SW3241101_Design Calculations_20241118 (2)

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
s\\\\\\\IIt1u1ru/0///, March 27th, 2024 \���\\\\\+u�iuirur�������
C A R p i���0 ����, � C ARO,
20°Q of $ °4;% June 19th, 2024 2 �0 F ijr9 oy
s - SEAL r°
* o C-650 n * = October 24th,2024 030523
"=.-3 °".'P •.° C./ 4.4)11'' !tigt?i,+'
R //i °°°°NGV� \\��` (N 1
S
ii OC I AD \\� ! Il I 111 14h1\\\
DPR Associates, Inc. Hy guy ,

MCCOY FARM
SCM DESIGN NARRATIVE
DPR No. 19076
02-09-2022
Revision: 10-24-2024
The enclosed calculation package is to show the results of the stormwater SCM design for the proposed
McCoy Farm development. The development is located in Wesley Chapel, Union County, North Carolina,
on the West side of Wesley Chapel Rd. (SR-1162) just North of Potter Rd. The net site area is
approximately ±61.7 acres. The existing condition is open and wooded. This project's proposed
development type will be single family residential.
A total of two (2) SCM facilities are on site. Both are sand filters. All were designed per the most recent
NC DENR Stormwater SCM manual. Topographic maps and field observations were used to delineate the
watershed basins and hydraulic path feeding into the study conveyance system. With this information,
hydraulic lengths, time of concentrations (TOC), and basin slopes were determined for the pre-developed
conditions. TOC of 5 min. was used for all post-developed conditions. The total impervious areas of the
development were calculated. The composite curve numbers (CN) were calculated based on the
hydrologic soil types and groups from the U.S. Department of Agriculture, SCS Union County for the pre-
developed and post-developed conditions. Approximately 0.76 AC. of offsite area drains to the SCMs.
This area is considered to be 100% BUA. All SCM designs used a BUA of 45%, thereby adequately
providing capacity for the offsite theoretical 100% BUA. The SCMs' design BUA percentage value is
slightly larger than the measured BUAs and the values reported on the SUPPEZ and the Application; we
feel this is appropriate since SCMs will naturally deteriorate and it provides a small safety of margin. It
should be noted that the offsite BUA is not specifically listed on the BUA calculations on the Construction
Document BUA chart.
The development was designed using the high density threshold. The development is subject to Wesley
Chapel's Detention requirements for peak discharges of 1-yr, 2-yr. 10-yr and 25-yr 24-hr storm events.
The proposed SCM sand filters 1 & 2 were designed so modeling results indicate that the SCMs 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 detention (24-hr storm events, using SCS Method). The 1st-Inch of rainfall water quality
volume was calculated using the Schueler simple method. Post peak flow release rates are less than the
Pre-developed peak flow rates. The spillways were designed to safely bypass the larger storm events.
Refer to the detailed maps, calculations, results, and details are shown in this package and in the civil
engineering subdivision plans.
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCMICa/cs and PDFs12024-
06-09 5th sub SCM Calcs-updated\Working119076 SCM Narrative.doc
Page 1 of 2

Table 1: DRAINAGE AREAS:
Drainage Area Drainage Area
SCM No. Pre-Developed Post-Developed
(+/-Ac.) (+/-Ac.)
1 24.5 25.9
2 6.3 6.3
Total 30.8 32.2
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)
1 13.43 23.29 54.82 76.85 95.47 115.59
2 2.810 4.927 11.76 16.50 20.53 24.89
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)
1 55.99 76.70 136.39 174.00 204.29 236.09
2 13.62 18.66 33.18 42.32 49.69 57.43
TABLE 4: DETENTION ROUTING DISCHARGES:
SCM No. 1Yr-24 Hr 2Yr-24 Hr 10Yr-24 Hr 25Yr-24 Hr 50Yr-24 Hr 100Yr-24 Hr
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1 1.336 4.776 34.37 60.56 76.11 82.90
•
2 0.225 0.531 7.174 15.76 26.17 37.45
TABLE 5: POST-DEVELOPED DETENTION ROUTING ELEVATION:
SCM No. 1Yr-24 Hr 2Yr-24 Hr 10Yr-24 Hr 25Yr-24 Hr 50Yr-24 Hr 100Yr-24 Hr
Elev. Elev. Elev. Elev. Elev. Elev.
1 597.34 597.61 598.68 599.33 599.83 600.39
2 613.21 613.55 614.07 614.48 614.74 614.93
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCMICa/cs and PDFs12024-
06-09 5th sub SCM Calcs-updated\Working119076 SCM Narrative.doc
Page 2 of 2

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: 06/19/2024
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 #1 SCM #2
Total Drainage Area (ac): 32.2 25.9 6.3
Existing Built-upon-area (ac): 1.80
Existing BUA to be removed (ac): 1.80
Existing BUA to remain (ac): 0.00
Proposed New BUA (ac): 13.36
Proposed % BUA to SCM: 41.48% (45% used for SCM Design)
Proposed % BUA to Site: 19.30% For Overall Site
Density (High / Low) High
Development or Redevelopment? Development
Mitigation Type (if applicable) N/A

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name MCCOY FARM
2 Project Area(ac) 61.68
3 Coastal Wetland Area(ac)
4 Surface Water Area(ac) 2.73
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) 30
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
(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
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: HY NGUYEN,PRINCIPLE AND ENGINEER
28 Organization: DPR DESIGN(NC C-650)
29 Street address: 919 BERRY HILL 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
\`\N\11i I I I I I I I I lf/ffi��i
,`\), CAR0,/r,,��/
=Cote( slo ,y';
_ oo
e SEAL 9<' s.
1 030523 = Signature of Designer
/�i yrryGlNNcuovt1\\ ��ry61,
cv
Hy guy 10/24/2024
Date
Seal

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
4 Type of SCM SAND FILTER SAND FILTER
5 Total drainage area(sq ft) 2686781 1128204 274428
6 Onsite drainage area(sq ft) 2686781 1096504 271428
7 Offsite drainage area(sq ft) N/A 31700 3000
8 Total BUA in project(sq ft) 581792 sf 495970 sf 120522 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft) 430000 sf 343140 sf 86860 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 151792 sf 121130 sf 30662 sf
11 Offsite BUA(sq ft) N/A 31700 sf 3000 sf
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) sf sf sf
-Sidewalk(sq ft) 31000 sf 24738 sf 6262 sf
-Roof(sq ft) sf sf sf
-Roadway(sq ft) 84600 sf 67511 sf 17089 sf
-Future(sq ft) 25000 sf 19950 sf 5050 sf
-Other,please specify in the comment box
below(sq ft) 11192 sf 8931 sf 2261 sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft) 78400 sf 62563 sf 15837 sf
18 Percent BUA 19% 44% 44%
19 Design storm(inches) 1.0 in 1.0 in 1.0 in _
20 Design volume of SCM(cu ft) N/A 32083 cf 7804 cf
21 Calculation method for design volume N/A Simple Method Simple Method 4
DDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

SAND FILTER
1 Drainage area number 1 2
2 Minimum required treatment volume(cu ft) 32083 sf I 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 Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? _ Pump(preferred) Pump(preferred_
10 If applicable,will the SCM be cleaned out after construction? Yes Yes
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
18 SHWT elevation(fmsl) 589 608
19 Type of sand filter(open or closed) Open Closed
20 If closed,will the filter will be pre-cast or pour-in-place?
21 If closed,top of grate elevation(fmsl)
22 Is this sand filter designed to attenuate peak flows? Yes Yes
Sediment Chamber
23 Volume that can be retained in the sediment chamber(cubic feet) 31775 cf 6050 cf
24 Will there be a permanent pool in the sediment chamber? _ No No _
25 Bottom of the sediment chamber(fmsl) 596.00 612.00
26 Area of the sediment chamber(square feet) _ 23900 sf 7350 sf
27 Physical depth of the sediment chamber(inches) 16 in 12 in
28 Ponding depth in the sediment chamber,above any permanent pool
(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) 18515 cf 3975 cf
31 Bottom of the sand chamber(fmsl) 592.50 609.00 _
32 Area of the sand chamber(square feet) 8050 sf 2650 sf
33 Physical depth of the sand chamber(inches) _ 58 in 48 in
34 Ponding depth in the sand chamber,above the sand surface 28 in 18 in
(inches) _
35 Elevation of the bypass device(fmsl) 597.3 613 _
36 Type of bypass device Oriface Orifiace _
37 Mechanism for distributing flow over the sand surface _ Rip-Rap Berm Rip-Rap Berm _
38 Sand specification for sand chamber ASTM-33 Medium ASTM-33 Medium
39 Depth above underdrain pipe(inches) _ 16 in 16 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):
Concerning#10:both SCMs will be converted from E&SC basins to Sand
Filters when the E&SC stages end. This will include a complete basin
restoration and cleanout as necessary. SCM#2 is a Closed Bottom SCM
utilizing an impermeable liner due to the SHWTE. It does not utilize
concrete,and it is open at the top.
Sand Filter 1 9:46 AM 10/24/2024

