20220795 Ver 2_2024-04-04_McCoy Farm NCDEQ 2nd Submital SCM Calc Binder_20240611

STORMWATER SCM CALCULATIONS
MCCOY FARM
Wesley Chapel, North Carolina
Prepared for:
Mills Ventures, LLC.
Prepared by:
DPR DESIGN
919 Berryhill Rd.
Charlotte, NC 28208
PH: 704-332-1204
www.dpr.design
DPR Project #: 19076
February 9th, 2022
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MCCOY FARM
SCM DESIGN NARRATIVE
DPR No. 19076
02-09-2022
Revision: 03-27-2024
The enclosed calculation package is to show the results of the stormwater SCM design for the proposed
McCoy Farm development. The development is located in Wesley Chapel, Union County, North Carolina,
on the West side of Wesley Chapel Rd. (SR-1162) just North of Potter Rd. The net site area is
approximately 64.3 acres. The existing condition is open and wooded. This project's proposed
development type will be single family residential.
A total of three (2) SCM facilities are on site. Both are sand filters. All were designed per the most recent
NC DENR Stormwater SCM manual. Topographic maps and field observations were used to delineate the
watershed basins and hydraulic path feeding into the study conveyance system. With this information,
hydraulic lengths, time of concentrations (TOC), and basin slopes were determined for the pre -developed
conditions. TOC of 5 min. was used for all post -developed conditions. The total impervious areas of the
development were calculated. The composite curve numbers (CN) were calculated based on the
hydrologic soil types and groups from the U.S. Department of Agriculture, SCS Union County for the pre -
developed and post -developed conditions. Approximately 0.76 AC. of offsite area drains to the SCMs.
This area is considered to be 100% BUA. The BUA within the project area + the additional offsite BUA was
calculated to be 43.8% of the drainage area. All SCM designs used a BUA of 45%, thereby adequately
providing capacity for the offsite theoretical 100% BUA. It should be noted that the offsite BUA is not
specifically listed on the BUA calculations.
The development was designed using the high density threshold. The development is subject to Wesley
Chapel's Detention requirements for peak discharges of 1-yr, 2-yr. 10-yr and 25-yr 24-hr storm events.
The proposed SCMS, sand filters 1 & 2 were designed to capture and provide WQ treatment to handle the
first 1-inch of rainfall.
The sand filter, SCM #2, was designed so modeling results indicate that the SCM will capture and provide
WQ treatment to handle the first 1-inch of rainfall plus provide 1-year, 2-year, 10-year, and 25-year (24-hr
storm events, using SCS Method). The I` -Inch of rainfall water quality volume was calculated using the
Schueler simple method. Post peak flow release rates are less than the Pre -developed peak flow rates.
The spillway was designed to safely bypass the larger storm events.
Refer to the detailed maps, calculations, results, and details are shown in this package and in the civil
engineering subdivision plans.
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMICalcs and PDFsl2024-
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Table 1: DRAINAGE AREAS:
SCM No.
Drainage Area
Pre -Developed
(+/- Ac.)
Drainage Area
Post -Developed
(+/- Ac.)
1
24.5
25.9
2
6.3
6.3
Tota 1
30.8
32.2
Table 2: PRE -DEVELOPED PEAK DISCHARGES:
SCM No.
1Yr - 24 Hr
(cfs)
2Yr - 24 Hr
(cfs)
10Yr - 24 Hr
(cfs)
25Yr - 24 Hr
(cfs)
50Yr - 24 Hr
(cfs)
100Yr - 24 Hr
(cfs)
1
13.43
23.29
54.82
76.85
95.47
115.59
2
2.810
4.927
11.76
16.50
20.53
24.89
Tota I
19.83
34.48
81.35
114.06
141.72
171.61
TABLE 3: POST- DEVELOPED PEAK DISCHARGES:
SCM No.
1Yr - 24 Hr
2Yr - 24 Hr
10Yr - 24 Hr
25Yr - 24 Hr
- 24 Hr
100Yr - 24 Hr
(cfs)
(cfs)
(cfs)
(cfs)
F50Yr
(cfs)
(cfs)
1
55.99
76.70
136.39
174.00
204.29
236.09
2
13.62
18.66
33.18
42.32
49.69
57.43
TABLE 4: DETENTION ROUTING DISCHARGES:
SCM No. 1
1Yr - 24 Hr
2Yr - 24 Hr
10Yr - 24 Hr
25Yr - 24 Hr
50Yr - 24 Hr
100Yr - 24 Hr
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1
1.336
4.776
34.37
60.56
76.11
82.90
2
0.225
0.531
7.174
15.76
26.17
37.45
TABLE 5: POST- DEVELOPED DETENTION ROUTING ELEVATION:
SCM No.
]F
1Yr - 24 Hr
2Yr - 24 Hr
10Yr - 24 Hr
25Yr - 24 Hr
50Yr - 24 Hr
100Yr - 24 Hr
Elev.
Elev.
Elev.
Elev.
Elev.
Elev.
1
597.34
597.61
598.68
599.33
599.83
600.39
2 1
613.21
613.55
614.07
614.48
614.74
614.93
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMICalcs and PDFsl2024-
03-27 5th sub SCM CalcslWorking119076 SCM Narrative.doc Page 2 of
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Project: McCoy Farm DPR DESIGN, LLC. Prepared by: JMM
DPR Job #: 19076 PCSO SUMMARY Checked by: HN
Location: Wesley Chapel, NC Date: 06-15-2022
Rev: 03/27/2024
PCSO SUMMARY - McCOY FARM
Original Parcel ID Number(s):
06024002,06024004-01,06024004C,06024006,06024006A
Development Type:
Single -Family
ISF Detached
Subject to PCCO? Y/N
NO
If NO, why?
PCCO District:
Catawba River
Water Supply Watershed Overlay
N/A
Stream Name
Price Mill Creek
Classification
C
Stream Index
11-138-2-2
Site Area (Net) (ac):
64.37
Disturbed Area (ac):
42.00
SCM All
SCM #1
SCM #2
Total Drainage Area (ac):
32.2
25.9
6.3
Existing Built -upon -area (ac):
1.80
Existing BUA to be removed (ac):
1.80
Existing BUA to remain (ac):
0.00
Proposed New BUA (ac):
11.12
Proposed % BUA to SCM:
41.48% (45% used for SCM Design)
Proposed % BUA to Site:
20.75% For Overall Site
Density (High / Low)
High
Development or Redevelopment?
Development
Mitigation Type (if applicable)
N/A

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
COMPLIANCE
7
Width of vegetated setbacks provided (feet)
30
8
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
N/A
10
Is streambank stabilization proposed on this project?
No
TYPE OF SCMs:
11
Infiltration System
12
Bioretention Cell
13
Wet Pond
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
2
17
Rainwater Harvesting RWH
18
Green Roof
19
Level Spreader -Filter Strip (IS-FS
20
Disconnected Impervious Surface DIS
21
Treatment Swale
22
Dry Pond
23
StormFilter
24
Silva Cell
25
Bayfilter
26
Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
HY NGUYEN, PRINCIPLE & ENGINEER
28
Organization:
DPR DESIGN
29
Street address:
919 BERRYHILL RD.
30
City, State, Zip:
CHARLOTTE, NC 28208
31
Phone numbers :
704-340-0641
321
Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision, that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete, and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
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Signature of Designer
Seal
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
4
Type of SCM
SAND FILTERS
SAND FILTER -
SCM 1
SAND FILTER -
SCM #2
5
ITotal drainage area (sq ft
1,402,632
1128204
274428
6
lOnsite drainage area (sq ft
1,367,932
1096504
271428
7
JOffsite drainage area (sq ft)
ITotal BUA in project (sq ft
New BUA on subdivided lots (subject to permitting)
(sq ft)
34,700
31700
3000
8
581962 sf
495970 sf
120522 sf
9
430000 sf
343140 sf
86860 sf
10permitting)
New BUA not on subdivided lots (subject to
s
151962 sf
121130 sf
30662 sf
11
Offsite BUA (sq ft
34700 sf
31700 sf
3000 sf
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft)
sf
sf
sf
Sidewalks ft
33431 sf
24738 sf
6262 sf
Roof (sq ft
sf
sf
sf
Roadway s ft
88137 sf
67511 sf
17089 sf
Future (sq ft)
sf
sf
sf
Other, please specify in the comment box
below (sq ft
30394 sf
23700 sf
6300 sf
13
New infiltrating permeable pavement on
subdivided lots s ft
sf
sf
sf
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
sf
sf
sf
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
sf
sf
sf
16
Existing BUA that is already permitted (sq ft
sf
sf
sf
17
Existing BUA that will be removed (sq ft
sf
sf
sf
18
IPercent BUA
36%
44%
44%
19
Design storm inches
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
81500 cf
58000 cf
23500 cf
121
Calculation method for design volume
Simple Method,
Schuler
Simple Method,
Schuler
Simple Method,
Schuler
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):
Other BUA = Cluster Mailbox and Entry Monuments. Note: Future for HOA
area is part of the OTHER BUA values.

SAND FILTER
11
Drainage area number
1
2
21
Minimum required treatment volume cu ft
32083 sf
29162 sf
GENERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Y-es
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
desi n volume?
No
No
9
What is the method for dewatering the SCM for maintenance?
Other
Other
10
If applicable, will the SCM be cleaned out after construction?
N/A
N/A
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
Yes
SAND FILTER
MDC FROM 02H .1056
18
SHWT elevation (fmsl)
589
608
19
Type of sand filter (open or closed)
Open
Open
20
If closed, will the filter will be pre -cast or pour -in -place?
21
If closed, top of grate elevation (fmsl)
22
Is this sand filter designed to attenuate peak flows?
Yes
Yes
Sediment Chamber
23
Volume that can be retained in the sediment chamber (cubic feet)
25000 cf
6000 cf
24
Will there be a permanent pool in the sediment chamber?
No
No
25
Bottom of the sediment chamber (fmsl)
596.00
612.00
26
Area of the sediment chamber (square feet)
25000 sf
5600 sf
27
Physical depth of the sediment chamber inches
12 in
12 in
28
L2
Ponding depth in the sediment chamber, above any permanent pool
inches
9
Elevation of top of weir between chambers (fmsl)
597
613
I Sand Chamber
30
Volume that can be retained in the sand chamber (cubic feet)
21025 cf
10475 cf
31
Bottom of the sand chamber (fmsl)
595.00
611.50
32
Area of the sand chamber (square feet
8050 sf
2650 sf
33
Physical depth of the sand chamber (inches)
24 in
18 in
34
Ponding depth in the sand chamber, above the sand surface
inches
24 in
18 in
35
Elevation of the bypass device (fmsl)
597
613
36
Type of bypass device
Outlet structure
with Orifice
Outlet structure
with Orifice.
37
Mechanism for distributing flow over the sand surface
RIP -RAP BERM
RIP -RAP BERM
38
Sand specification for sand chamber
ASTM C-33
ASTM C-33
39
Depth above underdrain pipe (inches)
12 in
12 in
40
Will the media be maintained to drain at least two inches per hour at
the sand surface?
Yes
Yes
41
Is at least one clean -out pipe provided at the low point of each
underdrain line?
Yes
Yes
42
Will clean -out pipes be capped?
Yes
Yes
INFORMATION
I 43 Please use this space to provide any additional information about the I
sand filter(s):
SCM #2 only has an impermiable liner to protect against SHWTE infiltration.
Dewater: these are sand filters; there should be no need for dewatering; if
there is a complete failure of the sand media then any excess water would
have to be pumped out; refer to DEWATERING DETAIL on CDs, C3 series.
Sand Filter 1 11:35 AM 4/3/2024

