588.41' (Free Discharge)
4-1=Exfiltration ( Controls 0.01 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=585.00' (Free Discharge)
4-2=Culvert (Passes 0.00 cfs of 0.65 cfs potential flow)
'3=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 2P: SCM2
Hydrograph
■Inflow
/I 1.08 cfs ,,1�� /� //�//�� ■outflow
/ 1 — 1 Iifio w Ai-e . VL ate Primaryed
1 1 1 1 I (Peak EIevf=588.411'
1 I I I I I Storage2V187 cf
/
a / I I I I I
3 /
0
LI
I I 1 1 1
� I
0.01 cf /////////////////////////
0.00 cfs ,,,,,,, ,�o ��������������������������������� �//��������f�
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)

SCM2 - 24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 2P: SCM2
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 585.00 0.00 0.00 0.00
3.00 0.00 0 585.00 0.00 0.00 0.00
6.00 0.00 0 585.00 0.00 0.00 0.00
9.00 0.00 0 585.00 0.00 0.00 0.00
12.00 1.05 414 587.71 0.01 0.01 0.00
15.00 0.05 1,720 588.25 0.01 0.01 0.00
18.00 0.03 1,980 588.34 0.01 0.01 0.00
21.00 0.02 2,108 588.38 0.01 0.01 0.00
24.00 0.02 2,186 588.41 0.01 0.01 0.00
27.00 0.00 2,042 588.36 0.01 0.01 0.00
30.00 0.00 1,892 588.31 0.01 0.01 0.00
33.00 0.00 1,744 588.26 0.01 0.01 0.00
36.00 0.00 1,597 588.21 0.01 0.01 0.00
39.00 0.00 1,450 588.16 0.01 0.01 0.00
42.00 0.00 1,305 588.11 0.01 0.01 0.00
45.00 0.00 1,160 588.06 0.01 0.01 0.00
48.00 0.00 1,017 588.01 0.01 0.01 0.00
51.00 0.00 874 587.95 0.01 0.01 0.00
54.00 0.00 732 587.89 0.01 0.01 0.00
57.00 0.00 592 587.82 0.01 0.01 0.00
60.00 0.00 452 587.74 0.01 0.01 0.00
63.00 0.00 315 587.61 0.01 0.01 0.00
66.00 0.00 183 586.82 0.01 0.01 0.00
69.00 0.00 72 585.71 0.01 0.01 0.00
72.00 0.00 0 585.00 0.00 0.00 0.00
75.00 0.00 0 585.00 0.00 0.00 0.00
78.00 0.00 0 585.00 0.00 0.00 0.00
81.00 0.00 0 585.00 0.00 0.00 0.00
84.00 0.00 0 585.00 0.00 0.00 0.00
87.00 0.00 0 585.00 0.00 0.00 0.00
90.00 0.00 0 585.00 0.00 0.00 0.00
93.00 0.00 0 585.00 0.00 0.00 0.00
96.00 0.00 0 585.00 0.00 0.00 0.00
99.00 0.00 0 585.00 0.00 0.00 0.00
102.00 0.00 0 585.00 0.00 0.00 0.00
105.00 0.00 0 585.00 0.00 0.00 0.00
108.00 0.00 0 585.00 0.00 0.00 0.00
111.00 0.00 0 585.00 0.00 0.00 0.00
114.00 0.00 0 585.00 0.00 0.00 0.00
117.00 0.00 0 585.00 0.00 0.00 0.00
120.00 0.00 0 585.00 0.00 0.00 0.00

1 S 3S
SCM 3 Pre Dev
SCM 3 "ost Dev
3P
SCM 3
(Subcat Reach 'on• Link Routing Diagram for SCM3-24 infill
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM3-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
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= 0.03 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
L 0.51 cfs
0.5Y ® ehar`o to 24 hr
0.45� rt Rainfall=2.58"
Runoff Area=9.440 arc
0.35 % Runoff1/9Tymee 11.1
I
0.3:/ Ru pff �pt�h9O OII"
0.25-:/ ow Len h= 7�`
2.f111
0.15 I d 14- 6b
0.05Y %121
/
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 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
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 79.50 2.58 0.20 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.20 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.20 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.20 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.20 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.20 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 91.50 2.58 0.20 0.00
13.50 2.06 0.07 0.30 93.00 2.58 0.20 0.00
15.00 2.20 0.10 0.18 94.50 2.58 0.20 0.00
16.50 2.30 0.12 0.14 96.00 2.58 0.20 0.00
18.00 2.38 0.14 0.12 97.50 2.58 0.20 0.00
19.50 2.44 0.16 0.10 99.00 2.58 0.20 0.00
21.00 2.49 0.17 0.09 100.50 2.58 0.20 0.00
22.50 2.54 0.18 0.08 102.00 2.58 0.20 0.00
24.00 2.58 0.20 0.08 103.50 2.58 0.20 0.00
25.50 2.58 0.20 0.00 105.00 2.58 0.20 0.00
27.00 2.58 0.20 0.00 106.50 2.58 0.20 0.00
28.50 2.58 0.20 0.00 108.00 2.58 0.20 0.00
30.00 2.58 0.20 0.00 109.50 2.58 0.20 0.00
31.50 2.58 0.20 0.00 111.00 2.58 0.20 0.00
33.00 2.58 0.20 0.00 112.50 2.58 0.20 0.00
34.50 2.58 0.20 0.00 114.00 2.58 0.20 0.00
36.00 2.58 0.20 0.00 115.50 2.58 0.20 0.00
37.50 2.58 0.20 0.00 117.00 2.58 0.20 0.00
39.00 2.58 0.20 0.00 118.50 2.58 0.20 0.00
40.50 2.58 0.20 0.00 120.00 2.58 0.20 0.00
42.00 2.58 0.20 0.00
43.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
46.50 2.58 0.20 0.00
48.00 2.58 0.20 0.00
49.50 2.58 0.20 0.00
51.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
54.00 2.58 0.20 0.00
55.50 2.58 0.20 0.00
57.00 2.58 0.20 0.00
58.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
61.50 2.58 0.20 0.00
63.00 2.58 0.20 0.00
64.50 2.58 0.20 0.00
66.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
69.00 2.58 0.20 0.00
70.50 2.58 0.20 0.00
72.00 2.58 0.20 0.00
73.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
76.50 2.58 0.20 0.00
78.00 2.58 0.20 0.00

SCM3-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: SCM 3 Post Dev
Runoff = 5.90 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= 0.03 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
0 Runoff
5.90 cfs
Charlotte 24-I.;r 1-1;r
) Ratnf�il2.�5 "
RUnbff Area=8.070 ad
RLn9ffVo1ume 0.461) of
H!R_Lun9lf Depth70.II70"
0 3 low Len th=79 '
2 GN7�
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