dA FLOOD PLAIN/+.7 ///-\ / /1 /// // / l I // �- \� ',yL\ \ \ \ \ --- ,- A / /z n .q. 67 d r
\\\�\\\. l I I N,, // / I I \1 < 1 / / r I / //\// //
N\ \\ `h/ I b \ / Ii;11---j ) I I 1 \ 1 1\\
, ,
. __
, ..
l
\..„..„... ________ _,
{/ ///\• // \ \ —_—)\\ ,,, ---,--, \ \I I I 1 // \I I III I \__ \1\ \ \ \ _,.... .„... .....,___ a\
J „,/ seI I /�= ••• design
N
+ I I I l\ \ \ \ `i \_/ \i- / ` -, - / -\ - master planning.civil engineering
4 .i` ////\ //// - —(600> \ \ I I \ \ I I 1 1 1 \\ \\ \/ \ \ \ \ \ \ \ •
// / / / // k - urban design.landscape architecture
// I / \- I \ l \ \ 1 \ \\\\ \ \ \ \ \\ / - \ berryhi rd.ste101.d3alotte,nc 2E008
.y+1 l I r /--- - \ I \ I I \ \\ 1, \ \ \\\ \\ \ \ \ \7 / \ N / // ® 'I 919
I /( //
/ \ ',..___)\ \ \ 1 \ \ \ I 0,0 \ \ \ ,.........____/ l 704.332.1204.www.dpr.design
,/I 1j11 1 y \ F� ! \
I l\ ) / / — — \ \� J \ \ \ I / / I 1 \\� \ mii V \\ \ \ S� \ // �— / \/ NC Firm License>r C-0560
'4-,I s\111 III/ / / ----_ `v_y — ' A V v V A I A / / / I A \\\ /V 'Cv y .. Aeil" �� // Mial
/
'JI\\loll11 / ///,/� \ \ \\ \ \� / / / I I 1 \\ -1,- / \ �� � �/\ \ �I\ i.,, �„ O�
* �IIII 111181 I/ I v v �v 600)I Yv �� \� 1� PREDASCM#1
I y S MILLS VENTURES,LLC.(R.DEAN HARREL)
.'+r� ///�)� III i \ -° \ \ _ l,l — \,,,‘
\ /\// / I \ I/ \ \ \ ��j �\ \\ \^`_ —''\ /\\ /\/ /, J �7 ' 24. A Icss
MATHE S,NORTAHDCAROLINA 28104
f III 11 ( _ \ \— 'I\ -- // / l V \\ � �------- / // / / ,.m 151 ® 704.870.4614
r,i IIII ///l 1\ I 6,01 / / X Y\ \ /i' s SURVEYOR
\ 11j11I1 III \ / / /\\ ���'
+ _ _ �( / ® EAGLE ENGINEERING
. �}1 \\ \\\�,(f l,,\ \(e //r— /y ^o $ —i / l / ^\\— ---^^_— ��\ \ — `r \ 1 // /\ / B ® 2013A VAN BUREN AVE.
/*�*� I^ 1/�/1- �l� \ /J J \ // —� �� / 1/ / / 704.882.4INDIAN 2
22
,NORTH CAROLINA 28079
7.
.I.,1'4I.'"// II/� I u ( _(-' \\ \ \N - -/ \-\'- \\ /—--- ---- ---- --/ /� /1//\// / / -- LWETLANDS
OWRYS' l//I 11//))/( ,(-sOZ) ,_ \\ ^--� /�-j \ `\\ / / -�- // / /; /1 / /////' ® !s f ENVIRONMENTALB ECOLOGICAL SERVICES
�1a I\\ I/ ' r \ r \ �`�.----_^^ —� — `� / / 1 , / / / — OJ ?, 1823 QUINN ROAD
} p \\\I/// (600)' —e °'J ti- I _\ c —-(BOO I ( \ // / __ / —\\\ // // ,//\v , ///\ __ _ CHESTER,SOUTH CAROLINA 29706
A }kt,3 Jl11i111 / /— n; gSOIL:BY162 m L\\$ EOM°ry
i gI �,o)— o / /// // p
/ M;pd//--. III Jo �— $J^ �� l\ // �0� . ry / I $ /��, —_1--'/ —^\ Y` / / \ ////// //)/ viz,/ //�-- M _ SUMMIT ENGINEERING
Il//( / I t \/.�v `8.— .. / j__i/ / EXIST. \/ / / \/ / \/ A / /_ 3575 CENTRE CIRCLE DRIVE
!• .l,l/ I I // M I ._ / —J // POND / / / / /\,/\/ //�' —�' \SCM#1A&#1 B TOC AERIAL FORT MILL,SOUTH CAROLINA 29715
�.I /III ) Js t i / / , / /// 1 704.504.1717
-1#' ,1( I/o_, / /— -„,, —i c /��o —— /"\ / / / / \ i / \ / /l / // �/ / MAP#3710449600J,EFFECTIVE I0/18/2008
Vii?2,/// /,'-/ e `I/ o j o 14 / J l c6%°l T —\\ \\ \—/ \ I/ // // // //1/ KEY MAR
a,//III <� 1 0�_t/ oa�,� 1�q'� , I o� / / / ��/ ��v v ,��� A A I A /� / /T /
s Os �� K V N I.-- — v v z� // / / 1 I I
I� --POINTOFANALYSISFORSCM#1 �/ �' C 1 �� FLOW R rv� ww\ \ T owAn16 I �` \\\ I \ ,J \
)II \/g`II\ ./ y , $_ l \\ 1cO,,E,7,ATEO�OW ` \\ I I I 1 \ /N
�� 1i:l7 F \\'\ reo* 1 / A Is% I Q \( \ \ \ \-lam I \ '° I � \ \ p
11.I\ \� J_ -N---
.� /' . I FLOW AT6A%. \�', \ \ \ \ \ \ IJ 1 \
��Il l� l l V v V v_- °o� / 1 / / 2\�V 'r o v v v A \ \ \
\ 9 \\ \ 06- / / / 1 / I 1 . . ;— a \\ \ \\ \ 4' \ \
d \o \ \ / r "Y9V 1 / DASCM' // \\. \ \\ I 1 `\ \` \ \ \ I L
1 II / �/ /\—\ 6x1
' VAA\AAzss />�/ \ —\ sa ')-I Io I = /I� A�VV o °A w Ao°, x 1 �� �II A A\ 11 A I s4
/
��. �AVAA v�-�/ / /-- �`rss '; '° I / I l I I / 111////II f (626)A +°Cs V I \ \
\ l l „, R FLOW
(ap / ai o z.o.
sR,= i i 11 T ( �IL:l�bB2 'l s s \° l e I �\
N .\A \v „,vim A / 1 ;.I ,. v A V A v e /cv�Jv/ -, I \ I A vv , 1
N - —(66 y \\° \ \ \ , e \ \\ \\I I \_— I\ I \ H GH\CRbIC
Vs i A v / V V A V 1 A _ _ PROJECT
o �� ♦v\v� v / / )/�/.\r v Av\ \ \,1 I \�\ / v A� C v V , - \V v A 1 4--- \ 1 / ® PREDA SCM#2
\.
\ _•, .. \, \ , \ \\\. \_o I_ I IN \ 1 ( 11.0AC. MCCOY FARM
,I ,yl,',• / A V - \ 1 v 1 / Jed SHEET FLOW Low v A v'Ns
A l 1 A V I ( USED 6.3 AC.
^ a� �'\ \ \ —J ��-\\....\\ J f /..•. \ \) )\l l \�\ \\ \\\ \� �/ /�_��// ies(WOODS) E —\\\\ \\ II I I I FOR DESIGN
1 fiit1 A y.A -7 ry V V A— �➢' "\ �l/'/ N vv v V S II I 1
,, V /�- O FIELD)
a'�� / / /'it �5 y J S. ( / 1 �/ CONCENTRATED I )A( I \ A 1 / III 1 I I
I SW
I _ / I 1 I I e cP I a
c0 • 1 � / � \ \ / .'(/ 10 0/TaAE I I I 1 I / / 1 *I I
¢ + \. ,--__/, //— /\r1 ^-. \ \ \ //^ /r I 1 1 ,, \ I I SHALLOW/ �' \ ` I I \ )/ I/ / / / 111 /I m I ® WESLEV CHAPEL ROAD
X\ / f/ \ 1/ F\ / I I ( / / / / I I WESLEV CHAPEL,NORTH CAROLINA
E I \ J_ / // / / `r3� J
Lv \ \ (// / \ t1Y ,,,..___N,,,.
1\`\ t\ \\\ \ N 0Ir1 1'=�&2\�//////\ / / / \ ���
a 4Y y.1lI i. \ \ I I \ \ \I �/' �' \ \\\ \ \ \ \ 1 l TOO RR-OA / I \ — / / / / I I 1 1 PROJECT NUMBER
m I� Av 1 \ V A A 4, v vv „v v AV A V A 1 1 I \ B,c0NEE:fEOROW vv J > / / / /// A I
DATE
a / iI,
1 \ V AV I / / 5 \ a / 8 e / ro° / I /\ � / I
I
N' \\\ \ \ \/ / / I .. T 1 / \ I I / -, I I� P SCM#2 TOC AERIAL ISSUED FOR
/ \ \ \ I\ \ �� \ / /d/ / / / �s (810> \�((♦ 1 I I I I / I 11.oAC. / \ \ / O/ \_— I M.I I I� \ CONSTRUCTION DOCUMENTS
f I /// \ a�1 i I j I 1 // USED6.3AC. / / vv / /.-- -�v I V A �r \ —
\//g// / / / \ \v // 1 1 1 I 1 •: . \ \ J *n \ \ \�zJf. "rs\" REVISIONS
U �' \ \ \ \ \ / /, / / / y
/ /\�o , / II // / //// /o �\ // 62��/� \ \ \ r \'�JE NO. DATE DESCRIPTION BV
w \ \ / 00/�' ♦/� / \ \ \ \ HAMPI NO REVISION,ORIGINAL
~ i* — \\ \ \ / / / / / / / / // --J l/' / x/1 / / ,\ — / \ 1 \ 2 III 0 02/09/2022 SUBMISSION JFIJMIHN
O /\ I \ II / / / l°1'O ( / // 7 /zsecB .%?.`w g / \ �� II REVISION PER 1ST CITY
__ 1 OB/12J2022 COMMENTS JM/HN
/ :,/ _1) / ) /I / / I I I / // / \0/ / / /\ \// / / /o^ ♦ / / /rLow AT i e%. l /,,,..
\\ 1\ \ - REVISION PER COMMENTS
CITY
/ >v / / / I / / / �0 / / / I A`/ g
Iw / //// �1/ / //J / /\/ / i/ I l l I \ l\ \/ / l / / '. l l♦I / 1 // X, / .�S 4. --c-' r.si—JI f. a \ 7y -- \ 2 0923/2022 COMMENTS JM/HN
W '\ / / \/ / / / \ / / / / / C/ ` // / / tir j4' \ �1 i 1 — 3 07/05/2023 REVISIONCOMMENTS DOT JM/HN
I �/ I \ / / / /\ / /\ I\I / l / \ \ I / �/ / pp '` / !J ��1 \ — �„ REVISION PER NCDOT
/ /� \ I /(�' / / 1 \ I / /
I / J� 4 12/15/23 AND E&SC COMMENTS JM/HN
I / I / I / / / ti/ xol / __/
I I / / \ -< N. \ / a �p LEGEND scM1&ROADWAY
U I \ I\ T\,I I / / I\ \I \ \ \ / I / POINT OF ANALYSIS FOR SCM#2 /\ \ / / du/ Yil.( '
\ \\ r?�� \---} 5 04/04/24 IMPROVEMENT REVISION JM/HN
\ \ \ ' i 1 \/ \ / \ \ \ \ I / / \I /// g'\ I , r REVISON PER NCDEO,
\ I( J I \I I / I \ y \ I I / (63*1 / / / / I'' 1 = = EXISTING PROPERTY LINE8 OB/79/24 R-IN/R-OUT ENTRANCE. JM/HN
\ v III L N • I I vv A / A V I I 1 / I I / v �\ I" RJv�I 1 v v�_1 R I / \ \ 1 1 I I / L
I I IU 1m \ I \ \ 1 N \ \!� \\ / // / / / / / I\\ --/l e <I \\r(0,, \ STREAM BUFFER y PROPOSED LOT INE
W` \ \ \\\ \ \ \ \ \ \ \ \ / / / / (. \j STREAM BUFFER 7 10/24/24 REVISON PER NCDEO JM/HN
vA Aj I I I v ) / V A v A V A / / / / (6,0 �l / II • / yv I ) i�rz� v\
)\ / /- /� - \ \ \ \ \ \- / / / \ / e 1.'}� �0 •a FEMA 100 YEAR FLOOD HAZARD
a •
VAAA / / \ V A v vv v V / v A A V A / / / / -7 ( r �- �� I 1 J
\„ \ II / \ \ \ \ \ \� \ \ \ \ l l l l r / / ` 1' \ \ �"` y�� PROPOSED RIGHT OF WAY —
\ \\ 1 .1 \ \ / `\ / \ I I �/ ' / / / / / \/ \ O / / / \ 1 1 \ -- \ A Did^L-1 // PROD.MANAGER: HN
\ \ \ \� I y/ /——-'C J\/\ ) / \ / ,/ /`\) 1 1 \ \ // / / / / ♦ \1( S®IL•\Cmg / PROPOSED SIDEWALK DRAWN BY: JM
\ \\\ r / / l \/ / / i\/ ..---/„..------— /-- / / \ \ \ \ K// / / / / / / 1" / / / i \ \I I 4,,:i: 4 I 1\ II ,\\ / , ,� CHECKED BY: HN
\\ ✓ / /- \/- / / \i---C/' - \ I 1 / SCM : \ I, I m^,t „ / (630) EXISTING CONTOUR
'/ \ I Ex\,, �S I
Y v\\\\ -/ AI 1 I\ 7( / 1/ // // A -�- \ AVA v-_/ / /\ / / / / / / vA\ 1/ I I 1 II 11 I e V I '' /A / GO- PROPOSED CONTOUR SEAL
---1. \ 1 \ \ /I I / /1 / __ _ ��� \ \ / / / /// I a°` 1 / t /
/ I I/ / / / /\\___ — / _ / /-'o + \ ) \ STORMWATER DRAINAGE AREA
\ I / / L_// / \ ♦�l� OI/ 1 1� I , 12l r,/ I \ \ CAF2
\\ - I I / I / / / / — / /�\� _—�` / / / I POINT OF ANALYSIS FOR SCM#2 l 1� \ \\ n \ \ <�''........•,<�
_ \\\ \ / \I 1 I / / \ �I- 1 t\ 6,a,//1 �i ( \I \ I ' I \ \ BMP DRAINAGE AREA e.:4 5S1�°4,
L. STORM DRAINAGE EASEMENT as
o Ar\ \ I I I / l / \ f jl� l / / I I I V A / / (/ )�l �0 20'SDE �f¢9 ti,9
\�\\\ \ / / I I / 1 I \ / J /I // /` �\ / I / \�\ / \ Isoq \ \ \ / '� 731 '° SEAL fa
• \ \ l\ / \ ---T�L (\ IT`/ r--i- >r ( J \ `, / /° 111 \Jl /n/ NI 030523
,o \ / \ 1/ /\ --\, \ /O I \ \ 1 ( fi �i ) 1 \ ,< ,R„ l p, \II I !� 22 +m /\ \ �J� 3q0 of rvds I(" IL,
—L by '2
\ ` \ , �� GINS
� \ \ -III\ �\ �:. ) 1l p y....NGU1¢ A°"A
m �vA VAJ I I ICI s
A < \_/ -�/ /I I V ,, I vIV A A / 1 \\ �/v /I/I /��// /( / -/v\ Vi--L-- �� � I v\��l lr� ^, l I `I��I�r, 'ro
a \ A V v l / // I/ V I A Iv / V I1 A / U y / / �Z � �I 1 �s �^ I yy
' \ \\\\_/ %// I h\\/`\ �/ / / / \ �\� \s\ 1 A Ir l _I AS INDICATED
j A V // / / / / A �� / / / /�/ / / ° �(6saJ DRAWING
\ \ \ // / 1\ I / / / / /// / %__ _..�," •
`�� PRE SCM DA
\ t — % y- / l / \ P� sJI
o \/ \ `/\ / --�_— // \/ \\\ / / 7 I'/" / / ' �r5' '. \ SCALE:1"=150.
h
\ \ — / / / I I // / / �_�'o, `� `,� �. �9. • \ 0 75' 150' 300'
I Know whars below.
Ca before C2-8
E_

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

2
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for 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