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TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 1
PRE - POND 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.56
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 13.53 +
0.00 +
0.00 =
13.53
Shallow Concentrated Flow
Flow length (ft)
= 700.00
0.00
0.00
Watercourse slope (%)
= 4.40
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.38
0.00
0.00
Travel Time (min)
= 3.45 +
0.00 +
0.00 =
3.45
Channel Flow
X sectional flow area (sqft)
= 13.00
0.00
0.00
Wetted perimeter (ft)
= 15.00
0.00
0.00
Channel slope (%)
= 1.60
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=3.42
0.00
0.00
Flow length (ft)
({0})630.0
0.0
0.0
Travel Time (min)
= 3.07 +
0.00 +
0.00 =
3.07
Total Travel Time, Tc..............................................................................
20.00 min

2
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 2
PRE - SCM 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.150
0.011
Flow length (ft)
= 98.0
50.0
0.0
Two-year 24-hr precip. (in)
= 3.56
3.56
0.00
Land slope (%)
= 2.70
2.00
0.00
Travel Time (min)
= 17.77 +
5.34 +
0.00 =
23.10
Shallow Concentrated Flow
Flow length (ft)
= 50.00
306.00
0.00
Watercourse slope (%)
= 1.50
2.20
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=1.98
2.39
0.00
Travel Time (min)
= 0.42 +
2.13 +
0.00 =
2.55
Channel Flow
X sectional flow area (sqft)
= 13.00
0.00
0.00
Wetted perimeter (ft)
= 15.00
0.00
0.00
Channel slope (%)
= 1.90
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=12.44
0.00
0.00
Flow length (ft)
({0})259.0
0.0
0.0
Travel Time (min)
= 0.35 +
0.00 +
0.00 =
0.35
Total Travel Time, Tc..............................................................................
26.00 min

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----------

Project: McCoy Farm DPR DESIGN Prepared by: JMM
DPR Job #: 19076 Impervious Estimates Checked by: HN
Location: Wesley Chapel, NC Date: 07-05-2023
Rev:03-27-2024
Estimated BUA Breakdown - OVERALL SITE
On -Site (43 Lots Total)
Proposed Single Family 10,000 SF x 43 lots .........................................
430,000 sq ft =
9.87 ac
(10,000 SF = avg house pad 6,675 SF + 18'x50' +625 SF Driveway
avg +
sidewalk to front door 300 SF + Patio 500 SF + future allocation 1000 SF)
Cluster Mailbox, Entry monuments, & Other Misc...................................................
30,000 sq ft =
0.69 ac
Proposed Streets:
A RD., B/C-B/C (approx. 26 x 3,050 LF)................................................................
79,300 sq ft =
1.82 ac
Additional Pavement for Cul-De-Sac....................................................
5,300 sq ft =
0.12 ac
Sidewalk (5' Wide)..................................................................
31,000 sq ft =
0.71 ac
Driveway within R/W (43 UNITS x 18 x 8)...........................................................
6,192 sq ft =
0.14 ac
Total Proposed Streets:
F 121,792 sq ft =
2.80 ac
Total Impervious Area...
M
581,792 sq ft =
AEL&C
TotalNet Site Area=...............................................................................................................
64.37 ac
TOTAL SCM Drainage Area #1 A + #2=................................................................................................
32.20 ac
Impervious Area Summary
Imperv. Area
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
DA Area
Proposed Single Family 9.87
15.34%
30.66%
Proposed CMB & Misc. 0.69
1.07%
2.14%
Proposed Streets 2.80
4.34%
8.68%
Net Imp. Area 13.36
20.75%
41.48%
USED 45%
Total Imp. Area 13.36
20.75%
41.48% FOR DESIGN
Z:IShareMProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALQ-&DSQMI..?RW2Q 49A.xls Sheet 1 of 1

Project: McCoy Farm DPR DESIGN, INC Prepared by: JMM
DPR Job No.: 19076 RUN-OFF CURVE NUMBER Checked by: HN
Location: Wesley Chapel, NC Date: 02-09-2022, Rev: 2022-08-05
Total Drain. Area (Ac.)
41.5
Percentage of
Site Soil Type
Soil Group
Basin
TbB2
B
56.8%
BdB2 & BdC2
C
38.7%
CmB
D
4.5%
100.0
Hvdrolooic Soil Group Used
r-ercenr or
Drainage
CN for
Weighted
CN for
Weighted
CN for
Weighted
CN Group
Weighted
Total
Weighted
Land Use
No. Acres
Area
Group B
CN
Group C
CN
Group D
CN
X/X
CN
Weighted CN
CN
Wood (Fair Cond.)
8.5
20.5%
60
34.1
73
28.3
79
3.6
0
0.0
65.9
13.5
Open Space (Fair Cond.)
31.2
75.2%
61
34.6
74
28.6
80
3.6
0
0.0
66.9
50.3
BUA (Buildings, Roads...)
1.8
4.2%
98
55.7
98
37.9
98
4.4
98
0.0
98.0
4.2
100%
Used 67.5
On -Site Proposed Development
Total Drain. Area (Ac.) 41.5
Percentage of
Site Soil Tvpe
Soil Group
Basin
TbB2
B
56.8%
BdB2 & BdC2
C
38.7%
CmB
D
4.5%
100.0
67.9
Hvdrolooic Soil Group Used
Percent of
Drainage
CN for
Weighted
CN for
Weighted
CN for
Weighted
CN Group
Weighted
Total
Weighted
Land Use
No. Acres
Area
Group B
CN
Group C
CN
Group D
CN
X/X
CN
Weighted CN
CN
Wood (Fair Cond.)
0.0
0.0%
60
34.1
73
28.3
79
3.6
0
0.0
65.9
0.0
Open Space (Fair Cond.)
27.0
55.1 %
61
34.6
74
28.6
80
3.6
0
0.0
66.9
36.9
BUA (Buildings, Roads...)
14.5
45.0%
98
55.7
98
37.9
98
4.4
98
0.0
98.0
44.1
Total 41.5 100
Composite Curve Number (CN): 81
81.0
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Hydrologic Soil Group —Union County, North Carolina
2022-08-02_19076 SCM DA
SHAPEFILE
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BdB2
Badin channery silty
C
11.8
37.8%
clay loam, 2 to 8
percent slopes,
moderately eroded
BdC2
Badin channery silty
C
0.3
0.9%
clay loam, 8 to 15
percent slopes,
moderately eroded
CmB
Cid channery silt loam, 1
D
1.4
4.5%
to 5 percent slopes
TbB2
Tarrus gravelly silty clay
B
17.8
56.8%
loam, 2 to 8 percent
slopes, moderately
eroded
Totals for Area of Interest
31.3
100.0%
USDA Natural Resources Web Soil Survey 8/02/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
2022-08-02_19076 SCM DA
SHAPEFILE
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 8/02/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

NOTE: THIS REPORT WAS SHORTED FOR
INSERTION INTO THE CALCULATION
BINDER. REFER TO THE UPLOADED PDF
//AAL FOR FULL REPORT.
SUMMIT
ENGINEERING. LABORATORY. TESTING
January 31, 2020
Mr. Steven Whitworth
Kahuna Group
311 Unionville Indian Trail Rd W
Indian Trail, North Carolina 28079
Email: swhitworth ckkahuna-group.com
Subject: Estimated Seasonal High -Water Table (ESHWT) Determinations
Carolyn Farm Site — Additional Borings
Wesley Chapel and Potter Road
Wesley Chapel, North Carolina
SUMMIT Project No. 3802.02
Dear Mr. Whitworth:
SUMMIT Engineering, Laboratory and Testing, P. C. (SUMMIT) is pleased to submit this letter
summarizing our observations of the soil test borings as related to Estimated Seasonal High -Water
Table Elevation (ESHWT) determinations. This report contains a brief description of the project
information provided to us, general site and subsurface conditions revealed during this study.
PURPOSE OF STUDY
The primary purpose of this study was to obtain information regarding the subsurface conditions
near the proposed detention ponds, assess the engineering characteristics of the subsurface
materials, and determination of the estimated seasonal high-water table mark (if evident). This
report contains the following items:
ENGINEERING • LABORATORY • TESTING
3575 Centre Circle Drive I Fort Mill, South Carolina 29715 1 (704) 504 - 1717 1 (704) 504 - 1125 (Fax)
WWW. SU M M 1T-COM PAN I ES. COM

Summary of ESHWT Determination
Carolyn Farm Site — Additional Borings
SUMMIT Project No. 3802.02
January 31, 2020
The following table summarizes the results of the boring and our observations.
Summary Table of the Boring Results and Our Observations
GW Depth
Boring
GW Depth
After
PWR
Test
Depth
ESHWT
ATD
24 Hours
Depth
Location
(Feet)'
Depth (Feet) '
(Feet)
(Feet)
(Feet)'
BMP-1
11.2
7
NE
10
10
BMP-2
14.3
5
NE
0.8
6
1 Depths from existing ground surface.
NE — Not Encountered in Boring.
FOR SCM 2:
615.00(-)T=
608.00.
FOR SCM 1A &
1B: 594.00 (-) 5' =
589.00.
The analyses and recommendations submitted in this report were based, in part, on data obtained
from this study. If the above -described project conditions are incorrect or changed after the issuing
of this report, or subsurface conditions encountered during construction are different from those
reported, SUMMIT should be notified and these recommendations should be re-evaluated based
on the changed conditions to make appropriate revisions. We have prepared this report according
to generally accepted geotechnical engineering practices. No warranty, express or implied, is
made as to the professional advice included in this report.
5

Summary of ESHWT Determination SUMMIT Project No. 3802.02
Carolyn Farm Site — Additional Borings January 31, 2020
CLOSING
SUMMIT appreciates the opportunity to provide our professional services for you on this project.
If you have any questions concerning the information in this proposal or if we may be of further
service, please contact us at 704.504.1717.
Sincerely,
SUMMIT
,,��111►Illlrll
r" •.SUMMIT
Engineering,i
TLaboratory esti g C.
ern:
�,J•��//lllllllll►��,
Kerry C. Cooper, P.E.
Geotechnical Department Manager
LIST OF APPENDICES
1 Figure No. 1 —Site Location Map
Figure No. 2 — Boring Location Plan
2 Boring Logs
3 Photographic Log
CARO
10
9'
SEAL
Y843
5 � -
`,r,�•�!ekY ►G0`
Ricky O. Coker, P.E.
Senior Project Manager

1
rrrertane
lnvestment Services ,
fIZIZ
k a
C
ercGker 4,
ZV
t•
R
Elatos Park I
d Wesley Chapel
TP Wesley Chapel
Elementary School
Carolyn Farm Site
Figure 1 Wesley Chapel and Potter Road
Site Location Map Wesley Chapel, North Carolina
SUMMIT
3575 Centre Circle
SUMMIT Project No.: 3802.02 Fort Mill, South Carolina 29715
SCALE: NTS J [phone]

