SW3230803_Design Calculations_20231219

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: 12-15-2023
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 (3) SCM facilities are on site, two sand filters and one dry detention basin; the dry
detention basin (SCM 1B) is not required by NCDEQ and is included for reference only. 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 was
calculated to be 42.54% 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. Also, it was agreed with the Army Corp.
of Engineers that flows from the proposed stormwater networks will be treated for WQ before those
flows enter SCM 1B. SCM 1B is a Jurisdictional Pond. 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 existing
wet-pond will be utilized for detention to provide peak flow control for part of the site. This feature is
called SCM 1B. SCM 1B will be modified with a proposed control structure, an outlet pipe, and a partial
littoral shelf.
The proposed SCM sand filter 1A was designed to capture and provide WQ treatment to handle the first
1-inch of rainfall before discharging the larger storm events to SCM 1B for peak discharge control, as
explained above. The 1st-Inch of rainfall water quality volume was calculated using the Schueler simple.
SCM 1B (included for reference only), which serves to function as Detention, was designed so modeling
results indicate that 1-year, 2-year, 10-year, and 25-year (24-hr storm events, using SCS Method) release
peak flow rates for the post-development detention routed conditions are less than that of pre-developed
conditions. The spillway was designed to safely bypass the larger storm events.
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) Post peak flow release rates which 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.
C:IDPR DropboxlProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMICalcs
and PDFs12023-12-15 4th sub SCM CalcsIWORKING119076 SCM Narrative.doc
Page 1 of 2

Table 1: DRAINAGE AREAS:
Drainage Area Drainage Area
SCM No. Pre-Developed Post-Developed
(+/-Ac.) (+/-Ac.)
1B 31.1 32.8
2 6.3 6.3
Total 37.4 38.8
Table 2:PRE-DEVELOPED PEAK DISCHARGES:
SCM No. 1Yr-24 Hr 2Yr-24 Hr 10Yr-24 Hr 25Yr-24 Hr 50Yr-24 Hr 100Yr-24 Hr
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1B 17.05 29.56 69.59 97.56 121.19 146.72
2 2.810 4.927 11.76 16.50 20.53 24.89
Total 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 50Yr-24 Hr 100Yr-24 Hr
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1A 54.26 74.33 132.18 168.63 197.98 228.80
1B 16.00 21.91 38.97 49.71 58.37 67.45
2 13.62 18.66 33.18 42.32 49.69 57.43
TABLE 4: DETENTION ROUTING DISCHARGES:
5CM No. 1Yr-24 Hr 2Yr-24 Hr 10Yr-24 Hr 25Yr-24 Hr 50Yr-24 Hr 100Yr-24 Hr
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1B 1.346 4.107 23.04 32.64 39.88 53.19
2 0.223 0.567 9.227 20.22 29.48 32.00
TABLE 5: POST-DEVELOPED DETENTION ROUTING ELEVATION:
SCM No. 1Yr-24 Hr 2Yr-24 Hr 10Yr-24 Hr 25Yr-24 Hr 50Yr-24 Hr 100Yr-24 Hr
Elev. Elev. Elev. Elev. Elev. Elev.
1A 597.11 _ 597.37 598.17 _ 598.55 598.87 599.21
1B 589.54 _ 589.67 590.21 590.69 591.10 591.49
2 613.21 613.54 614.07 614.46 614.69 614.98
C:IDPR DropboxlProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMICalcs
and PDFs12023-12-15 4th sub SCM CalcsIWORKING119076 SCM Narrative.doc
Page 2 of 2

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 17.05 2 726 65,524 PRE-POND 1 B
2 SCS Runoff 2.810 2 730 13,066 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 54.26 2 718 108,923 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 16.00 2 718 32,113 POST-SCM 1 B
7 SCS Runoff 13.62 2 718 27,339 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 3.383 2 772 108,834 5 597.11 57,990 ROUTED-SCM 1A
11 Combine 16.62 2 718 140,946 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 1.349 2 1052 131,919 11 589.54 49,832 ROUTED-POND 1B(DETEN)
13 Reservoir 0.223 2 1106 27,310 7 613.21 19,129 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 1 Year Thursday, 12/ 14/2023

2
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 29.56 2 726 102,730 PRE-POND 1 B
2 SCS Runoff 4.927 2 730 20,485 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 74.33 2 716 150,103 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 21.91 2 716 44,253 POST-SCM 1 B
7 SCS Runoff 18.66 2 716 37,675 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 15.85 2 726 150,008 5 597.37 67,307 ROUTED-SCM 1A
11 Combine 23.73 2 722 194,262 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 4.108 2 822 185,114 11 589.67 61,475 ROUTED-POND 1B(DETEN)
13 Reservoir 0.567 2 860 37,646 7 613.54 24,075 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 2 Year Thursday, 12/ 14/2023

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Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.000 2 n/a 0 PRE-POND 1 B
2 SCS Runoff 0.000 2 n/a 0 PRE-SCM 2
4 SCS Runoff 3.467 2 190 8,457 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 0.000 2 n/a 0 POST-SCM 1 B
7 SCS Runoff 0.000 2 n/a 0 POST-SCM 2
9 Reservoir 0.182 2 360 8,419 4 595.35 6,955 ROUTED-SCM 1A(WQ)
10 Reservoir 0.000 2 n/a 0 5 595.00 0.000 ROUTED-SCM 1A
11 Combine 0.000 2 n/a 0 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 0.000 2 n/a 0 11 589.00 0.000 ROUTED-POND 1B(DETEN)
13 Reservoir 0.000 2 n/a 0 7 611.50 0.000 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 3 Year Thursday, 12/ 14/2023

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Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 69.59 2 726 223,900 PRE-POND 1 B
2 SCS Runoff 11.76 2 730 44,647 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 132.18 2 716 270,154 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 38.97 2 716 79,647 POST-SCM 1 B
7 SCS Runoff 33.18 2 716 67,808 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 85.35 2 720 270,058 5 598.17 96,968 ROUTED-SCM 1A
11 Combine 115.67 2 720 349,705 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 22.90 2 744 340,507 11 590.21 112,043 ROUTED-POND 1B(DETEN)
13 Reservoir 9.227 2 724 67,776 7 614.07 31,904 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 10 Year Thursday, 12/ 14/2023

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Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 97.56 2 724 308,900 PRE-POND 1 B
2 SCS Runoff 16.50 2 728 61,597 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 168.63 2 716 348,131 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 49.71 2 716 102,636 POST-SCM 1 B
7 SCS Runoff 42.32 2 716 87,380 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 118.31 2 720 348,034 5 598.55 111,696 ROUTED-SCM 1A
11 Combine 161.15 2 718 450,670 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 32.46 2 742 441,450 11 590.68 158,472 ROUTED-POND 1B(DETEN)
13 Reservoir 20.22 2 722 87,347 7 614.46 37,944 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 25 Year Thursday, 12/ 14/2023

6
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 121.19 2 724 380,964 PRE-POND 1 B
2 SCS Runoff 20.53 2 728 75,967 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 197.98 2 716 412,029 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 58.37 2 716 121,475 POST-SCM 1 B
7 SCS Runoff 49.69 2 716 103,418 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 131.39 2 720 411,931 5 598.87 124,389 ROUTED-SCM 1A
11 Combine 183.93 2 718 533,405 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 39.60 2 740 524,170 11 591.09 198,752 ROUTED-POND 1B(DETEN)
13 Reservoir 29.48 2 722 103,385 7 614.69 41,667 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 50 Year Thursday, 12/ 14/2023

7
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 146.72 2 724 459,467 PRE-POND 1 B
2 SCS Runoff 24.89 2 728 91,621 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 228.80 2 716 480,027 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 67.45 2 716 141,522 POST-SCM 1 B
7 SCS Runoff 57.43 2 716 120,485 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 141.87 2 722 479,928 5 599.21 138,817 ROUTED-SCM 1A
11 Combine 201.62 2 718 621,450 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 52.63 2 738 612,203 11 591.48 237,763 ROUTED-POND 1B(DETEN)
13 Reservoir 32.00 2 722 120,452 7 614.98 46,461 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 100 Year Thursday, 12/ 14/2023

Wesley Chapel
Post Construction Controls / Detention Worksheet
The following sections help to provide information on volume and peak controls for the site. Attach BMP Inset
tables and Design Procedure Forms for each BMP to show that each is sized appropriately per the design
requirements.
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
The development is located in Wesley Chapel,on Wesley Chapel Rd.,just North of Potter Rd. The net site area is 64.3
acres.
A total of three(3) SCM facilities are on site,two sand filters and a dry detention basin. All were designed per the most
recent NC DENR Stormwater SCM manual. The development is using the density threshold. The development is subject
to WQ treatment and Wesley Chapel's Detention requirements for peak discharges of 1-yr,2-yr. 10-yr and 25-yr 24-hr
storm events. The existing wet-pond will be utilized for detention to provide peak flow control for part of the site. This
feature is called SCM 1B. SCM 1B will be modified with a proposed control structure, an outlet pipe, and a partial littoral
shelf.
The proposed SCM lA sand filter 1A was designed to provide WQ treatment(handling the first 1-inch of rainfall)before
discharging the larger storm events to SCM 1B for peak discharge control.
The proposed SCM#2 sand filter was designed to provide WQ treatment(handling the first 1-inch of rainfall). Modeling
results indicate that 1-year,2-year, 10-year, and 25-year(24-hr storm events,using SCS Method)release peak flow rates
for the post-development detention routed conditions are less than that of pre-developed conditions. The spillway was
designed to safely bypass the larger storm events.
PRE-DEVELOPED SUMMARY
Basin area: 37.4 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 20 & 26 min. (Based on the SCS Method) (Tc path shown on attached map)
Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual— SCS Travel Time.
Curve Number, Cnpre: 67.9
POST-DEVELOPED SUMMARY
Basin area: 38.8 (32.5 AC for SCM 1B, 6.3 AC for SCM 2) ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5 min. (Based on the SCS Method) (Tc path shown on
attached map)Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual— SCS Travel Time.
Runoff Coefficient, Rv- 0.455 Water Quality Volume, WQv (ac-ft)- SCM 1B: 0.72, SCM 2: 0.18
Curve Number, Cnpost: 81 Curve Number, CNpost(modified)- N/A
Channel Protection Volume, CPv(ac-ft) - SCM 1B: 2.67, SCM 2: 0.67
CPv Release Rate (cfs) SCM 1B: 1.337, SCM 2: 0.329
DETENTION SUMMARY
Computer Method Used*: Hydroflow Hydrographs(SCS METHODS)
*Land Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the City of Charlotte Zoning Ordinance,
Section 12.6. This summary is to accompany all detention analysis and is not intended to replace that requirement.
Revised: October 2010
Page 1 of 4