I ��'/� ��i'//�� /i -- \ �\\\\\' 'III 1 �'-'---',"- -,',' \\\ I i-I), I z \ 1\ s-`'`-\ d r
I r\I 1 1 /. /"\ \I / / / / /' /- ,' \ I I/ J
I
A FLOOD PLAIN / \ ( I // / / ( I /' �_ \ \\ \\ / I I �`� / / I \ .r I ( // / / / / / \ I ,
. ,/;7 / /-� \ i f I �� 1"--- NI \ 1 ) __I- r
z h/ \--;\ \\�\\ III l.-,/ I 1. \ /
{ //// //, �\ \ \ \ \ \\ 1 1 I / I I 111 v 11 l\ 1 \ \ \ \ �\ \ \ , Tom\
, 1 l l 1 III A \ / / ��, design
��ti \= — 1 \\ 7 \ /
\ \ % master planning.civil engineering
/ \ \, 1 \ \ \ I \ \ \ l y urban design.landscape architecture
\ \ _/ - �� J // / 919 benyhi rd.ste101.charlotte,nc 28208
III I I J �\ , \ \ I 1 \ )\ \\\\ 1 Ni:,,, \\ \ V / / / J
l I I I // //------' J \ \ 1 \ \ I I \ \ \ \ \ \ \ \ / 1 \ _-- / / / /-- / I 704.332.1204.www.tlpr.design
I I / - \ \� J \ I / I 1\\\ \ \A7 V, \ \ NC Firm License#C-0560
d,I i\\II I / / / --- `\\N \ \ \ \\ I \-�/ / / 1 II \ \\\\\ /\ '\ y \ \ \Q\l ---�_- �1 // / / I//
---1 \ \ / I \\ `-� \ �y� � Ste/ 1 / 1 /
I I s/ \ . 1 \ \ \ \ wq \ \ \N\ /`--\ / I I l 1 / r �� CLIENT/OWNER
1 . ( ( /, \ \ // I rk \ / I \
'�' j 1 Imo° I/ 1 6 / \ \ \ 1 I \\ \\_ /// / / 8Dp) / \ \ \ \\ y / MILLS VENTURES,LLC.(R.DEAN HARREL)
5615 ll J \ l \ —/ / / \ ( / \\ \\ /`\ \ _�\/\ // \�`I 1 --\ / — \ MATHEWSENORTR AHDCAROLINA 28104
�� //// I 111I1 \ e \ l _I m > -
s
101 l/11( /( I `` \ \ \/S/- __ ,_-_._-`-- // ,/ // ; 1�1\ 704.870.4614
\ Ill/ I c \1 I Iv , �� ko-, // / X 2 Yv „,„./ „„../
// SURVEYOR
- _ oI
/ l � �// / \ �— �� \ — I \ / / // / /� / / I / � EAGLE ENGINEERING
\\\ / \ /— — \ \\ / / / // \ 2013A VAN BUREN AVE.
/'1 1 I I 1 / I /'/ J / \ T��� / \ // — ---\.... _— 1// / / / / / / \ INDIAN TRAIL,NORTH CAROLINA 28079
b 1�I1 '/ — ( _____e\ \ _ - / 1\ / „. / I i 7048824222
I . ///I (1NN ROAD
,/)J/1 , �eo2) �- -- /� N. \ / -- —� — / / /\ /\ / / / / / ///I I 1 /, LOWRVSENVIRONMENTALB ECOLOGICAL SERVICES
1823-
+\ 1\I // (600) 2 -�'r / _ _ (bob) \ \ / / / '_ / \\\ // / / / /1 /// / — —/ ——_I I I I I/ II/ CHESTEIR SOUTH CAROLINA 29706
r
CEOTECH
� �`1 ` lie \ \ y-� \ / / /�/ / / / _ `j/—_ 1 SUMMIT ENGINEERING RIVE
g POST DA
'--i/ ,l EXIST. \J // / / \ 1 \\ \ 1 1/ 1 \ \ \ 3575 CENTRE CIRCLE D
j///� `� V _ / / POND / // / ,//y/1/////' \ \\1 \ 1 1 \ 1 \ \ FORT MILL,SOUTH CAROLINA 29715
/1 I % >_ C g; / \� / SCM#1 /�\ / / / / / // �\ \ -� \ I / .L \ \ 7oasoal7n
t.Id�1r ,,A0 V"**(SA _�/ F \ / (WQ) / /�/ / // / / 1 �-,- EMa
o 1 �l -i °6)' .i ;j /\ / , ,, 25.9 AC _/ \ / / / / / 1 \ 1 \ \I \ \ \ ., MAP#3710449600J,EFFECTIVE 10/16/2008
��I"I//� o �/� o �/ / \ r / COI -_� / / / / A VI A v� KEY MAP
l I/hi ll �� �c / / IV
I////l i11 C'' / IR�� / �; -_/ v A 1 / I I ll/ rs �v/
rD " ,'\\ ,/ / tili, VI (s30)" v v v v l�sl/ I I I 1 I A
1(;14I
, \
P / ��� / f 7 / tiA\V -(03z)f ,,,,,,, �� vvvvv �� , ,AV, V I -It-V 1 --� \ Iv__ , , ,, ,,
_i_ \___,___v,_7-- \
, ,
___...A.,,,,,,,,_,..____ , ,, ,,„„.„.„,,,,,, ,,,,,
.„ 1„,,,,,,_ _\\
\ ,
, \ , ,
a \ \sad\ \ \ csR6>--/ r \ I ., ) \ \ \ 1 ,,,,„,.,,,,,,,
\ \` \ \,,, \ 1\ , , , I \ / /
1'1 r�`q\ \ \ \ --, -/ POINT OF ANALYSIS FORSCM#1A �\` ;',..1 s / \' . \ \ \ 1 1 \ 1 \ 1 /
c. �` ss0\� 1 / / 1 '�\,S. �e1 1 1 \ /� 'll" szer % I \ \\ I / �/ / '
o \vv ,_� A ��' V ♦� �J�v >�v v 1 I I\ v A Av v —�-/'�
., ,Bso) rs
�� (sR)� v"'N.,v��i/ // V�)\ V l 1 IV �� A1,::.'1.
A v\ �� H�1GH1CRbICKE}�jDR. _-1_�71(
T�lPROJECT
\ r `,`'/`y \\ µ „'f::: ;:\<3\ ,� \\ ZO ....` %)/;7 'i a / MCCOY FARM
7
C77
> S o
�►E �v I I i� i v 11 11 K \
�� ', �� � w ^V �1111 ) AA I �/ 1
/1-.1 N 1.4,..._' \\/ / \r` \ \ / /^ /Y \� I I I ` 1 I 1 / I/ / / I I I Im I I \ \ WESLEV CHAPEL ROAD
+* / / / I^ ,) l \� I \, '\ \ /( I / / / ( / I I r I 1 �1———— \/ \ WESLEV CHAPEL,NORTH CAROLINA
I
.1 1 , - rn1- - ]
1� A 1 1 1 11 �� \ \> / // // / // / it I s II r _ 19m6TR0
a / n / NUMBER
LC) 4f I)\ \ \ \ / \ / ') I / l \ // / / / 1 ,/ -- DATE
_ 06/07/2021
�\ \ \ /// / / --/ i (\ I 1 I I �N v ,\IIrl# i e ISSUED FOR
- ) CONSTRUCTION DOCUMENTS
m 41 I \ \ V A �1 �V A V A \hLAv 1 N / / / / / REVISIONS
\ \ I \ \\�\ \ 1 / / / / / / // / � ///-.�o♦ , I I ,\\\ / / ��� J l / (61)�/� \ \ \ :"111111PIET'°'-:
sA�� :/,,-/-',//‘
NO. DATE DESCRIPTION BV
// /y/�� ` [ NO REVISION,ORIGINAL
'' ii) I \ \\ /\ / / / / / / / / / Up0/ // �\\\\�/ \ ` \ \ \ \ HAMPTQN DFt� -- \ \\\ II 0 02/09/2022 SUBMISSION JFIJMIHN
% / \)\ /\ 1 1 \/ / I / / /e / / / // / 17�� / / \ 1\ ' `�/``\ \ \ l r N \ 1 REVISION PER 1ST CITY
\ / I I I / / - \\ 1 \ // 1 08/12/2022 COMMENTS JM/HN
/ / /•cL/ / / \\,..", i ,,. \ ) 11 /`/ / 2 0923Y2022 REVISION COMMENTS CITY
JM/HN
y / /// / i/k/ I l l / / / e 1 /. / 1�- J °I y VII B \
REVISION PER NCDOT
W / \ / / / \ / / / e / ,y 0 \ i \ \ / REV 3 07/OSY2023 COMMENTS JM/HN
I I \ I I / / I I I lSION PER NCDOT
4sl 1 l 4 1211523 ANDIE SC COMMENTS JM/HN
/ Ire '. / \/ \ N.
\ \\ s 0
I 1 / I/ / �< l/ ��` �� ,� 1 y f �� A __�---� \V --L LEGEND scM1 a,ROADWAY
CaJ I \ 1\ / r I / / /\ \1 \ \ \ /\ \ / / / / / `/ \► \ \ "20 \e-- \ T / 5 04/04/24 IMPROVEMENT REVISION JM/HN
/ \ , 1 \I I / / \ y \ I 1 I ' / (POST I DA SCM #2 J` 1 1 /// �' \ \ \ x �� \ REVISONPEN RANGE0 \ \ \ \ I r ( l ( O 1 / \ \\ \ \/\ \ 1 ( / r \ 1 1 1 \ \ 1 / \ m m EXISTING PROPERTY LINE 8 OB/19/24 R-IN/R-OUT ENTRANCE. JM/HN
L 6.3 AC yp\ \ ° / /s� 1 \ \ \\ 1 1 \ !y \ / PROPOSED LOT LINE
T \ I \ I ,N J \ 1 N R\ \ \ \N\\�\ \ \ / \ \ \\ \ ( 1 / / / / ) -\'`—— �,� 16/T *>\ \�r��sJ \\ `\ \ l \ //' -�� � ( 7 10/24/24 REVISON PER NCDEO JM/HN
VA�J\I I I A J / \ \V v �� U A\ A V A \ V A�A /� / // / / / / / / v I ,.,i�sJ A 1 A / / STREAM BUFFER
\ \ / / \/ \ \ \ \\ _\\\\ `\ \ /\ \ \ \ \ \ \ \ \_/ / // / / / / / 1(s1o)` I /\ '* _-•
\ I , 1 / I \I / / / /\ \\ — . FEMA 100 YEAR FLOOD HAZARD
1 AA V-- Iv / / / 'N \ V A v v\ -� v A \\A A 1 V , \ / / / / = 1— Witt'�� 1 V I ( / / A \-O PROPOSED RIGHT OF WAY
O \\ \ \ 1 \ \ i i�\� / J) ./ \\ \ 1 11 \,1\\\\\�� // / // / / / = / / `LN �� 1 // / I \\ I �/ r \ \\\ PROD.MANAGER: HN
\\\ \� 1, I / \ / /// i�J—%-_ //, / I 1 1\ / - // / / / \ ` / ,,,,e P I ../
/ \ / / \ \ \ l '. J CHECKED BY: HN
cD / ^ PROPOSED SIDEWALK DRAWN BY: JM
o
\\�y\✓,/ _\-,/j -� -- - \ 1 \ / / / / / / / / \--__,,,,\ II \ ,. G I \// // \ / /I 1 \ \\ /� (630) EXISTING CONTOUR
\� �\ \ I u I SEAL
-/ _ / / e EXo ETLA�S \/ ao- PROPOSED CONTOUR
�\ I \ \ t�( / J \ , E,ui_:_ e 1
'/ I 1 V /I I / // / .7 — v vv_-_/ / , / /// l / ,' A 1 •E�.A r; ' A �V ( \/ i \ // 1 8 ( r�---
'-` \ \ I \ I I / / 1 / / / / L-/ / !__ , / / / \ \ \ t 1 a II n/ \ \\s \\ // II Y �/ \ STORMWATER DRAINAGE AREA ��.CAROB
/ ( A" \�� f �C \ 1 ) ( \ I \ \ \/ a '° / \\ - — — - BMP DRAINAGE AREA Q-,4 SS/O,ti-.,',\ \ v / �� � �� I k3 �� d J A /A�� o. ¢
o \ I ( / / / I I 1 \1 /I I 1 `\ \ 20'SDE 2.¢O �9';y
@\\ / POINT OF ANALYSIS FORSCM#2 i/ ) /\( , I y/ , _ _ STORM DRAINAGE EASEMENT ;o
, I \ I 1 1 1 \ / J /1 /\ __=T \ \F ! I m/1 „ 1 e--/ \ \ _ 030523
y r�pOs °J `� y SEAL �;
o \ \ /// i RFly \ \\ �i � 1 z � I11 / \ T\ • .
o \ \ \ / ! \ I_I \ / \ / \ I I 34;��� ��/ Rd \ C,a m- a 1- / \ �� vy t! t�r�'d
�\ \ 1 \ I / s1 ( I I w 1 0 kYk
% \ \s\ 1--1 'j \ / / / / s I 1 /----- nA g'\II z r I NGU
L\o\ \ yl A 1 \ SCALE
i \\\ / // I \ \ 'k--'�`>` I it'174 --�� / AS INDICATED
li \ / ,� / \ J \ ( - \�(sza7 / DRAWING
\ , N
/ t ....„) \ / // / '/\ / \ I V �'' --_< I _ P. 1;-,l \ \ `sp
POST S• CM DA
in,, / v,e�_-\v T,`\,__--�-� 1/ / V V V A ,_// V i// / / / , /// A'/' '--r% 1 . psis 5v ' • A �V I A\ , I scALE:r=uo
N r9////h/9/// S.,�,,.,.,/F 0 3 io Know what's below.
Call before you dig. w A-w
0