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodeskg Civil 3DO by Autodesk, Inc. v2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
61.4444
12.3000
0.8784
--------
2
78.4691
13.2000
0.8899
--------
3
0.0000
0.0000
0.0000
--------
5
78.5032
13.0000
0.8418
--------
10
77.8312
12.7000
0.8107
--------
25
66.8612
11.2000
0.7456
--------
50
59.9370
10.2000
0.6997
--------
100
54.4447
9.3000
0.6593
--------
File name: Union County -Wesley Chapel.IDF
Intensity = B / (Tc + D)^E
Monday, 06 / 26 / 2023
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.02
4.02
3.36
2.90
2.56
2.29
2.08
1.90
1.75
1.63
1.52
1.43
2
5.93
4.78
4.02
3.48
3.07
2.75
2.49
2.28
2.11
1.96
1.83
1.72
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.89
5.61
4.75
4.14
3.67
3.31
3.02
2.78
2.57
2.40
2.25
2.12
10
7.58
6.19
5.27
4.61
4.10
3.71
3.39
3.13
2.91
2.72
2.55
2.41
25
8.38
6.86
5.86
5.14
4.60
4.18
3.84
3.55
3.32
3.11
2.94
2.78
50
8.93
7.32
6.27
5.52
4.96
4.52
4.16
3.87
3.62
3.41
3.22
3.06
100
9.43
7.73
6.64
5.87
5.29
4.84
4.47
4.17
3.91
3.69
3.50
3.33
Tc = time in minutes. Values may exceed 60.
Active\2019\19076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCS\BMP\19076 NOAA data for Precipitation.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.95
3.56
0.00
4.48
5.20
6.21
7.02
7.87
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job #: 19076 NOAA DATA - IN/HR Checked by:HN
Location: Wesley Chapel, NC Date: 06-25-2022
NOAA DATA:
C�? "'rf,
f�F
r
x
�
o
4
�
:1
}
a
O
2km
1mi
PF tabular
car
Wesley Chapel
Location information:
Name: Matthews, North Carolina,
USA*
Latitude: 35-0118'
Longitude:-80.6728'
Elevation: 616.04 tt t"
x Source: ESRI Maps
** Source: USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY IN FORMAT ON
NOAAAtlas 14, Volume 2, Version 3
PDS-basad precipitation frequency estimates with 90% confidence interva
recurrence irderval
1 2 5 10 25 50 100
5 min 5.03 5.94 6.39 7.58 8.39 8.94 9.44 r
(4.6,3-5.461 (5.46-6.47) (6-32-7-50) (6.9&8.24) (7.66-9.14) (8-12-9.68) (3.53-16.2) L
10-min (3: 0-4.36) (4.37 5.17) (5.07 6-01 ) (5.56-6 59) (S 06824) (6-467.71) (6. 8-3.12) [
15 min 3.35 3.98 4.65 5.12 5.64 6.00 6.32
(3.08-3.64) (3.66-4.34) (4-27-5.07) (4.69-5.56) (5-15-6-12) (5-46-6.51) (5.72 6.85)
30-min 2.29 2.75 3.31 3.71 4.18 4.52 4.84
(2.11-2.49) (2.53-2.99) (3-04-3.60) (3.464.03) (3-82-4.53) (4.11-4.90) (4.38-5.24)
fi0-min 1.43 1.72 2.12 2A1 2.78 3.06 3.33
(1.32-1.55j (1.59-1.8Sj (1-95-2-31) (2.21-2.62) (2-54-3.02) (2-70-3.32) (3.01-3.61)
2-h r 0.326 1.00 1.24 1 A2 1.66 1.84 2.02 r
(0.35$-4.904) (0.915-1.49) (1-13-1.36) (1.36 1.55) {1-50-1.81) (1-66-2.00) (1.81-2.20) L
3-h r 0.595 0.706 0.981 1.02 1.20 1.34 1.49
(0-535-0.643) (0.646-0.776) (0.804-0-967) (0.925-1-11) ('i-09-1-31) (1-21-1.47) (1.33-1.62)
6 hr 0.352 0.425 0.530 0.613 0.726 0.316 0.908 r
(0-323-0.387) (0.389-0.466) (0.485-0.532) (4.560-0.671) (0.658-4.792) (0-735-4.359) (0.813-0.959) L
12-hr 0.207 0.250 0.313 0.364 0.435 0.492 0.551
f0.190-0.227) (0.729-6.275) (0.287-0-344) (0.332-0.399) (0.394-4.474) (0-442-0.536) (0.490-6.599)
24 hr (0A14-0 133) (0. i37 6 61j (0.132-0202) (0.244-0235) (0.237-0284) (0-269-0317) (0.299-0. 56) [

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job #: 19076 NOAA DATA - PRECIPITATION Checked by:HN
Location: Wesley Chapel, NC Date: 06-25-2022
NOAA DATA:
� C� 4rfif'
R 7
LYE
{I:
2krr.
1mi
A y
6 q.
`Q�'µd Isa Wesley Chapel
��'} 6)aIIcI.
Name: Mafthews North Carolina.
IJ5Ax
Latitude: 35. 0118'
Longitude:-60.6728-
Elevation: 616.04 ft -
' Source: ESRi Maps
"Source: USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 99'_ CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
140AAAtlas 14, Volume 2, Version 3
PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90% confidence intervi
Average reaRrence lnienrai {years}
140
? 2 5 76 25 50
5 min 0.419 4 49a 0.574 0.fi32 0.699 0.745 0.787
(0_386-0.455) (4.455-9.539) (0.527-6.1625) (0.594k.887) {4.638-0_758} {0_s7T-0.8i}7} {4.7i7-0.S62} (E
7fl ran 0.669 0,79t U.92U 1.07 1.17 1.19 t.25
(0-617-0.=) (4.728-4-862) (0.84,5-1-04) (U.92J-7.76} (7-02-1-21j {i-0&1.29] {7.73 7.35) El
7 rrtin 0.337 4.995 1:76 fi.28 t.d7 7.50 fi.58
{0-771-0.949} El
3amin 7.75 f.37 1.65 1.85 2.09 2.26 2.42
(1.Oir1.25} (7.26-7.50} {i-52-1-80} (1.7ik-2.4k} (7-91-2-27} {2-OCr2.43} (2.79-2.62)
&U-min 1,�3 3.72 2.12 2.41 2.78 3.46 3.33
(1.32-7.55} (7.59-1.SS} {1-95-2-31} (2.24-2.fi2) (2-54 3-02) {2-7$ 3.32j (3.41-3.61} E
2-hr 1.&3 2.00 2.48 2.&E 3.32 3_fi7 4.03
(1.52-1.87} (7.83-2.19} {2.27-2.71} (2.59-3.71j (3.01-3.fi1) {3.32A6} (3.82-4.393 I
F3-hr 1.7fi 2.fi2 2.fi5 3.D5 3.fi0 4.44 A.47
(1.fi7-1.93} (7.84-2.33} {2.42-2.9?} {2.753.34} (3.26-3.94) I
6-hr 2.91 2.5d 3.18 3.67 4.35 4.89 5.dd
(1.932.32} (233-2.79) {2.91-3.48} {3.35-d.42} (3.9d_74} {d.41f-5.32) (4.87-5.92) I
12-hr 2.-0$ 3.01 3.77 4.39 5.24 5.92 6.63
(2.29-2.73} (2.76-3.31} {3-46-4-14j {#.04 4.84} {4.7#-5-72j {5.32-6.43} (5.91-7.22) El
2Zr 2.95 3.56 4.4$ 5.24 6.2'1 7.02 7.RJ
(2.73 3.24} (3.30-3.56} (4.13-4.85) {4.86_5.fi4} (5.70-6-73j {6.43-7.61) (T.1 53) i

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk@ Civil 3D& 2019 by Autodesk, Inc. v202O
CD
CD CD
CD
SCS
SCS SCS
SCS
I
=
2
2
W
> LU
LU
W
LU W
W
coco
co
,^^
co
co
I
co
LU
LU
co
co
O
O
�
N
U
co
co U
co
co
rn
�
o
2
0
W
I—
2
O
w
O
�
N
U
Leaend
Hyd. Origin
Description
1 SCS Runoff
PRE - SCM 1
2 SCS Runoff
PRE - SCM 2
5 SCS Runoff
POST - SCM 1
7 SCS Runoff
POST - SCM 2
9 Reservoir
ROUTED-SCM 1
10 Reservoir
ROUTED-SCM 2
Project:
19076 Hydrograph for BMP 1 and 2.gpw
03/27/2024

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
13.43
23.29
0.000
-------
54.82
76.85
95.47
115.59
PRE - POND 1
2
SCS Runoff
------
2.810
4.927
0.000
-------
11.76
16.50
20.53
24.89
PRE - SCM 2
4
SCS Runoff
------
0.000
0.000
3.467
-------
0.000
0.000
0.000
0.000
POST -VOID
5
SCS Runoff
------
55.99
76.70
0.000
-------
136.39
174.00
204.29
236.09
POST - SCM 1
6
SCS Runoff
------
16.00
21.91
0.000
-------
38.97
49.71
58.37
67.45
POST - SCM 1 B VOID
7
SCS Runoff
------
13.62
18.66
0.000
-------
33.18
42.32
49.69
57.43
POST - SCM 2
9
Reservoir
5
1.336
4.776
0.000
-------
34.37
60.56
76.11
82.90
ROUTED-SCM 1
10
Reservoir
7
0.225
0.531
0.000
-------
7.174
15.76
26.17
37.44
ROUTED-BMP 2
Proj. file: 19076 Hydrographs.gpw
Wednesday, 04 / 3 / 2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.43
2
726
51,618
------
------
------
PRE - POND 1
2
SCS Runoff
2.810
2
730
13,066
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
55.99
2
718
112,395
------
------
------
POST - SCM 1
6
SCS Runoff
16.00
2
718
32,113
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
13.62
2
718
27,339
------
------
------
POST - SCM 2
9
Reservoir
1.336
2
942
112,359
5
597.34
71,839
ROUTED-SCM 1
10
Reservoir
0.225
2
1102
27,313
7
613.21
19,024
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 1 Year
Wednesday, 04 / 3 / 2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
23.29
2
726
80,928
------
------
------
PRE - POND 1
2
SCS Runoff
4.927
2
730
20,485
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
76.70
2
716
154,887
------
------
------
POST - SCM 1
6
SCS Runoff
21.91
2
716
44,253
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
18.66
2
716
37,675
------
------
------
POST - SCM 2
9
Reservoir
4.776
2
768
154,846
5
597.61
83,057
ROUTED-SCM 1
10
Reservoir
0.531
2
882
37,649
7
613.55
24,284
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 2 Year
Wednesday, 04 / 3 / 2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
54.82
2
726
176,384
------
------
------
PRE - POND 1
2
SCS Runoff
11.76
2
730
44,647
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
136.39
2
716
278,765
------
------
------
POST - SCM 1
6
SCS Runoff
38.97
2
716
79,647
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
33.18
2
716
67,808
------
------
------
POST - SCM 2
9
Reservoir
34.37
2
724
278,718
5
598.68
128,919
ROUTED-SCM 1
10
Reservoir
7.174
2
726
67,782
7
614.07
32,557
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 10 Year
Wednesday, 04 / 3 / 2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
76.85
2
724
243,345
------
------
------
PRE - POND 1
2
SCS Runoff
16.50
2
728
61,597
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
174.00
2
716
359,227
------
------
------
POST - SCM 1
6
SCS Runoff
49.71
2
716
102,636
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
42.32
2
716
87,380
------
------
------
POST - SCM 2
9
Reservoir
60.56
2
724
359,179
5
599.33
159,065
ROUTED-SCM 1
10
Reservoir
15.76
2
724
87,353
7
614.48
39,435
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 25 Year
Wednesday, 04 / 3 / 2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
95.47
2
724
300,117
------
------
------
PRE - POND 1
2
SCS Runoff
20.53
2
728
75,967
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
204.29
2
716
425,161
------
------
------
POST - SCM 1
6
SCS Runoff
58.37
2
716
121,475
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
49.69
2
716
103,418
------
------
------
POST - SCM 2
9
Reservoir
76.11
2
724
425,112
5
599.83
182,598
ROUTED-SCM 1
10
Reservoir
26.17
2
722
103,392
7
614.74
44,089
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 50 Year
Wednesday, 04 / 3 / 2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
115.59
2
724
361,960
------
------
------
PRE - POND 1
2
SCS Runoff
24.89
2
728
91,621
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
236.09
2
716
495,327
------
------
------
POST - SCM 1
6
SCS Runoff
67.45
2
716
141,522
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
57.43
2
716
120,485
------
------
------
POST - SCM 2
9
Reservoir
82.90
2
724
495,276
5
600.39
210,282
ROUTED-SCM 1
10
Reservoir
37.44
2
720
120,459
7
614.93
47,461
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 100 Year
Wednesday, 04 / 3 / 2024

