SW3230803_Stormwater Report_20231219

STORM DRAINAGE, CULVERT, AND
EROSION CONTROL 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
\\\\�0\\\"CiA 11"1/4i////// December 15th, 2023 \\\\���o\\oto1AROi
°a� SEAL 9r
* C-650 n * - 030523
) %." ° o Pao•°°C./ '% •SAPINe"
///ii�ir° C IA„`\�0 IlIIlll4h �'L
DPR Associates, Inc. Hy guy ,

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
1A-09 7
6
1 - 15 1 8
1A-12 5 1A a 22
18 A-16 4
1 A-14 -13 16 .,R9
17 3
1A-15 1A-17 14 A-04
1A-05
11
A122 1A-18
19 A-0:
1 A-21
20 1
Outfall
21 - 0
Project File: PR STORM 1A.stm Number of lines:22 Date: 12/18/2023
Storm Sewers v2022.00

Spread Page 1
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Gutter Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Slope Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
22 1A-06A 1A-06A pipe 0.50 4.00 0.80 1.60 .... 1.60 0.00 .... n/a
21 1A-19 Pipe-(169) 0.50 4.00 0.84 1.68 4.00 0.020 0.020 Sag 1.68 0.00 14.95 Sag
20 1A-20 Pipe-(133) 0.50 4.00 0.36 0.72 4.00 0.020 0.020 Sag 0.72 0.00 9.36 Sag
19 1A-18 Pipe-(132) 0.50 4.00 1.18 2.36 4.00 0.020 0.020 Sag 2.36 0.00 18.24 Sag
18 1A-13 Pipe-(152) 0.50 4.00 0.59 1.18 4.00 0.020 0.083 0.010 1.07 0.10 5.33 4
17 1A-14 Pipe-(125) 0.50 4.00 0.65 1.30 8.00 0.020 0.083 Sag 1.30 0.00 3.32 Sag
16 1A-15 Pipe-(175) 0.50 4.00 0.76 1.52 8.00 0.020 0.083 Sag 1.52 0.00 3.92 Sag
15 1A-10 Pipe-(171) 0.50 4.00 0.20 0.40 4.00 0.020 0.083 0.010 0.40 0.00 1.94 3
14 1A-05 Pipe-(130) 0.50 4.00 0.18 0.36 4.00 0.020 0.083 0.010 0.36 0.00 1.87 15
13 1A-01 Pipe-(117) 0.50 4.00 0.12 0.24 4.00 0.020 0.083 0.010 0.24 0.00 1.60 12
12 1A-02 Pipe-(181) 0.50 4.00 0.51 1.02 4.00 0.020 0.083 0.010 0.95 0.07 4.83 11
11 1A-03 Pipe-(118) 0.50 4.00 0.15 0.30 4.00 0.020 0.083 0.010 0.37 0.00 1.88 10
10 1A-04 Pipe-(180) 0.50 4.00 0.50 1.00 4.00 0.020 0.083 0.010 0.94 0.06 4.76 9
9 1A-06 Pipe-(119) 0.50 4.00 0.04 0.08 4.00 0.020 0.083 0.010 0.14 0.00 1.32 8
8 1A-07 Pipe-(120) 0.50 4.00 0.56 1.12 8.00 0.020 0.083 0.010 1.08 0.04 5.15 7
7 1A-08 Pipe-(121) 0.50 4.00 0.53 1.06 4.00 0.020 0.083 0.010 1.01 0.09 5.09 6
6 1A-09 Pipe-(122) 0.50 4.00 0.44 0.88 4.00 0.020 0.083 0.010 0.91 0.06 4.64 5
5 1A-11 Pipe-(153) 0.50 4.00 0.49 0.98 4.00 0.020 0.083 0.010 0.97 0.07 4.88 4
4 1A-12 Pipe-(177) 0.50 4.00 0.08 0.16 8.00 0.020 0.083 0.010 0.34 0.00 1.82 Offsite
3 1A-16 Pipe-(176) 0.50 4.00 0.09 0.18 4.00 0.020 0.083 0.010 0.18 0.00 1.44 16
2 1A-17 Pipe-(173) 0.00 0.00 0.00 0.00 n/a
1 1A-21 Pipe-(178) 0.50 4.00 0.51 1.02 4.00 0.020 0.020 0.010 0.75 0.27 12.10 Offsite
Project File: PR STORM 1A.stm Number of lines:22 Date: 12/18/2023
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

D P R Storm Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
22 1A-06A 605.16 606.20 604.60 0.80 7.58 0.50 0.00 3.03 3.03 0.012 15 194.040 0.82 6.35 5.11 1.74 606.90 Hdwall 9
21 1A-19 602.30 599.60 598.60 0.84 7.58 0.50 0.00 3.18 3.18 0.012 15 165.859 0.60 5.43 4.60 3.55 600.32 Dp-Grate 20