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job#: 19076 Impervious Estimates Checked by:HN
Location: Wesley Chapel,NC Date: 07-05-2023
Rev:06-19-2024
Existing BUA Breakdown '
On-Site:
Gravel Drives 17,000 SF. 72,400 sq ft = 1.66 ac
(Multiple Gravel Drives connecting various structures. Area was measured.To be Removed.)
EX.DWELLINGs,PATIOS,AND OUTBUILDINGS 6,300 SF. 6,000 sq ft = 0.14 ac
(House area approx.2,300 SF., Small outbuilding approx.240 SF.,Barn approx.2,000 SF.)
Total Existing BUA I 78,400 sq ft = 1.80 ac
Total Existing BUA to remain. 0,000 sq ft = 0.00 ac
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 5,000 sq ft = 0.11 ac
H.O.A.Future 25,000 sq ft = 0.57 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:I 121,792 sq ft = 2.80 ac
Total Impervious Area 581,792 sq ft = 13.36 ac
Total Site Area= 64.41 ac
Existing Pond Area= 2.73 ac
Existing BUA= 1.80 ac
Total Site Net Area= 61.68 ac
TOTAL SCM Drainage Area#1 +#2= 32.20 ac
Impervious Area Summary
Imperv.Area %of Imp.Area of %of Imp.Area of
(Ac) Site Area DA Area
Proposed Single Family 9.87 15.33% 30.66%
Proposed CMB&Misc+Future. 0.69 1.07% 2.14%
Proposed Streets 2.80 4.34% 8.68%
Total Net Imp.Area 13.36 21.65% 41.48% 45%Used
for SCM
Net Increase in BUA(Prop.BUA-Existing BUA) 11.56 19.30% 35.89%
Z:IShared1Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\[e-mail] 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:06-19-2024
On-Site Existing Condition
Total Drain.Area(Ac.) 35.5
Percentage of
Site Soil Type Soil Group Basin
TbB2 B 57.1%
BdB2&BdC2 C 37.7%
CmB D 5.2%
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 B CN Group C CN Group) CN X/X CN Weighted CN CN%
Wood(Fair Cond.) 8.0 22.5% 60 34.3 73 27.5 79 4.1 0 0.0 65.9 14.8
Open Space(Fair Cond.) 26.2 73.8% 61 34.8 74 27.9 80 4.2 0 0.0 66.9 49.4
BUA(Buildings,Roads...) 1.3 3.7% 98 56.0 98 36.9 98 5.1 98 0.0 98.0 3.6
Total 35.5 100% 67.8
Composite Curve Number(CN): 67.8 Used 67.5
On-Site Proposed Development
Total Drain.Area(Ac.) 35.5
Percentage of
Site Soil Type Soil Group Basin
TbB2 B 57.1%
BdB2&BdC2 C 37.7%
CmB D 5.2%
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 34.3 73 27.5 79 4.1 0 0.0 65.9 0.0
Open Space(Fair Cond.) 18.8 55.1% 61 34.8 74 27.9 80 4.2 0 0.0 66.9 36.9
BUA(Buildings,Roads...) 13.4 45.0% 98 56.0 98 36.9 98 5.1 98 0.0 98.0 44.1
Total 32.2 100% 81.0
Composite Curve Number(CN): 81
Z:ISharedlProjects12 0 1911 9 0 7 6 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISCM119076-CN.xls Sheet:1 of 1

Hydrologic Soil Group—Union County, North Carolina
(19076 map)
a
528900 529000 529100 529200 529303 529400 529500 529600 529700 529800
35°1'4'N
N
11
B:dC2
B2
B2
\ O
_ •
\
TbB2 •
af NIP' . • .
CD
41 ? .
r.ititl. iii\ ' ,. ." 1.'
•
`� a
m
Y,� Q. A H '
e y; ` ers, CmB
Rog
i C
?TAR,:. i_avz.7..0-ilo LET Q e D11d ail iSlii., s��aOQ: 7 -✓ lik s
ow
35°0'38"N N
528900 529000 529100 529200 529300 529400 529500 529600 529700 529800 ,
S
a Map Scale:1:5,550 if printed on A landscape(11"x 8.5")sheet.
N Meters
0 50 100 20) 300
Feet
0 250 500 1000 1500
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WCS84
A
USDA Natural Resources Web Soil Survey
elm Conservation Service National Cooperative Soil Survey

Hydrologic Soil Group—Union County, North Carolina
(19076 map)
MAP LEGEND MAP INFORM,
Area of Interest(AOI) p C The soil surveys that comprise your AO
Area of Interest(AOI) 1:24,000.
® C/D
Soils ® D Warning:Soil Map may not be valid at t
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale
misunderstanding of the detail of mappi
n A/D Water Features line placement.The maps do not show
Streams and Canals contrasting soils that could have been s
n B scale.
Transportation
n B/D
++i. Rails Please rely on the bar scale on each m
C measurements.
ti Interstate Highways
n C/D US Routes Source of Map: Natural Resources Cc
n D Web Soil Survey URL:
Major Roads Coordinate System: Web Mercator(E
n Not rated or not available Local Roads
Maps from the Web Soil Survey are ba:
soil Rating Lines Background projection,which preserves direction ar
•-,., A distance and area.A projection that pre
II Aerial Photography Albers equal-area conic projection,sho
.;-. A/D accurate calculations of distance or are
.,i B This product is generated from the USE
.v B/D of the version date(s)listed below.
C Soil Survey Area: Union County, Nortl
Survey Area Data: Version 24,Sep 1;
.-.r C/D
Soil map units are labeled(as space all
D 1:50,000 or larger.
. . Not rated or not available Date(s)aerial images were photograph,
Soil Rating Points 9,2022
p A The orthophoto or other base map on N
compiled and digitized probably differs•
© A/D imagery displayed on these maps.As a
▪ B shifting of map unit boundaries may be
• B/D
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey

Hydrologic Soil Group—Union County,North Carolina 19076 map
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BdB2 Badin channery silty C 11.6 36.4%
clay loam,2 to 8
percent slopes,
moderately eroded
BdC2 Badin channery silty C 0.4 1.3%
clay loam,8 to 15
percent slopes,
moderately eroded
CmB Cid channery silt loam, 1 D 1.7 5.2%
to 5 percent slopes
TbB2 Tarrus gravelly silty clay B 18.1 57.0%
loam,2 to 8 percent
slopes,moderately
eroded
Totals for Area of Interest 31.8 100.0%
USDA Natural Resources Web Soil Survey 6/19/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County,North Carolina 19076 map
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 6/19/2024
0111. 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
1346
f+4 hh
' opt,tip
�u
IA
kcj \it, Lai c.r.ki- .
Wit„„....re tar
CIAll S
CL
Elatos Park
%,pia Wesley Chapel
Ae
R. Oa° - Wesley Chapel
Elementary School
.O}
w
" F
Carolyn Farm Site lit
Figure 1 Wesley Chapel and Potter Road
Site Location Map Wesley Chapel, North Carolina
SUMMIT
3575 Centre Circle
SUMMIT Project No.: 3802.02 Fort Mill,South Carol4-1717 29715
ro
SCALE: NTS � (803)so4-ln7

4
10
. _ g � ,` _
_-_ d'e rjed,11,
al 1
1S6 •
•
_ _
-- '- - *
\ •
- •
1 - - '
l
\ , t H
i
)\.
• t„
N•P \
1 6
1
I1 -
k 4 ' - )1)1 ph'l '-e.-...''° \'\
_fleyc. ....,..,..., ILEM • -_2
-. ,,, B ,
qui it
a
a .
Figure 3 Carolyn Farm Site
ESHWT Boring Location Wesley Chapel and Potter Road
Plan Wesley Chapel, North Carolina
Approx. Soil Test Boring Location SUMMIT
3575 Centre Circle
SUMMIT Project No.: 3802.02 Fort Mill,South Carolina 29715
SCALE: NTS [phone]

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

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 NOAA DATA- IN/HR Checked by:HN
Location: Wesley Chapel, NC Date: 06-25-2022
NOAA DATA:
m�
Location information:
�.�� Name: Matthews North Carol na.
4.04
_ USA"
ca,,,��� Latitude:35.0118'
�,, A Longitude:-80.6728'
0, p I Elevation: 616.04 ft"
7
-.-
I
tp��td Wesley Chapel
4
.t+86ac
a
•5
o
2km
I r 1 *Source: ESRI Maps
1mi `*Source: USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14,Volume 2,Version 3
PF tabular PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90% confidence interva
Duration Average recurrence interval(years)
1 2 5 10 r 25 50 J 100
5-min 5.03 5.94 6.89 7.58 8.39 8.94 9.44 r
(4.63-5.46) (5.46-6.47) (6.32-7 50) (6.96-8.24) (7.66-9.10) (8.12-9.68) (8.53-10.2) L
10 min 4.01 4.75 5.52 6.07 6.68 7.12 7.50
(3.70-4.36) (4.37-5.17) (5.07-6.01) J (5.56-6.59) (6.10-7.24) (6.46-7.71) (6.78-8.12)
15 ruin 3.35 3.98 4.65 5.12 5.64 6.00 6.32 r
(3.08-3.64) (3.66-4.34) (4.27-5.07) (4.69-5.56) (5.15-6.12) (5.46-6.51) (5.72-6.85) L
30 min 2.29 2.75 3.31 3.71 4.18 4.52 4.84 r
(2.11-2.49) (2.53-2.99) (3.04-3.60) (3.40-4.03) (3.82-4.53) (4.11-4.90) (4.38-5.24) L
60 min 1.43 1.72 2.12 2.41 2.78 3.06 3.33 r
(1.32-1.55) (1.59-1.88) (1.95-2.31) (2.21-2.62) (2.54-3.02) (2.78-3.32) (3.01-3.61) L
2 hr 0.826 1.00 1.24 1.42 1.66 1.84 2.02 r
(0.758-0.904) (0.915-1.09) (1.13-1.36) (1.30-1.55) (1.50-1.81) (1.66-2.00) (1.81-2.20) L
3-hr 0.585 0.706 0.881 1.02 1.20 1.34 1.49 C
(0.535-0.643) (0.646-0.776) (0.804-0.967) (0.925-1.11) (1.09-1.31) (1.21-1.47) (1.33-1.62)
6 hr 0.352 0.425 0.530 0.613 0.726 0.816 0.908
(0.323-0.387) (0.389-0 466) (0.485-0.582) (0.560-0.671) (0.658-0.792) (0.735-0.889) (0.813-0.989)
12-hr 0.207 0.250 0.313 0.364 0.435 0.492 0.551 r
(0.190-0.227) (0.229-0.275) (0.287-0.344) (0.332-0.399) (0.394-0.474) (0.442-0.536) (0.490-0.599) L
24 hr 0.123 0.148 0.187 0.217 0.259 0.293 0.328
(0.114-0 133) (0.137-0.161) (0.172-0.202) (0.200-0.235) (0.237-0.280)1 (0 268-0.317) (0.299-0.356)