Project: McCoy Farm DPR DESIGN, INC
Prepared By: JMM
Job No.: 19076
Checked By: HN
Location: Wesley Chapel, NC
Date: 02-09-2022
Rev:07-05-2023
DESIGN CRITERIA PER NCDENR BMP ORDINANCE
* SCM - SAND FILTER - WATER QUALITY CONTROL ONLY
1
• Total Drainage Area (A):
25.90
ac
• Total Impervious Area "I" USED = 45.0% (for Design)
11.66
ac
(See attached Impervious Ca/cs)
* Total Water Quality Volume To Treat (First 1" of Rainfall) at 75%:
WQv = (P/12) (A) (Rv) (43560) =
32,083 cf
(Simple Method, Schueler)
P. Water Quality Design Storm, 1st Inch of Rainfall
1 inch
A: Drainage Area (Impervious Area Only)
25.90 ac.
Rv. 0. 05 + 0.009 (1) =
0.455
1: % of Impervious Area
45.0
* Total Storm Water Volume Control 1-vr. 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) ' A ' (43560/12) =
119,888 cf
(SCS Method)
P. Design Storm, 1-yr 24-hr Storm Rainfall depth
2.95 inch
A: Drainage Area
25.90 ac.
S = 1, 000/CN-10 =
2.35 inch
CN: Curve Number
81
* Estimated Storm Water Volume 10-vr, 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) ' A ' (43560/12) =
297,349 cf
(SCS Method)
P. Design Storm, 10-yr 24-hr Storm Rainfall depth
5.2 inch
A: Drainage Area
25.90 ac.
S = 1000/CN-10 =
2.35 inch
CN: Curve Number
81
* Sedimentation Chamber Volume Min. Required:
Vol -Pre = (0.2)(WQv) =
6,417 cf
* Filtration Media Surface Area Required:
Af=((WQv) (Df)]/((k) (Hf + Do (Tf)] =
1,833 sf
(From Mecklenburg BMP Manual, Based on Darcy's Law)
WQv: Waterquality volume
32,083 cf
Df.- Filter bed depth (1.5' Minimum)
1.0 It
k: Permeability coefficient of filter media
3.50 ft/day
(1.75" per hour, or 3.5' per day)
Hf.- Average height of water above filter bed, (half of pond depth, 1' max)
1.00 It
Tf = Design filter bed drain time in days, (2 days beyond center 24-hr storm)
2.500 days
Depth of Pond Water (24" Max.)=
24 inch
printed 3/272024
Z: ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 1 of 3

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev:07-05-2023
* Sand Chamber:
Volume of Sand Chamber required (WO Volume x 50%), NCDEQ MDC 3 (4): 16,042 cf
Volume of the Sand Chamber provided: 21,025 cf
* Filtration Media Surface Area Provided:
8,---
sf
Area of Sand Filter required (50•1 WO Volume / WO Ponding design depth), NCDEQ MDC 3 (3):
8,021
sf
8,050
Area of sand Filter provided:
sf
SCM 1 -Storage Volume Provided:
WO Sand WO Sand WO Chamber Total
Sediment
Overall
Incremental
Overall
Chamber Area Chamber Storage Storage
Chamber
Surface
Storage
Total Notes
Elevation
Area
Area
Storage
(ft)
A A (cf)
(so
(so
(cf)
(cf)
592.5
Bottom of Stone - Provide liner per geo recommendation
594.0
Top of StoneBottom of Sand
595.0
Top of Sand Filter/ Bottom of Extended Dry Detention Pond
595.0
8,050 0 0
---
8,050
0
0 Pond Bot
596.0
11,000 9,525 9,525
20,500
34,500
21,275
21,275
597.0
12,000 11,500 21,025
25,000
39,000
36,750
58,025
598.0
28,600
42,600
40,800
98,825
599.0
46,100
44,350
143,175
600.0
49,100
47,600
190,775
601.0
52,200
50,650
241,425
601.5
53,800
26,500
267,925 Pond Top
Static Water Quality Elevation @ 596.29 ft
Design Static Water Quality Elevation @ 597.00 ft
Static 1YR-24 Channel Protection Elevation @ 598.47 ft
ESHTW = 589.00 (594.00 - 5) IN THE SUMMIT GEO TECH REPORT DATED 2020-01-312.
ng
printed 3/272024
Z: IShared1Pmyacts12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 2 of 3

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev:07-05-2023
* SCM - SAND FILTER
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo = WQv/Tf = (Af)(k)(Hf+Df)/Df =
(Darcy's Law)
k: Permeability coefficient of filter media
Af.- Surface area, sf
Hf.- Average height of water above filter bed
Df.- Depth of soil filter bed
Q o @ Top of Media
Q o @ Median of WQv storage
Q o @ Top of WQv storage
0.6522 cfs
3.50 fVday
8,050 sf
1.00 ft
1.0 ft
595.0 = 0.0000 cfs
596.0 = 0.6522 cfs
597.0 = 0.9783 cfs
* Time Drawdown from Inundation to Saturation surface
Tf= WQv/Qo
13.66 hrs
(Sized for the Volume of 1-yr Storm with 50% remained at 36th Hour, 5% remained at 60th Hour,
and drained completely at 120th Hour).
1-yr Storm Volume, Less 50% Remain Beyond 36th Hour 16,042 cf
Average Surface Area 4,616 sf
Area of Outlet Orifice (so, a = 2 A h^ 1/2 / c t)(2g)^(1/2))
a = 10.028
Orifice
A= ResevoirArea, sf
4,616
Calc. Approx. Orifice Diameter (inch), d = 2.26
h= Falling Head, ft
3.47
c= Discharge Coefficient
0.6
Orifice Diameter (inch) Used, d = 0.0
t= Time ( 36 hrs), sec.
129,600
Drainage through Sand Media only.
g= Accelleration, ft/sq.sec
32.2
a= Orifice Area (so
d= Orifice Diameter (inch)
Q: Draw down rate thru sand filter
0.6522 cfs
Use 690 If of 6" Sch 40 PVC, Use 7 rows
w/ 3/8" perforations spaced 6" on center, 4 rows w/90-deg aparl
Totaling 690 LF.
inch
# of Perforation = (Total Linear feet of pipe)(# holes per foot)(4 rows of holes per pipe)
= (690 /0(2 holes per foot)(4 rows of holes)
5520 holes
Capacity of one hole (3/8") = CA(2gh)1(0.5) (orifice equation)
0.0078 cfs
c= Discharge Coefficient 0.6
g=Accelleration, ft/sq.sec 32.2
a= Orifice Area (so of 3/8" hole 0.0008
h= head above perforation 4.5
Total Capacity = Capacity of 1 hole x # of holes
43.2224 cfs
Total Capacity w/ 50% lost to clogging
21.6112 cfs
Underdrain Pipe Capacity-- 1.49/n(A)(A/P)1(2/3) (S)10.5 (Manning Eq) 2.175 cfs
n= pipe coefficient 0.013
A= Area (so of 10" dia pipe 0.5451
P= Pipe Perimeter, ft 1.57
s= slope, 0.5% 0.005
Underdrain Pipe Capacity w/ 50% lost to clogging 1.0875 cfs
Both Flow Rates thru Perforation and Pipe are greater than that of Flow rate of Sand Filter.
* SCM - ANTI -SEEP COLLAR SIZING
Outlet Pipe Size (I.D.) =
36
in
Outlet Pipe Size (O.D.) =
3.67
ft
L, Length of Outlet Pipe =
48
If
Min. Flow Length =
55.2
ft Min. Flow Length:
Total Lengh of Collar offset =
7.2
ft 115 % of outlet pipe
Number of anti -seep collars
2
Offset per collar
3.6
ft
Min. Outside dimension of each collar
7.27
ft
Designed collars 2 at 7.5' x 7.5'
1!0
printed 3/272024
Z: IShared1Pro/ects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 3 of 3

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev: 03-27-2024
Charbtto-Meckle bu
STORM
WATER
Services
SCM Inset Table
Sand Filter - SCM #1
Project Name:
McCoy Farm
Se uencelD:
1
Drainage Area (acres):
25.9
Land Use/Development Type:
> 2 acres - Residential Open Space
Vegetation Type:
Grassed
Percent Built -Upon Area:
45%
Sediment Chamber Length (ft.):
250
Sediment Chamber Width ft.:
50
Sediment Chamber Height ft.:
1
Sand Filter Type.
Surface
Media Depth ft.:
1
Media Surface Area ft2 :
8,050
Flow Diverter Present Y/N :
N
Regulated By:
Watershed Overlay
Treatment Effectiveness:
Optimal
NC State Plane X eastin :
1497340
NC State Plane Y (northing):
464902
printed 3/25/2024
Z: IShareMProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert TableAs page 1 of 1