20 1A-20 603.40 598.40 597.60 0.36 7.58 0.50 0.00 1.36 4.42 0.012 15 127.382 0.63 5.54 5.02 2.35 599.25 Dp-Grate 1
19 1A-18 603.50 599.30 597.70 1.18 7.58 0.50 0.00 4.47 4.47 0.012 15 131.470 1.22 7.72 6.52 2.25 600.16 Dp-Grate 1
18 1A-13 603.49 599.30 598.90 0.59 7.58 0.50 0.00 2.23 2.23 0.012 18 56.819 0.70 9.54 1.99 3.64 599.86 Comb. 4
17 1A-14 603.37 599.80 599.60 0.65 7.58 0.50 0.00 2.46 2.46 0.012 15 24.400 0.82 6.33 3.29 2.52 600.43 Comb. 16
16 1A-15 603.37 599.40 598.60 0.76 7.58 0.50 0.00 2.88 5.31 0.012 15 87.645 0.91 6.68 6.04 4.19 600.33 Comb. 3
15 1A-10 605.25 600.90 600.70 0.20 7.58 0.50 0.00 0.76 0.76 0.012 15 24.393 0.82 6.33 1.49 3.30 601.24 Comb. 6
14 1A-05 608.00 603.80 603.60 0.18 7.58 0.50 0.00 0.68 0.68 0.012 15 24.103 0.83 6.37 0.66 3.14 604.12 Comb. 10
13 1A-01 610.17 605.40 604.50 0.12 7.58 0.50 0.00 0.45 0.45 0.012 15 75.964 1.18 7.61 2.25 3.66 605.66 Comb. 12
12 1A-02 609.41 604.20 603.90 0.51 7.58 0.50 0.00 1.93 2.33 0.012 18 45.725 0.66 9.21 4.35 3.56 604.78 Comb. 11
11 1A-03 608.96 603.70 603.20 0.15 7.58 0.50 0.00 0.57 2.86 0.012 18 96.676 0.52 8.18 1.69 3.29 604.34 Comb. 10
10 1A-04 607.99 603.00 602.70 0.50 7.58 0.50 0.00 1.89 5.22 0.012 18 41.457 0.72 9.68 2.96 3.39 604.57 Comb. 9
9 1A-06 607.59 602.50 602.10 0.04 7.58 0.50 0.00 0.15 8.15 0.012 18 64.931 0.62 8.93 5.84 3.37 604.28 Comb. 8
8 1A-07 606.97 601.90 601.40 0.56 7.58 0.50 0.00 2.12 10.05 0.012 24 81.093 0.62 19.24 6.19 2.79 603.03 Comb. 7
7 1A-08 606.19 601.00 600.10 0.53 7.58 0.50 0.00 2.01 11.80 0.012 24 98.966 0.91 23.37 6.38 3.15 602.23 Comb. 6
6 1A-09 605.25 599.90 599.50 0.44 7.58 0.50 0.00 1.67 13.87 0.012 24 76.369 0.52 17.73 6.24 3.01 601.24 Comb. 5
5 1A-11 604.51 599.30 598.50 0.49 7.58 0.50 0.00 1.86 15.43 0.012 24 46.755 1.71 32.05 7.06 3.54 600.71 Comb. 4
4 1A-12 604.04 598.30 598.10 0.08 7.58 0.50 0.00 0.30 17.64 0.012 24 24.430 0.82 22.17 7.83 3.94 599.81 Comb. 3
3 1A-16 604.04 597.60 597.20 0.09 7.58 0.50 0.00 0.34 22.68 0.012 30 60.798 0.66 36.04 6.77 5.67 599.22 Comb. 2
2 1A-17 605.37 597.20 596.40 0.00 0.00 0.00 0.00 0.00 22.55 0.012 30 146.712 0.55 32.81 5.86 2.30 598.81 MH 1
1 1A-21 601.20 596.40 596.10 0.51 7.58 0.50 0.00 1.93 31.80 0.012 36 57.395 0.52 52.24 7.05 0.90 598.23 Dp-Grate Outfall
Project File: PR STORM 1A.stm Number of lines:22 Date: 12/18/2023
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
as
as
• 5
—
o -1 O= _1 O
O ' o ' o
O p O• O N CO^ cfl tom
O (p f0 M G O C Oi
Elev. (ft) o w �o c .°�
o w o www ww
0 c u) E c c co E c
613.00 613.00
•
609.00 609.00
•
605.00 605.00
------------
601.00 —7 601.00
--
li
A 1-3-1,470E a 1.22°/u
597.00 597.00
b/..39bLT-36"@ 0.52% r
593.00 I 593.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
cp
N (N N
C 7 E 5 C 5
O E —I OE J OE J 0
— ' O O O
O O 11) N�(O n V CO M CO CO
0 co O 09 Q(ON- n �00 00 CO �0)
•Elev. (ft) o w <?,,,,ii „Lou,• � o� C°°�
D o w o Www www c L.T.