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 NOAA DATA- PRECIPITATION Checked by:HN
Location: Wesley Chapel, NC Date: 06-25-2022
NOAA DATA:
,, dry. Name:Matthews North Carolina.
ql USA'
Latitude:35.0118'
Rn A .7 Longitude:-80.6728'
or�° Elevation:616.04 ft"
``a�µU Cl Wesley Chapel
Tye`
A
Cr
a
m
FU
9
4"...0'V anch
4 r;-
1 1 *Source:ESRI Maps
1 r'i **Source:USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90': CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14,Volume 2,Version 3
PF tabular PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90% confidence interv:
Duration Average recurrence interval(years)
1 2 5 10 25 50 I 100 IC
5-min 0.419 0.495 0.574 0.632 0.699 0.745 0.787
(0.386-0.455) (0.455-0.539) (0.527-0.625) (0.580-0.687) (0.638-0.758) (0 677-0.807) (0 711-0.852) (C
10 min 0.669 0.791 0.920 1.01 1.11 1.19 1.25
(0.617-0.727) (0.728-0.862) (0.845-1.00) (0.927-1.10) (1.02-1.21) (1.08-1.29) (1.13-1.35) r.
15 min 0.837 0.995 1.16 1.28 1.41 1.50 1.58
(0.771-0.909) (0.915-1.08) (1.07-1.27) (1.17-1.39) (1.29-1.53) (1.36-1.63) (1.43-1.71) r
30 min 1.15 1.37 1.65 1.85 2.09 2.26 2.42
(1.06-1.25) (1.26-1.50) (1.52-1.80) (1.70-2.01) (1.91-2.27) (2.06-2.45) (2.19-2.62) r
60 min 1.43 1.72 2.12 2.41 2.78 3.06 3.33
(1.32-1.55) (1.59-1.88) (1.95-2.31) -_ (2.21-2.62) (2.54-3.02) (2.78-3.32) (3.01-3.61) E
2 hr 1.65 2.00 2.48 2.84 3.32 3.67 4.03
(1.52-1.81) (1.83-2.19) (2.27-2.71) (2.59-3.11) (3.01-3.61) (3.32-4.00) (3.62-4.39) C
3 1.76 2.12 2.65 3.05 3.60 4.04 4.47
(1.61-1.93) (1.94-2.33) (2.42-2.91) (2.78-3.34) (3.26-3.94) (3.63-4.40) , (4.00-4.87) E
6-hr 2.11 2.54 3.18 3.67 4.35 4.89 5.44
(1.93-2.32) (2.33-2.79) (2.91-3.48) (3.35-4.02) (3.94-4_74) (4.40-5.32) (4.87-5.92) E
-
12-hr 2.49 3.01 3.77 4.39 5.24 5.92 6.63
(2.29-2.73) (2.76-3.31) (3.46-4.14) (4.00-4.80) (4.74-5.72) (5.32-6.45) (5.91-7.22) E
24-lw II 2.95 II 3.56 II 4.48 II 5.20 T." i(2.73 3.20) (3.30-3.86) (4-13-4.85) (4.80-5.64) (5.70-6.73) (6-43-7.61) (7.17-8.53)

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®2019byAutodesk, Inc.v2020
SCS SCS SCS SCS
I N
a
2 I I _
I-
I- z I z
z z
w ui w w
o U) o
w ' I
o_ o_ 0 O
o_ o_ o_
N
Ur CV
U cn o o
U) U)
IP API
Route Route
rn I
> o
I a
ui >-
H I
D
0 w
CC I—
D
I
r 0
CC
( N
2
U
to
Legend
Hyd. Origin Description
1 SCS Runoff PRE-SCM 1
2 SCS Runoff PRE-SCM 2
5 SCS Runoff POST-SCM 1
7 SCS Runoff POST-SCM 2
9 Reservoir ROUTED-SCM 1
10 Reservoir ROUTED-SCM 2
Project: 19076 Hydrograph for BMP 1 and 2.gpw 03/27/2024

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 13.43 23.29 0.000 54.82 76.85 95.47 115.59 PRE-POND 1
2 SCS Runoff 2.810 4.927 0.000 11.76 16.50 20.53 24.89 PRE-SCM 2
4 SCS Runoff 0.000 0.000 3.467 0.000 0.000 0.000 0.000 POST-VOID
5 SCS Runoff 55.99 76.70 0.000 136.39 174.00 204.29 236.09 POST-SCM 1
6 SCS Runoff 16.00 21.91 0.000 38.97 49.71 58.37 67.45 POST-SCM 1 B VOID
7 SCS Runoff 13.62 18.66 0.000 33.18 42.32 49.69 57.43 POST-SCM 2
9 Reservoir 5 1.336 4.776 0.000 34.37 60.56 76.11 82.90 ROUTED-SCM 1
10 Reservoir 7 0.225 0.531 0.000 7.174 15.76 26.17 37.44 ROUTED-BMP 2
Proj. file: 19076 Hydrographs.gpw Wednesday, 04/3/2024

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 13.43 2 726 51,618 PRE-POND 1
2 SCS Runoff 2.810 2 730 13,066 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 55.99 2 718 112,395 POST-SCM 1
6 SCS Runoff 16.00 2 718 32,113 POST-SCM 1 B VOID
7 SCS Runoff 13.62 2 718 27,339 POST-SCM 2
9 Reservoir 1.336 2 942 112,359 5 597.34 71,839 ROUTED-SCM 1
10 Reservoir 0.225 2 1102 27,313 7 613.21 19,024 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 1 Year Wednesday, 04/3/2024

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 23.29 2 726 80,928 PRE-POND 1
2 SCS Runoff 4.927 2 730 20,485 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 76.70 2 716 154,887 POST-SCM 1
6 SCS Runoff 21.91 2 716 44,253 POST-SCM 1 B VOID
7 SCS Runoff 18.66 2 716 37,675 POST-SCM 2
9 Reservoir 4.776 2 768 154,846 5 597.61 83,057 ROUTED-SCM 1
10 Reservoir 0.531 2 882 37,649 7 613.55 24,284 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 2 Year Wednesday, 04/3/2024

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 54.82 2 726 176,384 PRE-POND 1
2 SCS Runoff 11.76 2 730 44,647 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 136.39 2 716 278,765 POST-SCM 1
6 SCS Runoff 38.97 2 716 79,647 POST-SCM 1 B VOID
7 SCS Runoff 33.18 2 716 67,808 POST-SCM 2
9 Reservoir 34.37 2 724 278,718 5 598.68 128,919 ROUTED-SCM 1
10 Reservoir 7.174 2 726 67,782 7 614.07 32,557 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 10 Year Wednesday, 04/3/2024

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 76.85 2 724 243,345 PRE-POND 1
2 SCS Runoff 16.50 2 728 61,597 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 174.00 2 716 359,227 POST-SCM 1
6 SCS Runoff 49.71 2 716 102,636 POST-SCM 1 B VOID
7 SCS Runoff 42.32 2 716 87,380 POST-SCM 2
9 Reservoir 60.56 2 724 359,179 5 599.33 159,065 ROUTED-SCM 1
10 Reservoir 15.76 2 724 87,353 7 614.48 39,435 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 25 Year Wednesday, 04/3/2024

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 95.47 2 724 300,117 PRE-POND 1
2 SCS Runoff 20.53 2 728 75,967 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 204.29 2 716 425,161 POST-SCM 1
6 SCS Runoff 58.37 2 716 121,475 POST-SCM 1 B VOID
7 SCS Runoff 49.69 2 716 103,418 POST-SCM 2
9 Reservoir 76.11 2 724 425,112 5 599.83 182,598 ROUTED-SCM 1
10 Reservoir 26.17 2 722 103,392 7 614.74 44,089 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 50 Year Wednesday, 04/3/2024

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 115.59 2 724 361,960 PRE-POND 1
2 SCS Runoff 24.89 2 728 91,621 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 236.09 2 716 495,327 POST-SCM 1
6 SCS Runoff 67.45 2 716 141,522 POST-SCM 1B VOID
7 SCS Runoff 57.43 2 716 120,485 POST-SCM 2
9 Reservoir 82.90 2 724 495,276 5 600.39 210,282 ROUTED-SCM 1
10 Reservoir 37.44 2 720 120,459 7 614.93 47,461 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 100 Year Wednesday, 04/3/2024

Project:McCoy Farm DPR DESIGN,INC Prepared By:JMM
Job No.:19076 Checked By:HN
Location:Wesley Chapel,NC Date:02-09-2022
Rev:10-20-2024
DESIGN CRITERIA PER NCDENR BMP ORDINANCE
*SCM-SAND FILTER 1
*Total Drainage Area(A): 25.90 ac
* Total Impervious Area"I"USED= 45.0%(for Design) 11.66 ac
(See attached Impervious Calcs)
*Total Water Quality Volume To Treat(First 1"of Rainfall)at 75%:
WQv=(P/12)(A)(Rv)(43560)= 32,083 cf
(Simple Method,Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall 1 inch
A: Drainage Area(Impervious Area Only) 25.90 ac.
Rv: 0.05+0.009(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)= 119,888 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth 2.95 inch
A: Drainage Area 25.90 ac.
S=1,000/CN-10= 2.35 inch
CN:Curve Number 81
*Estimated Storm Water Volume 10-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(P+0.8S)*A*(43560/12)= 297,349 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth 5.2 inch
A: Drainage Area 25.90 ac.
S=1000/CN-10= 2.35 inch
CN:Curve Number 81
*Sedimentation Chamber Volume Min.Required:
Vol-Pre=(0.2)(WQv)= 6,417 cf
*Filtration Media Surface Area Required:
Af-((WQv)(Dt)]/((k)(Hf+Df)(TI)]= 1,833 sf
(From Mecklenburg BMP Manual,Based on Darcy's Law)
WQv: Water quality volume 32,083 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 10/28/2024
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCM119076-SCM PONDS.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:10-20-2024
*Sand Chamber:
Volume of Sand Chamber required(WQ Volume x 50%),NCDEQ MDC 3(4): 16,042 cf
Volume of the Sand Chamber provided: 18,515 cf
*Filtration Media Surface Area Provided: 8,050 sf
Area of Sand Filter required(50%WQ Volume /WQ Ponding design depth),NCDEQ MDC 3(3): 8,021 sf
Area of sand Filter provided: 8,050 sf
SCM 1 -Storage Volume Provided:
Sediment Overall Overall
WQ Sand WQ Sand WQ Chamber Total Incremental
Chamber Area Chamber Storage Storage Chamber Surface 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 8,050 0 0 --- 8,050 0 0 Pond Bot
596.0 8,050 8,050 8,050 21,500 34,500 21,275 21,275
597.0 8,050 8,050 16,100 26,000 39,000 36,750 58,025
597.3 8,050 2,415 18,515 27,500 40,100 11,865 69,890
598.0 42,600 40,800 98,825
599.0 46,100 44,350 143,175
600.0 49,100 47,600 190,775
601.0 52,200 50,650 241,425
601.5 53,800 26,500 267,925 Pond Top
Static Water Quality Elevation @ 596.29 ft
Design Static Water Quality Elevation @ 597.00 ft
Static 1YR-24 Channel Protection Elevation @ 598.47 ft
IESHTW=589.00(594.00-5)IN THE SUMMIT GEOTECH REPORT DATED 2020-01-312.
printed 10/28/2024
Z:ISharedlProjects12 01 911 9 0 76 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISCM119076-SCM PONDS.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:10-20-2024
«<5'Max ponding CPv&Sand
*SCM-SAND FILTER 1
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo= WQv/Tf=(At)(k)(Hf+Df)/Df= 0.6522 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.50 ft/day
Af. Surface area,sf 8,050 sf
Hf: Average height of water above filter bed 1.00 ft
Df.: Depth of soil filter bed 1.0 ft
Q o @ Top of Media 595.0 = 0.0000 cfs
Q o @ Median of WQv storage 596.0 = 0.6522 cfs
Q0 @ Top of WQv storage 597.0 = 0.9783 cfs
* Time Drawdown from Inundation to Saturation surface
Tf=WQv/Qo 13.66 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 16,042 cf
Average Surface Area 4,616 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))/(c)(t(2g)^(1/2)) (NCDENR,Orifice Equation)
a=10.028 where:
A=Resevoir Area,sf 4,616
Calc.Approx.Orifice Diameter(inch),d= 2.26 h=Falling Head,ft 3.47
c=Discharge Coefficient 0.6
Orifice Diameter(inch)Used,d= 0.0 t=Time(36 hrs),sec. 129,600
Drainage through Sand Media only.g=Accelleration,ft/sq.sec 32.2
a=Orifice Area(st)
d=Orifice Diameter(inch)
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter 0.6522 cfs
Use 690 If of 6"Sch 40 PVC, Use 7 rows
w/3/8"perforations spaced 6"on center,4 rows w/90-deg apan Totaling 690 LF. inch
#of Perforation=(Total Linear feet of pipe)(#holes per foot)(4 rows of holes per pipe)
=(690 I fl(2 holes per foot)(4 rows of holes) 5520 holes
Capacity of one hole(3/8")=CA(2gh)^(0.5)(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 43.2224 cfs
Total Capacity w/50%lost to clogging 21.6112 cfs
Underdrain Pipe Capacity=1.49/n(A)(A/P)^(2/3)(S)^0.5 (Manning Eq) 2.175 cfs
n=pipe coefficient 0.013
A=Area(sf)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= 48 If
Min.Flow Length= 55.2 ft Min.Flow Length:
Total Lengh of Collar offset = 7.2 ft 115%of outlet pipe
Number of anti-seep collars 2
Offset per collar 3.6 ft
Min.Outside dimension of each collar 7.27 ft
Designed collars 2 at 7.5'x 7.5'
printed 10/28/2024
Z:ISharedfProjects12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISCM119076-SCM PONDS.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:06-19-2024
Charlotte.Mecklenburg
STORM
WATER
Services
SCM Inset Table
Sand Filter-SCM#1
Project Name: McCoy Farm
Sequence ID: I 1
Drainage Area(acres): 25.9
Land Use/Development Type: >2 acres-Residential Open Space_
Vegetation Type: Grassed
Percent Built-Upon Area: 45% _
Sediment Chamber Length(ft.): 250
Sediment Chamber Width(ft.): 50
Sediment Chamber Height(ft.): 1.3
Sand Filter Type: Surface
Media Depth(ft.): 1
Media Surface Area(ft2): 8,050
Flow Diverter Present(Y/N): N
Regulated By: Watershed Overlay _
Treatment Effectiveness: Optimal
NC State Plane X(easting): 1497340
NC State Plane Y(northing): 464902
printed 6/19/2024
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelhCALCSISCM119076-SCM PONDS.xls page 1 of 1

