SW3230803_Design Calculations_20230829

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: 06-22-2022, 08/05/2022,07/05/2023
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. 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, 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 PDFs12023-07-05_3rd sub SCM CalcsI19076 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 32.5
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 1.337 4.113 23.09 32.60 39.30 50.99
2 0.329 0.573 7.00 15.23 18.77 24.45
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 597.13 _ 597.39 598.25 _ 598.90 599.37 599.79
1B 589.54 _ 589.67 590.21 590.69 - 591.08 591.44
2 613.11 613.56 614.17 614.62 614.97 615.32
C:IDPR DropboxlProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMICalcs
and PDFs12023-07-05_3rd sub SCM CalcsI19076 SCM Narrative.doc
Page 2 of 2

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

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name MCCOY FARM
2 Project Area(ac) 64.37
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 2.4
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 0
8 Will the vegetated setback remain vegetated? N/A
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
(NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter 2
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond 1
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: HY NGUYEN,PRINCIPLE&ENGINEER
28 Organization: DPR DESIGN
29 Street address: 919 BERRYHILL RD.
30 City,State,Zip: CHARLOTTE,NC 28208
31 Phone number(s): 704-340-0641
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
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Sea/ Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 2
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 2
SAND FILTER- SAND FILTER-
4 Type of SCM SAND FILTERS SCM 1A SCM#2
5 Total drainage area(sq ft) 1,690,128 1415700 274428
6 Onsite drainage area(sq ft) 1,657,028 1629580 27448
7 Offsite drainage area(sq ft) 33,106 27706 5400
8 Total BUA in project(sq ft) 581792 sf 486959 sf 94833 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft) 430000 sf 359910 sf 70090 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 151792 sf 121867 sf 29925 sf
11 Offsite BUA(sq ft) sf sf
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) 750 sf sf 750 sf
-Sidewalk(sq ft) 31000 sf 25947 sf 5053 sf
-Roof(sq ft) sf sf sf
-Roadway(sq ft) 84600 sf 70810 sf 13790 sf
-Future(sq ft) 30000 sf 25110 sf 4890 sf
-Other,please specify in the comment box
below(sq ft) 5442 sf sf 5442 sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft) sf
New infiltrating permeable pavement not on
14 subdivided lots(sq ft) sf
Existing BUA that will remain(not subject to
15 permitting)(sq ft) sf
16 Existing BUA that is already permitted(sq ft) sf
17 Existing BUA that will be removed(sq ft) sf
18 Percent BUA 21% 21% 21%
19 Design storm(inches) 5.2 in 5.2 in 5.2 in
20 Design volume of SCM(cu ft) 480100 cf 172300 cf 63325 cf
21 Calculation method for design volume SCS SCS SCS
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Other BUA=Cluster Mailbox and Entry Monuments.