Pre (cfs) Post(cfs) Routed(cfs) Elevation(Comments)
1"
1 yr.
2 yr' (REFER TO OTHER PAGES WITHING CALCULATION BINDER)
10 yr.
25 yr.
50 yr.
100 yr.
Note-2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a downstream
analysis has been performed, submit complete justification for the results
Revised: October 2010
Page 2 of 4

PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: (Coordinate with attached drainage area map)
Type of Flow Travel Length(ft.) Slope (%) Mannings(n) Time(min.)
Sheet Unpaved
Sheet Paved
Shallow Conc. (Unpaved)
Shallow Conc. (Paved) (REFER TO OTHER PAGES WITHING CALCULATION BINDER)
Channel
Pipe
TOTAL Tc pre=
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area)x(CN)
(REFER TO OTHER PAGES WITHING CALCULATION BINDER)
CNPre=
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: (Coordinate with attached drainage area map)
Type of Flow Travel Length(ft.) Slope(%) Mannings (n) Time(min.)
Sheet Unpaved
Sheet Paved
Shallow Conc. (Unpaved) (REFER TO OTHER PAGES WITHING CALCULATION BINDER)
Shallow Conc.(Paved)
Channel
Pipe
TOTAL Tc post=
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area)x(CN)
(REFER TO OTHER PAGES WITHING CALCULATION BINDER)
CNPost=
Revised: October 2010
Page 3 of 4

STORAGE/DISCHARGE CALCULATIONS
*(If applicable)Complete Underground Storage Volume Table
Elevation Underground* Above Ground Total Acc.Volume(cf)
Acc.Volume for all Area(sq. ft.) Inc.Volume(cf) Acc.Volume(cf) (Above and
Structures(cf) Underground)
(REFER TO OTHER PAGES WITHING CALCULATION BINDER)
Stage Discharge
Co=orifice coefficient: Cw=weir coefficient. Orifice Area unit shall be square feet(sf).
Elevation/ Orifice 1 Orifice 2 Weir 1 Weir 2/Em. Outlet Emergency Total Q
Stage In. In. Ft. Spillway Control Pipe Spillway (cfs)
(ft) Inv. Inv. Inv. (Controlled by Dia. (Free flow out of
Area Area Cw= outlet pipe/struct) Length pond)
Co= Co= Inv. Inv. Inv.
Co=
Cw= Cw=
(REFER TO OTHER PAGES WITHING CALCULATION BINDER)
Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.
Acc.Volume(cf) Acc.Volume(cf) Acc.Volume(ci) Acc.Volume(ci)
Elevation Underground Structure# Underground Structure# Underground Structure# Underground Structure#
# # # #
Length(ft.) Length(ft.) Length(ft.) Length(ft.)
Size/dia(ft.) Size/dia(ft.) Size/dia(ft.) Size/dia(ft.)
Upper inv. Upper inv. Upper inv. Upper inv.
Lower inv. Lower inv. Lower inv. Lower inv.
Slope(%) Slope(%) Slope(%) Slope(%)
(REFER TO OTHER PAGES WITHING CALCULATION BINDER)
MX.
CHARLOTTE_
ENGINEERING&PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street,Charlotte,North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Revised: October 2010
Page 4 of 4

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2
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 1
PRE - POND 1B
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 Autodesk®Civil 3D®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
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:` 121,792 sq ft = 2.80 ac
Total Impervious Area... 581,792 sq ft =
Total Net Site Area= 64.37 ac
TOTAL SCM Drainage Area#1A+#2= 31.40 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% 31.44%
Proposed CMB&Misc. 0.69 1.07% 2.19%
Proposed Streets 2.80 4.34% 8.90%
Net Imp.Area 13.36 20.75% 42.54%
USED 45%
Total Imp.Area 13.36 20.75% 42.54% FOR DESIGN
C:IDPR Dropboxl ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westleplt el.Pl4 'SCM119076-BUA.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
On-Site Existing Condition
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%
Hydrologic Soil Group Used
rercenr or
Drainage CN for Weighted CN for Weighted CN for Weighted CN Group Weighted Total Weighted
Land Use No.Acres Area Group 8 CN Group C CN Group) 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
Total 41.5 100% 67.9
Composite Curve Number(CN): 67.9 Used 67.5
On-Site Proposed Development
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%
Hydrologic 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) 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% 81.0
Composite Curve Number(CN): 81
C:IDPR Dropboxl_ProjectslActive1201911 9 0 76 Carolyn Farm-Kahuna Group-Westley ChapeltCALCSISCM19076-CN.xls Sheet:1 of 1

Hydrologic Soil Group—Union County,North Carolina
(2022-08-02_19076 SCM DA SHAPEFILE)
528900 529003 529100 529200 529300 529400 529500 529600 529700 529800 529900 530000
35°1'4"N 35°1'4"N
ja
`.1 11 .-0-11411 .._ cif ■ 93'-..1-
4: Bd€2
. .
BdC2 "'\ a -
TbB2 "
, /
n
fD N
22
0. 4- - .- • /21. 0.
A ,, , 74..
.. BdB2,... t, '‘.\Alit ,.
1� �4 CmB;y
Q q g
,r Ra;
1q40 Gd-.4p r LI�_, ,'da011 7 a11 i(2 ',,',20 itibilisiii: li r
35°0'39"N N 1 35°0'39"N
528900 529000 529100 529200 529300 529400 529500 529600 529700 529800 529900 530000
3 3
a Map Scale:1:5,580 if printed on A landscape(11"x 8.5")sheet.
Meters 0
° N 0 50 100 200 300 8
Feet
0 250 500 m 1000UM1500
Map projection:Web Mercator Coer coordinates:WG584 Edge tics:U Zone 17N WGS84
USDA Natural Resources Web Soil Survey 8/02/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(2022-08-02_19076 SCM DA SHAPEFILE)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 22,Jan 21,2022
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Nov 16,2020—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 8/02/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina 2022-08-0219076 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
1111-1. 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
/Mk INSERTION INTO THE CALCULATION
BINDER. REFER TO THE UPLOADED PDF
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: [e-mail]
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 I (704)504- 1717 I (704)504- 1125(Fax)
WWW.SUMMIT-COMPANIES.COM

Summary of ESHWT Determination SUMMIT Project No. 3802.02
Carolyn Farm Site—Additional Borings 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)1 (Feet)1 (Feet)1 (Feet)' FOR SCM 2:
615.00 (-) 7' =
BMP-1 11.2 7 NE 10 10 608.00.
BMP-2 14.3 5 NE 0.8 6 FOR SCM IA&
1B: 594.00 (-) 5' =
589.00.
1 Depths from existing ground surface.
NE—Not Encountered in Boring.
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
how l i1111///�/
7,141111,,,,,/
�111. SUMMIT• :�.9 .•��OQ'QpFES31pN9` /�.,;
Engineering, ;Z;�Q '.�
n Laboratory ;w _ SEAL
m Testing, P.C. c : I
:'g , oaa3 ,
��\ G.4361 A.% I
\' \\ - (2:57 C) -';?0.--45-'''' f_AI I NE;t:%_'6'„(.1
e l„ IIIIrl1\ ..''.uuu,n..�``.,
Kerry C. Cooper, P.E. Ricky O. Coker, P.E.
Geotechnical Department Manager Senior Project Manager
LIST OF APPENDICES
1 Figure No. 1 —Site Location Map
Figure No. 2—Boring Location Plan
2 Boring Logs
3 Photographic Log
6

-,e. 7!
',
�,:;- Cornerstone 0 _n
iii, .,,-1 , investment Services
f
6 *
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IhillIr SITE
Church of '' a redeemer Y
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kcj \it, Lai c.r.ki- .
Wit„„....re tar
CIAll S
CL
Elatos Park
%,pia Wesley Chapel
Ae
R. Oa° - Wesley Chapel
Elementary School
.O}
w
" F
Carolyn Farm Site lit
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 Carol4-1717 29715
ro
SCALE: NTS � (803)so4-ln7

4
10
. _ g � ,` _
_-_ d'e rjed,11,
al 1
1S6 •
•
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\ •
- •
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i
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_fleyc. ....,..,..., ILEM • -_2
-. ,,, B ,
qui it
a
a .
Figure 3 Carolyn Farm Site
ESHWT Boring Location Wesley Chapel and Potter Road
Plan Wesley Chapel, North Carolina
Approx. Soil Test Boring Location SUMMIT
3575 Centre Circle
SUMMIT Project No.: 3802.02 Fort Mill,South Carolina 29715
SCALE: NTS [phone]

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,06/26/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
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)AE
Return Intensity Values(in/hr)
Period
(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
Rainfall Precipitation Table (in)
Storm
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-1st 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:
Location information:
-.�m� Name: Matthews North Carol na.
4.04
_ USA"
ca,,,,
�� Latitude:35.0118'
,i,,, A Longitude:-80.6728'
0, p I Elevation: 616.04 ft"
7
.....
I
tp��td Wesley Chapel
4
.t+86ac
a
•5
o
2km
I r 1 *Source: ESRI Maps
1mi **Source: USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14,Volume 2,Version 3
PF tabular PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90% confidence interva
Duration Average recurrence interval(years)
1 2 5 10 r 25 50 J 100
5-min 5.03 5.94 6.89 7.58 8.39 8.94 9.44 r
(4.63-5.46) (5.46-6.47) (6.32-7 50) (6.96-8.24) (7.66-9.10) (8.12-9.68) (8.53-10.2) L
10-min 4.01 4.75 5.52 6.07 6.68 7.12 7.50
(3.70-4.36) (4.37-5.17) (5.07-6.01) J (5.56-6.59) (6.10-7.24) (6.46-7.71) (6.78-8.12)
15 ruin 3.35 3.98 4.65 5.12 5.64 6.00 6.32 r
(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) L
30 min 2.29 2.75 3.31 3.71 4.18 4.52 4.84 r
(2.11-2.49) (2.53-2.99) (3.04-3.60) (3.40-4.03) (3.82-4.53) (4.11-4.90) (4.38-5.24) L
60 min 1.43 1.72 2.12 2.41 2.78 3.06 3.33 r
(1.32-1.55) (1.59-1.88) (1.95-2.31) (2.21-2.62) (2.54-3.02) (2.78-3.32) (3.01-3.61) L
2 hr 0.826 1.00 1.24 1.42 1.66 1.84 2.02 r
(0.758-0.904) (0.915-1.09) (1.13-1.36) (1.30-1.55) (1.50-1.81) (1.66-2.00) (1.81-2.20) L
3-hr 0.585 0.706 0.881 1.02 1.20 1.34 1.49 C
(0.535-0.643) (0.646-0.776) (0.804-0.967) (0.925-1.11) (1.09-1.31) (1.21-1.47) (1.33-1.62)
6 hr 0.352 0.425 0.530 0.613 0.726 0.816 0.908
(0.323-0.387) (0.389-0 466) (0.485-0.582) (0.560-0.671) (0.658-0.792) (0.735-0.889) (0.813-0.989)
12-hr 0.207 0.250 0.313 0.364 0.435 0.492 0.551 r
(0.190-0.227) (0.229-0.275) (0.287-0.344) (0.332-0.399) (0.394-0.474) (0.442-0.536) (0.490-0.599) L
24 hr 0.123 0.148 0.187 0.217 0.259 0.293 0.328
(0.114-0 133) (0.137-0.161) (0.172-0.202) (0.200-0.235) (0.237-0.280)1 (0 268-0.317) (0.299-0.356)