Pond Report 2
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday, 10/28/2024
Pond No. 1 - SCM 1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=595.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 595.00 8,050 0 0
1.00 596.00 34,500 21,275 21,275
2.00 597.00 39,000 36,750 58,025
3.00 598.00 42,600 40,800 98,825
4.00 599.00 46,100 44,350 143,175 �!`
5.00 600.00 49,100 47,600 190,775 gyp.
6.00 601.00 52,211\ �' 50,650 241,425 G
6.50 601.50 53;1 1�,," 26,500 267,925 Q
,gyp S\ .
Culvert/Orifice Structures G•2`<<. Q�� Weir Structures �� ���
\G p t�, Q
[A] [B]�62- [C]' [PrfRsr] [A] ' [B]' [Cl [D]
Rise(in) = 36.00 27.60 6.00 0.00 Crest Len(ft) = 14.00 10.00 0.00 0.00
Span(in) = 36.00 18.00 168.00 0.00 Crest El.(ft) = 600.60 600.50 0.00 0.00
No.Barrels = 1 4 1 0 Weir Coeff. = 3.33 2.60 2.60 3.33
Invert El.(ft) = 592.30 597.30 599.60 0.00 Weir Type = 1 Broad Broad ---
Length(ft) = 56.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.42 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 --- 0.00 0.00 --- --- --- --- 0.000
0.10 2,128 595.10 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.065 0.065
0.20 4,255 595.20 35.68 oc 0.00 0.00 0.00 0.00 --- --- --- 0.130 0.130
0.30 6,383 595.30 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.196 0.196
0.40 8,510 595.40 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.261 0.261
0.50 10,638 595.50 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.326 0.326
0.60 12,765 595.60 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.391 0.391
0.70 14,893 595.70 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.457 0.457
0.80 17,020 595.80 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.522 0.522
0.90 19,148 595.90 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.587 0.587
1.00 21,275 596.00 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.652 0.652
1.10 24,950 596.10 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.685 0.685
1.20 28,625 596.20 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.717 0.717
1.30 32,300 596.30 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.750 0.750
1.40 35,975 596.40 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.783 0.783
1.50 39,650 596.50 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.815 0.815
1.60 43,325 596.60 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.848 0.848
1.70 47,000 596.70 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.880 0.880
1.80 50,675 596.80 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.913 0.913
1.90 54,350 596.90 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.946 0.946
2.00 58,025 597.00 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 0.978 0.978
2.10 62,105 597.10 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 1.010 1.010
2.20 66,185 597.20 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 1.043 1.043
2.30 70,265 597.30 35.68 oc 0.00 0.00 --- 0.00 0.00 --- --- --- 1.075 1.075
2.40 74,345 597.40 35.68 oc 0.65 is 0.00 --- 0.00 0.00 --- --- --- 1.107 1.752
2.50 78,425 597.50 35.68 oc 1.83 ic 0.00 --- 0.00 0.00 --- --- --- 1.139 2.965
2.60 82,505 597.60 35.68 oc 3.36 ic 0.00 --- 0.00 0.00 --- --- --- 1.171 4.527
2.70 86,585 597.70 35.68 oc 5.16 ic 0.00 --- 0.00 0.00 --- --- --- 1.203 6.368
2.80 90,665 597.80 35.68 oc 7.22 ic 0.00 --- 0.00 0.00 --- --- --- 1.236 8.454
2.90 94,745 597.90 35.68 oc 9.49 ic 0.00 --- 0.00 0.00 --- --- --- 1.268 10.76
3.00 98,825 598.00 35.68 oc 11.96 ic 0.00 --- 0.00 0.00 --- --- --- 1.300 13.26
3.10 103,260 598.10 35.68 oc 14.62 ic 0.00 --- 0.00 0.00 --- --- --- 1.300 15.92
3.20 107,695 598.20 35.68 oc 17.44 ic 0.00 --- 0.00 0.00 --- --- --- 1.300 18.74
3.30 112,130 598.30 35.68 oc 20.43 ic 0.00 --- 0.00 0.00 --- --- --- 1.300 21.73
3.40 116,565 598.40 35.68 oc 23.57 ic 0.00 --- 0.00 0.00 --- --- --- 1.300 24.87
Continues on next page...

3
SCM 1
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
3.50 121,000 598.50 35.68 oc 26.85 is 0.00 --- 0.00 0.00 --- 1.300 28.15
3.60 125,435 598.60 35.68 oc 30.28 is 0.00 0.00 0.00 --- 1.300 31.58
3.70 129,870 598.70 35.68 oc 33.83 is 0.00 --- 0.00 0.00 --- --- --- 1.300 35.13
3.80 134,305 598.80 37.52 oc 37.52 is 0.00 --- 0.00 0.00 --- --- --- 1.300 38.82
3.90 138,740 598.90 41.34 oc 41.34 is 0.00 --- 0.00 0.00 --- 1.300 42.64
4.00 143,175 599.00 45.28 oc 45.28 is 0.00 --- 0.00 0.00 --- --- --- 1.300 46.58
4.10 147,935 599.10 49.33 oc 49.33 is 0.00 --- 0.00 0.00 --- --- --- 1.300 50.63
4.20 152,695 599.20 53.50 is 53.50 is 0.00 --- 0.00 0.00 --- --- 1.300 54.80
4.30 157,455 599.30 57.78 is 57.78 is 0.00 --- 0.00 0.00 --- --- 1.300 59.08
4.40 162,215 599.40 62.16 is 62.16 is 0.00 --- 0.00 0.00 --- --- --- 1.300 63.46
4.50 166,975 599.50 66.65 is 66.65 is 0.00 --- 0.00 0.00 --- --- 1.300 67.95
4.60 171,735 599.60 71.25 is 71.25 is 0.00 --- 0.00 0.00 --- --- --- 1.300 72.55
4.70 176,495 599.70 73.88 is 72.38 is 1.50 is --- 0.00 0.00 --- --- --- 1.300 75.18
4.80 181,255 599.80 75.06 is 70.80 is 4.26 is --- 0.00 0.00 --- --- --- 1.300 76.36
4.90 186,015 599.90 76.37 is 68.54 is 7.82 is --- 0.00 0.00 --- --- --- 1.300 77.67
5.00 190,775 600.00 77.77 is 65.71 is 12.06 is --- 0.00 0.00 --- --- --- 1.300 79.07
5.10 195,840 600.10 79.22 is 62.37 is 16.85 is --- 0.00 0.00 --- --- --- 1.300 80.52
5.20 200,905 600.20 80.34 is 60.40 is 19.94 is --- 0.00 0.00 --- --- --- 1.300 81.64
5.30 205,970 600.30 81.37 is 58.76 is 22.61 is --- 0.00 0.00 --- --- --- 1.300 82.67
5.40 211,035 600.40 82.34 is 57.35 is 24.99 is --- 0.00 0.00 --- --- --- 1.300 83.64
5.50 216,100 600.50 83.27 is 56.09 is 27.17 is --- 0.00 0.00 --- --- --- 1.300 84.57
5.60 221,165 600.60 84.02 is 55.75 is 28.28 is --- 0.00 0.82 --- --- --- 1.300 86.14
5.70 226,230 600.70 84.79 is 55.28 is 28.04 is --- 1.47 2.32 --- --- --- 1.300 88.41
5.80 231,295 600.80 85.67 is 54.07 is 27.43 is --- 4.16 4.27 --- --- --- 1.300 91.23
5.90 236,360 600.90 86.62 is 52.39 is 26.57 is --- 7.65 6.57 --- --- --- 1.300 94.49
6.00 241,425 601.00 87.61 is 50.29 is 25.51 is --- 11.80 9.19 --- --- --- 1.300 98.09
6.05 244,075 601.05 88.11 is 49.12 is 24.92 is --- 14.07 10.60 --- --- --- 1.189 99.90
6.10 246,725 601.10 88.62 is 47.86 is 24.28 is --- 16.48 12.08 --- --- --- 1.077 101.78
6.15 249,375 601.15 89.11 is 46.66 is 23.67 is --- 18.77 s 13.63 --- --- --- 0.966 103.70
6.20 252,025 601.20 89.58 is 45.62 is 23.14 is --- 20.81 s 15.23 --- --- --- 0.855 105.66
6.25 254,675 601.25 90.03 is 44.63 is 22.64 is --- 22.74 s 16.88 --- --- --- 0.743 107.65
6.30 257,325 601.30 90.47 is 43.69 is 22.16 is --- 24.61 s 18.60 --- --- --- 0.632 109.70
6.35 259,975 601.35 90.90 is 42.78 is 21.70 is --- 26.41 s 20.37 --- --- --- 0.520 111.79
6.40 262,625 601.40 91.33 is 41.91 is 21.26 is --- 28.15 s 22.20 --- --- --- 0.409 113.93
6.45 265,275 601.45 91.74 is 41.06 is 20.83 is --- 29.84 s 24.07 --- --- --- 0.298 116.10
6.50 267,925 601.50 92.15 is 40.25 is 20.41 is --- 31.49 s 26.00 --- --- --- 0.186 118.34
...End

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/25/2024
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 55.99 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 112,395 cuft
Drainage area = 25.900 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1
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
J ..... ______
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)

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

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

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/22/2024
Hyd. No. 1
PRE - POND 1
Hydrograph type = SCS Runoff Peak discharge = 23.29 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 80,928 cuft
Drainage area = 24.500 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.04 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/24.500
PRE - POND 1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — N.-- 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 Friday,03/22/2024
Hyd. No. 1
PRE - POND 1
Hydrograph type = SCS Runoff Peak discharge = 54.82 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 176,384 cuft
Drainage area = 24.500 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.04 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/24.500
PRE - POND 1
Q (cfs) Hyd. No. 1 -- 10 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
J ............._ .
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 Friday,03/22/2024
Hyd. No. 1
PRE - POND 1
Hydrograph type = SCS Runoff Peak discharge = 76.85 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 243,345 cuft
Drainage area = 24.500 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.04 min
Total precip. = 6.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/24.500
PRE - POND 1
Q (cfs) Hyd. No. 1 -- 25 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 1 30.00
20.00 20.00
10.00 10.00
0.00 - MIME - 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 Friday,03/22/2024
Hyd. No. 1
PRE - POND 1
Hydrograph type = SCS Runoff Peak discharge = 95.47 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 300,117 cuft
Drainage area = 24.500 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.04 min
Total precip. = 7.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/24.500
PRE - POND 1
Q (cfs) Hyd. No. 1 -- 50 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)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/22/2024
Hyd. No. 1
PRE - POND 1
Hydrograph type = SCS Runoff Peak discharge = 115.59 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 361,960 cuft
Drainage area = 24.500 ac Curve number = 67.5*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.04 min
Total precip. = 7.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(33.600 x 68)]/24.500
PRE - POND 1
Q (cfs) Hyd. No. 1 -- 100 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
J .
0.00 - - 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 Friday,03/22/2024
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 76.70 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 154,887 cuft
Drainage area = 25.900 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 — 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ' — 0.00
0 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 Friday,03/22/2024
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 136.39 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 278,765 cuft
Drainage area = 25.900 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
140.00 I 140.00
120.00 120.00
-
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0.0 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)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/22/2024
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 174.00 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 359,227 cuft
Drainage area = 25.900 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1
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 ' 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 Friday,03/22/2024
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 204.29 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 425,161 cuft
Drainage area = 25.900 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1
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)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/22/2024
Hyd. No. 5
POST - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 236.09 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 495,327 cuft
Drainage area = 25.900 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 1
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 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 23.29 2 726 80,928 PRE-POND 1
2 SCS Runoff 4.927 2 730 20,485 PRE-SCM 2
4 SCS Runoff 0.000 2 n/a 0 POST-VOID
5 SCS Runoff 76.70 2 716 154,887 POST-SCM 1
6 SCS Runoff 21.91 2 716 44,253 POST-SCM 1 B VOID
7 SCS Runoff 18.66 2 716 37,675 POST-SCM 2
9 Reservoir 4.776 2 768 154,846 5 597.61 83,058 ROUTED-SCM 1
10 Reservoir 0.531 2 882 37,649 7 613.55 24,284 ROUTED-BMP 2
19076 Hydrographs.gpw Return Period: 2 Year Wednesday, 03/27/2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,03/27/2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type = Reservoir Peak discharge = 4.776 cfs
Storm frequency = 2 yrs Time to peak = 12.80 hrs
Time interval = 2 min Hyd. volume = 154,846 cuft
Inflow hyd. No. = 5 - POST - SCM 1 Max. Elevation = 597.61 ft
Reservoir name = SCM 1 Max. Storage = 83,058 cuft
Storage Indication method used.
ROUTED-SCM 1
Q (cfs) Hyd. No. 9 -- 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 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 9 Hyd No. 5 II 1 1 1 1 I II Total storage used = 83,058 cuft