Pond
Report
2
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Wednesday, 04 / 3 / 2024
Pond No.
1 - SCM 1
Pond Data
Contours -User-defined contour areas.
Average end area method used
for volume calculation.
Begining Elevation = 595.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
595.00
8,050
0
0
1.00
596.00
34,500
21,275
21,275
2.00
597.00
39,000
36,750
58,025
3.00
598.00
42,600
40,800
98,825
4.00
599.00
46,100
44,350
143,175
5.00
600.00
49,100
47,600
190,775
6.00
601.00
52,200
50,650
241,425
6.50
601.50
53,800
26,500
267,925
Culvert / Orifice Structures
Weir Structures
2024-03-27 [A]
[Bl [C] [PrFRSr]
[A] [Bl
[C]
[D]
Rise (in)
= 36.00
27.60 6.00 0.00
Crest Len (ft) =
14.00 10.00
0.00
0.00
Span (in)
= 36.00
18.00 168.00 0.00
Crest El. (ft) =
601.10 600.50
0.00
0.00
No. Barrels
= 1
4 1 0
WeirCoeff. =
3.33 2.60
2.60
3.33
Invert El. (ft) = 592.40
597.30 599.60 0.00
Weir Type =
1 Broad
Broad
---
Length (ft)
= 60.00
0.50 0.50 0.00
Multi -Stage =
Yes No
No
No
Slope (%)
= 0.67
0.00 0.00 n/a
N-Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr) =
0.000 (by Contour)
Multi -Stage
= n/a
Yes Yes No
TW Elev. (ft) =
0.00
Note: Culvert/Orifice outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
CIvA CIvB
CIvC
PrfRsr WrA
WrB WrC
WrD
ExfiI User
Total
ft
cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 595.00
0.00 0.00
0.00
--- 0.00
0.00 ---
---
--- ---
0.000
0.10
2,128 595.10
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.065
0.065
0.20
4,255 595.20
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.130
0.130
0.30
6,383 595.30
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.196
0.196
0.40
8,510 595.40
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.261
0.261
0.50
10,638 595.50
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.326
0.326
0.60
12,765 595.60
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.391
0.391
0.70
14,893 595.70
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.457
0.457
0.80
17,020 595.80
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.522
0.522
0.90
19,148 595.90
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.587
0.587
1.00
21,275 596.00
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.652
0.652
1.10
24,950 596.10
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.685
0.685
1.20
28,625 596.20
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.717
0.717
1.30
32,300 596.30
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.750
0.750
1.40
35,975 596.40
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.783
0.783
1.50
39,650 596.50
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.815
0.815
1.60
43,325 596.60
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.848
0.848
1.70
47,000 596.70
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.880
0.880
1.80
50,675 596.80
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.913
0.913
1.90
54,350 596.90
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.946
0.946
2.00
58,025 597.00
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 0.978
0.978
2.10
62,105 597.10
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 1.010
1.010
2.20
66,185 597.20
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 1.043
1.043
2.30
70,265 597.30
24.51 oc 0.00
0.00
--- 0.00
0.00 ---
---
--- 1.075
1.075
2.40
74,345 597.40
24.51 oc 0.65 is
0.00
--- 0.00
0.00 ---
---
--- 1.107
1.752
2.50
78,425 597.50
24.51 oc 1.83 is
0.00
--- 0.00
0.00 ---
---
--- 1.139
2.965
2.60
82,505 597.60
24.51 oc 3.36 is
0.00
--- 0.00
0.00 ---
---
--- 1.171
4.527
2.70
86,585 597.70
24.51 oc 5.16 is
0.00
--- 0.00
0.00 ---
---
--- 1.203
6.368
2.80
90,665 597.80
24.51 oc 7.22 is
0.00
--- 0.00
0.00 ---
---
--- 1.236
8.454
2.90
94,745 597.90
24.51 oc 9.49 is
0.00
--- 0.00
0.00 ---
---
--- 1.268
10.76
3.00
98,825 598.00
24.51 oc 11.96 is
0.00
--- 0.00
0.00 ---
---
--- 1.300
13.26
3.10
103,260 598.10
24.51 oc 14.62 is
0.00
--- 0.00
0.00 ---
---
--- 1.300
15.92
3.20
107,695 598.20
24.51 oc 17.44 is
0.00
--- 0.00
0.00 ---
---
--- 1.300
18.74
3.30
112,130 598.30
24.51 oc 20.43 is
0.00
--- 0.00
0.00 ---
---
--- 1.300
21.73
3.40
116,565 598.40
24.51 oc 23.57 is
0.00
--- 0.00
0.00 ---
---
--- 1.300
24.87
Continues on next
page...

K
SCM 1
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
CIvA
CIvB
CIvC PrfRsr
WrA
WrB WrC
Wrl) ExfiI User
Total
ft
cuft
ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs cfs cfs
cfs
3.50
121,000
598.50
26.85 oc
26.85 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
28.15
3.60
125,435
598.60
30.28 oc
30.28 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
31.58
3.70
129,870
598.70
33.84 oc
33.83 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
35.13
3.80
134,305
598.80
37.52 oc
37.52 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
38.82
3.90
138,740
598.90
41.34 oc
41.34 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
42.64
4.00
143,175
599.00
45.28 oc
45.28 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
46.58
4.10
147,935
599.10
49.33 oc
49.33 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
50.63
4.20
152,695
599.20
53.50 oc
53.50 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
54.80
4.30
157,455
599.30
57.78 oc
57.78 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
59.08
4.40
162,215
599.40
62.16 oc
62.16 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
63.46
4.50
166,975
599.50
66.66 is
66.65 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
67.95
4.60
171,735
599.60
71.25 is
71.25 is
0.00 ---
0.00
0.00 ---
--- --- 1.300
72.55
4.70
176,495
599.70
73.26 is
71.75 is
1.50 is ---
0.00
0.00 ---
--- --- 1.300
74.55
4.80
181,255
599.80
74.44 is
70.18 is
4.26 is ---
0.00
0.00 ---
--- --- 1.300
75.74
4.90
186,015
599.90
75.75 is
67.92 is
7.82 is ---
0.00
0.00 ---
--- --- 1.300
77.05
5.00
190,775
600.00
77.16 is
65.09 is
12.06 is ---
0.00
0.00 ---
--- --- 1.300
78.45
5.10
195,840
600.10
78.61 is
61.76 is
16.85 is ---
0.00
0.00 ---
--- --- 1.300
79.91
5.20
200,905
600.20
79.74 is
59.79 is
19.94 is ---
0.00
0.00 ---
--- --- 1.300
81.03
5.30
205,970
600.30
80.77 is
58.16 is
22.61 is ---
0.00
0.00 ---
--- --- 1.300
82.07
5.40
211,035
600.40
81.75 is
56.75 is
24.99 is ---
0.00
0.00 ---
--- --- 1.300
83.04
5.50
216,100
600.50
82.68 is
55.50 is
27.17 is ---
0.00
0.00 ---
--- --- 1.300
83.97
5.60
221,165
600.60
83.40 is
55.33 is
28.07 is ---
0.00
0.82 ---
--- --- 1.300
85.52
5.70
226,230
600.70
84.02 is
55.75 is
28.28 is ---
0.00
2.32 ---
--- --- 1.300
87.64
5.80
231,295
600.80
84.64 is
56.15 is
28.48 is ---
0.00
4.27 ---
--- --- 1.300
90.21
5.90
236,360
600.90
85.25 is
56.56 is
28.69 is ---
0.00
6.57 ---
--- --- 1.300
93.12
6.00
241,425
601.00
85.86 is
56.96 is
28.89 is ---
0.00
9.19 ---
--- --- 1.300
96.34
6.05
244,075
601.05
86.16 is
57.16 is
28.99 is ---
0.00
10.60 ---
--- --- 1.189
97.95
6.10
246,725
601.10
86.46 is
57.36 is
29.10 is ---
0.00
12.08 ---
--- --- 1.077
99.62
6.15
249,375
601.15
86.81 is
57.25 is
29.04 is ---
0.52
13.63 ---
--- --- 0.966
101.40
6.20
252,025
601.20
87.21 is
56.88 is
28.85 is ---
1.48
15.23 ---
--- --- 0.855
103.29
6.25
254,675
601.25
87.63 is
56.34 is
28.58 is ---
2.71
16.88 ---
--- --- 0.743
105.25
6.30
257,325
601.30
88.07 is
55.66 is
28.24 is ---
4.17
18.60 ---
--- --- 0.632
107.30
6.35
259,975
601.35
88.53 is
54.87 is
27.83 is ---
5.83
20.37 ---
--- --- 0.520
109.42
6.40
262,625
601.40
89.00 is
53.97 is
27.37 is ---
7.66
22.20 ---
--- --- 0.409
111.60
6.45
265,275
601.45
89.49 is
52.96 is
26.87 is ---
9.65
24.07 ---
--- --- 0.298
113.85
6.50
267,925
601.50
89.98 is
51.87 is
26.31 is ---
11.80
26.00 ---
--- --- 0.186
116.16
... End

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 5
POST - SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 55.99 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 112,395 cuft
Drainage area
= 25.900 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00
0 2 4
— Hyd No. 5
POST-SCM1
Hyd. No. 5 -- 1 Year
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
1
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 5 - POST - SCM 1
Reservoir name
= SCM 1
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
ROUTED-SCM 1
Hyd. No. 9 -- 1 Year
Wednesday, 03 / 27 / 2024
= 1.336 cfs
= 15.70 hrs
= 112,359 cuft
= 597.34 ft
= 71,839 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' jW ' ' 0.00
0 8 16 24 32 40 48 56 64 72 80
Time (hrs)
— Hyd No. 9 — Hyd No. 5 ® Total storage used = 71,839 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Wednesday, 03 / 27 / 2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 1.336 cfs
Storm frequency
= 1 yrs
Time to peak
= 15.70 hrs
Time interval
= 2 min
Hyd. volume
= 112,359 cuft
Inflow hyd. No.
= 5 - POST - SCM 1
Max. Elevation
= 597.34 ft
Reservoir name
= SCM 1
Max. Storage
= 71,839 cuft
Storage Indication method used.
Elev (ft)
599.00
.- @� 1111
597.00
.- @� 1111
595.00
0 8
— 1. SCM 1
ROUTED-SCM 1
Hyd. No. 9 -- 1 Year
16 24 32 40 48 56 64
Elev (ft)
599.00
598.00
597.00
596.00
595.00
72 80
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 1
PRE-POND1
Hydrograph type
= SCS Runoff
Peak discharge
= 23.29 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 80,928 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
24.00
16.00
12.00
: M
4.00
0.00 1
0 2 4
— Hyd No. 1
PRE - POND 1
Hyd. No. 1 -- 2 Year
6 8 10 12 14
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
' 0.00
16 18 20 22 24 26
Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 1
PRE-POND1
Hydrograph type
= SCS Runoff
Peak discharge
= 54.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 176,384 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 5.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00
0 2 4
— Hyd No. 1
PRE - POND 1
Hyd. No. 1 -- 10 Year
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
r ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 1
PRE-POND1
Hydrograph type
= SCS Runoff
Peak discharge
= 76.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 243,345 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 6.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
80.00
70.00
50.00
40.00
30.00
10.00
PRE - POND 1
Hyd. No. 1 -- 25 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' ' F ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 1 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 1
PRE - POND 1
Hydrograph type
= SCS Runoff
Peak discharge
= 95.47 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 300,117 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 7.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
PRE - POND 1
Hyd. No. 1 -- 50 Year
0 2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)

I-
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 1
PRE-POND1
Hydrograph type
= SCS Runoff
Peak discharge
= 115.59 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 361,960 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 7.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
120.00
100.00
40.00
0.00
0 2 4
— Hyd No. 1
PRE - POND 1
Hyd. No. 1 -- 100 Year
6 8 10 12 14
Q (cfs)
120.00
100.00
40.00
20.00
' ' ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 5
POST - SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 76.70 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 154,887 cuft
Drainage area
= 25.900 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
10.00
POST-SCM1
Hyd. No. 5 -- 2 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1 0�— ' ' 'A ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 5 Time (hrs)

Hydrograph
Report
2
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge =
Storm frequency = 10 yrs Time to peak =
Time interval = 2 min Hyd. volume =
Drainage area = 25.900 ac Curve number =
Basin Slope = 0.0 % Hydraulic length =
Tc method = User Time of conc. (Tc) =
Total precip. = 5.20 in Distribution =
Storm duration = 24 hrs Shape factor =
Friday, 03 / 22 / 2024
136.39 cfs
11.93 hrs
278,765 cuft
81
0 ft
5.00 min
Type II
484
Q (cfs)
POST-SCM1
Hyd. No. 5 -- 10 Year
Q (cfs)
140.00
140.00
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0.00
0.0 2.0
- Hyd No.
4.0 6.0 8.0
5
10.0 12.0 14.0 16.0 18.0
20.0 22.0
Time
(hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 5
POST - SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 174.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 359,227 cuft
Drainage area
= 25.900 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
POST-SCM1
Hyd. No. 5 -- 25 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
- Hyd No. 5 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 5
POST - SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 204.29 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 425,161 cuft
Drainage area
= 25.900 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
0.0 2.0 4.0
— Hyd No. 5
6.0
POST-SCM1
Hyd. No. 5 -- 50 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