CUE > co E» ;s E» m E >
co E cn E5c co Ecc (n a
613.00 613.00
•
•
609.00 609.00
605.00 • 605.00
601.00 — 601.00
----------
- - - Cll 0.68"/0
127.382Lf 1 s°©0.b3:o
597.00 —597.00
— —I
— 57 395Lf-q6"Q-0 52% —
593.00 593.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
cu — N c') nr
C 7 5 5 C C C toE 7
O 00 C J O C J O C J O C J O C J O
OOO CS) NVV O MNN O OCON- M OM Ic) W EOM
•
O COO M LOCO .- 0rr O 8-rof co 't000O O poi
•Elev. (ft) o w �i ,� coLa� o cou°i� <co D• �� <co °�� M <°°�
o -p III WW W N W W W N W W W N WW W M W W
co E as E» ;o E > > ° E > ; m E» co E >
cnC9E u) E c c co EEE cn E.E.S. cn E5E to Ec
613.00 613.00
609.00 - - 609.00
605.00 _ 605.00
T
601.00 — 601.00
597.00 J — 597.00
14b.7I2Lf-30"@065%
— 443./55L1-24"@ 1.71%
— 24.430Lf-24"ti 0.82%
— 57 3q5Lf-36"&II 52% 60 708Lf 30"@ 0.66
593.00 I % 593.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
M CC r-
7 . 7 . 7 C 7
0 E J 0 E J O.C J 0
n 00 ' 't00 ' N00 . n0
co N N °0 00(0 M V)'Cr M M0
00 00 000 V 0Wco) co 00)
Elev. (ft) o<o ,�,cn <°,o,n <°,00 <°,��
o W w w o www www ww
m E > > coo E» co E» co E>
co c c <o E c c co E c c <o Fe
614.00 614.00
610.00 - 610.00
606.00 / 606.00
602.00 602.00
-- o
598.00 — 598.00
Mi 00.7904-f 30"@ 0.66°L•
— 24.4tiuLf-15"@ 0.82%
594.00 594.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
co
0E OE J 0
otO O00 0", �M
O Q O O WO CI. Om
oi
Elev. (ft) o co ,6„n N c• co,n
oWww o www o ww
as > ; E 5 m E
E E
610.00 610.00
607.00 - . 607.00
604.00 — 604.00
•
601.00 • 601.00
56.819Lf-18"(CU U./Uti'o
598.00 ■ 24.430Lf-24"@ 0.02% 598.00
595.00 595.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
N
(0 Co °0 O N
t`
7 C 7 C 7 7 C 7 C 7 C 7
O C J O C J O C C O C J O C J O C J OO
_ J
Co 0 ' 00 ' Lo00 a) �00 ' �00 000 ' NO
00 cotn Lo •
Min N O)� O O 007 V Ln�co v O N 0
0 0 0)0) t` 00)O 00)0 O 000 000 . 000 00
Elev. (ft) o CO em u' v 00o N ou)m N omm o ,?mm cmcD LL•Im
0W W W 0 wWW wWW (NI WWW cowWIII M WWW In •pW
m E > > co E > > as E » m E » as E» ;e E » as E >
u)ii c c co 2E.E to E5= to 2_= u) iicc to E c c t 6E
624.00 624.00
•
618.00 - - 618.00
•
612.00 — - —612.00
606.00 I ---- --- -- 606.00
194.U40Lr- 1 1'@ O.B2%
•
600.00 — 64.931 Lf-1 0.62% 600.00
81.000Lf 21"@ 0 62%
—ciTr 966Lt-24"0 0.915
— 76.369Lf-24"(�0.52%
— 46.75.,Lf-24"@ 1.71A
594.00 594.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
5 5
O E J O E J O E J 0
n O O 000 ' 000 ' 00
O O 0U')h N- 0000 000
0 O rNN M n c�)c) V 0M
Elev. (ft) o��° m C °mm o tomm 0m
0Www o www Wwuw Ma.