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

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,03/27/2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type = Reservoir Peak discharge = 34.37 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 278,718 cuft
Inflow hyd. No. = 5 - POST - SCM 1 Max. Elevation = 598.68 ft
Reservoir name = SCM 1 Max. Storage = 128,920 cuft
Storage Indication method used.
ROUTED-SCM 1
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
140.00 I 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48
Time (hrs)
Hyd No. 9 Hyd No. 5 II II Total storage used = 128,920 cuft

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

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,03/27/2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type = Reservoir Peak discharge = 60.56 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 359,179 cuft
Inflow hyd. No. = 5 - POST - SCM 1 Max. Elevation = 599.33 ft
Reservoir name = SCM 1 Max. Storage = 159,066 cuft
Storage Indication method used.
ROUTED-SCM 1
Q (cfs) Hyd. No. 9 -- 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 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
Hyd No. 9 Hyd No. 5 111111111 Total storage used = 159,066 cuft

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

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,03/27/2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type = Reservoir Peak discharge = 79.60 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 425,112 cuft
Inflow hyd. No. = 5 - POST - SCM 1 Max. Elevation = 599.82 ft
Reservoir name = SCM 1 Max. Storage = 182,064 cuft
Storage Indication method used.
ROUTED-SCM 1
Q (cfs) Hyd. No. 9 -- 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 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 9 Hyd No. 5 111111111 Total storage used = 182,064 cuft

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

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,03/27/2024
Hyd. No. 9
ROUTED-SCM 1
Hydrograph type = Reservoir Peak discharge = 86.15 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 495,277 cuft
Inflow hyd. No. = 5 - POST - SCM 1 Max. Elevation = 600.36 ft
Reservoir name = SCM 1 Max. Storage = 208,850 cuft
Storage Indication method used.
ROUTED-SCM 1
Q (cfs) Hyd. No. 9-- 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 ilL r 30.00
0.00 I - 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 9 Hyd No. 5 111111111 Total storage used = 208,850 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:10-20-2024
DESIGN CRITERIA PER NCDENR BMP ORDINANCE
*SCM-SAND FILTER- 2
*Total Drainage Area(A): 6.30 ac
* Total Impervious Area"I"USED= 45.0%(for Design) 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 10/24/2024
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMI19076-SCM PONDS.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:10-20-2024
Volume of Sand Chamber required(WQ Volume x 50%),NCDEQ MDC 3(4): 3,902 cf
Volume of the Sand Chamber provided: 3,975 cf
*Filtration Media Surface Area Provided:
Area of Sand Filter required(50%WQ Volume /WQ Ponding design depth),NCDEQ MDC 3(3): 2,601 sf
Area of sand Filter provided: 2,650 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 2,650 0 0 --- 2,650 0 0 Pond Bot
612.0 2,650 1,325 1,325 3,800 10,000 3,163 3,163
613.0 2,650 2,650 3,975 8,300 15,000 12,500 15,663
614.0 16,500 15,750 31,413
614.5 17,200 8,425 39,838
615.0 17,900 8,775 48,613
616.0 19,500 18,700 67,313 Pond Top
Static Water Quality Elevation @ 612.37 ft
Design Static Water Quality Elevation @ 613.00 ft
Static Channel Protection Elevation @ 613.87 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= 0.0000 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.5 ft/day
Af: Surface area of sand media,sf 0 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 = 0.0000 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 #DIV/0! hrs
*Orifice Calcs For Channel Protection Dewatering Time 2 days(48 hrs)Beyond Center of 24-hr Storm
(Sized for the Volume of 1-yr Storm with 50%remained at 36th Hour,5%remained at 60th Hour,
and drained completely at 120th Hour).
1-yr Storm Volume,Less 50%Remain Beyond 36th Hour 14,581 cf
Average Surface Area 6,162 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))/c)(t)(2g)^(1/2)) (NCDENR, Orifice Equation)
a=10.030 where:
A=Resevoir Area, sf 6,162
.Approx.Orifice Diameter(inch),d= 2.34 h=Falling Head,ft 2.26
c=Discharge Coefficient 0.6
Orifice Diameter(inch)Used,d= 2.5 t=Time( 36 hrs),sec. 129,600
g=Accelleration,ft/sq.se 32.2
a=Orifice Area(sf)
d=Orifice Diameter(inch)
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter 0.0000 cfs
printed 10/24/2024
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapellCALCSISCMl19076-SCM PONDS.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:10-20-2024
Use(6)35 If of 6"Sch 40 PVC, Use 6 of
w/3/8"perforations spaced 6"on center,4 rows w/90-deg apart 35 LF of 6 inch
#of Perforation=(#pipes)(2 holes per foot)(Linear feet/per pipe)(4 rows per pipe)
=(6 pipes)(2)(3510(4) 1680 holes
Capacity of one hole(3/8")=CA((orifice equation) 0.0078 cfs
c=Discharge Coefficient 0.6
g=Accelleration,ft/sq.sec 32.2
a=Orifice Area(st)of 3/8"hole 0.0008
h=head above perforation 4.5
Total Capacity=Capacity of 1 hole x#of holes 13.1547 cfs
Total Capacity w/50%lost to clogging 6.5773 cfs
Underdrain Pipe Capacity=1.49/n(A)(A/P)^(2/3)(Manning Eq) 0.395 cfs
n=pipe coefficient 0.013
A=Area(st)of 6"dia pipe 0.1963
P=Pipe Perimeter,ft 1.57
s=slope,0.5% 0.005
Underdrain Pipe Capacity w/50%lost to clogging L 0.1974 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.)= 30 in
Outlet Pipe Size(O.D.)= 3.08 ft
L,Length of Outlet Pipe= 61 If
Min.Flow Length= 70.2 ft Min.Flow Length:
Total Lengh of Collar offset = 9.1 ft 115%of outlet pipe
Number of anti-seep collars 3
Offset per collar 3.1 ft
Min.Outside dimension of each collar 6.13 ft
Designed collars 3 at 6.5'x 6.5'
printed 10/24/2024
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westlay ChapellCALCSISCM119076-SCM PONDS.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:06-19-2023
Charlotte.Mecklenburg
STORM
WATER
Services
SCM Inset Table
Sand Filter-SCM#2
Project Name: McCoy Farm
Sequence ID: I 2
Drainage Area(acres): 6.3
Land Use/Development Type: >2 acres-Residential Open Space_
Vegetation Type: Grassed
Percent Built-Upon Area: 45% _
Sediment Chamber Length(ft.): 80
Sediment Chamber Width(ft.): 81
Sediment Chamber Height(ft.): 1
Sand Filter Type: Surface
Media Depth(ft.): 1
Media Surface Area(ft2): 2,650
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 6/19/2024
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelhCALCSISCM119076-SCM PONDS.xls page 1 of 1

Pond Report 2
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Thursday, 10/24/2024
Pond No. 5 - SCM 2
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=611.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 611.50 2,650 0 0
0.50 612.00 10,000 3,163 3,163
1.50 613.00 15,000 12,500 15,663 ��•
2.50 614.00 16,500 15,750 31,413
3.00 614.50 17,200 \ 8,425 39,838 GQP
3.50 615.00 17,900 �� 8,775 48,613
4.50 616.00 19,500 A� 18,700 67,313 ,SLQ ��� A
.Z. �Q'
Culvert/Orifice Structures �0<<\�'� Weir Structures Q�c��� �OQ�� Co
[A] [B] [C] O[PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 2.50 12.00 0.00 Crest Len(ft) = 16.00 16.00 10.00 0.00
Span(in) = 30.00 2.50 14.00 0.00 Crest El.(ft) = 615.50 614.50 615.00 0.00
No.Barrels = 1 1 4 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 608.90 613.00 613.50 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 55.00 0.50 0.50 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.55 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 611.50 0.00 0.00 0.00 --- 0.00 0.00 0.00 --- --- --- 0.000
0.05 316 611.55 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.012 0.012
0.10 633 611.60 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.024 0.024
0.15 949 611.65 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.036 0.036
0.20 1,265 611.70 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.049 0.049
0.25 1,581 611.75 17.65oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.061 0.061
0.30 1,898 611.80 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.073 0.073
0.35 2,214 611.85 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.085 0.085
0.40 2,530 611.90 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.097 0.097
0.45 2,846 611.95 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.109 0.109
0.50 3,163 612.00 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.122 0.122
0.60 4,413 612.10 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.126 0.126
0.70 5,663 612.20 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.130 0.130
0.80 6,913 612.30 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.134 0.134
0.90 8,163 612.40 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.138 0.138
1.00 9,413 612.50 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.142 0.142
1.10 10,663 612.60 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.146 0.146
1.20 11,913 612.70 17.65oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.150 0.150
1.30 13,163 612.80 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.154 0.154
1.40 14,413 612.90 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.158 0.158
1.50 15,663 613.00 17.65 oc 0.00 0.00 --- 0.00 0.00 0.00 --- --- 0.162 0.162
1.60 17,238 613.10 17.65 oc 0.02 is 0.00 --- 0.00 0.00 0.00 --- --- 0.166 0.184
1.70 18,813 613.20 17.65 oc 0.05 is 0.00 --- 0.00 0.00 0.00 --- --- 0.170 0.221
1.80 20,388 613.30 17.65 oc 0.07 is 0.00 --- 0.00 0.00 0.00 --- --- 0.174 0.247
1.90 21,963 613.40 17.65 oc 0.09 is 0.00 --- 0.00 0.00 0.00 --- --- 0.178 0.267
2.00 23,538 613.50 17.65 oc 0.10 ic 0.00 --- 0.00 0.00 0.00 --- --- 0.182 0.285
2.10 25,113 613.60 17.65 oc 0.12 ic 0.50 ic --- 0.00 0.00 0.00 --- --- 0.186 0.803
2.20 26,688 613.70 17.65 oc 0.13 ic 1.42 ic --- 0.00 0.00 0.00 --- --- 0.190 1.736
2.30 28,263 613.80 17.65 oc 0.14 ic 2.61 ic --- 0.00 0.00 0.00 --- --- 0.194 2.939
2.40 29,838 613.90 17.65 oc 0.15 ic 4.02 ic --- 0.00 0.00 0.00 --- --- 0.198 4.361
2.50 31,413 614.00 17.65 oc 0.16 ic 5.62 ic --- 0.00 0.00 0.00 --- --- 0.202 5.975
2.55 32,255 614.05 17.65 oc 0.16 ic 6.48 ic --- 0.00 0.00 0.00 --- --- 0.206 6.846
2.60 33,098 614.10 17.65 oc 0.16 ic 7.38 ic --- 0.00 0.00 0.00 --- --- 0.210 7.758
2.65 33,940 614.15 17.65 oc 0.17 ic 8.33 ic --- 0.00 0.00 0.00 --- --- 0.214 8.709
2.70 34,783 614.20 17.65 oc 0.17 ic 9.31 ic --- 0.00 0.00 0.00 --- --- 0.218 9.696
2.75 35,625 614.25 17.65 oc 0.18 ic 10.32 ic --- 0.00 0.00 0.00 --- --- 0.222 10.72
Continues on next page...