SAND FILTER
1 Drainage area number 1A 2
2 Minimum re uired treatment volume cu ft 31092 sf 7804 sf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yco Yco
4 Is the SCM located away from contaminated soils? Yes Yes
5 What are the side slopes of the SCM(H:V)? 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered No No
side slopes?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes No
design volume?
9 What is the method for dewatering the SCM for maintenance? Other Other
10 If applicable,will the SCM be cleaned out after construction? No No
11 Does the maintenance access comply with General MDC(8)? _ Yes Yes _
12 Does the drainage easement comply with General MDC(9)? Yes Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 General MDC(10)? N/A N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes
16 Does the SCM follow the device specific MDC? Yes Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes
SAND FILTER MDC FROM 02H.1056 I �
18'SHWT elevation(fmsl) 589 608
19 Type of sand filter(open or closed) _ Open Open
20 If closed,will the filter will be pre-cast or pour-in-place?
21 If closed,top of grate elevation(fmsl) _
22 Is this sand filter designed to attenuate peak flows? No Yes
Sediment Chamber
23 Volume that can be retained in the sediment chamber(cubic feet) 40300 cf 3675 cf
24 Will there be a permanent pool in the sediment chamber? No No
25 Bottom of the sediment chamber(fmsl) 595.00 612.00
26 Area of the sediment chamber(square feet) _ 18500 sf 3500 sf _
27 Physical depth of the sediment chamber(inches) 24 in 18 in
28 Ponding depth in the sediment chamber,above any permanent pool 24 in 18 in
(inches) _
29 Elevation of top of weir between chambers(fmsl) 597 613.5
Sand Chamber
30 Volume that can be retained in the sand chamber(cubic feet) 19900 cf 16675 cf
31 Bottom of the sand chamber(fmsl) _ 595.00 611.50
32 Area of the sand chamber(square feet) 10000 sf 8200 sf _
33 Physical depth of the sand chamber(inches) _ 24 in 24 in _
34 Ponding depth in the sand chamber,above the sand surface 24 in 24 in
(inches)
35 Elevation of the bypass device(fmsl) 597 614.5
36 Type of bypass device Outlet structure Outlet structure
with weir. with weir. _
37 Mechanism for distributing flow over the sand surface RIP-RAP BERM RIP-RAP BERM
38 Sand specification for sand chamber ASTM C-33 ASTM C-33 _
39 Depth above underdrain pipe(inches) 3 in 3 in _
40 Will the media be maintained to drain at least two inches per hour at Yes Yes
the sand surface?
41 Is at least one clean-out pipe provided at the low point of each Yes Yes
underdrain line?
42 Will clean-out pipes be capped? Yes Yes
ADDITIONAL INFORMATION
43 Please use this space to provide any additional information about the
sand filter(s):
SCM 1A:The sand filter provides WQ. Detention is provided by SCM 1B,
the"water feature"descibed in the Narrative in the calculation binder.
Dewater:these are sand filters;there should be no need for dewatering;if
there is a complete failure of the sand media then any excess water would
have to be pumped out.
Sand Filter 1 9:58 AM 7/10/2023

Project: McCoy Farm DPR DESIGN, LLC. Prepared by:JMM
DPR Job#: 19076 PCSO SUMMARY Checked by: HN
Location: Wesley Chapel, NC Date: 06-15-2022
Rev: 07/05/2023
PCSO SUMMARY - McCOY FARM
•
Original Parcel ID Number(s): 06024002,06024004-01,060240040,06024006,06024006A
Development Type: Single-Family SF Detached
Subject to PCCO? Y/N NO
If NO, why?
PCCO District: Catawba River
Water Supply Watershed Overlay N/A
Stream Name Price Mill Creek
Classification C
Stream Index 11-138-2-2
Site Area (Net) (ac): 64.37
Disturbed Area (ac): 42.00
SCM All SCM #1A SCM #1B SCM #2
Total Drainage Area (ac): 38.8 25.1 7.4 6.3
Existing Built-upon-area (ac): 1.80
Existing BUA to be removed (ac): 1.80
Existing BUA to remain (ac): 0.00
Proposed New BUA (ac): 11.12
Proposed % BUA to SCM: 42.34% (45% used for SCM Design)
Proposed % BUA to Site: 20.75% For Overall Site
Density (High / Low) High
Development or Redevelopment? Development
Mitigation Type (if applicable) N/A

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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
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22
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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 *
T •WOr
IhillIr SITE
Church of '' a redeemer Y
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f+4 hh
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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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qui it
a
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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:
r
27 \s-N
Location information:
eG y' Name: Matthews. North Carolina,
USA`
's ,
Latitude: 35.0118°
Rn A Longitude:-80.6728'
o,
,6,,p I , Elevation: 616.04 ft"
7
-•-
2" I
r `ooRd HOai Wesley Chapel
�d'0
4.0
b „
z
Y
C
J
0
i.
.
2kir
I r 2 *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 I Average recurrence interval(years)
1 L 2 5 10 25 50 100
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 r
(3.70-4.36) (4.37-5.17) (5.07-6.01) (5.56-6.59) (6.10-7.24) (6.46-7.71) (6.78-8.12) L
15-min 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 C
(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 r
(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) L
6-hr 0.352 0.425 0.530 0.613 0.726 0.816 0.908 r
(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) L
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 r
(0.114-0.133) (0.137-0.161) (0.172-0.202) (0.200-0.235) (0.237-0.280) (0.268-0.317) (0.299-0.356) L