SCM3-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
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 79.50 2.58 0.70 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.70 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.70 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.70 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.70 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.70 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.70 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.70 0.00
12.00 1.59 0.20 2.68 91.50 2.58 0.70 0.00
13.50 2.06 0.41 0.58 93.00 2.58 0.70 0.00
15.00 2.20 0.48 0.36 94.50 2.58 0.70 0.00
16.50 2.30 0.54 0.26 96.00 2.58 0.70 0.00
18.00 2.38 0.58 0.22 97.50 2.58 0.70 0.00
19.50 2.44 0.61 0.18 99.00 2.58 0.70 0.00
21.00 2.49 0.64 0.15 100.50 2.58 0.70 0.00
22.50 2.54 0.67 0.15 102.00 2.58 0.70 0.00
24.00 2.58 0.70 0.14 103.50 2.58 0.70 0.00
25.50 2.58 0.70 0.00 105.00 2.58 0.70 0.00
27.00 2.58 0.70 0.00 106.50 2.58 0.70 0.00
28.50 2.58 0.70 0.00 108.00 2.58 0.70 0.00
30.00 2.58 0.70 0.00 109.50 2.58 0.70 0.00
31.50 2.58 0.70 0.00 111.00 2.58 0.70 0.00
33.00 2.58 0.70 0.00 112.50 2.58 0.70 0.00
34.50 2.58 0.70 0.00 114.00 2.58 0.70 0.00
36.00 2.58 0.70 0.00 115.50 2.58 0.70 0.00
37.50 2.58 0.70 0.00 117.00 2.58 0.70 0.00
39.00 2.58 0.70 0.00 118.50 2.58 0.70 0.00
40.50 2.58 0.70 0.00 120.00 2.58 0.70 0.00
42.00 2.58 0.70 0.00
43.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
46.50 2.58 0.70 0.00
48.00 2.58 0.70 0.00
49.50 2.58 0.70 0.00
51.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
54.00 2.58 0.70 0.00
55.50 2.58 0.70 0.00
57.00 2.58 0.70 0.00
58.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
61.50 2.58 0.70 0.00
63.00 2.58 0.70 0.00
64.50 2.58 0.70 0.00
66.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
69.00 2.58 0.70 0.00
70.50 2.58 0.70 0.00
72.00 2.58 0.70 0.00
73.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
76.50 2.58 0.70 0.00
78.00 2.58 0.70 0.00

SCM3-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 3P: SCM 3
Inflow Area = 8.070 ac, 20.94% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 5.90 cfs @ 12.17 hrs, Volume= 0.469 of
Outflow = 0.22 cfs @ 18.07 hrs, Volume= 0.469 af, Atten= 96%, Lag= 353.9 min
Discarded = 0.04 cfs @ 18.07 hrs, Volume= 0.327 af
Primary = 0.17 cfs @ 18.07 hrs, Volume= 0.142 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 553.95' @ 18.07 hrs Surf.Area= 800 sf Storage= 13,880 cf
Plug-Flow detention time= 1,906.5 min calculated for 0.469 af(100% of inflow)
Center-of-Mass det. time= 1,907.3 min ( 2,789.6 - 882.3 )
Volume Invert Avail.Storage Storage Description
#1 550.25' 800 cf 16.00'W x 50.00'L x 2.50'H Drainage Field
2,000 cf Overall x 40.0% Voids
#2 552.75' 70,589 cf Custom Stage Data (Prismatic)Listed below -Impervious
71,389 cf Total Available Storage
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 Discarded 550.25' 1.420 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 545.00'
#2 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
#3 Device 2 553.70' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 2 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=0.04 cfs @ 18.07 hrs HW=553.95' (Free Discharge)
4-1=Exfiltration ( Controls 0.04 cfs)
Primary OutFlow Max=0.17 cfs @ 18.07 hrs HW=553.95' (Free Discharge)
4-2=Culvert (Passes 0.17 cfs of 8.83 cfs potential flow)
'3=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.71 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM3-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 3P: SCM 3
Hydrograph
5.90 cfs CI ow
❑O Ouutflow
Inflow Area=8.070 ac ❑Discarded
❑Primary
6 Peak EIev=553.95'
5 , —I Storage=13,880 cf
4--
2 3i / I I I I
2
1 0.22 cfs
0.17 cfs :.' ///////////////////////////////////////////////////////// f�
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 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 3P: SCM 3
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 550.25 0.00 0.00 0.00
3.00 0.00 0 550.25 0.00 0.00 0.00
6.00 0.00 0 550.25 0.00 0.00 0.00
9.00 0.00 0 550.25 0.00 0.00 0.00
12.00 2.68 867 552.76 0.04 0.04 0.00
15.00 0.36 13,035 553.88 0.14 0.04 0.10
18.00 0.22 13,880 553.95 0.22 0.04 0.17
21.00 0.15 13,606 553.93 0.19 0.04 0.15
24.00 0.14 13,294 553.91 0.16 0.04 0.12
27.00 0.00 12,135 553.81 0.08 0.04 0.04
30.00 0.00 11,411 553.76 0.05 0.04 0.01
33.00 0.00 10,872 553.71 0.05 0.04 0.00
36.00 0.00 10,398 553.67 0.04 0.04 0.00
39.00 0.00 9,930 553.64 0.04 0.04 0.00
42.00 0.00 9,464 553.60 0.04 0.04 0.00
45.00 0.00 9,000 553.56 0.04 0.04 0.00
48.00 0.00 8,538 553.53 0.04 0.04 0.00
51.00 0.00 8,078 553.49 0.04 0.04 0.00
54.00 0.00 7,619 553.45 0.04 0.04 0.00
57.00 0.00 7,163 553.42 0.04 0.04 0.00
60.00 0.00 6,709 553.38 0.04 0.04 0.00
63.00 0.00 6,257 553.34 0.04 0.04 0.00
66.00 0.00 5,806 553.31 0.04 0.04 0.00
69.00 0.00 5,358 553.27 0.04 0.04 0.00
72.00 0.00 4,911 553.24 0.04 0.04 0.00
75.00 0.00 4,467 553.20 0.04 0.04 0.00
78.00 0.00 4,024 553.16 0.04 0.04 0.00
81.00 0.00 3,584 553.13 0.04 0.04 0.00
84.00 0.00 3,145 553.09 0.04 0.04 0.00
87.00 0.00 2,708 553.06 0.04 0.04 0.00
90.00 0.00 2,273 553.02 0.04 0.04 0.00
93.00 0.00 1,840 552.97 0.04 0.04 0.00
96.00 0.00 1,411 552.88 0.04 0.04 0.00
99.00 0.00 987 552.79 0.04 0.04 0.00
102.00 0.00 578 552.06 0.04 0.04 0.00
105.00 0.00 227 550.96 0.03 0.03 0.00
108.00 0.00 0 550.25 0.00 0.00 0.00
111.00 0.00 0 550.25 0.00 0.00 0.00
114.00 0.00 0 550.25 0.00 0.00 0.00
117.00 0.00 0 550.25 0.00 0.00 0.00
120.00 0.00 0 550.25 0.00 0.00 0.00

1S <4S >
SCM 4 Pre Dev SCM 4 "ost Dev
4P
SCM 4
Subcat Reach 'on• Link Routing Diagram for SCM4-24 Infill
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: SCM 4 Pre Dev
Runoff = 0.60 cfs @ 12.97 hrs, Volume= 0.214 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
13.100 60 Woods, Fair, HSG B
13.100 100.00% 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"
18.8 1,300 0.0529 1.15 Shallow Concentrated Flow, Shallow
Woodland Kv= 5.0 fps
58.5 1,600 Total
Subcatchment 1 S: SCM 4 Pre Dev
Hydrograph
0.65� O 0 CfS + 0 Runoff
0.6- I �h�r�i�t�2hr 'i-1;r
005 % f l2-r158-'
0.45 Rlatio f Area=1&100 ad
0.4 % lRynoff-V9Iume=0.?1 a4f
3 0.35i/ j u a�ff p =rO 0-"
0.3� % Flow Len th=1, 00'
0.25 O T8.5 Il l l
o.os�P
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)