as E > > co E» m E» co E
cn E c c N E c c co Frcc 0) Ci E
619.00 619.00
•
615.00 • 615.00
•
•
•
611.00 611.00
•
607.00 — 607.00
•
--- -------
603.00 • III 603.00
41.437Lf-18"@ 0.72%
• 64.931 Lf-10"@ O.C2%
•
— 24.103tft3 L 0.83%
•
599.00 599.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1A.stm
O N M
7 c 7 c 7 c 7 c 5
O.c J O. J OE J 0= J 0
000 000 000 00 . �0
0• L()•n ^ 00•N• N 0 r-o) co Vit, .N U) Nr
O N- N N NMM a- OMM CO CD44 Co 0Lo
Elev. (ft) •co m m ��� �mcoo �mm �?m
oW W W O WWW WWW WWW N WW
mE > > m E » m E» m E> ; m E 5
COa c E CO *CZ cc co E c c U) E c c in E=
620.00 620.00
616.00 616.00
612.00 612.00
608.00 — — • —608.00
604.00 604.00
1— 96 6f 1.8"©n s9o4
— Al 4557Lf-1 R"Q 0 72_% — d5 775Lf-18"©0 66%
600.00 600.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
B-29
1B-26
3
29 2 B-2 4 1B-25
1: i
1 5
Outfall
1B-24
28
1B-23
6
1B-22
30
7 1B-21
8
1B-20 1 B-15
27 9 1B-18
1B-19
26
10
1B-28
25
B-17
1 B-16
11
1B-14
12 1B-13
23
1B-12 24
13
B-1 1 B-04
1 B-10
14 1B-09 21
22
1B-08 15
20 16
-05 1B-03
17
18
1B-02
1 B-01
Project File: PR STORM 1 B.stm Number of lines:30 Date:8/15/2022
Storm Sewers v2021.00

Spread Page 1
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
30 1B-28 Pipe-(160) 0.50 4.00 0.89 1.78 4.00 0.020 0.020 1.78 0.00 15.46 Sag
29 1B-29 Pipe-(162) 0.50 4.00 0.44 0.88 4.00 0.020 0.020 0.88 0.00 10.41 Sag
28 1B-23 Pipe-(131) 0.50 4.00 0.32 0.64 4.00 0.020 0.050 0.61 0.06 4.78 2
27 1B-19 Pipe-(165) 0.50 4.00 0.21 0.42 4.00 0.020 0.050 0.45 0.02 3.98 28
26 1B-15 Pipe-(111) 0.50 4.00 0.71 1.42 4.00 0.020 0.020 1.42 0.00 13.57 Sag
25 1B-16 Pipe-(146) 0.50 4.00 0.32 0.64 4.00 0.020 0.050 0.60 0.05 4.75 27
24 1 B-11 Pipe-(142) 0.50 4.00 0.44 0.88 4.00 0.020 0.050 0.90 0.16 6.06 23
23 1B-12 Pipe-(55) 0.50 4.00 0.12 0.24 4.00 0.020 0.050 0.39 0.01 3.61 25
22 1 B-08 Pipe-(102) 0.50 4.00 0.56 1.12 4.00 0.020 0.050 0.95 0.18 6.24 24
21 1B-04 Pipe-(100) 0.50 4.00 2.36 4.72 4.00 0.020 0.020 4.72 0.00 27.79 Sag
20 1 B-05 Pipe-(164) 0.50 4.00 0.58 1.16 4.00 0.020 0.050 0.99 0.21 6.42 19
19 1B-06 Pipe-(103) 0.50 4.00 0.10 0.20 4.00 0.020 0.050 0.39 0.01 3.63 22
18 1 B-01 Pipe-(136) 0.50 4.00 0.34 0.68 4.00 0.020 0.050 0.62 0.06 4.85 16
17 1 B-02 Pipe-(138) 0.50 4.00 0.44 0.88 8.00 0.020 0.050 0.84 0.04 5.53 20
16 1B-03 Pipe-(137) 0.50 4.00 0.31 0.62 4.00 0.020 0.050 0.62 0.06 4.85 15
15 1 B-07 Pipe-(104) 0.50 4.00 0.33 0.66 4.00 0.020 0.050 0.65 0.07 5.00 14
14 1B-09 Pipe-(105) 0.50 4.00 0.13 0.26 4.00 0.020 0.050 0.32 0.00 3.16 13
13 1 B-10 Pipe-(143) 0.50 4.00 0.45 0.90 4.00 0.020 0.050 0.79 0.12 5.61 12