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
I I
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Legend u)
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 3.426 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 0.095 0.000 0.000 0.000 0.000 ROUTED-SCM 1A(WQ)
10 Reservoir 5 13.50 37.02 0.000 71.72 75.94 80.12 97.73 ROUTED-SCM 1A
11 Combine 6, 10 19.90 50.86 0.000 108.57 122.29 133.22 145.57 POST-SCM 1 B TOTAL
12 Reservoir 11 2.115 6.411 0.000 26.20 34.75 42.14 53.37 ROUTED-POND 1 B(DETEN)
13 Reservoir 7 0.252 0.824 0.000 10.62 15.64 17.02 23.68 ROUTED-BMP 2(DETEN)
Proj. file: 19076 Hydrograph for BMP 1 and 2.gpw Thursday, 06/ 15/2023

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 3.637 2 764 98,765 5 597.13 58,077 ROUTED-SCM 1A
11 Combine 16.18 2 718 130,879 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 1.337 2 1056 114,133 11 589.54 49,759 ROUTED-POND 1B(DETEN)
13 Reservoir 0.329 2 938 27,311 7 613.11 16,913 ROUTED-BMP 2(ALL)
2023-06-29_19076 Hydrograph -testing SCM Retatnd t ioglp*Year Thursday, 07/6/2023

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 16.96 2 726 139,900 5 597.39 67,499 ROUTED-SCM 1A
11 Combine 25.29 2 722 184,154 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 4.113 2 822 167,374 11 589.67 61,492 ROUTED-POND 1B(DETEN)
13 Reservoir 0.573 2 858 37,647 7 613.56 23,228 ROUTED-BMP 2(ALL)
2023-06-29_19076 Hydrograph -testing SCM Retatnd Rkteioglp4Year Thursday, 07/6/2023

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 73.71 2 722 259,867 5 598.25 99,507 ROUTED-SCM 1A
11 Combine 110.38 2 718 339,502 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 23.09 2 744 322,674 11 590.21 112,860 ROUTED-POND 1B(DETEN)
13 Reservoir 7.000 2 726 67,779 7 614.17 32,458 ROUTED-BMP 2(ALL)
2023-06-29_19076 Hydrograph -testing SCM Retatnd PkteioglpAr0 Year Thursday, 07/6/2023

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 78.09 2 722 337,795 5 598.90 124,923 ROUTED-SCM 1A
11 Combine 124.59 2 718 440,431 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 32.60 2 746 423,578 11 590.69 159,261 ROUTED-POND 1B(DETEN)
13 Reservoir 15.80 2 724 87,351 7 614.61 39,438 ROUTED-BMP 2(ALL)
2023-06-29_19076 Hydrograph -testing SCM Restund Piteioglp25 Year Thursday, 07/6/2023

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 1 121.19 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 90.73 2 722 401,667 5 599.37 144,999 ROUTED-SCM 1A
11 Combine 136.03 2 718 523,141 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 39.30 2 748 506,272 11 591.08 197,380 ROUTED-POND 1B(DETEN)
13 Reservoir 19.25 2 722 103,389 7 614.95 45,006 ROUTED-BMP 2(ALL)
2023-06-29_19076 Hydrograph -testing SCM Bernd tioglpfi0 Year Thursday, 07/6/2023

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 I 113.05 2 722 469,642 5 599.79 162,811 ROUTED-SCM 1A
11 Combine 159.11 2 720 611,188 6, 10 POST-SCM 1 B TOTAL
12 Reservoir 50.99 2 750 594,281 11 591.44 233,505 ROUTED-POND 1B(DETEN)
13 Reservoir 24.60 2 722 120,456 7 615.31 51,177 ROUTED-BMP 2(ALL)
2023-06-29_19076 Hydrograph -testing SCM Retatnd RkteioglpvU00 Year Thursday, 07/6/2023