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 1S: SCM 4 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 79.50 2.58 0.20 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.20 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.20 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.20 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.20 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.20 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 91.50 2.58 0.20 0.00
13.50 2.06 0.07 0.47 93.00 2.58 0.20 0.00
15.00 2.20 0.10 0.26 94.50 2.58 0.20 0.00
16.50 2.30 0.12 0.20 96.00 2.58 0.20 0.00
18.00 2.38 0.14 0.17 97.50 2.58 0.20 0.00
19.50 2.44 0.16 0.15 99.00 2.58 0.20 0.00
21.00 2.49 0.17 0.12 100.50 2.58 0.20 0.00
22.50 2.54 0.18 0.12 102.00 2.58 0.20 0.00
24.00 2.58 0.20 0.11 103.50 2.58 0.20 0.00
25.50 2.58 0.20 0.01 105.00 2.58 0.20 0.00
27.00 2.58 0.20 0.00 106.50 2.58 0.20 0.00
28.50 2.58 0.20 0.00 108.00 2.58 0.20 0.00
30.00 2.58 0.20 0.00 109.50 2.58 0.20 0.00
31.50 2.58 0.20 0.00 111.00 2.58 0.20 0.00
33.00 2.58 0.20 0.00 112.50 2.58 0.20 0.00
34.50 2.58 0.20 0.00 114.00 2.58 0.20 0.00
36.00 2.58 0.20 0.00 115.50 2.58 0.20 0.00
37.50 2.58 0.20 0.00 117.00 2.58 0.20 0.00
39.00 2.58 0.20 0.00 118.50 2.58 0.20 0.00
40.50 2.58 0.20 0.00 120.00 2.58 0.20 0.00
42.00 2.58 0.20 0.00
43.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
46.50 2.58 0.20 0.00
48.00 2.58 0.20 0.00
49.50 2.58 0.20 0.00
51.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
54.00 2.58 0.20 0.00
55.50 2.58 0.20 0.00
57.00 2.58 0.20 0.00
58.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
61.50 2.58 0.20 0.00
63.00 2.58 0.20 0.00
64.50 2.58 0.20 0.00
66.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
69.00 2.58 0.20 0.00
70.50 2.58 0.20 0.00
72.00 2.58 0.20 0.00
73.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
76.50 2.58 0.20 0.00
78.00 2.58 0.20 0.00

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 4S: SCM 4 Post Dev
Runoff = 6.99 cfs @ 12.34 hrs, Volume= 0.774 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= 0.03 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
2.660 98 Paved parking, HSG B
10.660 69 50-75% Grass cover, Fair, HSG B
13.320 75 Weighted Average
10.660 80.03% Pervious Area
2.660 19.97% 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
71r 6.99fs
% b aoite 2 -hr i 4r
6-
_ Rurhoff Area=15.320 at
_ ✓ RI!n,ff VQIumIe=0.774 �f
3 4 in f IB ,70.I70II"
n�/ Plow L h=1 0 - o e ,_682'
33-7 T t i0.O
cN 7i
2
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)

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 4S: SCM 4 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 79.50 2.58 0.70 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.70 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.70 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.70 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.70 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.70 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.70 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.70 0.00
12.00 1.59 0.20 1.31 91.50 2.58 0.70 0.00
13.50 2.06 0.41 1.11 93.00 2.58 0.70 0.00
15.00 2.20 0.48 0.61 94.50 2.58 0.70 0.00
16.50 2.30 0.54 0.44 96.00 2.58 0.70 0.00
18.00 2.38 0.58 0.37 97.50 2.58 0.70 0.00
19.50 2.44 0.61 0.31 99.00 2.58 0.70 0.00
21.00 2.49 0.64 0.26 100.50 2.58 0.70 0.00
22.50 2.54 0.67 0.25 102.00 2.58 0.70 0.00
24.00 2.58 0.70 0.23 103.50 2.58 0.70 0.00
25.50 2.58 0.70 0.00 105.00 2.58 0.70 0.00
27.00 2.58 0.70 0.00 106.50 2.58 0.70 0.00
28.50 2.58 0.70 0.00 108.00 2.58 0.70 0.00
30.00 2.58 0.70 0.00 109.50 2.58 0.70 0.00
31.50 2.58 0.70 0.00 111.00 2.58 0.70 0.00
33.00 2.58 0.70 0.00 112.50 2.58 0.70 0.00
34.50 2.58 0.70 0.00 114.00 2.58 0.70 0.00
36.00 2.58 0.70 0.00 115.50 2.58 0.70 0.00
37.50 2.58 0.70 0.00 117.00 2.58 0.70 0.00
39.00 2.58 0.70 0.00 118.50 2.58 0.70 0.00
40.50 2.58 0.70 0.00 120.00 2.58 0.70 0.00
42.00 2.58 0.70 0.00
43.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
46.50 2.58 0.70 0.00
48.00 2.58 0.70 0.00
49.50 2.58 0.70 0.00
51.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
54.00 2.58 0.70 0.00
55.50 2.58 0.70 0.00
57.00 2.58 0.70 0.00
58.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
61.50 2.58 0.70 0.00
63.00 2.58 0.70 0.00
64.50 2.58 0.70 0.00
66.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
69.00 2.58 0.70 0.00
70.50 2.58 0.70 0.00
72.00 2.58 0.70 0.00
73.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
76.50 2.58 0.70 0.00
78.00 2.58 0.70 0.00

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 4P: SCM 4
Inflow Area = 13.320 ac, 19.97% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 6.99 cfs @ 12.34 hrs, Volume= 0.774 af
Outflow = 0.29 cfs @ 19.94 hrs, Volume= 0.774 af, Atten= 96%, Lag= 456.6 min
Discarded = 0.08 cfs @ 19.94 hrs, Volume= 0.582 af
Primary = 0.21 cfs @ 19.94 hrs, Volume= 0.193 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 552.98' @ 19.94 hrs Surf.Area= 1,250 sf Storage= 24,517 cf
Plug-Flow detention time= 2,127.1 min calculated for 0.774 of(100% of inflow)
Center-of-Mass det. time= 2,127.9 min ( 3,022.3 - 894.5 )
Volume Invert Avail.Storage Storage Description
#1 549.25' 1,250 cf 25.00'W x 50.00'L x 2.50'H Prismatoid
3,125 cf Overall x 40.0% Voids
#2 551.75' 119,300 cf Custom Stage Data (Prismatic)Listed below -Impervious
120,550 cf Total Available Storage
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 Discarded 549.25' 1.420 in/hr Drainage Field over Surface area
Conductivity to Groundwater Elevation = 545.00'
#2 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
#3 Device 2 552.70' 6.0" Vert. Orifice/Grate 6" C= 0.600
Limited to weir flow at low heads
#4 Device 2 555.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=0.08 cfs @ 19.94 hrs HW=552.98' (Free Discharge)
4-1=Drainage Field ( Controls 0.08 cfs)
Primary OutFlow Max=0.21 cfs @ 19.94 hrs HW=552.98' (Free Discharge)
4-2=Culvert (Passes 0.21 cfs of 8.33 cfs potential flow)
'3=Orifice/Grate 6" (Orifice Controls 0.21 cfs @ 1.81 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 4P: SCM 4
Hydrograph
1 1 1 1 1 1 1 ■Inflow
6.99 CfsTh ■outflow
/
j 1 1 1 IifIow Areal= I3.30 a� �Discarded Primary
7/ / ✓ T Peak Ele i�--I55�2.1981'
6I/ /
3/ r - 1 -t11 t 1 1l -t 1 -
) - 1 ICI � I �
4:,./
LL
3—
2
0.29 cfs iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii i///////////
1 n nn _r
- 0.21 cfs ,;///////////////////////////////////////////////////////o
///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)