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:
,, dry. Name:Matthews North Carolina.
ql USA'
Latitude:35.0118'
Rn A .7 Longitude:-80.6728'
or�° Elevation:616.04 ft"
``a�µU Cl Wesley Chapel
Tye`
A
Cr
a
m
FU
9
4"...0'V anch
4 r;-
1 1 *Source:ESRI Maps
1 r'i **Source:USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90': CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14,Volume 2,Version 3
PF tabular PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90% confidence interv:
Duration Average recurrence interval(years)
1 2 5 10 25 50 I 100 IC
5-min 0.419 0.495 0.574 0.632 0.699 0.745 0.787
(0.386-0.455) (0.455-0.539) (0.527-0.625) (0.580-0.687) (0.638-0.758) (0 677-0.807) (0 711-0.852) (C
10 min 0.669 0.791 0.920 1.01 1.11 1.19 1.25
(0.617-0.727) (0.728-0.862) (0.845-1.00) (0.927-1.10) (1.02-1.21) (1.08-1.29) (1.13-1.35) r.
15 min 0.837 0.995 1.16 1.28 1.41 1.50 1.58
(0.771-0.909) (0.915-1.08) (1.07-1.27) (1.17-1.39) (1.29-1.53) (1.36-1.63) (1.43-1.71) r
30 min 1.15 1.37 1.65 1.85 2.09 2.26 2.42
(1.06-1.25) (1.26-1.50) (1.52-1.80) (1.70-2.01) (1.91-2.27) (2.06-2.45) (2.19-2.62) r
60 min 1.43 1.72 2.12 2.41 2.78 3.06 3.33
(1.32-1.55) (1.59-1.88) (1.95-2.31) -_ (2.21-2.62) (2.54-3.02) (2.78-3.32) (3.01-3.61) E
2 hr 1.65 2.00 2.48 2.84 3.32 3.67 4.03
(1.52-1.81) (1.83-2.19) (2.27-2.71) (2.59-3.11) (3.01-3.61) (3.32-4.00) (3.62-4.39) C
3 1.76 2.12 2.65 3.05 3.60 4.04 4.47
(1.61-1.93) (1.94-2.33) (2.42-2.91) (2.78-3.34) (3.26-3.94) (3.63-4.40) , (4.00-4.87) E
6-hr 2.11 2.54 3.18 3.67 4.35 4.89 5.44
(1.93-2.32) (2.33-2.79) (2.91-3.48) (3.35-4.02) (3.94-4_74) (4.40-5.32) (4.87-5.92) E
-
12-hr 2.49 3.01 3.77 4.39 5.24 5.92 6.63
(2.29-2.73) (2.76-3.31) (3.46-4.14) (4.00-4.80) (4.74-5.72) (5.32-6.45) (5.91-7.22) E
24-lw II 2.95 II 3.56 II 4.48 II 5.20 T." i(2.73 3.20) (3.30-3.86) (4-13-4.85) (4.80-5.64) (5.70-6.73) (6-43-7.61) (7.17-8.53)

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®2019byAutodesk, Inc.v2020
SCS SCS SCS SCS SCS
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Hyd. Origin Description
1 SCS Runoff PRE-SCM 1 B
2 SCS Runoff PRE-SCM 2
5 SCS Runoff POST-SCM 1A(NO DETENTION)
6 SCS Runoff POST-SCM 1 B
7 SCS Runoff POST-SCM 2
10 Reservoir ROUTED-SCM 1A
11 Combination (6, 10)SCS-POST BMP 1 B+ROUTED-BMP 1A
12 Reservoir ROUTED-SCM 1 B(DETENTION ONLY)
13 Reservoir ROUTED-SCM 2
Project: 2022-08-11_19076 Hydrograph for BMP 1 and 2.gpw Thursday, 08/ 11 /2022

1
Hydrograph Return Period Recap 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 17.05 29.56 0.000 69.59 97.56 121.19 146.72 PRE-POND 1 B
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-SCM 1A(WQ ONLY)
5 SCS Runoff 54.26 74.33 0.000 132.18 168.63 197.98 228.80 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 16.00 21.91 0.000 38.97 49.71 58.37 67.45 POST-SCM 1 B
7 SCS Runoff 13.62 18.66 0.000 33.18 42.32 49.69 57.43 POST-SCM 2
9 Reservoir 4 0.000 0.000 0.182 0.000 0.000 0.000 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 5 3.434 16.73 0.000 89.18 126.58 145.02 160.62 ROUTED-SCM 1A
11 Combine 6, 10 16.62 24.69 0.000 119.50 168.64 196.22 219.93 POST-SCM 1 B TOTAL
12 Reservoir 11 1.346 4.107 0.000 23.04 32.64 39.88 53.19 ROUTED-POND 1B(DETEN)
13 Reservoir 7 0.223 0.567 0.000 9.227 20.22 29.48 32.00 ROUTED-BMP 2(ALL)
Proj. file: 19076 Hydrographs.gpw Thursday, 12/ 14/2023

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 17.05 2 726 65,524 PRE-POND 1 B
2 SCS Runoff 2.810 2 730 13,066 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 54.26 2 718 108,923 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 16.00 2 718 32,113 POST-SCM 1 B
7 SCS Runoff 13.62 2 718 27,339 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 3.434 2 770 108,834 5 597.11 57,806 ROUTED-SCM 1A
11 Combine 16.62 2 718 140,947 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 1.346 2 1052 131,920 11 589.54 49,812 ROUTED-POND 1B(DETEN)
13 Reservoir 0.223 2 1106 27,310 7 613.20 19,129 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 1 Year Thursday, 12/ 14/2023

2
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 29.56 2 726 102,730 PRE-POND 1 B
2 SCS Runoff 4.927 2 730 20,485 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 74.33 2 716 150,103 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 21.91 2 716 44,253 POST-SCM 1 B
7 SCS Runoff 18.66 2 716 37,675 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 16.73 2 726 150,008 5 597.36 66,952 ROUTED-SCM 1A
11 Combine 24.69 2 722 194,262 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 4.107 2 820 185,115 11 589.67 61,471 ROUTED-POND 1B(DETEN)
13 Reservoir 0.567 2 860 37,646 7 613.54 24,075 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 2 Year Thursday, 12/ 14/2023

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 69.59 2 726 223,900 PRE-POND 1 B
2 SCS Runoff 11.76 2 730 44,647 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 132.18 2 716 270,154 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 38.97 2 716 79,647 POST-SCM 1 B
7 SCS Runoff 33.18 2 716 67,808 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 89.18 2 720 270,058 5 598.13 95,416 ROUTED-SCM 1A
11 Combine 119.50 2 720 349,705 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 23.04 2 744 340,512 11 590.21 112,653 ROUTED-POND 1B(DETEN)
13 Reservoir 9.227 2 724 67,776 7 614.07 31,904 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 10 Year Thursday, 12/ 14/2023

4
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 97.56 2 724 308,900 PRE-POND 1 B
2 SCS Runoff 16.50 2 728 61,597 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 168.63 2 716 348,131 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 49.71 2 716 102,636 POST-SCM 1 B
7 SCS Runoff 42.32 2 716 87,380 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 126.58 2 720 348,035 5 598.46 108,468 ROUTED-SCM 1A
11 Combine 168.64 2 718 450,671 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 32.64 2 740 441,457 11 590.69 159,459 ROUTED-POND 1B(DETEN)
13 Reservoir 20.22 2 722 87,347 7 614.46 37,944 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 25 Year Thursday, 12/ 14/2023

5
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 121.19 2 724 380,964 PRE-POND 1 B
2 SCS Runoff 20.53 2 728 75,967 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 197.98 2 716 412,029 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 58.37 2 716 121,475 POST-SCM 1 B
7 SCS Runoff 49.69 2 716 103,418 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 145.02 2 720 411,931 5 598.73 119,061 ROUTED-SCM 1A
11 Combine 196.22 2 718 533,405 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 39.88 2 738 524,178 11 591.10 199,884 ROUTED-POND 1B(DETEN)
13 Reservoir 29.48 2 722 103,385 7 614.69 41,667 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 50 Year Thursday, 12/ 14/2023

6
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 146.72 2 724 459,467 PRE-POND 1 B
2 SCS Runoff 24.89 2 728 91,621 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 228.80 2 716 480,027 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 67.45 2 716 141,522 POST-SCM 1 B
7 SCS Runoff 57.43 2 716 120,485 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 160.62 2 720 479,929 5 599.03 130,875 ROUTED-SCM 1A
11 Combine 219.93 2 718 621,450 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 53.19 2 736 612,210 11 591.49 239,208 ROUTED-POND 1B(DETEN)
13 Reservoir 32.00 2 722 120,452 7 614.98 46,461 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 100 Year Thursday, 12/ 14/2023