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): 25.10 ac
* Total Impervious Area"I"USED= 45.0%(for Design) 11.30 ac
(See attached Impervious Calcs)
*Total Water Quality Volume To Treat(First 1"of Rainfall)at 75%:
WQv=(P/12)(A)(Rv)(43560)= 31,092 cf
(Simple Method,Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall 1 inch
A: Drainage Area(Impervious Area Only) 25.10 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)= 116,185 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth 2.95 inch
A: Drainage Area 25.10 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)= 288,164 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth 5.2 inch
A: Drainage Area 25.10 ac.
S=1000/CN-10= 2.35 inch
CN:Curve Number 81
*Sedimentation Chamber Volume Min.Required:
Vol-Pre=(0.2)(WQv)= 6,218 cf
*Filtration Media Surface Area Required:
Af=[(WQv)(Df)]/((k)(Hf+Df)(TO]= 1,777 sf
(From Mecklenburg BMP Manual,Based on Darcy's Law)
WQv: Water quality volume 31,092 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 7/6/2023
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): 15,546 cf
Volume of the Sand Chamber provided: 19,900 cf
Filtration Media Surface Area Provided: 7,800 sf
Area of Sand Filter required(50%WQ Volume /WQ Ponding design depth),NCDEQ MDC 3(3): 7,773 sf
Area of sand Filter provided: 7,800 sf
SCM 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 7,800 0 0 --- 7,800 0 0 Pond Bot
596.0 10,000 8,900 8,900 18,500 32,400 20,100 20,100
596.5 11,000 5,250 14,150 20,500 33,700 16,525 36,625
597.0 12,000 5,750 19,900 21,800 35,000 17,175 53,800
598.0 37,600 36,300 90,100
599.0 41,400 39,500 129,600
600.0 44,000 42,700 172,300 Pond Top
Static Water Quality Elevation @ 596.33 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 7/6/2023
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= 0.6319 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.50 ft/day
Af: Surface area,sf 7,800 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 13.67 hrs
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter 0.6319 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 7/6/2023
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:07-05-2023
Charlotte.Mecklenburg
STORM
WATER
Services
SCM Inset Table
Sand Filter-SCM #1A
Project Name: McCoy Farm
Sequence ID: 1
Drainage Area(acres): I 25.1
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.): 6
Sand Filter Type: Surface
Media Depth(ft.): 1
Media Surface Area(ft2): 7,800
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 7/6/2023
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
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
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 7,800 0 0
1.00 596.00 32,400 20,100 20,100
1.50 596.50 33,700 16,525 36,625
2.00 597.00 35,000 17,175 53,800
3.00 598.00 37,600 36,300 90,100
4.00 599.00 41,400 39,500 129,600
5.00 600.00 44,000 42,700 172,300
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 12.00 Inactive 0.00 Crest Len(ft) = 16.00 Inactive 0.00 0.00
Span(in) = 36.00 240.00 0.00 0.00 Crest El.(ft) = 599.00 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El.(ft) = 591.50 597.00 0.00 0.00 Weir Type = Broad Broad --- ---
Length(ft) = 72.00 0.50 0.50 0.00 Multi-Stage = No 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
1.00 20,100 596.00 40.01 oc 0.00 --- --- 0.00 --- --- --- --- 0.527 0.527
1.50 36,625 596.50 40.01 oc 0.00 --- --- 0.00 --- --- --- --- 0.632 0.632
2.00 53,800 597.00 40.01 oc 0.00 --- --- 0.00 --- --- --- --- 0.737 0.737
3.00 90,100 598.00 68.09 ic 68.09 ic --- --- 0.00 --- --- --- --- 0.737 68.83
4.00 129,600 599.00 78.60 ic 78.59 ic --- --- 0.00 --- --- --- --- 0.738 79.33
5.00 172,300 600.00 84.89 ic 84.89 ic --- --- 41.60 --- --- --- --- 0.738 127.23