SCM4-24 Infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 4P: SCM 4
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 549.25 0.00 0.00 0.00
3.00 0.00 0 549.25 0.00 0.00 0.00
6.00 0.00 0 549.25 0.00 0.00 0.00
9.00 0.00 0 549.25 0.00 0.00 0.00
12.00 1.31 377 550.00 0.05 0.05 0.00
15.00 0.61 21,420 552.84 0.14 0.08 0.06
18.00 0.37 24,158 552.97 0.26 0.08 0.19
21.00 0.26 24,451 552.98 0.28 0.08 0.20
24.00 0.23 24,140 552.97 0.26 0.08 0.19
27.00 0.00 22,192 552.88 0.17 0.08 0.09
30.00 0.00 20,726 552.81 0.11 0.08 0.04
33.00 0.00 19,659 552.76 0.09 0.08 0.01
36.00 0.00 18,774 552.72 0.08 0.07 0.00
39.00 0.00 17,962 552.68 0.07 0.07 0.00
42.00 0.00 17,161 552.64 0.07 0.07 0.00
45.00 0.00 16,365 552.61 0.07 0.07 0.00
48.00 0.00 15,573 552.57 0.07 0.07 0.00
51.00 0.00 14,784 552.53 0.07 0.07 0.00
54.00 0.00 14,000 552.50 0.07 0.07 0.00
57.00 0.00 13,219 552.46 0.07 0.07 0.00
60.00 0.00 12,441 552.43 0.07 0.07 0.00
63.00 0.00 11,668 552.39 0.07 0.07 0.00
66.00 0.00 10,898 552.35 0.07 0.07 0.00
69.00 0.00 10,132 552.32 0.07 0.07 0.00
72.00 0.00 9,370 552.28 0.07 0.07 0.00
75.00 0.00 8,611 552.25 0.07 0.07 0.00
78.00 0.00 7,856 552.21 0.07 0.07 0.00
81.00 0.00 7,104 552.18 0.07 0.07 0.00
84.00 0.00 6,357 552.14 0.07 0.07 0.00
87.00 0.00 5,612 552.11 0.07 0.07 0.00
90.00 0.00 4,872 552.08 0.07 0.07 0.00
93.00 0.00 4,135 552.04 0.07 0.07 0.00
96.00 0.00 3,401 552.01 0.07 0.07 0.00
99.00 0.00 2,673 551.93 0.07 0.07 0.00
102.00 0.00 1,954 551.84 0.07 0.07 0.00
105.00 0.00 1,245 551.74 0.07 0.07 0.00
108.00 0.00 610 550.47 0.05 0.05 0.00
111.00 0.00 94 549.44 0.04 0.04 0.00
114.00 0.00 0 549.25 0.00 0.00 0.00
117.00 0.00 0 549.25 0.00 0.00 0.00
120.00 0.00 0 549.25 0.00 0.00 0.00

1 S 5S
SCM 5 Pre Dev
SCM 5 "ost Dev
5P
SCM 5
(Subcat Reach 'on• Link Routing Diagram for SCM5-24 infill
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

SCM5-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
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= 0.03 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 /
0 Runoff
0.36 /_I0.3r I fi jtI fi
0.34 / % �1aar`oi�te-2�hr�-�-r
0
03 l fi I H I H- t l Nair fa�TI� I581"
0.28 — fi Rti riff Ater=5A901 arc
0.26V
0.24/ — H tF IRLI rq-1e 10-.99 f
Ti") 0.221/
II 0.2V 1) p % 0"
LT_ iz
0.14V
0.124/
0.08 �
111
0.0o 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 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 1S: SCM 5 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 79.50 2.58 0.20 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.20 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.20 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.20 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.20 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.20 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.20 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.20 0.00
12.00 1.59 0.01 0.00 91.50 2.58 0.20 0.00
13.50 2.06 0.07 0.18 93.00 2.58 0.20 0.00
15.00 2.20 0.10 0.11 94.50 2.58 0.20 0.00
16.50 2.30 0.12 0.08 96.00 2.58 0.20 0.00
18.00 2.38 0.14 0.07 97.50 2.58 0.20 0.00
19.50 2.44 0.16 0.06 99.00 2.58 0.20 0.00
21.00 2.49 0.17 0.05 100.50 2.58 0.20 0.00
22.50 2.54 0.18 0.05 102.00 2.58 0.20 0.00
24.00 2.58 0.20 0.05 103.50 2.58 0.20 0.00
25.50 2.58 0.20 0.00 105.00 2.58 0.20 0.00
27.00 2.58 0.20 0.00 106.50 2.58 0.20 0.00
28.50 2.58 0.20 0.00 108.00 2.58 0.20 0.00
30.00 2.58 0.20 0.00 109.50 2.58 0.20 0.00
31.50 2.58 0.20 0.00 111.00 2.58 0.20 0.00
33.00 2.58 0.20 0.00 112.50 2.58 0.20 0.00
34.50 2.58 0.20 0.00 114.00 2.58 0.20 0.00
36.00 2.58 0.20 0.00 115.50 2.58 0.20 0.00
37.50 2.58 0.20 0.00 117.00 2.58 0.20 0.00
39.00 2.58 0.20 0.00 118.50 2.58 0.20 0.00
40.50 2.58 0.20 0.00 120.00 2.58 0.20 0.00
42.00 2.58 0.20 0.00
43.50 2.58 0.20 0.00
45.00 2.58 0.20 0.00
46.50 2.58 0.20 0.00
48.00 2.58 0.20 0.00
49.50 2.58 0.20 0.00
51.00 2.58 0.20 0.00
52.50 2.58 0.20 0.00
54.00 2.58 0.20 0.00
55.50 2.58 0.20 0.00
57.00 2.58 0.20 0.00
58.50 2.58 0.20 0.00
60.00 2.58 0.20 0.00
61.50 2.58 0.20 0.00
63.00 2.58 0.20 0.00
64.50 2.58 0.20 0.00
66.00 2.58 0.20 0.00
67.50 2.58 0.20 0.00
69.00 2.58 0.20 0.00
70.50 2.58 0.20 0.00
72.00 2.58 0.20 0.00
73.50 2.58 0.20 0.00
75.00 2.58 0.20 0.00
76.50 2.58 0.20 0.00
78.00 2.58 0.20 0.00