I-
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Friday, 03 / 22 / 2024
Hyd. No. 5
POST - SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 236.09 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 495,327 cuft
Drainage area
= 25.900 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
POST-SCM1
Hyd. No. 5 -- 100 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
- Hyd No. 5 Time (hrs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
23.29
2
726
80,928
------
------
------
PRE - POND 1
2
SCS Runoff
4.927
2
730
20,485
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
76.70
2
716
154,887
------
------
------
POST - SCM 1
6
SCS Runoff
21.91
2
716
44,253
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
18.66
2
716
37,675
------
------
------
POST - SCM 2
9
Reservoir
4.776
2
768
154,846
5
597.61
83,058
ROUTED-SCM 1
10
Reservoir
0.531
2
882
37,649
7
613.55
24,284
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 2 Year
Wednesday, 03 / 27 / 2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Wednesday, 03 / 27 / 2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 4.776 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.80 hrs
Time interval
= 2 min
Hyd. volume
= 154,846 cuft
Inflow hyd. No.
= 5 - POST - SCM 1
Max. Elevation
= 597.61 ft
Reservoir name
= SCM 1
Max. Storage
= 83,058 cuft
Storage Indication method used.
ROUTED-SCM 1

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
54.82
2
726
176,384
------
------
------
PRE - POND 1
2
SCS Runoff
11.76
2
730
44,647
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
136.39
2
716
278,765
------
------
------
POST - SCM 1
6
SCS Runoff
38.97
2
716
79,647
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
33.18
2
716
67,808
------
------
------
POST - SCM 2
9
Reservoir
34.37
2
724
278,718
5
598.68
128,920
ROUTED-SCM 1
10
Reservoir
7.174
2
726
67,782
7
614.07
32,557
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 10 Year
Wednesday, 03 / 27 / 2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Wednesday, 03 / 27 / 2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 34.37 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 278,718 cuft
Inflow hyd. No.
= 5 - POST - SCM 1
Max. Elevation
= 598.68 ft
Reservoir name
= SCM 1
Max. Storage
= 128,920 cuft
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
40.00
0.00
0 4 8
— Hyd No. 9
ROUTED-SCM 1
Hyd. No. 9 -- 10 Year
Q (cfs)
140.00
120.00
100.00
.1 01
40.00
20.00
0.00
12 16 20 24 28 32 36 40 44 48
Time (hrs)
Hyd No. 5 ® Total storage used = 128,920 cult

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
76.85
2
724
243,345
------
------
------
PRE - POND 1
2
SCS Runoff
16.50
2
728
61,597
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
174.00
2
716
359,227
------
------
------
POST - SCM 1
6
SCS Runoff
49.71
2
716
102,636
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
42.32
2
716
87,380
------
------
------
POST - SCM 2
9
Reservoir
60.56
2
724
359,179
5
599.33
159,066
ROUTED-SCM 1
10
Reservoir
15.76
2
724
87,354
7
614.48
39,435
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 25 Year
Wednesday, 03 / 27 / 2024

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Wednesday, 03 / 27 / 2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 60.56 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 359,179 cuft
Inflow hyd. No.
= 5 - POST - SCM 1
Max. Elevation
= 599.33 ft
Reservoir name
= SCM 1
Max. Storage
= 159,066 cuft
Storage Indication method used.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
1 11
ROUTED-SCM 1
Hyd. No. 9 -- 25 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
44
Time (hrs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
95.47
2
724
300,117
------
------
------
PRE - POND 1
2
SCS Runoff
20.53
2
728
75,967
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
204.29
2
716
425,161
------
------
------
POST - SCM 1
6
SCS Runoff
58.37
2
716
121,475
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
49.69
2
716
103,418
------
------
------
POST - SCM 2
9
Reservoir
79.60
2
722
425,112
5
599.82
182,064
ROUTED-SCM 1
10
Reservoir
26.17
2
722
103,392
7
614.74
44,089
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 50 Year
Wednesday, 03 / 27 / 2024

8
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Wednesday, 03 / 27 / 2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 79.60 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 425,112 cuft
Inflow hyd. No.
= 5 - POST - SCM 1
Max. Elevation
= 599.82 ft
Reservoir name
= SCM 1
Max. Storage
= 182,064 cuft
Storage Indication method used.
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
0 4
— Hyd No. 9
ROUTED-SCM 1
Hyd. No. 9 -- 50 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
'' ' 0.00
8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 5 ® Total storage used = 182,064 cult

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
115.59
2
724
361,960
------
------
------
PRE - POND 1
2
SCS Runoff
24.89
2
728
91,621
------
------
------
PRE - SCM 2
4
SCS Runoff
0.000
2
n/a
0
------
------
------
POST -VOID
5
SCS Runoff
236.09
2
716
495,327
------
------
------
POST - SCM 1
6
SCS Runoff
67.45
2
716
141,522
------
------
------
POST - SCM 1 B VOID
7
SCS Runoff
57.43
2
716
120,485
------
------
------
POST - SCM 2
9
Reservoir
86.15
2
724
495,277
5
600.36
208,850
ROUTED-SCM 1
10
Reservoir
37.45
2
720
120,459
7
614.93
47,461
ROUTED-BMP 2
19076 Hydrographs.gpw
Return Period: 100 Year
Wednesday, 03 / 27 / 2024

10
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Wednesday, 03 / 27 / 2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 86.15 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 495,277 cuft
Inflow hyd. No.
= 5 - POST - SCM 1
Max. Elevation
= 600.36 ft
Reservoir name
= SCM 1
Max. Storage
= 208,850 cuft
Storage Indication method used.
Q (cfs)
ROUTED-SCM 1
Hyd. No. 9 -- 100 Year Q (cfs)
0 4
— Hyd No. 9
8 12 16 20 24 28 32 36
Time (hrs)
— Hyd No. 5 ® Total storage used = 208,850 cult

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev:03-27-2024
- ua-1
Total Drainage Area (A):
Total Impervious Area "I" USED = 45.0% (for Design)
(See attached Impervious Ca/cs)
otal Water Quality Volume To Treat (First 1" of R;
WQv = (P/12) (A) (Rv) (43560) _
(Simple Method, Schueler)
P. Water Quality Design Storm, 1st Inch of Rainfall
A: Drainage Area (Impervious Area Only)
Rv. 0.05 + 0.009 (I) =
I: % of Impervious Area
Qv = (P-0.2S)12/ (P+0.8S) ' A' (43560/12) _
(SCS Method)
P. Design Storm, 1-yr 24-hr Storm Rainfall depth
A: Drainage Area
S = 1,000/CN-10 =
CN. Curve Number
Qv = (P-0.2S)12/ (P+0.8S) ' A' (43560/12) _
(SCS Method)
P. Design Storm, 10-yr 24-hr Storm Rainfall depth
A: Drainage Area
S = 1000/CN-10 =
CN. Curve Number
Vol -Pre = (0.2)(WQv) =
Af=((WQ v) (D0]/ ((k) (Hf + Df) (TO] =
(From Mecklenburg BMP Manual, Based on Darcy's Law)
WQv: Water quality volume
Df Filter bed depth (1.5' Minimum)
k: Permeability coefficient of filter media
(1.75" per hour, or 3.5' per day)
Hf Average height of water above filter bed, (half of pond depth, V max)
Tf = Design filter bed drain time in days, (2 days beyond center 24-hr storm)
Depth of Pond Water (24" Max.)=
6.30 ac
2.84 lac
7,804 cf
inch
6.30 ac.
0.455
29,162 cf
2.95 inch
6.30 ac.
2.35 inch
72,328 cf
5.2 inch
6.30 ac.
2.35 inch
1,561 cf
446 sf
7,804 cf
1.0 ft
3.50 ft/day
1.00 ft
2.500 days
24 inch
printed 3252024
Z: IShareMProiects12019W9076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert TableAs page 1 of 3

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev:03-27-2024
Volume of Sand Chamber required (WQ Volume x 50%), NCDEQ MDC 3 (4):
3,902 cf
Volume of the Sand Chamber provided:
10,138 1 cf
* Filtration Media Surface Area Provided:
sf
Area of Sand Filter required (50% WQ Volume / WQ Ponding design depth), NCDEQ MDC 3 (3):
sf
�Vsf
Area of sand Filter provided:
SCM Storage Volume Provided:
WQ Sand
WQ Sand Chamber WQ Chamber
Sediment
Overall
Overall
Incremental
Chamber
Chamber
Total Notes
Elevation
Storage Total Storage
Area
Area
Surface Area
Storage
Storage
(ft)
(so A A
(so
(so
A A
609.0
Bottom of Stone - Provide liner per geo recommendation
610.5
Top of Stone/Bottom of Sand
611.5
of Sand Filter/ Bottom of Extended Dry Detention Pond
_Top
611.5 2,650 0 0
---
2,650
0 0 Pond Bot
612.0 7,100 2,438 2,438
3,200
10,000
3,163 3,163
613.0 8,300 7,700 10,138
5,600
15,000
12,500 15,663
614.0
16,500
15,750 31,413
614.5
17,200
8,425 39,838
615.0
17,900
8,775 48,613
616.0
19,500
18,700 67,313 Pond Top
Static Water Quality Elevation @
ft
Design Static Water Quality Elevation @
ft
aft
Static Channel Protection Elevation @
ESHTW = 608 (615.00 - 7) IN THE SUMMIT GEOTECH REPORT DATED 2020-01-312.
* BMP - SAND FILTER
�0
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo = WQv/Tf = (Ao(k)(Hf+Do1Df =
0.1610 cfs
(Darcy's Law)
k: Permeability coefficient of filter media
3.5 ft/day
Af.- Surface area of sand media, sf
2,650 sf
Hf.- Average height of water above filter bed
0.50 ft
Df.- Depth of soil filter bed
1.0 ft
Q c @ Top of Media 0.0 @ 611.5
=
0.0000 cfs
Q c @ Median of WQv storage 0.5 @ 612.0
=
0.1610 cfs
Q c @ Top of WQv storage 1.0 @ 612.5
=
0.1620 cfs
Q c @ Above WQv storage 2.0 @ 614.0
=
0.2430 cfs
* Time Drawdown from Inundation to Saturation surface
Tf = WQv/ Qo
13.46 hrs
* Orifice Calcs For Channel Protection Dewatering Time 2 days (48 hrs) Beyond Center of 24-hr Storm
(Sized for the Volume of 1-yr Storm with 50% remained at 36th Hour, 5% remained at 60th Hour,
and drained completely at 120th Hour).
1-yr Storm Volume, Less 50% Remain Beyond 36th Hour
14,581 cf
Average Surface Area
6,162 sf
Area of Outlet Orifice (so, a = 2 A( )( )hA(1/2))/(c)(t)(2g)^(1/2))
NCDENR, Orifice E uation
a = 0.030
where:
A= ResevoirArea, sf 6,162
Approx. Orifice Diameter (inch), d = 2.34
h= Falling Head, ft 2.26
c= Discharge Coefficient 0.6
Orifice Diameter (inch) Used, d = 2.5
t= Time ( 36 hrs), sec. 129,600
g= Accelleration, ft/sq.se 32.2
a= Orifice Area (so
d= Orifice Diameter (inch)
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter
0.1610 cfs
printed 3252024
Z: IShareMProiects12019W9076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMW9076-SCM PONDS and Sand Filter Insert TableAs page 2 of 3