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 54.26 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
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
30.00 30.00
20.00 20.00
10.00 10.00
0.00 s 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 74.33 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
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 I 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. 5 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 132.18 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 5 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 168.63 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
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 - "."*°'\ "4"-------m"------ ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 5 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 197.98 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 5 Time (hrs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 5
POST - SCM 1A (NO DETENTION)
Hydrograph type = SCS Runoff Peak discharge = 228.80 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 5 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 3.637 cfs
Storm frequency = 1 yrs Time to peak = 12.73 hrs
Time interval = 2 min Hyd. volume = 98,765 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETBD b4c 1E)vation = 597.13 ft
Reservoir name = SCM 1A Max. Storage = 58,077 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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 10 Hyd No. 5 I I Total storage used = 58,077 cuft

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 16.96 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 139,900 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCENE)vation = 597.39 ft
Reservoir name = SCM 1A Max. Storage = 67,499 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
10.00 10.00
0.00 - 0.00
0 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 10 Hyd No. 5 II 1 1 1 1 I II Total storage used = 67,499 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 73.71 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 259,867 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETBD b4c 1E)vation = 598.25 ft
Reservoir name = SCM 1A Max. Storage = 99,507 cuft
Storage Indication method used.
ROUTED-SCM 1A
Q (cfs) Hyd. No. 10-- 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 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 = 99,507 cuft

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 78.09 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 337,795 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETBD b4c 1E)vation = 598.90 ft
Reservoir name = SCM 1A Max. Storage = 124,923 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 = 124,923 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 90.73 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 401,667 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCENE)vation = 599.37 ft
Reservoir name = SCM 1A Max. Storage = 144,999 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 = 144,999 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 10
ROUTED-SCM 1A
Hydrograph type = Reservoir Peak discharge = 113.05 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 469,642 cuft
Inflow hyd. No. = 5 - POST - SCM 1A (NO DETIMINCE IE)vation = 599.79 ft
Reservoir name = SCM 1A Max. Storage = 162,811 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
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 = 162,811 cuft

Project:McCoy Farm DPR DESIGN,INC Prepared By:JF
Job No.:19076 Checked By:HN
Location:Wesley Chapel,NC 02-09-2022,Rev:08/05/2022
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 7/6/2023
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:08/05/2022
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 7/6/2023
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCM119076-SCM PONDS and Sand Filter Insert Table.xls page 2 of 2

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Pond No. 3 - POND 1 B
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=589.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 589.00 89,000 0 0
1.00 590.00 95,000 92,000 92,000
2.00 591.00 100,000 97,500 189,500
3.00 592.00 102,000 101,000 290,500
3.50 592.50 106,000 52,000 342,500
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 6.00 6.00 0.00 Crest Len(ft) = 10.00 0.00 0.00 0.00
Span(in) = 36.00 7.00 159.00 0.00 Crest El.(ft) = 591.00 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 580.40 589.00 589.50 0.00 Weir Type = Broad --- --- ---
Length(ft) = 79.00 0.50 0.50 0.00 Multi-Stage = No No No No
Slope(%) = 0.51 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation 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 0 589.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
1.00 92,000 590.00 90.68 ic 1.22 ic 15.95 ic --- 0.00 --- --- --- --- --- 17.17
2.00 189,500 591.00 90.68 ic 1.86 ic 35.66 ic --- 0.00 --- --- --- --- 37.52
3.00 290,500 592.00 90.68 ic 2.33 ic 47.85 ic --- 26.00 --- --- --- --- --- 76.18
3.50 342,500 592.50 90.68 ic 2.53 ic 52.90 ic --- 47.77 --- --- --- --- --- 103.20