SCM5-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 5S: SCM 5 Post Dev
Runoff = 6.66 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= 0.03 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
7Z 6.66 cfs
614arJloite 24-Ir i yLr
6 ✓ Rainfall=2.58"
5 IRUnbffl-Area=8.250 ad
/ R n ff V ume=0 480 f
3 ( un9ff Deph7 0.70"
4
o / Ia- Y -Le�gth=1�68 3 Tc=13.4
2 G�`R
�7$
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 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 5S: SCM 5 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 79.50 2.58 0.70 0.00
1.50 0.04 0.00 0.00 81.00 2.58 0.70 0.00
3.00 0.09 0.00 0.00 82.50 2.58 0.70 0.00
4.50 0.14 0.00 0.00 84.00 2.58 0.70 0.00
6.00 0.20 0.00 0.00 85.50 2.58 0.70 0.00
7.50 0.28 0.00 0.00 87.00 2.58 0.70 0.00
9.00 0.38 0.00 0.00 88.50 2.58 0.70 0.00
10.50 0.52 0.00 0.00 90.00 2.58 0.70 0.00
12.00 1.59 0.20 3.92 91.50 2.58 0.70 0.00
13.50 2.06 0.41 0.58 93.00 2.58 0.70 0.00
15.00 2.20 0.48 0.36 94.50 2.58 0.70 0.00
16.50 2.30 0.54 0.26 96.00 2.58 0.70 0.00
18.00 2.38 0.58 0.22 97.50 2.58 0.70 0.00
19.50 2.44 0.61 0.18 99.00 2.58 0.70 0.00
21.00 2.49 0.64 0.16 100.50 2.58 0.70 0.00
22.50 2.54 0.67 0.15 102.00 2.58 0.70 0.00
24.00 2.58 0.70 0.14 103.50 2.58 0.70 0.00
25.50 2.58 0.70 0.00 105.00 2.58 0.70 0.00
27.00 2.58 0.70 0.00 106.50 2.58 0.70 0.00
28.50 2.58 0.70 0.00 108.00 2.58 0.70 0.00
30.00 2.58 0.70 0.00 109.50 2.58 0.70 0.00
31.50 2.58 0.70 0.00 111.00 2.58 0.70 0.00
33.00 2.58 0.70 0.00 112.50 2.58 0.70 0.00
34.50 2.58 0.70 0.00 114.00 2.58 0.70 0.00
36.00 2.58 0.70 0.00 115.50 2.58 0.70 0.00
37.50 2.58 0.70 0.00 117.00 2.58 0.70 0.00
39.00 2.58 0.70 0.00 118.50 2.58 0.70 0.00
40.50 2.58 0.70 0.00 120.00 2.58 0.70 0.00
42.00 2.58 0.70 0.00
43.50 2.58 0.70 0.00
45.00 2.58 0.70 0.00
46.50 2.58 0.70 0.00
48.00 2.58 0.70 0.00
49.50 2.58 0.70 0.00
51.00 2.58 0.70 0.00
52.50 2.58 0.70 0.00
54.00 2.58 0.70 0.00
55.50 2.58 0.70 0.00
57.00 2.58 0.70 0.00
58.50 2.58 0.70 0.00
60.00 2.58 0.70 0.00
61.50 2.58 0.70 0.00
63.00 2.58 0.70 0.00
64.50 2.58 0.70 0.00
66.00 2.58 0.70 0.00
67.50 2.58 0.70 0.00
69.00 2.58 0.70 0.00
70.50 2.58 0.70 0.00
72.00 2.58 0.70 0.00
73.50 2.58 0.70 0.00
75.00 2.58 0.70 0.00
76.50 2.58 0.70 0.00
78.00 2.58 0.70 0.00

SCM5-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 5P: SCM 5
Inflow Area = 8.250 ac, 21.21% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 6.66 cfs @ 12.13 hrs, Volume= 0.480 of
Outflow = 0.14 cfs @ 24.07 hrs, Volume= 0.480 af, Atten= 98%, Lag= 716.5 min
Discarded = 0.06 cfs @ 24.07 hrs, Volume= 0.421 af
Primary = 0.08 cfs @ 24.07 hrs, Volume= 0.059 af
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.03 hrs
Peak Elev= 533.82' @ 24.07 hrs Surf.Area= 1,000 sf Storage= 16,757 cf
Plug-Flow detention time= 2,424.6 min calculated for 0.480 of(100% of inflow)
Center-of-Mass det. time= 2,425.3 min ( 3,304.3 - 879.1 )
Volume Invert Avail.Storage Storage Description
#1 530.25' 1,000 cf 20.00'W x 50.00'L x 2.50'H Prismatoid
2,500 cf Overall x 40.0% Voids
#2 532.75' 70,773 cf Custom Stage Data (Prismatic)Listed below -Impervious
71,773 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
532.75 1,000 0 0
533.00 10,859 1,482 1,482
534.00 24,064 17,462 18,944
535.00 25,900 24,982 43,926
536.00 27,794 26,847 70,773
Device Routing Invert Outlet Devices
#1 Discarded 530.25' 1.420 in/hr Drainage Field over Horizontal area
Conductivity to Groundwater Elevation = 525.00'
#2 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
#3 Device 2 533.65' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 2 535.00' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=0.06 cfs @ 24.07 hrs HW=533.82' (Free Discharge)
4-1=Drainage Field ( Controls 0.06 cfs)
Primary OutFlow Max=0.08 cfs @ 24.07 hrs HW=533.82' (Free Discharge)
4-2=Culvert (Passes 0.08 cfs of 7.29 cfs potential flow)
3=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.39 fps)
=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