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev:03-27-2024
Use (6) 35 If of 6" Sch 40 PVC,
Use 6 of
w/ 318" perforations spaced 6" on center, 4 rows w/ 90-deg apart
35 LF of 6 1
inch
# of Perforation = (# pipes)(2 holes per foot)(Linear feet/per pipe)(4 rows per pipe)
= (6 pipes) (2)(35 /0(4)
1680
holes
Capacity of one hole (3/8") = CA( (orifice equation)
0.0078
cfs
c= Discharge Coefficient 0.6
g=Accelleration, ft/sq.sec 32.2
a= Orifice Area (so of 3/8"hole 0.0008
h= head above perforation 4.5
Total Capacity = Capacity of 1 hole x # of holes
13.1547
cfs
Total Capacity w/ 50% lost to clogging
6.5773
cfs
Underdrain Pipe Capacity= 1.49/n(A)(A/P)1(2/3) (Manning Eq)
0.395
cfs
n= pipe coefficient 0.013
A= Area (so of 6 " dia pipe 0.1963
P= Pipe Perimeter, ft 1.57
s= slope, 0.5% 0.005
Underdrain Pipe Capacity w/ 50% lost to clogging
0.1974
cfs
Both Flow Rates thru Perforation and Pipe are greater than that of Flow rate of Sand Filter
Outlet Pipe Size (I.D.) =
30
in
Outlet Pipe Size (O.D.) =
3.08
ft
L, Length of Outlet Pipe =
61
If
Min. Flow Length =
70.2
ft Min. Flow Length:
Total Lengh of Collar offset =
9.1
ft 115% of outlet pipe
Number of anti -seep collars
3
Offset per collar
3.1
ft
Min. Outside dimension of each collar
6.13
ft
Designed collars 3 at 6.5' x 6.5'
printed 3252024
Z: IShareMProiects12019V9076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMV9076-SCM PONDS and Sand Filter Insert TableAs page 3 of 3

Project: McCoy Farm DPR DESIGN, INC Prepared By: JMM
Job No.: 19076 Checked By: HN
Location: Wesley Chapel, NC Date: 02-09-2022
Rev: 03-27-2024
Charbtto-Meckle bu
STORM
WATER
Services
SCM Inset Table
Sand Filter - SCM #2
Project Name:
McCoy Farm
Se uencelD:
2
Drainage Area (acres):
6.3
Land Use/Development Type:
> 2 acres - Residential Open Space
Vegetation Type:
Grassed
Percent Built -Upon Area:
45%
Sediment Chamber Length (ft.):
80
Sediment Chamber Width ft.:
81
Sediment Chamber Height ft.:
1
Sand Filter Type.
Surface
Media Depth ft.:
1
Media Surface Area ft2 :
2,650
Flow Diverter Present Y/N :
N
Regulated By:
Watershed Overlay
Treatment Effectiveness:
Optimal
NC State Plane X eastin :
1498750
NC State Plane Y (northing):
463440
printed 3/25/2024
Z: IShareMProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert TableAs page 1 of 1

Pond Report 2
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Pond No. 5 - SCM 2
Pond Data
Contours -User-defined contour areas.
Average end area method used for volume calculation. Begining Elevation = 611.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 611.50
2,650
0
0
0.50 612.00
10,000
3,163
3,163
1.50 613.00
15,000
12,500
15,663
2.50 614.00
16,500
15,750
31,413
3.00 614.50
17,200
8,425
39,838
3.50 615.00
17,900
8,775
48,613
4.50 616.00
19,500
18,700
67,313
Culvert / Orifice Structures
Weir Structures
2024-03-27 [A]
[Bl [C] [PrFRSr]
[A] [Bl
[C]
[D]
Rise (in) = 30.00
2.50 12.00 0.00
Crest Len (ft)
= 16.00 16.00
10.00
0.00
Span (in) = 30.00
2.50 14.00 0.00
Crest El. (ft)
= 615.50 614.50
615.00
0.00
No. Barrels = 1
1 4 0
WeirCoeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 609.20
613.00 613.50 0.00
Weir Type
= 1 Rect
Broad
---
Length (ft) = 60.00
0.50 0.50 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%) = 0.83
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
Yes Yes No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
CIvA CIvB CIvC
PrfRsr WrA
WrB WrC
WrD
Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00
0
611.50
0.00
0.00
0.00 ---
0.00
0.00
0.00
--- --- ---
0.000
0.05
316
611.55
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.012
0.012
0.10
633
611.60
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.024
0.024
0.15
949
611.65
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.036
0.036
0.20
1,265
611.70
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.049
0.049
0.25
1,581
611.75
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.061
0.061
0.30
1,898
611.80
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.073
0.073
0.35
2,214
611.85
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.085
0.085
0.40
2,530
611.90
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.097
0.097
0.45
2,846
611.95
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.109
0.109
0.50
3,163
612.00
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.122
0.122
0.60
4,413
612.10
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.126
0.126
0.70
5,663
612.20
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.130
0.130
0.80
6,913
612.30
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.134
0.134
0.90
8,163
612.40
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.138
0.138
1.00
9,413
612.50
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.142
0.142
1.10
10,663
612.60
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.146
0.146
1.20
11,913
612.70
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.150
0.150
1.30
13,163
612.80
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.154
0.154
1.40
14,413
612.90
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.158
0.158
1.50
15,663
613.00
19.22 oc
0.00
0.00 ---
0.00
0.00
0.00
--- --- 0.162
0.162
1.60
17,238
613.10
19.22 oc
0.02 is
0.00 ---
0.00
0.00
0.00
--- --- 0.166
0.184
1.70
18,813
613.20
19.22 oc
0.05 is
0.00 ---
0.00
0.00
0.00
--- --- 0.170
0.221
1.80
20,388
613.30
19.22 oc
0.07 is
0.00 ---
0.00
0.00
0.00
--- --- 0.174
0.247
1.90
21,963
613.40
19.22 oc
0.09 is
0.00 ---
0.00
0.00
0.00
--- --- 0.178
0.267
2.00
23,538
613.50
19.22 oc
0.10 is
0.00 ---
0.00
0.00
0.00
--- --- 0.182
0.285
2.10
25,113
613.60
19.22 oc
0.12 is
0.50 is ---
0.00
0.00
0.00
--- --- 0.186
0.803
2.20
26,688
613.70
19.22 oc
0.13 is
1.42 is ---
0.00
0.00
0.00
--- --- 0.190
1.736
2.30
28,263
613.80
19.22 oc
0.14 is
2.61 is ---
0.00
0.00
0.00
--- --- 0.194
2.939
2.40
29,838
613.90
19.22 oc
0.15 is
4.02 is ---
0.00
0.00
0.00
--- --- 0.198
4.361
2.50
31,413
614.00
19.22 oc
0.16 is
5.62 is ---
0.00
0.00
0.00
--- --- 0.202
5.975
2.55
32,255
614.05
19.22 oc
0.16 is
6.48 is ---
0.00
0.00
0.00
--- --- 0.206
6.846
2.60
33,098
614.10
19.22 oc
0.16 is
7.38 is ---
0.00
0.00
0.00
--- --- 0.210
7.758
2.65
33,940
614.15
19.22 oc
0.17 is
8.33 is ---
0.00
0.00
0.00
--- --- 0.214
8.709
2.70
34,783
614.20
19.22 oc
0.17 is
9.31 is ---
0.00
0.00
0.00
--- --- 0.218
9.696
2.75
35,625
614.25
19.22 oc
0.18 is
10.32 is ---
0.00
0.00
0.00
--- --- 0.222
10.72
Continues on next
page...

K
SCM 2
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
2.80
36,468
614.30
19.22 oc
2.85
37,310
614.35
19.22 oc
2.90
38,153
614.40
19.22 oc
2.95
38,995
614.45
19.22 oc
3.00
39,838
614.50
19.22 oc
3.05
40,715
614.55
19.22 oc
3.10
41,593
614.60
19.31 oc
3.15
42,470
614.65
21.42 oc
3.20
43,348
614.70
23.77 oc
3.25
44,225
614.75
26.33 oc
3.30
45,103
614.80
29.06 oc
3.35
45,980
614.85
31.96 oc
3.40
46,858
614.90
35.01 oc
3.45
47,735
614.95
38.20 oc
3.50
48,613
615.00
41.51 is
3.60
50,483
615.10
45.92 is
3.70
52,353
615.20
48.13 is
3.80
54,223
615.30
49.45 is
3.90
56,093
615.40
50.50 is
4.00
57,963
615.50
51.41 is
4.10
59,833
615.60
52.33 is
4.20
61,703
615.70
53.21 is
4.30
63,573
615.80
53.96 is
4.40
65,443
615.90
54.63 is
4.50
67,313
616.00
55.25 is
... End
CIvB
CIvC PrfRsr
WrA
WrB
WrC
Wrl) ExfiI User
Total
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs cfs
cfs
0.18 is
11.37 is ---
0.00
0.00
0.00
--- --- 0.227
11.77
0.18 is
12.45 is ---
0.00
0.00
0.00
--- --- 0.231
12.86
0.19 is
13.56 is ---
0.00
0.00
0.00
--- --- 0.235
13.99
0.19 is
14.71 is ---
0.00
0.00
0.00
--- --- 0.239
15.14
0.19 is
15.89 is ---
0.00
0.00
0.00
--- --- 0.243
16.33
0.20 is
16.66 is ---
0.00
0.60
0.00
--- --- 0.243
17.70
0.20 is
17.40 is ---
0.00
1.68
0.00
--- --- 0.243
19.53
0.20 is
18.12 is ---
0.00
3.10
0.00
--- --- 0.243
21.66
0.21 is
18.80 is ---
0.00
4.77
0.00
--- --- 0.243
24.02
0.21 is
19.46 is ---
0.00
6.66
0.00
--- --- 0.243
26.57
0.21 is
20.10 is ---
0.00
8.75
0.00
--- --- 0.243
29.31
0.22 is
20.72 is ---
0.00
11.03
0.00
--- --- 0.243
32.20
0.22 is
21.32 is ---
0.00
13.47
0.00
--- --- 0.243
35.25
0.22 is
21.90 is ---
0.00
16.08
0.00
--- --- 0.243
38.44
0.20 is
22.47 is ---
0.00
18.84
0.00
--- --- 0.243
41.75
0.15 is
21.01 is ---
0.00
24.76
0.82
--- --- 0.243
46.99
0.13 is
17.44 is ---
0.00
30.57 s
2.33
--- --- 0.243
50.70
0.11 is
15.43 is ---
0.00
33.90 s
4.27
--- --- 0.243
53.96
0.10 is
13.90 is ---
0.00
36.50 s
6.58
--- --- 0.243
57.32
0.09 is
12.65 is ---
0.00
38.67 s
9.19
--- --- 0.243
60.84
0.08 is
11.14 is ---
1.68
39.43 s
12.08
--- --- 0.243
64.66
0.07 is
9.55 is ---
4.70 s
38.88 s
15.22
--- --- 0.243
68.67
0.06 is
8.31 is ---
7.18 s
38.39 s
18.60
--- --- 0.243
72.79
0.05 is
7.34 is ---
9.21 s
38.01 s
22.19
--- --- 0.243
77.04
0.05 is
6.55 is ---
10.94 s
37.69 s
26.00
--- --- 0.243
81.47