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
CHANNEL PROTECTION, SCS
Hyd. No. 11
COMBINED 1YR-24HR EVENTS.
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 16.18 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 130,879 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 8 16 24 32 40 48 56 64 72
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,07/6/2023
Hyd. No. 12 CHANNEL PROTECT, SCM 1B: SCS 1YR-24 ROUTED
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 1.337 cfs
Storm frequency = 1 yrs Time to peak = 17.60 hrs
Time interval = 2 min Hyd. volume = 114,133 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 589.54 ft
Reservoir name = POND 1 B Max. Storage = 49,759 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
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 111111111 Total storage used =49,759 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 12 CHANNEL PROTECTION SCM 1 B
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 1.337 cfs
Storm frequency = 1 yrs Time to peak = 17.60 hrs
Time interval = 2 min Hyd. volume = 114,133 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 589.54 ft
Reservoir name = POND 1 B Max. Storage = 49,759 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,07/6/2023
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,07/6/2023
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,07/6/2023
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,07/6/2023
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,07/6/2023
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,07/6/2023
Hyd. No. 11
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 25.29 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 184,154 cuft
Inflow hyds. = 6, 10 Contrib. drain. area = 7.400 ac
POST - SCM 1 B TOTAL
Q (cfs) Hyd. No. 11 --2 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 - I ' • - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 11 Hyd No. 6 Hyd No. 10

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 11
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 110.38 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 339,502 cuft
Inflow hyds. = 6, 10 Contrib. drain. area = 7.400 ac
POST - SCM 1 B TOTAL
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
•
60.00 60.00
40.00 40.00
E _-
20.00 20.00
I
0.00 J 116 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 11 Hyd No. 6 Hyd No. 10

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 11
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 124.59 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 440,431 cuft
Inflow hyds. = 6, 10 Contrib. drain. area = 7.400 ac
POST - SCM 1 B TOTAL
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
- T
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. 11 Hyd No. 6 Hyd No. 10

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 11
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 136.03 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 523,141 cuft
Inflow hyds. = 6, 10 Contrib. drain. area = 7.400 ac
POST - SCM 1 B TOTAL
Q (cfs) Hyd. No. 11 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 11 Hyd No. 6 Hyd No. 10

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 11
POST - SCM 1 B TOTAL
Hydrograph type = Combine Peak discharge = 159.11 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 611,188 cuft
Inflow hyds. = 6, 10 Contrib. drain. area = 7.400 ac
POST - SCM 1 B TOTAL
Q (cfs) Hyd. No. 11 -- 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 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. 11 Hyd No. 6 Hyd No. 10

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 4.113 cfs
Storm frequency = 2 yrs Time to peak = 13.70 hrs
Time interval = 2 min Hyd. volume = 167,374 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 589.67 ft
Reservoir name = POND 1 B Max. Storage = 61,492 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 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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 12 Hyd No. 11 111111111 Total storage used = 61,492 cuft

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 23.09 cfs
Storm frequency = 10 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 322,674 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 590.21 ft
Reservoir name = POND 1 B Max. Storage = 112,860 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12-- 10 Year Q (cfs)
120.00 120.00
1
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
kilir — —
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 = 112,860 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 32.60 cfs
Storm frequency = 25 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 423,578 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 590.69 ft
Reservoir name = POND 1 B Max. Storage = 159,261 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12--25 Year Q (cfs)
140.00 I 140.00
120.00 I 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 4 8 12 16 20 24 28 32 36 40 44 48
Time (hrs)
Hyd No. 12 Hyd No. 11 11 I I I I I II Total storage used = 159,261 cuft