SCM5-24 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 5P: SCM 5
Hydrograph
1 LJLH - ■Inflow
6.66 cfs ■outflow
/ % inf`aN A i-e.43 1� 0 a�{. - ■Discarded
W L�1�sla� ■Primary
': / I I 1 1 Peak EIevf=53t3.821'
6- / 1 1 1 1 1Storage=161757I cf
/
5- 1 1 1 I I I I I I
04 � rt � fi � rt� � l ll l �
LL3J, / ICI � I � � �
/ -H - -H1- -H -L i- -L -1 -
2-1/
1 J 1 1 1
1-"
�/��� 0.08 cfs /l���/,�l /
= /f (f
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 infill Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 5P: SCM 5
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 530.25 0.00 0.00 0.00
3.00 0.00 0 530.25 0.00 0.00 0.00
6.00 0.00 0 530.25 0.00 0.00 0.00
9.00 0.00 0 530.25 0.00 0.00 0.00
12.00 3.92 1,315 532.80 0.05 0.05 0.00
15.00 0.36 13,574 533.64 0.05 0.05 0.00
18.00 0.22 15,797 533.76 0.09 0.05 0.04
21.00 0.16 16,559 533.81 0.13 0.06 0.07
24.00 0.14 16,756 533.82 0.14 0.06 0.08
27.00 0.00 15,658 533.75 0.09 0.05 0.03
30.00 0.00 14,834 533.71 0.07 0.05 0.01
33.00 0.00 14,180 533.67 0.06 0.05 0.00
36.00 0.00 13,585 533.64 0.05 0.05 0.00
39.00 0.00 13,002 533.60 0.05 0.05 0.00
42.00 0.00 12,422 533.57 0.05 0.05 0.00
45.00 0.00 11,843 533.54 0.05 0.05 0.00
48.00 0.00 11,267 533.50 0.05 0.05 0.00
51.00 0.00 10,694 533.47 0.05 0.05 0.00
54.00 0.00 10,122 533.44 0.05 0.05 0.00
57.00 0.00 9,552 533.40 0.05 0.05 0.00
60.00 0.00 8,985 533.37 0.05 0.05 0.00
63.00 0.00 8,420 533.34 0.05 0.05 0.00
66.00 0.00 7,857 533.31 0.05 0.05 0.00
69.00 0.00 7,297 533.28 0.05 0.05 0.00
72.00 0.00 6,738 533.24 0.05 0.05 0.00
75.00 0.00 6,182 533.21 0.05 0.05 0.00
78.00 0.00 5,628 533.18 0.05 0.05 0.00
81.00 0.00 5,076 533.15 0.05 0.05 0.00
84.00 0.00 4,526 533.12 0.05 0.05 0.00
87.00 0.00 3,978 533.09 0.05 0.05 0.00
90.00 0.00 3,432 533.05 0.05 0.05 0.00
93.00 0.00 2,889 533.02 0.05 0.05 0.00
96.00 0.00 2,347 532.98 0.05 0.05 0.00
99.00 0.00 1,811 532.89 0.05 0.05 0.00
102.00 0.00 1,281 532.80 0.05 0.05 0.00
105.00 0.00 765 532.16 0.04 0.04 0.00
108.00 0.00 319 531.05 0.04 0.04 0.00
111.00 0.00 1 530.25 0.00 0.00 0.00
114.00 0.00 0 530.25 0.00 0.00 0.00
117.00 0.00 0 530.25 0.00 0.00 0.00
120.00 0.00 0 530.25 0.00 0.00 0.00

1111
PreD DI /2
1 P
SF-1
Subcat Reach 'on• Link Routing Diagram for INF-1
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
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 : SF-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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: PreD
Runoff = 0.085 cfs @ 12.08 hrs, Volume= 0.008 af, Depth= 0.22"
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
0.440 61 >75% Grass cover, Good, HSG B
0.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 2S: PreD
Hydrograph
0.095y 17 I 17 I I I I — ❑Runoff
0.89� 0- cfs 1
0.085" i i i i i I —r Ec Rif 4t 44ll'4-
—
0.08/ pJ,
0.075/ rt i if i rt i ,jai i#dW 2I0
0.07 �■■ /�-�Ups
0.065/ -r i I I if i I I -t Ruufloff Aea-=“4V lac
0.055� ,rt i if fi irff-VpIY = a
00.05V j rt I— I fi rt t- =:-°-pi-r° pt�fi o-2-7
0.035• �— j fi t -N61-
0.03/_ '0.025/ iI Iif fi l l II I
0.02 I
0.014/
0.01
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 2S: PreD
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 0.22 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.22 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 0.01 0.043
14.00 2.11 0.10 0.010
16.00 2.27 0.13 0.007
18.00 2.38 0.16 0.006
20.00 2.46 0.18 0.004
22.00 2.52 0.20 0.004
24.00 2.58 0.22 0.004
26.00 2.58 0.22 0.000
28.00 2.58 0.22 0.000
30.00 2.58 0.22 0.000
32.00 2.58 0.22 0.000
34.00 2.58 0.22 0.000
36.00 2.58 0.22 0.000
38.00 2.58 0.22 0.000
40.00 2.58 0.22 0.000
42.00 2.58 0.22 0.000
44.00 2.58 0.22 0.000
46.00 2.58 0.22 0.000
48.00 2.58 0.22 0.000
50.00 2.58 0.22 0.000
52.00 2.58 0.22 0.000
54.00 2.58 0.22 0.000
56.00 2.58 0.22 0.000
58.00 2.58 0.22 0.000
60.00 2.58 0.22 0.000
62.00 2.58 0.22 0.000
64.00 2.58 0.22 0.000
66.00 2.58 0.22 0.000
68.00 2.58 0.22 0.000
70.00 2.58 0.22 0.000
72.00 2.58 0.22 0.000
74.00 2.58 0.22 0.000
76.00 2.58 0.22 0.000
78.00 2.58 0.22 0.000
80.00 2.58 0.22 0.000
82.00 2.58 0.22 0.000
84.00 2.58 0.22 0.000
86.00 2.58 0.22 0.000
88.00 2.58 0.22 0.000
90.00 2.58 0.22 0.000
92.00 2.58 0.22 0.000
94.00 2.58 0.22 0.000
96.00 2.58 0.22 0.000
98.00 2.58 0.22 0.000
100.00 2.58 0.22 0.000
102.00 2.58 0.22 0.000
104.00 2.58 0.22 0.000

INF-1 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 1 P: SF-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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 1 P: SF-1
Hydrograph
h 1 1— H
/I 0.291 cfs I Outflow
t I I T iflcv f/ r ak ❑0 Prima
Inflow
440 i 1 Se ondary
0.32
0.3� / / —1 H I I + I—I + Pelak EIeV===58-8-531
0.28
0.26 j I -1 I— l SO ge76P l Crf
0.24� i
0.224/ / / , I— I - I I I I II 4 I— I I -
0.2Y /
-) /
0.18 j , , I -1 -HI I —H I I —H I— I —H 1— I - HI
• 0.167
o o.14iz i 1A LI LI L lA
0.12 j z j LI 1 1 1 1 LI _L LI _L Ll _I
0.1
0.084/ ' /� I
0.06/ / ��/ n and rfs
0.04/ 1 0.004 cfs .
0.000 cfs � ''����%/////
���'
01er{(((��� .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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 1 P: SF-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