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 1A
*Total Drainage Area(A): 25.40 ac
* Total Impervious Area"I"USED= 45.0%(for Design) 11.43 ac
(See attached Impervious Calcs)
*Total Water Quality Volume To Treat(First 1"of Rainfall)at 75%:
WQv=(P/12)(A)(Rv)(43560)= 31,464 cf
(Simple Method,Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall 1 inch
A: Drainage Area(Impervious Area Only) 25.40 ac.
Rv: 0.05+0.009(I)= 0.455
I: %of Impervious Area 45.0%
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 117,574 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth 2.95 inch
A: Drainage Area 25.40 ac.
S=1,000/CN-10= 2.35 inch
CN:Curve Number 81
*Estimated Storm Water Volume 10-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 291,608 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth 5.2 inch
A: Drainage Area 25.40 ac.
S=1000/CN-10= 2.35 inch
CN:Curve Number 81
*Sedimentation Chamber Volume Min.Required:
Vol-Pre=(0.2)(WQv)= 6,293 cf
*Filtration Media Surface Area Required:
Af=[(WQv)(Df)]/((k)(Hf+Df)(Tf)]= 1,798 sf
(From Mecklenburg BMP Manual,Based on Darcy's Law)
WQv: Water quality volume 31,464 cf
Df: Filter bed depth (1.5'Minimum) 1.0 ft
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 ft
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 12/14/2023
C:IDPR Dropboxl_ProjectslActive12 01 911 9 0 7 6 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
Volume of Sand Chamber required(WQ Volume x 50%),NCDEQ MDC 3(4): 15,732 cf
Volume of the Sand Chamber provided: 19,950 cf
Filtration Media Surface Area Provided: 7,900 sf
Area of Sand Filter required(50%WQ Volume /WQ Ponding design depth),NCDEQ MDC 3(3): 7,866 sf
Area of sand Filter provided: 7,900 sf
SCM 1A-Storage Volume Provided:
Sediment Overall Overall
WQ Sand Chamber WQ Sand Chamber WQ Chamber Total Increment
Area Storage Storage Chamber Surface al Storage Total Notes
Elevation Area Area Storage
(ft) (sf) (cf) (cf) (sf) (sf) (cf) (cf)
592.5 Bottom of Stone-Provide liner per geo recommendation
594.0 Top of Stone/Bottom of Sand
595.0 Top of Sand Filter/Bottom of Extended Dry Detention Pond
595.0 7,900 0 0 --- 7,900 0 0 Pond Bot
596.0 10,000 8,950 8,950 18,500 32,400 20,150 20,150
596.5 11,000 5,250 14,200 20,500 33,700 16,525 36,675
597.0 12,000 5,750 19,950 21,800 35,000 17,175 53,850
598.0 37,600 36,300 90,150
599.0 41,400 39,500 129,650
600.5 44,500 64,425 194,075 Pond Top
Static Water Quality Elevation @ 596.34 ft
Design Static Water Quality Elevation @ 597.00 ft
ESHTW=589.00(594.00-5)IN THE SUMMIT GEOTECH REPORT DATED 2020-01-312.
I<<<5'Max ponding CPv&Sand
printed 12/14/2023
C:IDPR Dropboxll_ProjectslActive12019119076 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 1A
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo= WQv/Tf=(Af)(k)(Hf+Df)/Df= 0.6400 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.50 ft/day
Af: Surface area,sf 7,900 sf
Hf. Average height of water above filter bed 1.00 ft
Df: Depth of soil filter bed 1.0 ft
Q D @ Top of Media 595.0 = 0.0000 cfs
Q o @ Median of WQv storage 596.0 = 0.5266 cfs
Q o @ Top of WQv storage 597.0 = 0.7373 cfs
* Time Drawdown from Inundation to Saturation surface
Tf=WQv/Qo 13.66 hrs
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter 0.6400 cfs
Use 375 If of 6"Sch 40 PVC, Use 7 rows
w/3/8"perforations spaced 6"on center,4 rows w/90-det Totaling 675 LF. inch
#of Perforation=(Total Linear feet of pipe)(#holes per foot)(4 rows of holes per pipe)
=(6751t)(2 holes per foot)(4 rows of holes) 5400 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(sf)of 3/8"hole 0.0008
h=head above perforation 4.5
Total Capacity=Capacity of 1 hole x#of holes 42.2828 cfs
Total Capacity w/50%lost to clogging 21.1414 cfs
Underdrain Pipe Capacity=1.49/n(A)(A/P)^(2/3)(S)^0.!(Manning Eq) 2.175 cfs
n=pipe coefficient 0.013
A=Area(st)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. OK
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= 67 If
Min.Flow Length= 77.1 ft Min.Flow Length:
Total Lengh of Collar offset = 10.1 ft 115%of outlet pipe
Number of anti-seep collars 3
Offset per collar 3.4 ft
Min.Outside dimension of each collar 7.02 ft
Designed collars 3 at 7'x 7'
printed 12/14/2023
C:IDPR Dropboxl_ProjectslActive12 01 911 9 0 7 6 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:12-15-2023
Charlotte.Mecklenburg
STORM
WATER
Services
SCM Inset Table
Sand Filter-SCM #1A
Project Name: McCoy Farm
Sequence ID: 1
Drainage Area(acres): I 25.4
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): 7,900
Flow Diverter Present(Y/N): N
Regulated By: Watershed Overlay _
Treatment Effectiveness: Optimal
NC State Plane X(easting): 1497340
NC State Plane Y(northing): 464902
printed 12/14/2023
C:IDPR Dropboxl_Projectsl.ctive12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 1 of 1

Pond Report 2
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Pond No. 1 - SCM 1A
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 7,900 0 0
1.00 596.00 32,400 20,150 20,150
1.50 596.50 33,700 16,525 36,675
2.00 597.00 35,000 17,175 53,850
3.00 598.00 37,600 36,300 90,150
4.00 599.00 41,400 39,500 129,650
5.00 600.00 44,500 42,950 172,600
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 54.00 Inactive Inactive 0.00 Crest Len(ft) = 22.00 10.00 0.00 0.00
Span(in) = 54.00 0.00 0.00 0.00 Crest El.(ft) = 597.00 599.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 591.50 0.00 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 72.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.70 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:CulverUOrifice 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 Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil 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 --- --- --- --- 0.000
0.10 2,015 595.10 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.053 0.053
0.20 4,030 595.20 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.105 0.105
0.30 6,045 595.30 57.68 oc --- --- 0.00 0.00 --- --- --- 0.158 0.158
0.40 8,060 595.40 57.68 oc --- --- 0.00 0.00 --- --- --- 0.211 0.211
0.50 10,075 595.50 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.263 0.263
0.60 12,090 595.60 57.68 oc --- --- 0.00 0.00 --- --- --- 0.316 0.316
0.70 14,105 595.70 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.369 0.369
0.80 16,120 595.80 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.421 0.421
0.90 18,135 595.90 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.474 0.474
1.00 20,150 596.00 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.527 0.527
1.05 21,803 596.05 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.537 0.537
1.10 23,455 596.10 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.548 0.548
1.15 25,108 596.15 57.68 oc --- --- 0.00 0.00 --- --- --- 0.558 0.558
1.20 26,760 596.20 57.68 oc --- --- 0.00 0.00 --- --- --- 0.569 0.569
1.25 28,413 596.25 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.579 0.579
1.30 30,065 596.30 57.68 oc --- --- 0.00 0.00 --- --- --- 0.590 0.590
1.35 31,718 596.35 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.600 0.600
1.40 33,370 596.40 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.611 0.611
1.45 35,023 596.45 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.621 0.621
1.50 36,675 596.50 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.632 0.632
1.55 38,393 596.55 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.642 0.642
1.60 40,110 596.60 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.653 0.653
1.65 41,828 596.65 57.68 oc --- --- 0.00 0.00 --- --- --- 0.664 0.664
1.70 43,545 596.70 57.68 oc --- --- 0.00 0.00 --- --- --- 0.674 0.674
1.75 45,263 596.75 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.685 0.685
1.80 46,980 596.80 57.68 oc --- --- 0.00 0.00 --- --- --- 0.695 0.695
1.85 48,698 596.85 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.706 0.706
1.90 50,415 596.90 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.716 0.716
1.95 52,133 596.95 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.727 0.727
2.00 53,850 597.00 57.68 oc --- --- --- 0.00 0.00 --- --- --- 0.737 0.737
2.10 57,480 597.10 57.68 oc --- --- --- 2.32 0.00 --- --- --- 0.737 3.053
2.20 61,110 597.20 57.68 oc --- --- --- 6.55 0.00 --- --- --- 0.737 7.290
2.30 64,740 597.30 57.68 oc --- --- 12.03 0.00 --- --- --- 0.737 12.77
2.40 68,370 597.40 57.68 oc --- --- --- 18.53 0.00 --- --- --- 0.737 19.26
2.50 72,000 597.50 57.68 oc --- --- --- 25.89 0.00 --- --- --- 0.737 26.63
Continues on next page...

3
SCM 1A
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.60 75,630 597.60 57.68 oc --- --- --- 34.04 0.00 --- 0.737 34.78
2.70 79,260 597.70 57.68 oc --- --- --- 42.89 0.00 --- 0.737 43.63
2.80 82,890 597.80 57.68 oc --- --- --- 52.40 0.00 --- --- --- 0.737 53.14
2.90 86,520 597.90 62.57 oc --- --- --- 62.53 0.00 --- --- --- 0.737 63.26
3.00 90,150 598.00 73.26 oc --- --- --- 73.26 0.00 --- --- 0.737 74.00
3.10 94,100 598.10 84.52 oc --- --- --- 84.52 0.00 --- --- --- 0.737 85.25
3.20 98,050 598.20 96.31 oc --- --- --- 96.30 0.00 --- --- --- 0.737 97.04
3.30 102,000 598.30 108.58 oc --- --- --- 108.58 0.00 --- --- --- 0.737 109.32
3.40 105,950 598.40 120.44 oc --- --- --- 120.44 s 0.00 --- --- --- 0.737 121.17
3.50 109,900 598.50 128.92 oc --- --- --- 128.92 s 0.00 --- --- --- 0.737 129.66
3.60 113,850 598.60 136.11 oc --- --- --- 136.11 s 0.00 --- --- --- 0.737 136.84
3.70 117,800 598.70 142.46 oc --- --- --- 142.45 s 0.00 --- --- --- 0.737 143.19
3.80 121,750 598.80 148.19 oc --- --- --- 148.18 s 0.00 --- --- --- 0.737 148.92
3.90 125,700 598.90 153.41 oc --- --- --- 153.41 s 0.00 --- --- --- 0.737 154.14
4.00 129,650 599.00 158.23 oc --- --- --- 158.23 s 0.00 --- --- --- 0.738 158.97
4.10 133,945 599.10 162.70 oc --- --- --- 162.69 s 0.82 --- --- --- 0.738 164.25
4.20 138,240 599.20 166.88 oc --- --- --- 166.87 s 2.33 --- --- --- 0.738 169.93
4.30 142,535 599.30 170.77 is --- --- --- 170.76 s 4.27 --- --- --- 0.738 175.77
4.40 146,830 599.40 173.35 is --- --- 173.34 s 6.58 --- --- --- 0.738 180.65
4.50 151,125 599.50 175.78 is --- --- --- 175.77 s 9.19 --- --- --- 0.738 185.70
4.60 155,420 599.60 178.09 is --- --- --- 178.08 s 12.08 --- --- --- 0.738 190.90
4.70 159,715 599.70 180.30 is --- --- --- 180.30 s 15.22 --- --- --- 0.738 196.26
4.80 164,010 599.80 182.42 is --- --- --- 182.40 s 18.60 --- --- --- 0.738 201.74
4.90 168,305 599.90 184.45 is --- --- --- 184.44 s 22.19 --- --- --- 0.738 207.36
5.00 172,600 600.00 186.43 is --- --- --- 186.41 s 26.00 --- --- --- 0.738 213.15
...End