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 39.30 cfs
Storm frequency = 50 yrs Time to peak = 12.47 hrs
Time interval = 2 min Hyd. volume = 506,272 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 591.08 ft
Reservoir name = POND 1 B Max. Storage = 197,380 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12-- 50 Year Q (cfs)
140.00 1 140.00
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 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 12 Hyd No. 11 111111111 Total storage used = 197,380 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 12
ROUTED-POND 1 B (DETEN)
Hydrograph type = Reservoir Peak discharge = 50.99 cfs
Storm frequency = 100 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 594,281 cuft
Inflow hyd. No. = 11 - POST - SCM 1 B TOTAL Max. Elevation = 591.44 ft
Reservoir name = POND 1 B Max. Storage = 233,505 cuft
Storage Indication method used.
ROUTED-POND 1 B (DETEN)
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
160.00 160.00
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 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 12 Hyd No. 11 111111111 Total storage used = 233,505 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)(Tf)]= 446 sf
(From Mecklenburg BMP Manual,Based on Darcy's Law)
WQv: Water quality volume 7,804 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 7/10/2023
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISCM119076-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: 16,675 cf
*Filtration Media Surface Area Provided: 4,000 sf
Area of Sand Filter required(50%WQ Volume /WQ Ponding design depth),NCDEQ MDC 3(3): 3,902 sf
Area of sand Filter provided: 4,000 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 4,000 0 0 --- 4,000 0 0 Pond Bot
612.0 8,200 3,050 3,050 900 9,900 3,475 3,475
613.0 9,400 8,800 11,850 3,500 13,800 11,850 15,325
613.5 9,900 4,825 16,675 4,000 14,500 7,075 22,400
614.0 15,200 7,425 29,825
614.5 15,900 7,775 37,600
615.0 16,800 8,175 45,775
616.0 18,300 17,550 63,325 Pond Top
Static Water Quality Elevation @ 612.37 ft
Design Static Water Quality Elevation @ 612.50 ft
Static Channel Protection Elevation @ 613.96 ft
ESHTW=608(615.00-7)IN THE SUMMIT GEOTECH REPORT DATED 2020-01-312.
*BMP-SAND FILTER 0
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo= WQv/Tf=(Af)(k)(Hf+Df)/Df= 0.2431 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.5 ft/day
Af: Surface area of sand media,sf 4,000 sf
Hf: Average height of water above filter bed 0.50 ft
Df: Depth of soil filter bed 1.0 ft
Q o @ Top of Media 0.0 @ 611.5 = 0.0000 cfs
Qo @ Median of WQv storage 0.5 @ 612.0 = 0.2431 cfs
Qo @ Top of WQv storage 1.0 @ 612.5 = 0.1620 cfs
Q o @ Above WQv storage 2.0 @ 614.0 = 0.2430 cfs
* Time Drawdown from Inundation to Saturation surface _
Tf=WQv/Qo 8.92 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 5,938 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))/c)(t)(2g)^(1/2)) (NCDENR, Orifice Equation)
a=10.029 where:
A=Resevoir Area, sf 5,938
.Approx.Orifice Diameter(inch),d= 2.32 h=Falling Head,ft 2.35
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 0.2431 cfs
printed 7/10/2023
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)57 If of 6"Sch 40 PVC, Use 6 of
w/3/8"perforations spaced 6"on center,4 rows w/90-deg apart 57 LF of 6 inch
#of Perforation=(#pipes)(2 holes per foot)(Linear feet/per pipe)(4 rows per pipe)
=(6 pipes)(2)(571f)(4) 2736 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(st)of 3/8"hole 0.0008
h=head above perforation 4.5
Total Capacity=Capacity of 1 hole x#of holes 21.4233 cfs
Total Capacity w/50%lost to clogging 10.7116 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 7/10/2023
C:IDPR Dropboxl_ProjectslActive12019119076 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:07-05-2023
Charlotte.Mecklenburg
STORM
WATER
Services
SCM Inset Table
Sand Filter-BMP#2
Project Name: McCoy Farm
Sequence ID: 2
Drainage Area(acres): I 6.3
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.): 6
Sand Filter Type: Surface
Media Depth(ft.): 1
Media Surface Area(ft2): 4,000
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 7/6/2023
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
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/7/2023
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 4,000 0 0
0.50 612.00 9,900 3,475 3,475
1.00 612.50 11,800 5,425 8,900
1.50 613.00 13,800 6,400 15,300
2.00 613.50 14,500 7,075 22,375
2.50 614.00 15,200 7,425 29,800
3.00 614.50 15,900 7,775 37,575
3.50 615.00 16,800 8,175 45,750
4.50 616.00 18,300 17,550 63,300
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.50 15.60 0.00 Crest Len(ft) = 13.25 10.00 0.00 0.00
Span(in) = 18.00 2.50 14.00 0.00 Crest El.(ft) = 614.50 615.00 0.00 0.00
No.Barrels = 1 1 3 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El.(ft) = 609.20 612.50 613.50 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:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation 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
0.50 3,475 612.00 10.05 oc 0.00 0.00 0.00 0.00 --- --- --- 0.122 0.122
1.00 8,900 612.50 10.05 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.162 0.162
1.50 15,300 613.00 10.05 oc 0.10 is 0.00 --- 0.00 0.00 --- --- --- 0.202 0.305
2.00 22,375 613.50 10.05 oc 0.16 ic 0.00 --- 0.00 0.00 --- --- --- 0.243 0.398
2.50 29,800 614.00 10.05 oc 0.19 ic 4.21 ic --- 0.00 0.00 --- --- --- 0.243 4.650
3.00 37,575 614.50 12.14 oc 0.23 ic 11.92 ic --- 0.00 0.00 --- --- --- 0.243 12.39
3.50 45,750 615.00 18.77 ic 0.07 ic 9.39 ic --- 9.30 s 0.00 --- --- --- 0.243 19.01
4.50 63,300 616.00 20.87 ic 0.03 ic 3.95 ic --- 16.89 s 26.00 --- --- --- 0.243 47.11