1,
11
PreD D1 2B
2P
SF-2
Subcat Reach 'on• Link Routing Diagram for INF-2
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 2S: D1A/2B
Runoff = 0.293 cfs @ 12.03 hrs, Volume= 0.017 af, Depth= 0.61"
Routed to Pond 2P : SF-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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: PreD
Runoff = 0.066 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 0.22"
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
0.342 61 >75% Grass cover, Good, HSG B
0.342 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 3S: PreD
Hydrograph
� I
0.071/10.066 cfs ❑Runoff
0.065Y 1 • I 1 C ia;-1 lte 2.4-h r 1-y
0.061/ L —
0.055 /
0.051/ / -t t- -t Ruoff Area=0:342lava'
0.0451/ / _1 L — lur�of#Vprume=cKgO aI
•0 0°5- - fi/ fi l l 1RrOff
3 t�fi O,?2
o / ttr=u-mir -
LL 0025- j IA Li I I A
t I rt
0.02=0.017
005-
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 3S: PreD
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 0.22 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.22 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 0.01 0.033
14.00 2.11 0.10 0.008
16.00 2.27 0.13 0.005
18.00 2.38 0.16 0.004
20.00 2.46 0.18 0.003
22.00 2.52 0.20 0.003
24.00 2.58 0.22 0.003
26.00 2.58 0.22 0.000
28.00 2.58 0.22 0.000
30.00 2.58 0.22 0.000
32.00 2.58 0.22 0.000
34.00 2.58 0.22 0.000
36.00 2.58 0.22 0.000
38.00 2.58 0.22 0.000
40.00 2.58 0.22 0.000
42.00 2.58 0.22 0.000
44.00 2.58 0.22 0.000
46.00 2.58 0.22 0.000
48.00 2.58 0.22 0.000
50.00 2.58 0.22 0.000
52.00 2.58 0.22 0.000
54.00 2.58 0.22 0.000
56.00 2.58 0.22 0.000
58.00 2.58 0.22 0.000
60.00 2.58 0.22 0.000
62.00 2.58 0.22 0.000
64.00 2.58 0.22 0.000
66.00 2.58 0.22 0.000
68.00 2.58 0.22 0.000
70.00 2.58 0.22 0.000
72.00 2.58 0.22 0.000
74.00 2.58 0.22 0.000
76.00 2.58 0.22 0.000
78.00 2.58 0.22 0.000
80.00 2.58 0.22 0.000
82.00 2.58 0.22 0.000
84.00 2.58 0.22 0.000
86.00 2.58 0.22 0.000
88.00 2.58 0.22 0.000
90.00 2.58 0.22 0.000
92.00 2.58 0.22 0.000
94.00 2.58 0.22 0.000
96.00 2.58 0.22 0.000
98.00 2.58 0.22 0.000
100.00 2.58 0.22 0.000
102.00 2.58 0.22 0.000
104.00 2.58 0.22 0.000

INF-2 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 2P: SF-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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 2P: SF-2
Hydrograph
II1H I —h 1 1 H 1 1 L Inflow
/ 0.293 cfs ■Outflow
/ 1 1 Ificio 4kr 0-J3,'1 lEi ■Primary
0.32 ■Secondary
/ L i HI H- PeIaI�Eleir= i8I�6A1
0.3 /
0.28 / I I I I H I—I H- I— I Facl 5 10
0.26 /
0.24 / - L I H- II H- I— I 4 I— I - L I -
0.22 /
0.2 1— IL L I I I IIL I— IL LI -
43 0.18 /
o 0.16 / IL I I 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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 2P: SF-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

< 4S >
11
PreD
D /6
3P
SF-3
Subcat Reach 'on• Link Routing Diagram for INF-3
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 3S: D5/6
Runoff = 0.456 cfs @ 12.04 hrs, Volume= 0.028 af, Depth= 0.49"
Routed to Pond 3P : SF-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: D5/6
Hydrograph
0.5 fj ■Runoff
0.484- 0.456 cfs
0.44 - = rt H H - -C
0.42 /- a+�ifa�N� $8
0.447/
0.3Y-0.36 / H H + H H d r f "r a=O69V a-d
0.341- -
0.32�- u ° C e n$ a
0.28 /
0.261 JY -Rr!Yrf
p 0.24 - Ci .f�.,.,.In
Li 0.22� V_l r i
0.2
a1s�- -
0.14 - -�
0.12
0.1 /
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 3S: D5/6
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 4S: PreD
Runoff = 0.133 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 0.22"
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
0.690 61 >75% Grass cover, Good, HSG B
0.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 4S: PreD
Hydrograph
■Runoff
0.14: 0.133 cfs
0.13-/ j
0.12afa�l1�2� 8'�
0.11� RurtofMrea=0699 aef
0.09
ur_of foTipirlle 11.Qfi
0.08. ✓ tRrr D pt -0.?2�
c 0.07
0.05-/
0.04/ H
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 4S: PreD
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 0.22 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.22 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 0.01 0.067
14.00 2.11 0.10 0.015
16.00 2.27 0.13 0.011
18.00 2.38 0.16 0.009
20.00 2.46 0.18 0.007
22.00 2.52 0.20 0.006
24.00 2.58 0.22 0.006
26.00 2.58 0.22 0.000
28.00 2.58 0.22 0.000
30.00 2.58 0.22 0.000
32.00 2.58 0.22 0.000
34.00 2.58 0.22 0.000
36.00 2.58 0.22 0.000
38.00 2.58 0.22 0.000
40.00 2.58 0.22 0.000
42.00 2.58 0.22 0.000
44.00 2.58 0.22 0.000
46.00 2.58 0.22 0.000
48.00 2.58 0.22 0.000
50.00 2.58 0.22 0.000
52.00 2.58 0.22 0.000
54.00 2.58 0.22 0.000
56.00 2.58 0.22 0.000
58.00 2.58 0.22 0.000
60.00 2.58 0.22 0.000
62.00 2.58 0.22 0.000
64.00 2.58 0.22 0.000
66.00 2.58 0.22 0.000
68.00 2.58 0.22 0.000
70.00 2.58 0.22 0.000
72.00 2.58 0.22 0.000
74.00 2.58 0.22 0.000
76.00 2.58 0.22 0.000
78.00 2.58 0.22 0.000
80.00 2.58 0.22 0.000
82.00 2.58 0.22 0.000
84.00 2.58 0.22 0.000
86.00 2.58 0.22 0.000
88.00 2.58 0.22 0.000
90.00 2.58 0.22 0.000
92.00 2.58 0.22 0.000
94.00 2.58 0.22 0.000
96.00 2.58 0.22 0.000
98.00 2.58 0.22 0.000
100.00 2.58 0.22 0.000
102.00 2.58 0.22 0.000
104.00 2.58 0.22 0.000

INF-3 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 3P: SF-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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 3P: SF-3
Hydrograph
_ I I iu to Ofw
IV IfIlW- rC� O.6���� kl :Seod ry0.5 /
0.45� , Peak Elleir=5811.73'1
/
/
0.4- / / 1 _ _L LIS_toage�9 51q
0.35� / /, I _ / I I I I I— I - I -
N 0.3_ / / *I I ± I— I I- 1 - 1— I —I
00.2517 z / - I I— I EI FI —I
LL 0.2�
0.15-
0.1 / A n n m rf
0.000 0.007 cfs%%///%//////////////////%///%/
cfs ����K����i���������������,/�,/��������������� %��fff
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 3P: SF-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