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 7
POST - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 13.62 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 27,339 cuft
Drainage area
= 6.300 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
: M
. Me
4.00
2.00
POST -SCM2
Hyd. No. 7 -- 1 Year
Q (cfs)
14.00
12.00
10.00
M
. ee
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 1
PRE-POND1
Hydrograph type
= SCS Runoff
Peak discharge
= 13.43 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 51,618 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 2.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
14.00
12.00
10.00
Um
. Me
4.00
2.00
PRE - POND 1
Hyd. No. 1 -- 1 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00 1 1 1 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 1
PRE-POND1
Hydrograph type
= SCS Runoff
Peak discharge
= 115.59 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 361,960 cuft
Drainage area
= 24.500 ac
Curve number
= 67.5*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.04 min
Total precip.
= 7.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(33.600 x 68)] / 24.500
Q (cfs)
120.00
100.00
40.00
0.00
0 2 4
— Hyd No. 1
PRE - POND 1
Hyd. No. 1 -- 100 Year
6 8 10 12 14
Q (cfs)
120.00
100.00
40.00
20.00
' ' ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 7 - POST - SCM 2
Reservoir name
= SCM 2
Storage Indication method used.
Elev (ft)
615.00
614.00
613.00
612.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
ROUTED-BMP 2
Hyd. No. 10 -- 1 Year
Monday, 03 / 25 / 2024
= 0.225 cfs
= 18.37 hrs
= 27,313 cuft
= 613.21 ft
= 19,024 cuft
Elev (ft)
615.00
614.00
613.00
612.00
611.00 ' ' ' ' ' ' ' ' ' ' ' ' 611.00
0 8 16 24 32 40 48 56 64 72 80 88
— 5. SCM 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 2
PRE - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.927 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 20,485 cuft
Drainage area
= 6.300 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ---L
0 2 4
— Hyd No. 2
PRE - SCM 2
Hyd. No. 2 -- 2 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' 0.00
16 18 20 22 24 26
Time (hrs)

2
Hydrograph
Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 /
14 / 2023
Hyd. No. 2
PRE - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 11.76 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 44,647 cuft
Drainage area
= 6.300 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 5.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE - SCM 2
Q (cfs)
Hyd. No. 2 -- 10 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 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 2
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 2
PRE - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 16.50 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 61,597 cuft
Drainage area
= 6.300 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 6.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
e
PRE - SCM 2
Hyd. No. 2 -- 25 Year
2 4 6 8 10 12 14
Hyd No. 2
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
16 18 20 22 24 26
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 2
PRE - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 20.53 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 75,967 cuft
Drainage area
= 6.300 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 7.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
PRE - SCM 2
Hyd. No. 2 -- 50 Year
Q (cfs)
21.00
18.00
15.00
12.00
• us
3.00
0.00 0- ' ' ' ' ' ' " ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 2 Time (hrs)

I-
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 2
PRE - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 24.89 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 91,621 cuft
Drainage area
= 6.300 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 7.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
16.00
12.00
4.00
0.00 1
0 2 4
— Hyd No. 2
6 8
PRE - SCM 2
Hyd. No. 2 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
.r— I I I I I I -r1% 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 7
POST - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 18.66 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 37,675 cuft
Drainage area
= 6.300 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 1
0 2 4
— Hyd No. 7
6 8
POST -SCM2
Hyd. No. 7 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
• us
3.00
..W► ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
2
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge =
Storm frequency = 10 yrs Time to peak =
Time interval = 2 min Hyd. volume =
Drainage area = 6.300 ac Curve number =
Basin Slope = 0.0 % Hydraulic length =
Tc method = User Time of conc. (Tc) =
Total precip. = 5.20 in Distribution =
Storm duration = 24 hrs Shape factor =
Thursday, 12 / 14 / 2023
33.18 cfs
11.93 hrs
67,808 cuft
81
0 ft
5.00 min
Type II
484
Q (cfs)
POST -SCM2
Hyd. No. 7 -- 10 Year
Q (cfs)
35.00
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0.00
0.0 2.0
- Hyd No.
4.0 6.0 8.0
7
10.0 12.0 14.0 16.0 18.0
20.0 22.0
Time
(hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Thursday, 12 / 14 / 2023
Hyd. No. 7
POST - SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 42.32 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 87,380 cuft
Drainage area
= 6.300 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
10.00
0.00
0.0 2.0 4.0
— Hyd No. 7
6.0 8.0
POST -SCM2
Hyd. No. 7 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
"'— ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
4
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 7
POST - SCM 2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 6.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.02 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
10.00
0.00
0.0 2.0 4.0
— Hyd No. 7
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST -SCM2
Hyd. No. 7 -- 50 Year
Thursday, 12 / 14 / 2023
= 49.69 cfs
= 11.93 hrs
= 103,418 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
--r- ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
I-
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 7
POST - SCM 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 6.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.87 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00
0.0 2.0 4.0
— Hyd No. 7
6.0 8.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST -SCM2
Hyd. No. 7 -- 100 Year
Thursday, 12 / 14 / 2023
= 57.43 cfs
= 11.93 hrs
= 120,485 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
--T ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
1
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 7 - POST - SCM 2
Reservoir name
= SCM 2
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
• Me
3.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
ROUTED-BMP 2
Hyd. No. 10 -- 2 Year
Monday, 03 / 25 / 2024
= 0.531 cfs
= 14.70 hrs
= 37,649 cuft
= 613.55 ft
= 24,284 cuft
Q (cfs)
21.00
18.00
15.00
12.00
• us
3.00
0.00 ' ' � I I I ' 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
— Hyd No. 10 Hyd No. 7 ® Total storage used = 24,284 cult

2
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 7.174 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 67,782 cuft
Inflow hyd. No.
= 7 - POST - SCM 2
Max. Elevation
= 614.07 ft
Reservoir name
= SCM 2
Max. Storage
= 32,557 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 6 12
— Hyd No. 10
ROUTED-BMP 2
Hyd. No. 10 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 7 ® Total storage used = 32,557 cult

Hydrograph
Report
3
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 15.76 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 87,354 cuft
Inflow hyd. No.
= 7 - POST - SCM 2
Max. Elevation
= 614.48 ft
Reservoir name
= SCM 2
Max. Storage
= 39,435 cuft
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
10.00
0.00
0 4
— Hyd No. 10
ROUTED-BMP 2
Hyd. No. 10 -- 25 Year
8 12 16 20 24 28 32 36
— Hyd No. 7 ® Total storage used = 39,435 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
—6- 0.00
40
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 26.17 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 103,392 cuft
Inflow hyd. No.
= 7 - POST - SCM 2
Max. Elevation
= 614.74 ft
Reservoir name
= SCM 2
Max. Storage
= 44,089 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
10.00
0.00 '
0 2 4
— Hyd No. 10
6 8
ROUTED-BMP 2
Hyd. No. 10 -- 50 Year
10 12
Hyd No. 7
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' ' —_'_' 0.00
14 16 18 20 22 24 26 28
Time (hrs)
® Total storage used = 44,089 cult

I-
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Monday, 03 / 25 / 2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 37.45 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 120,459 cuft
Inflow hyd. No.
= 7 - POST - SCM 2
Max. Elevation
= 614.93 ft
Reservoir name
= SCM 2
Max. Storage
= 47,461 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00 ' -.L.
0 2 4
— Hyd No. 10
ROUTED-BMP 2
Hyd. No. 10 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 7 ® Total storage used = 47,461 cult

Project: McCoy Farm DPR DESIGN, INC. Created by: JMM
Project#: 19076 SCM OUTLET STRUCTURE Checked by: HN
Location: Wesley Chapel, NC BOUYANCY CALCULATIONS Date: 06/14/2023
Rev: 03/27/2024
OUTLET STRUCTURE BOUYANCY CALCULATION
SCM Number
SCM #1
SCM #2
Structure Number
1 D-01
2C-01
WEIGHT OF DISPLACED WATER BY STRUCTURE
Volume of riser:
Outlet Pipe Diameter (in) =
36
30
Outside Length (ft) =
4.00
5.00
Outside Width (ft) =
5.00
5.00
Wall Thickness (ft) =
0.50
0.50
0.50
Weir Elev (ft) =
599.60
614.50
Invert Out (ft) =
591.80
609.20
Height of Weir to Invert Out (ft) =
7.80
5.30
0.00
Riser Volume (cu.ft) =
156.00
132.50
0.00
Volume of base:
Length (ft) =
4.00
5.00
0.00
Width (ft)=
5.00
5.00
0.00
Height (ft) =
0.67
0.67
0.67
Base Volume (cu.ft) =
13.33
16.67
0.00
Total Volume of Structure:
169.33
149.17
0.00
Weight of Water (Ibs/cu.ft) =
62.4
62.4
62.4
Weight of Water Displaced (Ibs)
10,566
9,308
0
WEIGHT OF STRUCTURE
Volume of Base (cu ft) =
13.33
16.67
0.00
Volume of riser:
Outside Area (sf) =
20.00
25.00
0.00
Inside Area (sf) =
12.00
16.00
1.00
Net Area (sf) =
8.00
9.00
-1.00
Height of Riser to Weir (ft) =
7.80
5.30
0.00
Volume of Riser (cu ft) =
62.40
47.70
0.00
Area Loss for outlet pipe opening (sf):
7.07
4.91
0.00
Volume Loss for outlet pipe opening (cu.ft):
-3.53
-2.45
0.00
Net Volume of Riser (sf) =
58.87
45.25
0.00
Volume of Posts (cu.ft):
Weir Height (in) =
6.00
6.00
6.00
Volume of Posts (cu.ft) =
0.89
0.89
0.89
Volume of Top Slab (cu.ft):
Length (ft) =
4.00
5.00
0.00
Width (ft)=
5.00
5.00
0.00
Thickness (in) =
6.00
6.00
6.00
Volume of Top slab (cu.ft) =
10.00
12.50
0.00
Volume Loss for Opening for Frame/Cover (cu ft) =
1.83
1.83
1.83
Volume of Top slab (cu.ft) =
8.17
10.67
-1.83
Weight of Concrete in Structure (Ibs) =
13,001
11,755
-151
Weight of Ring and Cover (Ibs) =
230
230
230
Total Weiaht Structure (Ibs) =
13,231
11,985
79
Anchor Block:
Length* (ft) =
5.00
6.00
1.00
Width* (ft) =
6.00
6.00
1.00
Height* (ft) =
0.00
0.00
Anchor Block Volume (cu.ft) =
0.0
0.0
0.0
Weight of Water (Ibs/cu.ft) =
62.4
62.4
62.4
Weight of Water Displaced by Anchor Block (Ibs)
0
0
0
Weight of Anchor Block (Ibs)
0
0
0
Not
Required
Not Required
Not Required
*Length, Width, and Height are representative
only. Anchor blocks are to be sized and designed
by manufacturer to meet volume and weight
minimums.
NET BOUYANCY-
PF
Weight of Water Displaced (Ibs) _
10,566
9,308
0
Total Weight Structure (Ibs) =
13,231
11,985
79
Bouyancy (Ibs) =
2,665
2,677
79
Safety Factor =
1.25
1.29
#DIV/01
*** Includes anchor block, if needed
Z: ISharedlProjects12019119076 Carolyn F-Kahuna Group-Westley ChapeACALCSISCM119076-SCM Anchor Block.xls printed 326/2024

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