3
SCM 2
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 36,468 614.30 17.65 oc 0.18 is 11.37 is --- 0.00 0.00 0.00 --- --- 0.227 11.77
2.85 37,310 614.35 17.65 oc 0.18 is 12.45 is --- 0.00 0.00 0.00 --- --- 0.231 12.86
2.90 38,153 614.40 17.65 oc 0.19 is 13.56 is --- 0.00 0.00 0.00 --- --- 0.235 13.99
2.95 38,995 614.45 17.65 oc 0.19 is 14.71 is --- 0.00 0.00 0.00 --- --- 0.239 15.14
3.00 39,838 614.50 17.65 oc 0.19 is 15.89 is --- 0.00 0.00 0.00 --- --- 0.243 16.33
3.05 40,715 614.55 17.65 oc 0.20 is 16.66 is --- 0.00 0.60 0.00 --- --- 0.243 17.70
3.10 41,593 614.60 19.29 oc 0.20 is 17.40 is --- 0.00 1.68 0.00 --- --- 0.243 19.53
3.15 42,470 614.65 21.42 oc 0.20 is 18.12 is --- 0.00 3.10 0.00 --- --- 0.243 21.66
3.20 43,348 614.70 23.77 oc 0.21 is 18.80 is --- 0.00 4.77 0.00 --- --- 0.243 24.02
3.25 44,225 614.75 26.32 oc 0.21 is 19.46 is --- 0.00 6.66 0.00 --- --- 0.243 26.57
3.30 45,103 614.80 29.06 oc 0.21 is 20.10 is --- 0.00 8.75 0.00 --- --- 0.243 29.31
3.35 45,980 614.85 31.96 oc 0.22 is 20.72 is --- 0.00 11.03 0.00 --- --- 0.243 32.20
3.40 46,858 614.90 35.01 oc 0.22 is 21.32 is --- 0.00 13.47 0.00 --- --- 0.243 35.25
3.45 47,735 614.95 38.20 oc 0.22 is 21.90 is --- 0.00 16.08 0.00 --- --- 0.243 38.44
3.50 48,613 615.00 41.52 oc 0.21 is 22.47 is --- 0.00 18.84 0.00 --- --- 0.243 41.76
3.60 50,483 615.10 47.11 is 0.16 is 22.19 is --- 0.00 24.76 0.82 --- --- 0.243 48.18
3.70 52,353 615.20 49.50 is 0.13 is 18.30 is --- 0.00 31.06 s 2.33 --- --- 0.243 52.06
3.80 54,223 615.30 50.90 is 0.12 is 16.07 is --- 0.00 34.70 s 4.27 --- --- 0.243 55.41
3.90 56,093 615.40 51.97 is 0.11 is 14.44 is --- 0.00 37.42 s 6.58 --- --- 0.243 58.79
4.00 57,963 615.50 52.89 is 0.10 is 13.12 is --- 0.00 39.67 s 9.19 --- --- 0.243 62.32
4.10 59,833 615.60 53.81 is 0.08 is 11.56 is --- 1.68 40.49 s 12.08 --- --- 0.243 66.13
4.20 61,703 615.70 54.69 is 0.07 is 9.91 is --- 4.75 s 39.96 s 15.22 --- --- 0.243 70.15
4.30 63,573 615.80 55.44 is 0.06 is 8.61 is --- 7.35 s 39.42 s 18.60 --- --- 0.243 74.27
4.40 65,443 615.90 56.10 is 0.06 is 7.60 is --- 9.43 s 39.00 s 22.19 --- --- 0.243 78.52
4.50 67,313 616.00 56.71 is 0.05 is 6.77 is --- 11.21 s 38.65 s 26.00 --- --- 0.243 82.93
...End

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 13.62 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 27,339 cuft
Drainage area = 6.300 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
) L
0.00 — — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

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

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

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

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
Hydrograph type = SCS Runoff Peak discharge = 4.927 cfs
Storm frequency = 2 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 20,485 cuft
Drainage area = 6.300 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
Hydrograph type = SCS Runoff Peak discharge = 11.76 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 44,647 cuft
Drainage area = 6.300 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 - `- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
Hydrograph type = SCS Runoff Peak discharge = 16.50 cfs
Storm frequency = 25 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 61,597 cuft
Drainage area = 6.300 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.00 min
Total precip. = 6.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
I
6.00 6.00
3.00 3.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
Hydrograph type = SCS Runoff Peak discharge = 20.53 cfs
Storm frequency = 50 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 75,967 cuft
Drainage area = 6.300 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.00 min
Total precip. = 7.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - .} - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 2
PRE - SCM2
Hydrograph type = SCS Runoff Peak discharge = 24.89 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 91,621 cuft
Drainage area = 6.300 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.00 min
Total precip. = 7.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - SCM 2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 18.66 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 37,675 cuft
Drainage area = 6.300 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 • ,- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

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

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

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 49.69 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 103,418 cuft
Drainage area = 6.300 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
1
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — ''' \".." ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 12/14/2023
Hyd. No. 7
POST - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 57.43 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 120,485 cuft
Drainage area = 6.300 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST - SCM 2
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
60.00 I 60.00
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/25/2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type = Reservoir Peak discharge = 0.531 cfs
Storm frequency = 2 yrs Time to peak = 14.70 hrs
Time interval = 2 min Hyd. volume = 37,649 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 613.55 ft
Reservoir name = SCM 2 Max. Storage = 24,284 cuft
Storage Indication method used.
ROUTED-BMP 2
Q (cfs) Hyd. No. 10 --2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 10 Hyd No. 7 I Total storage used = 24,284 cuft

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

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/25/2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type = Reservoir Peak discharge = 15.76 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 87,354 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.48 ft
Reservoir name = SCM 2 Max. Storage = 39,435 cuft
Storage Indication method used.
ROUTED-BMP 2
Q (cfs) Hyd. No. 10--25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 10 Hyd No. 7 111111111 Total storage used = 39,435 cuft

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 03/25/2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type = Reservoir Peak discharge = 26.17 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 103,392 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.74 ft
Reservoir name = SCM 2 Max. Storage = 44,089 cuft
Storage Indication method used.
ROUTED-BMP 2
Q (cfs) Hyd. No. 10 -- 50 Year Q (cfs)
50.00 - 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
1(
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
— Hyd No. 10 Hyd No. 7 1111111 I Total storage used =44,089 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/25/2024
Hyd. No. 10
ROUTED-BMP 2
Hydrograph type = Reservoir Peak discharge = 37.45 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 120,459 cuft
Inflow hyd. No. = 7 - POST - SCM 2 Max. Elevation = 614.93 ft
Reservoir name = SCM 2 Max. Storage = 47,461 cuft
Storage Indication method used.
ROUTED-BMP 2
Q (cfs) Hyd. No. 10 -- 100 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
44-111w
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. 7 111111111 Total storage used =47,461 cuft

Project:McCoy Farm DPR DESIGN,INC. Created by:JMM
Project#:19076 SCM OUTLET STRUCTURE Checked by:HN
Location:Wesley Chapel,NC BOUYANCY CALCULATIONS Date:06/14/2023
Rev:10/20/2024
OUTLET STRUCTURE BOUYANCY CALCULATION
SCM Number SCM#1 SCM#2
Structure Number 1D-01 2C-01
WEIGHT OF DISPLACED WATER BY STRUCTURE
Volume of riser:
Outlet Pipe Diameter(in)= 36 30 r
Outside Length(ft)= 4.00 5.00
Outside Width(ft)= 5.00 5.00
Wall Thickness(ft)= 0.50 0.50 0.50
Weir Elev(ft)= 599.60 614.50
Invert Out(ft)= 592.30 609.20
Height of Weir to Invert Out(ft)= 7.30 5.30 0.00
Riser Volume(cu.ft)= 146.00 132.50 0.00
Volume of base:
Length(ft)= 4.00 5.00 0.00
Width(ft). 5.00 5.00 0.00
Height(ft)= 0.67 0.67 0.67
Base Volume(cu.ft)= 13.33 16.67 0.00
Total Volume of Structure: 159.33 149.17 0.00
Weight of Water(Ibs/cu.ft)= 62.4 62.4 62.4
Weight of Water Displaced(Ibs) 9,942 9,308 0
WEIGHT OF STRUCTURE
Volume of Base(cu ft)= 13.33 16.67 0.00
Volume of riser:
Outside Area(sf)= 20.00 25.00 0.00
Inside Area(sf)= 12.00 16.00 1.00
Net Area(sf)= 8.00 9.00 -1.00
Height of Riser to Weir(ft)= 7.30 5.30 0.00
Volume of Riser(cu ft)= 58.40 47.70 0.00
Area Loss for outlet pipe opening(sf): 7.07 4.91 0.00
Volume Loss for outlet pipe opening(cu.ft): -3.53 -2.45 0.00
Net Volume of Riser(sf)= 54.87 45.25 0.00
Volume of Posts(cu.ft):
Weir Height(in)= 6.00 6.00 6.00
Volume of Posts(cu.ft)= 0.89 0.89 0.89
Volume of Top Slab(cu.ft):
Length(ft)= 4.00 5.00 0.00
Width(ft)= 5.00 5.00 0.00
Thickness(in)= 6.00 6.00 6.00
Volume of Top slab(cuff)= 10.00 12.50 0.00
Volume Loss for Opening for Frame/Cover(cu ft)= 1.83 1.83 1.83
Volume of Top slab(cuff)= 8.17 10.67 -1.83
Weight of Concrete in Structure(Ibs)= 12,361 11,755 -151
Weight of Ring and Cover(Ibs)= 230 230 230
Total Weight Structure(Ibs)= 12,591 11,985 79
Anchor Block:
Length'(ft)= 5.00 6.00 1.00
Width*(ft)= 6.00 6.00 1.00
Height'(ft)= 0.00 0.00
Anchor Block Volume(cu.ft)= 0.0 0.0 0.0
Weight of Water(Ibs/cu.ft)= 62.4 62.4 62.4
Weight of Water Displaced by Anchor Block(Ibs) 0 0 0
Weight of Anchor Block(Ibs) 0 0 0
Not Required Not Required Not Required
*Length,Width,and Height are representative
only. Anchor blocks are to be sized and designed
by manufacturer to meet volume and weight
minimums.
NET BOUYANCY***
Weight of Water Displaced(Ibs)= 9,942 9,308 0
Total Weight Structure(Ibs)= 12,591 11,985 79
Bouyancy(Ibs)= 2,649 2,677 79
Safety Factor= 1.27 1.29 #DIV/0!
***Includes anchor block,if needed
Z:IShared1Projects12 0 1911 9 0 7 6 Carolyn Farm-Kahuna Group-Westley ChapeIICALCSISCM\19076-SCMAnchor Block.xls printed 10/28/2024

Storm Sewer Profile Proj. file: 19076-1C SCM 1.stm
co
O= O5 O
0
o O OM
O l(j - O 03N
Elev. (ft) g w Lo 0 0 Lo
o -o W o w LLl
co E j m E >
609.00 609.00
605.00 605.00
601.00 601.00
597.00 597.00
593.00 — - • - • 593.00
—
589.00 589.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 19076-2C SCM 2.stm
cu
8 ,n c -J 0
oc000 co r-oo
Elev. (ft) o w 8 Tr a)
o -6W o wW
mE > m E >
625.00 625.00
621.00 621.00
617.00 617.00
613.00 613.00
609.00 — • - • 609.00
54.656Lf-30"@ 0.55% _
605.00 605.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Project:McCoy Farm DPR ASSOCIATES Computed by:JMM
Job#: 19076 Grate Drop Inlet Calculations Checked by:HN
Location:Wesley Chapel,NC Date:12-22-2021
Storm Frequency: 25yr. REVISION:06-14-2023
Weir Flow Orifice Flow:
-
c
U) _ N o
a) o W .. '-' - Q w L II
ii Q E _N U m • o U > z 3 m _ IY
2 j = m (o.) a) > O O O LL > 7 OH
' c W a) o co w C.) .. 0 ( o t 0 E Y - E
o. c .0 E Lo H c) .0 m U m :-: m m m o) x ' Q Fs E
in H tY rY CN1 O U o m 0 0 @ m w a o
J 2m U � U` U` U' Q 2m � � t7 U
1A-15 1.20 603.50 1.0 604.50 0.5 8.39 5.54 3 10 0.32 0.6 16.5 2 16 3.67 0.10 0.32(ft) 25 yr.5 min. 840.14
1A-16 0.60 ouz.,,, " 0 603.30 0.5 8.39 2.77 3 10 0.6 16.5 2 16 3.67 0.02 0.20(ft) 25 yr.5 min. 840.14
1A-17 0.40 603 A' 1.0 604.40 0.5 8.39 1.85 3 10 0.6 16.5 2 16 3.67 0.01 0.16(ft) 25 yr.5 min. 840.14
1A-18 0.90 601.20 1.0 602.20 0.5 8.39 4.15 3 10 0.27 0.6 16.5 2 16 3.67 0.06 0.27(ft) 25 yr.5 min. 840.14
1 B-04 2.20 621.10 1.0 622.10 0.5 8.39 10.15 3 10 0.49 0.6 16.5 2 16 3.67 0.33 0.49(ft) 25 yr.5 min. 840.14
1B-15 0.80 619.20 1.0 620.20 0.5 8.39 3.69 3 10 0.25 0.6 16.5 2 16 3.67 0.04 0.25(ft) 25 yr.5 min. 840.14
1B-26 0.90 613" ) 614.30 0.5 8.39 4.15 3 10 0.6 16.5 2 16 3.67 0.06 0.27(ft) 25 yr.5 min. 840.14
1B-27 0.50 60 1.0 607.50 0.5 8.39 2.31 3 10 0.6 16.5 2 16 3.67 0.02 0.18(ft) 25 yr.5 min. 840.14
2B-01 0.90 617.90 1.0 618.90 0.5 8.39 4.15 3 10 0.27 0.6 16.5 2 16 3.67 0.06 0.27(ft) 25 yr.5 min. 840.14
2B-02 0.60 616.50 1.0 617.50 0.5 8.39 2.77 3 10 0.20 0.6 16.5 2 16 3.67 0.02 0.20(ft) 25 yr.5 min. 840.14
2B-03 0.40 615.50 1.0 616.50 0.5 8.39 1.85 3 10 0.16 0.6 16.5 2 16 3.67 0.01 0.16(ft) 25 yr.5 min. 840.14
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISTORM+EC119076-18/ 2&2023 Sheet:1 of 1