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 54.26 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 108,923 cuft
Drainage area = 25.100 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
POST - SCM 1A (NO DETENTION)
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
I
30.00 30.00
20.00 20.00
10.00 10.00
J _
_ _ _
____ _
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 74.33 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 150,103 cuft
Drainage area = 25.100 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
POST - SCM 1A (NO DETENTION)
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 — 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 132.18 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 270,154 cuft
Drainage area = 25.100 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1A (NO DETENTION)
Q (cfs) 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
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 168.63 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 348,131 cuft
Drainage area = 25.100 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
POST - SCM 1A (NO DETENTION)
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
180.00 I 180.00
160.00 160.00
140.00 140.00
1
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 - i � .""°'\ "4"-----' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 197.98 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 412,029 cuft
Drainage area = 25.100 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
POST - SCM 1A (NO DETENTION)
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 228.80 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 480,027 cuft
Drainage area = 25.100 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
POST - SCM 1A (NO DETENTION)
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
•
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 29.56 2 726 102,730 PRE-POND 1 B
2 SCS Runoff 4.927 2 730 20,485 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 74.33 2 716 150,103 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 21.91 2 716 44,253 POST-SCM 1 B
7 SCS Runoff 18.66 2 716 37,675 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 15.85 2 726 150,008 5 597.37 67,307 ROUTED-SCM 1A
11 Combine 23.73 2 722 194,262 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 4.108 2 822 185,114 11 589.67 61,475 ROUTED-POND 1B(DETEN)
13 Reservoir 0.567 2 860 37,646 7 613.54 24,075 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 2 Year Thursday, 12/ 14/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 15.85 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 150,008 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCENE)vation = 597.37 ft
Reservoir name = SCM 1A Max. Storage = 67,307 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10 --2 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00J411/481811"' 10.00
0.00 •- 0.00
0 6 12 18 24 30 36 42 48 54
Time (hrs)
Hyd No. 10 Hyd No. 5 II II Total storage used = 67,307 cuft

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 69.59 2 726 223,900 PRE-POND 1 B
2 SCS Runoff 11.76 2 730 44,647 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 132.18 2 716 270,154 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 38.97 2 716 79,647 POST-SCM 1 B
7 SCS Runoff 33.18 2 716 67,808 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 85.35 2 720 270,058 5 598.17 96,968 ROUTED-SCM 1A
11 Combine 115.67 2 720 349,705 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 22.90 2 744 340,507 11 590.21 112,043 ROUTED-POND 1B(DETEN)
13 Reservoir 9.227 2 724 67,776 7 614.07 31,904 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 10 Year Thursday, 12/ 14/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 85.35 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 270,058 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETBD b4c 1E)vation = 598.17 ft
Reservoir name = SCM 1A Max. Storage = 96,968 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
140.00 i_ — 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 10 Hyd No. 5 111111111 Total storage used = 96,968 cuft

5
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 97.56 2 724 308,900 PRE-POND 1 B
2 SCS Runoff 16.50 2 728 61,597 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 168.63 2 716 348,131 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 49.71 2 716 102,636 POST-SCM 1 B
7 SCS Runoff 42.32 2 716 87,380 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 118.31 2 720 348,034 5 598.55 111,696 ROUTED-SCM 1A
11 Combine 161.15 2 718 450,670 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 32.46 2 742 441,450 11 590.68 158,472 ROUTED-POND 1B(DETEN)
13 Reservoir 20.22 2 722 87,347 7 614.46 37,944 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 25 Year Thursday, 12/ 14/2023

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 118.31 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 348,034 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCENE)vation = 598.55 ft
Reservoir name = SCM 1A Max. Storage = 111,696 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10--25 Year Q (cfs)
180.00 — 180.00
160.00 160.00
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 10 Hyd No. 5 111111111 Total storage used = 111,696 cuft

7
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 121.19 2 724 380,964 PRE-POND 1 B
2 SCS Runoff 20.53 2 728 75,967 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 197.98 2 716 412,029 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 58.37 2 716 121,475 POST-SCM 1 B
7 SCS Runoff 49.69 2 716 103,418 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 131.39 2 720 411,931 5 598.87 124,389 ROUTED-SCM 1A
11 Combine 183.93 2 718 533,405 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 39.60 2 740 524,170 11 591.09 198,752 ROUTED-POND 1B(DETEN)
13 Reservoir 29.48 2 722 103,385 7 614.69 41,667 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 50 Year Thursday, 12/ 14/2023

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 131.39 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 411,931 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCENE)vation = 598.87 ft
Reservoir name = SCM 1A Max. Storage = 124,389 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10-- 50 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 10 Hyd No. 5 111111111 Total storage used = 124,389 cuft

9
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 146.72 2 724 459,467 PRE-POND 1 B
2 SCS Runoff 24.89 2 728 91,621 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-SCM 1A(WQ ONLY)
5 SCS Runoff 228.80 2 716 480,027 POST-SCM 1A(NO DETENTION)
6 SCS Runoff 67.45 2 716 141,522 POST-SCM 1 B
7 SCS Runoff 57.43 2 716 120,485 POST-SCM 2
9 Reservoir 0.000 2 n/a 0 4 595.00 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 141.87 2 722 479,928 5 599.21 138,817 ROUTED-SCM 1A
11 Combine 201.62 2 718 621,450 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 52.63 2 738 612,203 11 591.48 237,763 ROUTED-POND 1B(DETEN)
13 Reservoir 32.00 2 722 120,452 7 614.98 46,461 ROUTED-BMP 2(ALL)
19076 Hydrographs.gpw Return Period: 100 Year Thursday, 12/ 14/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 141.87 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 479,928 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCE IE)vation = 599.21 ft
Reservoir name = SCM 1A Max. Storage = 138,817 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
240.00 — 240.00
210.00 210.00
180.00 180.00
150.00 — 150.00
T 120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
I
0.00 111d0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 10 Hyd No. 5 111111111 Total storage used = 138,817 cuft

Project:McCoy Farm DPR DESIGN,INC Prepared By:JF
Job No.:19076 Checked By:HN
Location:Wesley Chapel,NC 02-09-2022,Rev:12/15/2022
DESIGN CRITERIA PER NCDENR BMP ORDINANCE
*BMP-DETENTION POND ONLY 1B
*Total Drainage Area(A): 32.50 ac
* Total Impervious Area"I"USED= 45.0%(for Design) 14.63 ac
(See attached Impervious Calcs)
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 150,439 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth 2.95 inch
A: Drainage Area 32.50 ac.
S=1,000/CN-10= 2.35 inch
CN:Curve Number 81
*Estimated Storm Water Volume 10-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 373,121 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth 5.2 inch
A: Drainage Area 32.50 ac.
S=1000/CN-10= 2.35 inch
CN:Curve Number 81
SCM 1 B Storage Volume Provided:
Elevation Surface Area Incremental Storage Total Storage
(ft) (sf) (cf) (cf)
580.0 57,000 0 0 Bottom of Pond
581.0 60,000 58,500 58,500
582.0 63,000 61,500 120,000
583.0 66,000 64,500 184,500
584.0 69,000 67,500 252,000
585.0 72,500 70,750 322,750
586.0 79,400 75,950 398,700
587.0 82,900 81,150 479,850 Permanent Pool is for
588.0 86,500 84,700 564,550 Recreational Use Only.
589.0 89,000 87,750 652,300 Top of Perm Pool
589.0 89,000 0 0 Bottom of Perm.Pool
590.0 95,000 92,000 92,000
591.0 100,000 97,500 189,500
592.0 102,000 101,000 290,500
592.5 106,000 52,000 342,500 Top of Pond
Static Channel Protection Elevation @ 590.60 ft
*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).
torm Volume, Less 50%Remain Beyond 36th Hour 75,219 cf
Average Surface Area 21,491 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))/(c)(t)(2g)^(1/2)) (NCDENR, Orifice Equation)
a= 0.117 where:
A=ResevoirArea,sf 21,491
Max.Orifice Diameter(inch),d= 4.64 h=Falling Head,ft 2.87
c=Discharge Coefficient 0.6
Orifice Diameter(inch)Used,d= 15.2 t=Time(36 hrs),sec. 129,600
Equivalent opening:24"x30"used(area same as 15.2"pipe). g=Accelleration,ft/sq.sec 32.2
a=Orifice Area(sf)
d=Orifice Diameter(inch)
printed 12/14/2023
C:IDPR Dropboxl_Projects\Active1201911 9 0 76 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 1 of 2

Project:McCoy Farm DPR DESIGN,INC Prepared By:JF
Job No.:19076 Checked By:HN
Location:Wesley Chapel,NC 02-09-2022,Rev:12/15/2022
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= 79 If
Min.Flow Length= 90.9 ft Min.Flow Length:
Total Lengh of Collar offset = 11.9 ft 115%of outlet pipe
Number of anti-seep collars 3
Offset per collar 4.0 ft
Min.Outside dimension of each collar 7.62 ft
Designed collars 3 at 7.5'x 7.5'
printed 12/14/2023
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 2 of 2

Project: 19076 DPR DESIGN Created by: JMM
Location: Wesley Chapel, NC SCM Insert Table Checked by: HN
12-15-2023
SCM Inset Table
Wet Pond - SCM #1 B
Project Name: MCCOY FARM
Sequence ID: 1B
Surface Area (sq. ft.): 89,000
Drainage Area (acres): 32.8
Land Use/Development Type: Single Family Residential
Percent Built-Upon Area: 45%
Permanent Pool Depth (ft.): 9
Forebay Permanent Pool Depth (ft.): N/A
Flow Diverter Present (Y/N): N
Regulated By: N/A
Treatment Effectiveness: N/A
NC State Plane X (easting): 1497131.96
NC State Plane Y (northing): 464733.96

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 3.383 cfs
Storm frequency = 1 yrs Time to peak = 772 min
Time interval = 2 min Hyd. volume = 108,834 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCENE)vation = 597.11 ft
Reservoir name = SCM 1A Max. Storage = 57,990 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — — 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320
Time (min)
Hyd No. 10 Hyd No. 5 II II Total storage used = 57,990 cuft