12 1B-13 Pipe-(149) 0.50 4.00 0.29 0.58 4.00 0.020 0.050 0.63 0.06 4.91 11
11 1 B-14 Pipe-(150) 0.50 4.00 0.48 0.96 4.00 0.020 0.050 0.87 0.15 5.95 10
10 1B-17 Pipe-(184) 0.50 4.00 0.40 0.80 4.00 0.020 0.050 0.82 0.13 5.74 9
9 1B-18 Pipe-(185) 0.50 4.00 0.12 0.24 4.00 0.020 0.050 0.36 0.01 3.41 8
8 1 B-20 Pipe-(186) 0.50 4.00 0.51 1.02 4.00 0.020 0.050 0.88 0.15 5.96 7
Project File: PR STORM 1 B.stm Number of lines. 30 Date: 6/30/2022
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Spread Page 2
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
7 1B-21 Pipe-(187) 0.50 4.00 0.12 0.24 4.00 0.020 0.050 0.38 0.01 3.55 6
6 1B-22 Pipe-(114) 0.50 4.00 0.46 0.92 8.00 0.020 0.050 0.88 0.05 5.68 5
5 1B-24 Pipe-(115) 0.50 4.00 0.59 1.18 8.00 0.020 0.050 1.14 0.09 6.48 4
4 1B-25 Pipe-(144) 0.50 4.00 0.55 1.10 4.00 0.020 0.050 0.99 0.20 6.38 3
3 1B-26 Pipe-(145) 0.50 4.00 0.24 0.48 4.00 0.020 0.050 0.62 0.06 4.86 Offsite
2 1B-27 Pipe-(161) 0.50 4.00 0.10 0.20 4.00 0.020 0.050 0.26 0.00 2.64 Offsite
1 1B-30 Pipe-(163) 0.50 4.00 1.39 2.78 4.00 0.020 0.020 2.78 0.00 20.12 Sag
Project File: PR STORM 1 B.stm Number of lines:30 Date: 6/30/2022
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Design
Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Incr Q Total n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Carry Runoff Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
30 1B-28 613.30 610.00 603.00 0.89 7.58 0.50 3.37 0.00 3.37 0.012 15 400.505 1.75 9.25 6.94 3.75 610.74 Dp-Grate 1
29 1B-29 606.50 603.80 603.00 0.44 7.58 0.50 1.67 0.00 1.67 0.012 15 120.503 0.66 5.70 4.03 3.75 604.31 Dp-Grate 1
28 1B-23 612.92 608.80 608.60 0.32 7.58 0.50 1.21 0.16 1.21 0.012 15 24.450 0.82 6.33 3.98 3.20 609.23 Comb. 5
27 1B-19 615.40 611.10 610.90 0.21 7.58 0.50 0.80 0.27 0.80 0.012 15 24.450 0.82 6.33 3.19 3.37 611.45 Comb. 8
26 1B-15 619.20 615.20 612.00 0.71 7.58 0.50 2.69 0.00 2.69 0.012 15 150.879 2.12 10.19 7.00 3.49 615.86 Dp-Grate 10
25 1B-16 616.63 612.30 612.10 0.32 7.58 0.50 1.21 0.17 1.21 0.012 15 24.400 0.82 6.33 3.98 3.39 612.73 Comb. 10
24 1 B-11 618.65 613.80 613.60 0.44 7.58 0.50 1.67 0.64 1.67 0.012 15 38.575 0.52 5.04 3.68 3.42 614.31 Comb. 23
23 1B-12 618.27 613.40 613.20 0.12 7.58 0.50 0.45 0.65 2.10 0.012 15 24.500 0.82 6.32 3.40 3.94 613.98 Comb. 12
22 1 B-08 619.85 615.60 615.40 0.56 7.58 0.50 2.12 0.16 2.12 0.012 15 24.400 0.82 6.33 4.65 3.30 616.18 Comb. 14
21 1B-04 621.10 616.50 615.50 2.36 7.58 0.50 8.94 0.00 8.94 0.012 24 174.503 0.57 18.55 4.32 3.33 617.57 Dp-Grate 15