lit
< 4S >
PreD D5 /66
U
4P
SF-4
Subcat Reach 'on• Link Routing Diagram for INF-4
Prepared by Const Materials Engineering, Printed 3/14/2024
HydroCAD®10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 4S: D5A/6B
Runoff = 0.609 cfs @ 12.03 hrs, Volume= 0.036 af, Depth= 0.61"
Routed to Pond 4P : SF-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: D5A/6B
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 4S: D5A/6B
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 5S: PreD
Runoff = 0.137 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 0.22"
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
0.710 61 >75% Grass cover, Good, HSG B
0.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, TC
Subcatchment 5S: PreD
Hydrograph
0.15 ■Runoff
0.14- 0I 37_/ cfs p�
0.13� �C ira rloiteL24h 1-1-1
0.12 / F�aifll�2. 8�
0.11 / -L -L -L 1_ _L Rurioff4rea=O:7IO ad
0.1
0.09� ( fur-oflf Vohpimie=0.91 a
0.08="
LT. 0.071 c C�.0__m rn
v IT
0.05/ -�Tf
0.04 /
0.03
0.02V
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 5S: PreD
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 0.22 0.000
2.00 0.06 0.00 0.000 108.00 2.58 0.22 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 0.01 0.069
14.00 2.11 0.10 0.016
16.00 2.27 0.13 0.011
18.00 2.38 0.16 0.009
20.00 2.46 0.18 0.007
22.00 2.52 0.20 0.007
24.00 2.58 0.22 0.006
26.00 2.58 0.22 0.000
28.00 2.58 0.22 0.000
30.00 2.58 0.22 0.000
32.00 2.58 0.22 0.000
34.00 2.58 0.22 0.000
36.00 2.58 0.22 0.000
38.00 2.58 0.22 0.000
40.00 2.58 0.22 0.000
42.00 2.58 0.22 0.000
44.00 2.58 0.22 0.000
46.00 2.58 0.22 0.000
48.00 2.58 0.22 0.000
50.00 2.58 0.22 0.000
52.00 2.58 0.22 0.000
54.00 2.58 0.22 0.000
56.00 2.58 0.22 0.000
58.00 2.58 0.22 0.000
60.00 2.58 0.22 0.000
62.00 2.58 0.22 0.000
64.00 2.58 0.22 0.000
66.00 2.58 0.22 0.000
68.00 2.58 0.22 0.000
70.00 2.58 0.22 0.000
72.00 2.58 0.22 0.000
74.00 2.58 0.22 0.000
76.00 2.58 0.22 0.000
78.00 2.58 0.22 0.000
80.00 2.58 0.22 0.000
82.00 2.58 0.22 0.000
84.00 2.58 0.22 0.000
86.00 2.58 0.22 0.000
88.00 2.58 0.22 0.000
90.00 2.58 0.22 0.000
92.00 2.58 0.22 0.000
94.00 2.58 0.22 0.000
96.00 2.58 0.22 0.000
98.00 2.58 0.22 0.000
100.00 2.58 0.22 0.000
102.00 2.58 0.22 0.000
104.00 2.58 0.22 0.000

INF-4 Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by Const Materials Engineering Printed 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Pond 4P: SF-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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 7
Pond 4P: SF-4
Hydrograph
/ 0.609 cfs ❑Ouow
❑Outflow
Inflow Area=0.710 ac ❑Primary
❑Secondary
0.65V / / /
0.6V / / 1 - Peak Elev=581.82'
0.55V / / I / Storage=1,253,c_f
0.5V / / /
0.45V / / I
y 0.4V
/ / - /
0.35V / /' /
3 -
LL 0.3V / / 1 1 1 1
0.25V / /
0.2V / / ' - I 1— - ' 1 -
0.15/ / I
0.000 ifs 0.008o � /l l"ffff
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 3/14/2024
HydroCAD® 10.20-4b s/n 12840 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 4P: SF-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

07-SHWT Data

EDPS
•
Environmental Drilling & Probing Services, LLC
Test Boring Field Log
Rig Type: Geoprobe 7822 DT(ATV)with Auto Hammer
PATE 31'})1-1 SHEET 1 OF 3
PROJECT NAME PROJECT#
SITE LOCATION BORING# "— 1
CLIENT DRILLING TEAM In.. .tkt., 41-ere- ,,
i 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
I tS SS 12 36 5V3 , U- _ c+kl r PLO Q 1 i2".
HQ., ' i i.
3.5 5 SS 2
SHWT below this
6 7.5 SS 3
elevation
Surface= 588.0
8.5 10 SS ESHWT=585.0
4
13.5 15 SS
5
ii___ _
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 # SC1A 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 C.k 1 1 ttt'I
3.5 5 SS ? -1 5 9 ciey 2 i 2-'
6 7.5 SS U1 1 " "4- c)i 1 A- 3 Il 2:,
8.5 10 SS 3 5 4 - (1 ; 1 A- 4 1(1
n 6\1: 0.
13.5 15 SS _ 5
SHWT below this
18.5 20 SS elevation 6
Surface= 593.4
ESHWT=581.4
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]

a. ��
.f Environmental Drillui;& Probing Services, LLC
Test Borint Field Log
RI Type: Geoprobe78228T(AN with auto Hammer
SATE 3 lb i49 3MEET r OF _ i
PROJECT NAME ✓\Spy VOk nG`� PROJECTp
S rTE L3cAT OH 8O11.*Nr;Y —
CLIE.NT DRILLING rEAM 2L
&M4LEDEPTH 13A►nPLa aLCw5PCntiu4iICSDMS;MP►ER 1OENTIICATON saNp —
M
FROM TO TYPE OT•)6 5 TO 12 12TO1t -'value TWui ASDAaIL�Conr /�GrM✓ !�0
g•s SS Li 1/ 41 /3 _ , t/ /s'k/4 /,.:cy I IV
3.5 5 SS 7 II Zo 31 ' H- 2 15i
i r I( 3 16`
6 7.5 SS q I� 17 3 1 y
I
•
1 5.5 10 ES I 2_ 2_3 1G 1/Z /r IL — a 16 tr
13.5 15 SS 91 5% F ` ��\ s /�
Re-41AS0, e 171 3"
185 20 SS — 6
�
235 25 SS _
SHWT below this
elevation
28.5 l 30 �s Surface= 554.8 8
ESHWT=537.5 1 i
I 9
33,5 35 5S —
oS 5 41 23 10
L_w —
I —
I
J
W/►rGR Al 71rAE jr r1AILUNc3 - CAVE)DEPTH AT TOIL
WATER AT TC8 rw CINEtf 1/cPTM AFTER—24IirEOD
17538 Grernhill Road - (Aldom.Nr :ate,; Ur1,e 704-oJ: )N Fax IQ)541.2131

EDPS -;
-c Environmental Drilling & Probing Services. LLC
-
Test Boring Field Lag
RI Type; Gecprabe 782207(MIA with Auto Ramrner
►ATE 3 lb R3 *MEET I OF �—
PROJECT NAME (.c)r.SC V VOt1(\� PROJECT# —
S ITE LOcM ON BORING" S —
CLIL.NT DRILLING TEAM 1 2z -
SAMr'LEDEPTH SAMPL= BLCw5PCR61tICIli:S3N£RNPLER iOENTGI CAT ON SAMPL
FROM TO TYPE 0.ID 5 TO 12 IZTOta •'r aI� rP�l� .asDnau�ConC / +t✓Gra
=
3.5 5 SS Mill /t 20 ZL/ flrry 7.S;14/gcr(C 2 l8
IN. i
6 7.5 SS 17 1 A 3S (( I, 3
5.5 TO ZS Z3 qi, /T li 14 ._
5
T��P�
13.aEINEM 1\ ,Sa e iS
185 20 Sc _ 6
I
SHWT below this
23 5 25 SS _ elevation �
Surface= 555.3
28.5 3p §S ESHWT=540.3 a
I
33,5 35 SS Ell 9
58 33 10
■
WAi C•F AT TIME Or r1RILLIMG PM — - CAVE)DEPTH AT TO4
(IX
WATER AT TCS t4 C/,VEII•2 PTH AFTER s2411r zEOD
17538 Greenhill Aoad • Char1011e,\r :317.k urT.e 704-o07-:M'1 fix 803 541.2?3i,

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] •