Pond Report 2
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Pond No. 1 - SCM 1A
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 7,900 0 0
1.00 596.00 32,400 20,150 20,150
1.50 596.50 33,700 16,525 36,675
2.00 597.00 35,000 17,175 53,850
3.00 598.00 37,600 36,300 90,150
4.00 599.00 41,400 39,500 129,650
5.50 600.50 44,500 64,425 194,075
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 48.00 Inactive Inactive 0.00 Crest Len(ft) = 20.00 10.00 0.00 0.00
Span(in) = 48.00 0.00 0.00 0.00 Crest El.(ft) = 597.00 599.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 591.50 0.00 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 72.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.70 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:CulverUOrifice 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 Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil 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 --- --- --- --- 0.000
0.10 2,015 595.10 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.053 0.053
0.20 4,030 595.20 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.105 0.105
0.30 6,045 595.30 49.86 oc --- --- 0.00 0.00 --- --- --- 0.158 0.158
0.40 8,060 595.40 49.86 oc --- --- 0.00 0.00 --- --- --- 0.211 0.211
0.50 10,075 595.50 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.263 0.263
0.60 12,090 595.60 49.86 oc --- --- 0.00 0.00 --- --- --- 0.316 0.316
0.70 14,105 595.70 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.369 0.369
0.80 16,120 595.80 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.421 0.421
0.90 18,135 595.90 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.474 0.474
1.00 20,150 596.00 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.527 0.527
1.05 21,803 596.05 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.537 0.537
1.10 23,455 596.10 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.548 0.548
1.15 25,108 596.15 49.86 oc --- --- 0.00 0.00 --- --- --- 0.558 0.558
1.20 26,760 596.20 49.86 oc --- --- 0.00 0.00 --- --- --- 0.569 0.569
1.25 28,413 596.25 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.579 0.579
1.30 30,065 596.30 49.86 oc --- --- 0.00 0.00 --- --- --- 0.590 0.590
1.35 31,718 596.35 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.600 0.600
1.40 33,370 596.40 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.611 0.611
1.45 35,023 596.45 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.621 0.621
1.50 36,675 596.50 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.632 0.632
1.55 38,393 596.55 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.642 0.642
1.60 40,110 596.60 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.653 0.653
1.65 41,828 596.65 49.86 oc --- --- 0.00 0.00 --- --- --- 0.664 0.664
1.70 43,545 596.70 49.86 oc --- --- 0.00 0.00 --- --- --- 0.674 0.674
1.75 45,263 596.75 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.685 0.685
1.80 46,980 596.80 49.86 oc --- --- 0.00 0.00 --- --- --- 0.695 0.695
1.85 48,698 596.85 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.706 0.706
1.90 50,415 596.90 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.716 0.716
1.95 52,133 596.95 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.727 0.727
2.00 53,850 597.00 49.86 oc --- --- --- 0.00 0.00 --- --- --- 0.737 0.737
2.10 57,480 597.10 49.86 oc --- --- --- 2.11 0.00 --- --- --- 0.737 2.843
2.20 61,110 597.20 49.86 oc --- --- --- 5.95 0.00 --- --- --- 0.737 6.692
2.30 64,740 597.30 49.86 oc --- --- 10.94 0.00 --- --- --- 0.737 11.68
2.40 68,370 597.40 49.86 oc --- --- --- 16.84 0.00 --- --- --- 0.737 17.58
2.50 72,000 597.50 49.86 oc --- --- --- 23.54 0.00 --- --- --- 0.737 24.28
Continues on next page...

3
SCM 1A
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.60 75,630 597.60 49.86 oc --- --- --- 30.94 0.00 --- 0.737 31.68
2.70 79,260 597.70 49.86 oc --- --- --- 38.99 0.00 --- 0.737 39.73
2.80 82,890 597.80 49.86 oc --- --- --- 47.64 0.00 --- --- --- 0.737 48.38
2.90 86,520 597.90 56.85 oc --- --- --- 56.84 0.00 --- --- --- 0.737 57.58
3.00 90,150 598.00 66.60 oc --- --- --- 66.60 0.00 --- --- 0.737 67.34
3.10 94,100 598.10 76.84 oc --- --- --- 76.83 0.00 --- --- --- 0.737 77.57
3.20 98,050 598.20 87.54 oc --- --- --- 87.54 0.00 --- --- --- 0.737 88.28
3.30 102,000 598.30 98.71 oc --- --- --- 98.71 0.00 --- --- --- 0.737 99.45
3.40 105,950 598.40 108.77 oc --- --- --- 108.77 s 0.00 --- --- --- 0.737 109.51
3.50 109,900 598.50 115.18 oc --- --- --- 115.18 s 0.00 --- --- --- 0.737 115.92
3.60 113,850 598.60 120.45 oc --- --- --- 120.45 s 0.00 --- --- --- 0.737 121.19
3.70 117,800 598.70 125.02 oc --- --- --- 125.02 s 0.00 --- --- --- 0.737 125.76
3.80 121,750 598.80 128.87 is --- --- --- 128.87 s 0.00 --- --- --- 0.737 129.60
3.90 125,700 598.90 131.54 is --- --- --- 131.54 s 0.00 --- --- --- 0.737 132.28
4.00 129,650 599.00 133.96 is --- --- --- 133.96 s 0.00 --- --- --- 0.738 134.70
4.15 136,093 599.15 137.22 is --- --- --- 137.22 s 1.51 --- --- --- 0.738 139.46
4.30 142,535 599.30 140.15 is --- --- --- 140.14 s 4.27 --- --- --- 0.738 145.15
4.45 148,978 599.45 142.84 is --- --- --- 142.84 s 7.85 --- --- --- 0.738 151.43
4.60 155,420 599.60 145.34 is --- 145.33 s 12.09 --- --- --- 0.738 158.16
4.75 161,863 599.75 147.70 is --- --- --- 147.70 s 16.89 --- --- --- 0.738 165.33
4.90 168,305 599.90 149.95 is --- 149.93 s 22.20 --- --- --- 0.738 172.87
5.05 174,748 600.05 152.10 is --- --- --- 152.08 s 27.98 --- --- --- 0.738 180.80
5.20 181,190 600.20 154.17 is --- --- --- 154.15 s 34.19 --- --- --- 0.738 189.07
5.35 187,633 600.35 156.17 is --- --- --- 156.17 s 40.79 --- --- --- 0.738 197.70
5.50 194,075 600.50 158.12 is --- --- --- 158.09 s 47.77 --- --- --- 0.738 206.59
...End

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 11
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 16.62 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 140,947 cuft
Inflow hyds. = 6, 10 Contrib. drain. area = 7.400 ac
POST - SCM 1 B TOTAL
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
•
6.00 6.00
3.00 3.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 11 Hyd No. 6 Hyd No. 10

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 1.346 cfs
Storm frequency = 1 yrs Time to peak = 17.53 hrs
Time interval = 2 min Hyd. volume = 131,920 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 589.54 ft
Reservoir name = POND 1 B Max. Storage = 49,812 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
kb: i......_________-r- -
3.00 3.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 12 Hyd No. 11 11 1 1 1 1 1 11 Total storage used =49,812 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 1.346 cfs
Storm frequency = 1 yrs Time to peak = 17.53 hrs
Time interval = 2 min Hyd. volume = 131,920 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 589.54 ft
Reservoir name = POND 1 B Max. Storage = 49,812 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Elev(ft) Hyd. No. 12 -- 1 Year Elev(ft)
591.00 591.00
590.00 590.00
589.00 - 589.00
0 10 20 30 40 50 60 70 80 90 100
3. POND 1B Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 1
PRE - POND 1 B
Hydrograph type = SCS Runoff Peak discharge = 29.56 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 102,730 cuft
Drainage area = 31.100 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/31.100
PRE - POND 1 B
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
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 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 Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 1
PRE - POND 1 B
Hydrograph type = SCS Runoff Peak discharge = 69.59 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 223,900 cuft
Drainage area = 31.100 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/31.100
PRE - POND 1 B
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 1
PRE - POND 1 B
Hydrograph type = SCS Runoff Peak discharge = 97.56 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 308,900 cuft
Drainage area = 31.100 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.00 min
Total precip. = 6.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/31.100
PRE - POND 1 B
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
•
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - '- 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 Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 1
PRE - POND 1 B
Hydrograph type = SCS Runoff Peak discharge = 121.19 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 380,964 cuft
Drainage area = 31.100 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.00 min
Total precip. = 7.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/31.100
PRE - POND 1 B
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 �--- I 100.00
80.00 ---- 80.00
60.00 60.00
40.00 ---- I' 40.00
20.00 ---- I` 20.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 1
PRE - POND 1 B
Hydrograph type = SCS Runoff Peak discharge = 146.72 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 459,467 cuft
Drainage area = 31.100 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.00 min
Total precip. = 7.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/31.100
PRE - POND 1 B
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 1 60.00
40.00 I 40.00
20.00 ■ 20.00
0.00 =mom '— 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 6
POST - SCM 1 B
Hydrograph type = SCS Runoff Peak discharge = 21.91 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 44,253 cuft
Drainage area = 7.400 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
*Composite(Area/CN)=[(26.000 x 79)+(7.600 x 68)]/7.400
POST - SCM 1 B
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 6
POST - SCM 1 B
Hydrograph type = SCS Runoff Peak discharge = 38.97 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 79,647 cuft
Drainage area = 7.400 ac Curve number = 81*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(26.000 x 79)+(7.600 x 68)]/7.400
POST - SCM 1 B
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
40.00 - I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - ....**7 -'-' 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. 6 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 6
POST - SCM 1 B
Hydrograph type = SCS Runoff Peak discharge = 49.71 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 102,636 cuft
Drainage area = 7.400 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
*Composite(Area/CN)=[(26.000 x 79)+(7.600 x 68)]/7.400
POST - SCM 1 B
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
- 1
30.00 30.00
20.00 20.00
10.00 10.00
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. 6 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 6
POST - SCM 1 B
Hydrograph type = SCS Runoff Peak discharge = 58.37 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 121,475 cuft
Drainage area = 7.400 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
*Composite(Area/CN)=[(26.000 x 79)+(7.600 x 68)]/7.400
POST - SCM 1 B
Q (cfs) Hyd. No. 6 -- 50 Year Q (cfs)
60.00 I 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 6 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 6
POST - SCM 1 B
Hydrograph type = SCS Runoff Peak discharge = 67.45 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 141,522 cuft
Drainage area = 7.400 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
*Composite(Area/CN)=[(26.000 x 79)+(7.600 x 68)]/7.400
POST - SCM 1 B
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 6 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 4.107 cfs
Storm frequency = 2 yrs Time to peak = 13.67 hrs
Time interval = 2 min Hyd. volume = 185,115 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 589.67 ft
Reservoir name = POND 1 B Max. Storage = 61,471 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12 --2 Year Q (cfs)
28.00 28.00
24.00 I 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 e 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 12 Hyd No. 11 I I Total storage used = 61,471 cuft

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 23.04 cfs
Storm frequency = 10 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 340,512 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 590.21 ft
Reservoir name = POND 1 B Max. Storage = 112,653 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
!Law
20.00 20.00
0.00 - 0.00
0 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 12 Hyd No. 11 I I Total storage used = 112,653 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 32.64 cfs
Storm frequency = 25 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 441,457 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 590.69 ft
Reservoir name = POND 1 B Max. Storage = 159,459 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12--25 Year Q (cfs)
180.00 180.00
160.00 160.00
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 6 12 18 24 30 36 42 48 54 60
Time (hrs)
Hyd No. 12 Hyd No. 11 II II Total storage used = 159,459 cuft