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022 Thursday,07/6/2023
Hyd. No. 7 CHANNEL PROTECTION, SCM 2: 1YR-24HR SCS EVENT.
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,07/6/2023
Hyd. No. 13 CHANNEL PROTECT, SCM 2: 1YR-24HR ROUTED.
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 0.329 cfs
Storm frequency = 1 yrs Time to peak = 15.63 hrs
Time interval = 2 min Hyd. volume = 27,311 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.11 ft
Reservoir name = SCM 2 Max. Storage = 16,913 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
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used = 16,913 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 13 CHANNEL PROTECT, SCM 2 ROUTED GRAPH
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 0.329 cfs
Storm frequency = 1 yrs Time to peak = 15.63 hrs
Time interval = 2 min Hyd. volume = 27,311 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.11 ft
Reservoir name = SCM 2 Max. Storage = 16,913 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
612.00 612.00
611.00 611.00
0 8 16 24 32 40 48 56 64 72
5. SCM 2 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
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,07/6/2023
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,07/6/2023
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,07/6/2023
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,07/6/2023
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 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 .•.-- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
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,07/6/2023
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,07/6/2023
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,07/6/2023
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 — ."'" \sas4 ' ' 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,07/6/2023
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 E 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
Time (hrs)
- Hyd No. 7

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 0.573 cfs
Storm frequency = 2 yrs Time to peak = 14.30 hrs
Time interval = 2 min Hyd. volume = 37,647 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.56 ft
Reservoir name = SCM 2 Max. Storage = 23,228 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 I 12.00
9.00 9.00
6.00 6.00
3.00 3.00
4.141/4
0.00 ' - 0.00
0 8 16 24 32 40 48 56 64 72
Time (hrs)
Hyd No. 13 Hyd No. 7 II II Total storage used = 23,228 cuft

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 7.000 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 67,779 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.17 ft
Reservoir name = SCM 2 Max. Storage = 32,458 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
Time (hrs)
Hyd No. 13 Hyd No. 7 II II Total storage used = 32,458 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 15.80 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 87,351 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.61 ft
Reservoir name = SCM 2 Max. Storage = 39,438 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
111111.1".
0.00 - ' - 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used = 39,438 cuft

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 19.25 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 103,389 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.95 ft
Reservoir name = SCM 2 Max. Storage = 45,006 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13-- 50 Year Q (cfs)
50.00 50.00
I
I
40.00 40.00
30.00 I
30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used =45,006 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,07/6/2023
Hyd. No. 13
ROUTED-BMP 2 (ALL)
Hydrograph type = Reservoir Peak discharge = 24.60 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 120,456 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 615.31 ft
Reservoir name = SCM 2 Max. Storage = 51,177 cuft
Storage Indication method used.
ROUTED-BMP 2 (ALL)
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
60.00 L 60.00
50.00 50.00
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ...--. 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 13 Hyd No. 7 111111111 Total storage used = 51,177 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