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 39.88 cfs
Storm frequency = 50 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 524,178 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 591.10 ft
Reservoir name = POND 1 B Max. Storage = 199,884 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12-- 50 Year Q (cfs)
210.00 I 210.00
180.00 I 180.00
-
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
- k. _
30.00 30.00
_ _
0.00 I - 0.00
0 6 12 18 24 30 36 42 48 54
Time (hrs)
Hyd No. 12 Hyd No. 11 1111111 II Total storage used = 199,884 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 53.19 cfs
Storm frequency = 100 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 612,210 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 591.49 ft
Reservoir name = POND 1 B Max. Storage = 239,208 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
240.00 240.00
210.00 I 210.00
180.00 180.00
150.00 — - 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - V 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48
Time (hrs)
Hyd No. 12 Hyd No. 11 II I I I I I II Total storage used = 239,208 cuft

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 2
*Total Drainage Area(A): 6.30 ac
* Total Impervious Area"I"USED= 45.0%(for Design) I 2.84 ac
(See attached Impervious Calcs)
*Total Water Quality Volume To Treat(First 1"of Rainfall)at 75%:
WQv=(P/12)(A)(Rv)(43560)= 7,804 cf
(Simple Method,Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall 1 inch
A: Drainage Area(Impervious Area Only) 6.30 ac.
Rv: 0.05+0.009(I)= 0.455
I: %of Impervious Area 45.0%
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 29,162 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth 2.95 inch
A: Drainage Area 6.30 ac.
S=1,000/CN-10= 2.35 inch
CN:Curve Number 81
*Estimated Storm Water Volume 10-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 72,328 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth 5.2 inch
A: Drainage Area 6.30 ac.
S=1000/CN-10= 2.35 inch
CN:Curve Number 81
*Sedimentation Chamber Volume Min.Required:
Vol-Pre=(0.2)(WQv)= 1,561 cf
*Calculated Filtration Media Surface Area Required:
Af-((WQv)(Df)]/[(k)(Hf+Df)(TO]= 446 sf
(From Mecklenburg BMP Manual,Based on Darcy's Law)
WQv: Water quality volume 7,804 cf
DE Filter bed depth (1.5'Minimum) 1.0 ft
k: Permeability coefficient of filter media 3.50 ft/day
(1.75"per hour,or 3.5'per day)
HE Average height of water above filter bed, (half of pond depth, 1'max) 1.00 ft
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 12/14/2023
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCM119076-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
Volume of Sand Chamber required(WQ Volume x 50%),NCDEQ MDC 3(4): 3,902 cf
Volume of the Sand Chamber provided: 10,225 cf
*Filtration Media Surface Area Provided: 3,000 sf
Area of Sand Filter required(50%WQ Volume /WQ Ponding design depth),NCDEQ MDC 3(3): 2,601 sf
Area of sand Filter provided: 3,000 sf
SCM Storage Volume Provided:
WQ Sand Sediment Overall
WQ Sand Chamber WQ Chamber Overall Incremental
Chamber Total Notes
Storage Total Storage Chamber Surface Area Storage
Elevation Area Area Storage
(ft) (sf) (cf) (cf) (sf) (sf) (cf) (cf)
609.0 Bottom of Stone-Provide liner per geo recommendation
610.5 Top of Stone/Bottom of Sand
611.5 Top of Sand Filter/Bottom of Extended Dry Detention Pond
611.5 3,000 0 0 --- 3,000 0 0 Pond Bot
612.0 7,100 2,525 2,525 3,200 11,100 3,525 3,525
613.0 8,300 7,700 10,225 5,600 14,100 12,600 16,125
614.0 15,200 14,650 30,775
614.5 15,900 7,775 38,550
615.0 16,800 8,175 46,725
616.0 18,300 17,550 64,275 Pond Top
Static Water Quality Elevation @ 612.34 ft
Design Static Water Quality Elevation @ 613.00 ft
Static Channel Protection Elevation @ 613.90 ft
ESHTW=608(615.00-77 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=(Af)(k)(Hf+Dt)/Df= 0.1823 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.5 ft/day
Af: Surface area of sand media,sf 3,000 sf
Hf: Average height of water above filter bed 0.50 ft
Df: Depth of soil filter bed 1.0 ft
Qo @ Top of Media 0.0 @ 611.5 = 0.0000 cfs
Qo @ Median of WQv storage 0.5 @ 612.0 = 0.1823 cfs
Qo @ Top of WQv storage 1.0 @ 612.5 = 0.1620 cfs
Qo @ Above WQv storage 2.0 @ 614.0 = 0.2430 cfs
* Time Drawdown from Inundation to Saturation surface
Tf=WQv/Qo 11.89 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 6,085 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))i c)(t)(2g)^(1/2)) (NCDENR, Orifice Equation)
a=10.030 where:
A=Resevoir Area,sf 6,085
.Approx.Orifice Diameter(inch),d= 2.33 h=Falling Head,ft 2.29
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(sf)
d=Orifice Diameter(inch)
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter 0.1823 cfs
printed 12/14/2023
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISCM119076-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
Use(6)40 If of 6"Sch 40 PVC, Use 6 of
w/3/8"perforations spaced 6"on center,4 rows w/90-deg apart 40 LF of 6 inch
#of Perforation=(#pipes)(2 holes per foot)(Linear feet/per pipe)(4 rows per pipe)
=(6 pipes)(2)(40 If)(4) 1920 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(sf)of 3/8"hole 0.0008
h=head above perforation 4.5
Total Capacity=Capacity of 1 hole x#of holes 15.0339 cfs
Total Capacity w/50%lost to clogging 7.5169 cfs
Underdrain Pipe Capacity=1.49/n(A)(A/P)^(2/3)(Manning Eq) 1.032 cfs
n=pipe coefficient 0.013
A=Area(sf)of 8"dia pipe 0.3489
P=Pipe Perimeter,ft 1.57
s=slope,0.5% 0.005
Underdrain Pipe Capacity w/50%lost to clogging 0.5161 cfs
Both Flow Rates thru Perforation and Pipe are greater than that of Flow rate of Sand Filter. OK
*SCM-ANTI-SEEP COLLAR SIZING
Outlet Pipe Size(I.D.)= 18 in
Outlet Pipe Size(O.D.)= 1.92 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 4.97 ft
Designed collars 3 at 5'x 5'
printed 12/14/2023
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCM119076-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:12-15-2023
Charlotte.Mecklenburg
STORM
WATER
Services
SCM Inset Table
Sand Filter-SCM#2
Project Name: McCoy Farm
Sequence ID: I 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): 3,000
Flow Diverter Present(Y/N): N
Regulated By: Watershed Overlay _
Treatment Effectiveness: Optimal
NC State Plane X(easting): 1498750
NC State Plane Y(northing): 463440
printed 12/14/2023
C:IDPR Dropboxl_Projectsl.ctive12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 1 of 1

Pond Report 2
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
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 3,000 0 0
0.50 612.00 11,100 3,525 3,525
1.50 613.00 14,100 12,600 16,125
2.50 614.00 15,200 14,650 30,775
3.00 614.50 15,900 7,775 38,550
3.50 615.00 16,800 8,175 46,725
4.50 616.00 18,300 17,550 64,275
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.50 12.00 0.00 Crest Len(ft) = 13.25 10.00 0.00 0.00
Span(in) = 24.00 2.50 24.00 0.00 Crest El.(ft) = 614.40 615.00 0.00 0.00
No.Barrels = 1 1 3 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El.(ft) = 609.20 613.00 613.50 0.00 Weir Type = Broad Broad --- ---
Length(ft) = 60.00 0.50 0.50 0.00 Multi-Stage = Yes No 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:CulverUOrifice 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 Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D 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 --- --- --- --- 0.000
0.05 353 611.55 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.012 0.012
0.10 705 611.60 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.024 0.024
0.15 1,058 611.65 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.036 0.036
0.20 1,410 611.70 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.049 0.049
0.25 1,763 611.75 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.061 0.061
0.30 2,115 611.80 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.073 0.073
0.35 2,468 611.85 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.085 0.085
0.40 2,820 611.90 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.097 0.097
0.45 3,173 611.95 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.109 0.109
0.50 3,525 612.00 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.122 0.122
0.60 4,785 612.10 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.126 0.126
0.70 6,045 612.20 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.130 0.130
0.80 7,305 612.30 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.134 0.134
0.90 8,565 612.40 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.138 0.138
1.00 9,825 612.50 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.142 0.142
1.10 11,085 612.60 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.146 0.146
1.20 12,345 612.70 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.150 0.150
1.30 13,605 612.80 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.154 0.154
1.40 14,865 612.90 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.158 0.158
1.50 16,125 613.00 15.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.162 0.162
1.60 17,590 613.10 15.05 oc 0.02 is 0.00 --- 0.00 0.00 --- --- --- 0.166 0.184
1.70 19,055 613.20 15.05 oc 0.05 is 0.00 --- 0.00 0.00 --- --- --- 0.170 0.221
1.80 20,520 613.30 15.05 oc 0.07 is 0.00 --- 0.00 0.00 --- --- --- 0.174 0.247
1.90 21,985 613.40 15.05 oc 0.09 is 0.00 --- 0.00 0.00 --- --- --- 0.178 0.267
2.00 23,450 613.50 15.05 oc 0.10 ic 0.00 --- 0.00 0.00 --- --- --- 0.182 0.285
2.10 24,915 613.60 15.05 oc 0.12 ic 0.64 ic --- 0.00 0.00 --- --- --- 0.186 0.946
2.20 26,380 613.70 15.05 oc 0.13 ic 1.82 ic --- 0.00 0.00 --- --- --- 0.190 2.141
2.30 27,845 613.80 15.05 oc 0.14 ic 3.35 ic --- 0.00 0.00 --- --- --- 0.194 3.684
2.40 29,310 613.90 15.05 oc 0.15 ic 5.16 ic --- 0.00 0.00 --- --- --- 0.198 5.508
2.50 30,775 614.00 15.05 oc 0.16 ic 7.22 ic --- 0.00 0.00 --- --- --- 0.202 7.580
2.55 31,553 614.05 15.05 oc 0.16 ic 8.33 ic --- 0.00 0.00 --- --- --- 0.206 8.698
2.60 32,330 614.10 15.05 oc 0.16 ic 9.49 ic --- 0.00 0.00 --- --- --- 0.210 9.868
2.65 33,108 614.15 15.05 oc 0.17 is 10.70 is --- 0.00 0.00 --- --- --- 0.214 11.09
2.70 33,885 614.20 15.05 oc 0.17 ic 11.96 ic --- 0.00 0.00 --- --- --- 0.218 12.35
2.75 34,663 614.25 15.05 oc 0.18 ic 13.27 ic --- 0.00 0.00 --- --- --- 0.222 13.67
Continues on next page...

3
SCM 2
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 35,440 614.30 15.05 oc 0.18 is 14.62 is --- 0.00 0.00 --- 0.227 15.02
2.85 36,218 614.35 16.19 oc 0.18 is 16.01 is --- 0.00 0.00 --- 0.231 16.42
2.90 36,995 614.40 17.63 oc 0.19 is 17.44 is --- 0.00 0.00 --- --- --- 0.235 17.86
2.95 37,773 614.45 19.49 oc 0.19 is 18.91 is --- 0.38 0.00 --- --- --- 0.239 19.73
3.00 38,550 614.50 21.71 oc 0.19 is 20.43 is --- 1.09 0.00 --- --- 0.243 21.95
3.05 39,368 614.55 23.62 oc 0.20 is 21.43 is --- 2.00 0.00 --- --- --- 0.243 23.87
3.10 40,185 614.60 25.66 is 0.20 is 22.38 is --- 3.08 0.00 --- --- --- 0.243 25.90
3.15 41,003 614.65 27.77 is 0.17 is 23.29 is --- 4.30 0.00 --- --- --- 0.243 28.01
3.20 41,820 614.70 29.57 is 0.14 is 23.78 is --- 5.66 0.00 --- --- --- 0.243 29.81
3.25 42,638 614.75 29.99 is 0.13 is 22.73 is --- 7.13 0.00 --- --- --- 0.243 30.23
3.30 43,455 614.80 30.41 is 0.12 is 21.57 is --- 8.71 0.00 --- --- --- 0.243 30.65
3.35 44,273 614.85 30.83 is 0.12 is 20.32 is --- 10.40 0.00 --- --- --- 0.243 31.07
3.40 45,090 614.90 31.22 is 0.11 is 19.14 is --- 11.97 s 0.00 --- --- --- 0.243 31.46
3.45 45,908 614.95 31.55 is 0.10 is 18.23 is --- 13.22 s 0.00 --- --- --- 0.243 31.80
3.50 46,725 615.00 31.86 is 0.10 is 17.41 is --- 14.35 s 0.00 --- --- --- 0.243 32.10
3.60 48,480 615.10 32.42 is 0.09 is 15.99 is --- 16.34 s 0.82 --- --- --- 0.243 33.48
3.70 50,235 615.20 32.93 is 0.08 is 14.76 is --- 18.08 s 2.32 --- --- --- 0.243 35.49
3.80 51,990 615.30 33.40 is 0.08 is 13.69 is --- 19.63 s 4.27 --- --- --- 0.243 37.91
3.90 53,745 615.40 33.84 is 0.07 is 12.74 is --- 21.02 s 6.58 --- --- --- 0.243 40.65
4.00 55,500 615.50 34.26 is 0.07 is 11.91 is --- 22.28 s 9.19 --- --- --- 0.243 43.68
4.10 57,255 615.60 34.66 is 0.06 is 11.16 is --- 23.43 s 12.08 --- --- --- 0.243 46.97
4.20 59,010 615.70 35.04 is 0.06 is 10.49 is --- 24.48 s 15.22 --- --- --- 0.243 50.50
4.30 60,765 615.80 35.41 is 0.06 is 9.89 is --- 25.46 s 18.60 --- --- --- 0.243 54.25
4.40 62,520 615.90 35.78 is 0.05 is 9.35 is --- 26.37 s 22.19 --- --- --- 0.243 58.20
4.50 64,275 616.00 36.13 is 0.05 is 8.86 is --- 27.21 s 26.00 --- --- --- 0.243 62.36
...End

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®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
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
) L
0.00 — — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 0.223 cfs
Storm frequency = 1 yrs Time to peak = 18.43 hrs
Time interval = 2 min Hyd. volume = 27,310 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.20 ft
Reservoir name = SCM 2 Max. Storage = 19,129 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
14.00 14.00
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 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used = 19,129 cuft

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 32.00 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 120,452 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.98 ft
Reservoir name = SCM 2 Max. Storage = 46,461 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
60.00 �— 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
11
11
10.00 _ liii 10.00
LI
KV
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used =46,461 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 0.223 cfs
Storm frequency = 1 yrs Time to peak = 18.43 hrs
Time interval = 2 min Hyd. volume = 27,310 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.20 ft
Reservoir name = SCM 2 Max. Storage = 19,129 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Elev (ft) Hyd. No. 13 -- 1 Year Elev (ft)
615.00 - 615.00
614.00 614.00
613.00 (--''''' —
- 613.00
I
612.00 - 612.00
611.00 611.00
0 8 16 24 32 40 48 56 64 72 80 88
5. SCM 2 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
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
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
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)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
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
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
I
6.00 6.00
3.00 3.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
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
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - .} - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
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
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®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
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 • ,- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 33.18 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 67,808 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. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) 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 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®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
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 b 30.00
20.00 20.00
10.00 10.00
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. 7 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 49.69 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 103,418 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. = 7.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
1
30.00 30.00
20.00 20.00
10.00 10.00
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. 7 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 57.43 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 120,485 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. = 7.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
60.00 I 60.00
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
10.00 10.00
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. 7 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 0.567 cfs
Storm frequency = 2 yrs Time to peak = 14.33 hrs
Time interval = 2 min Hyd. volume = 37,646 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.54 ft
Reservoir name = SCM 2 Max. Storage = 24,075 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13 --2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 13 Hyd No. 7 I Total storage used = 24,075 cuft

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 9.227 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 67,776 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.07 ft
Reservoir name = SCM 2 Max. Storage = 31,904 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13-- 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 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 13 Hyd No. 7 I I Total storage used = 31,904 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 20.22 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 87,347 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.46 ft
Reservoir name = SCM 2 Max. Storage = 37,944 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13--25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
i
1(
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used = 37,944 cuft

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 29.48 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 103,385 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.69 ft
Reservoir name = SCM 2 Max. Storage = 41,667 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 13 Hyd No. 7 11111111 Total storage used =41,667 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 32.00 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 120,452 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.98 ft
Reservoir name = SCM 2 Max. Storage = 46,461 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
60.00 �— 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
11
11
10.00 _ liii 10.00
LI
KV
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used =46,461 cuft

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
RevL 07/05/2023
OUTLET STRUCTURE BOUYANCY CALCULATION
SCM Number SCM#IA SCM#1B SCM#2
Structure Number 1A-01 1C-01 2C-01
WEIGHT OF DISPLACED WATER BY STRUCTURE
Volume of riser:
Outlet Pipe Diameter(in)= 30 36 18
Outside Length(ft)= 6.00 6.00 5.00
Outside Width(ft)= 6.00 5.00 4.00
Wall Thickness(ft)= 0.50 0.50 0.50
Weir Elev(ft)= 597.00 589.50 613.50
Invert Out(ft)= 591.50 580.40 609.20
Height of Weir to Invert Out(ft)= 5.50 9.10 4.30
Riser Volume(cu.ft)= 198.00 273.00 86.00
Volume of base:
Length(ft)= 6.00 6.00 5.00
Width(ft). 6.00 5.00 4.00
Height(ft)= 0.67 0.67 0.67
Base Volume(cu.ft)= 24.00 20.00 13.33
Total Volume of Structure: 222.00 293.00 99.33
Weight of Water(Ibs/cu.ft)= 62.4 62.4 62.4
Weight of Water Displaced(Ibs) 13,853 18,283 6,198
WEIGHT OF STRUCTURE
Volume of Base(cu ft)= 24.00 20.00 13.33
Volume of riser:
Outside Area(sf)= 36.00 30.00 20.00
Inside Area(sf)= 25.00 20.00 12.00
Net Area(sf)= 11.00 10.00 8.00
Height of Riser to Weir(ft)= 5.50 9.10 4.30
Volume of Riser(cu ft)= 60.50 91.00 34.40
Area Loss for outlet pipe opening(sf): 4.91 7.07 1.77
Volume Loss for outlet pipe opening(cu.ft): -2.45 -3.53 -0.88
Net Volume of Riser(sf)= 58.05 87.47 33.52
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)= 6.00 6.00 5.00
Width(ft)= 6.00 5.00 4.00
Thickness(in)= 6.00 6.00 6.00
Volume of Top slab(cuff)= 18.00 15.00 10.00
Volume Loss for Opening for Frame/Cover(cu ft)= 1.83 1.83 1.83
Volume of Top slab(cuff)= 16.17 13.17 8.17
Weight of Concrete in Structure(Ibs)= 15,857 19,444 8,945
Weight of Ring and Cover(Ibs)= 230 230 230
Total Weight Structure(Ibs)= 16,087 19,674 9,175
Anchor Block:
Length'(ft)= 7.00 7.00 6.00
Width*(ft). 7.00 6.00 5.00
Height'(ft)= 0.00 1.00 0.00
Anchor Block Volume(cu.ft)= 0.0 12.0 0.0
Weight of Water(Ibs/cu.ft)= 62.4 62.4 62.4
Weight of Water Displaced by Anchor Block(Ibs) 0 749 0
Weight of Anchor Block(Ibs) 0 1,800 0
Not Required Anchor 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***
Weight of Water Displaced(Ibs)= 13,853 19,032 6,198
Total Weight Structure(Ibs)= 16,087 21,474 9,175
Bouyancy(Ibs)= 2,234 3,191 2,977
Safety Factor= 1.16 1.13 1.48
***Includes anchor block,if needed
C:IDPR Dropboxll_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapeltCALCSISCM119076-SCMAnchor Block.xls minted 7/7/2023

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>>SCM 1 B SPILLWAY
Name SCM 1 B SPILLWAY
Discharge 30
Peak Flow Period 24
Channel Slope 0.04
Channel Bottom Width 30
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam(CL)
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-64%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 30 cfs 3.48 ft/s 0.28 ft 0.037 3 lbs/ft2 0.71 lbs/ft2 4.23 STABLE E
Unvegetated
Underlying Straight 30 cfs 3.48 ft/s 0.28 ft 0.037 3.27 lbs/ft2 0.7 lbs/ft2 4.69 STABLE E
Substrate
SC250 Straight 30 cfs 2.87 ft/s 0.34 ft 0.05 10 lbs/ft2 0.86 lbs/ft2 11.63 STABLE E
Reinforced
Vegetation
Underlying Straight 30 cfs 2.87 ft/s 0.34 ft 0.05 5.51 lbs/ft2 0.84 lbs/ft2 6.54 STABLE E
Substrate