20 1 B-05 621.14 616.70 616.50 0.58 7.58 0.50 2.20 0.16 2.20 0.012 15 21.465 0.93 6.75 4.92 3.18 617.29 Comb. 19
19 1B-06 620.93 616.30 616.10 0.10 7.58 0.50 0.38 0.67 2.57 0.012 15 30.322 0.66 5.68 3.96 3.48 616.94 Comb. 15
18 1 B-01 0.00 618.00 617.30 0.34 7.58 0.50 1.29 0.00 1.29 0.012 15 67.274 1.04 7.14 3.04 3.50 618.45 Comb. 16
17 1 B-02 621.96 617.90 617.70 0.44 7.58 0.50 1.67 0.00 1.67 0.012 15 24.392 0.82 6.33 4.35 3.10 618.41 Comb. 16
16 1B-03 622.05 617.00 615.80 0.31 7.58 0.50 1.17 0.24 4.06 0.012 18 121.822 0.99 11.29 3.43 3.53 617.77 Comb. 15
15 1 B-07 620.83 615.30 614.50 0.33 7.58 0.50 1.25 0.28 16.25 0.012 24 87.939 0.91 23.37 7.20 3.45 616.75 Comb. 14
14 1B-09 619.95 614.30 614.00 0.13 7.58 0.50 0.49 0.32 18.59 0.012 24 42.404 0.71 20.61 7.42 3.53 615.85 Comb. 13
13 1 B-10 619.53 613.80 612.70 0.45 7.58 0.50 1.70 0.09 20.13 0.012 24 113.898 0.97 24.08 8.58 3.69 615.41 Comb. 12
12 1B-13 618.39 612.20 611.90 0.29 7.58 0.50 1.10 0.43 22.95 0.012 30 46.471 0.65 35.70 7.55 3.51 613.83 Comb. 11
11 1 B-14 617.91 611.70 610.70 0.48 7.58 0.50 1.82 0.32 24.55 0.012 30 116.784 0.86 41.11 7.18 3.54 613.39 Comb. 10
10 1B-17 616.74 610.50 609.90 0.40 7.58 0.50 1.52 0.58 29.27 0.012 30 96.600 0.62 35.01 7.98 3.26 612.34 Comb. 9
9 1B-18 615.66 609.70 609.50 0.12 7.58 0.50 0.45 0.55 29.44 0.012 30 27.170 0.74 38.12 8.17 3.52 611.55 Comb. 8
8 1 B-20 615.52 609.30 608.60 0.51 7.58 0.50 1.93 0.15 31.87 0.012 30 94.368 0.74 38.27 8.72 3.34 611.22 Comb. 7
Project File: PR STORM 1 B.stm Number of lines. 30 Date: 6/30/2022
NOTES: Intensity=77.83/(Inlet time+ 12.70)A 0.81 --Return period= 10 Yrs. ; "Critical depth
Storm Sewers

Design
Page 2
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Incr Q Total n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Carry Runoff Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
7 1B-21 614.44 608.40 608.20 0.12 7.58 0.50 0.45 0.55 32.03 0.012 30 29.335 0.68 36.69 8.42 3.57 610.33 Comb. 6
6 1B-22 614.27 608.00 606.80 0.46 7.58 0.50 1.74 0.14 33.53 0.012 30 123.700 0.97 43.76 9.82 3.75 609.97 Comb. 5
5 1B-24 613.05 606.30 605.60 0.59 7.58 0.50 2.23 0.20 36.31 0.012 36 123.400 0.57 54.42 8.21 3.22 608.26 Comb. 4
4 1B-25 611.82 605.40 605.10 0.55 7.58 0.50 2.08 0.32 37.78 0.012 36 57.836 0.52 52.04 8.02 3.12 607.40 Comb. 3
3 1B-26 611.22 604.90 604.70 0.24 7.58 0.50 0.91 0.69 38.40 0.012 36 24.809 0.81 64.87 9.56 3.40 606.92 Comb. 2
2 1B-27 611.10 602.50 601.60 0.10 7.58 0.50 0.38 0.27 38.66 0.012 36 169.969 0.53 52.58 8.13 3.40 604.52 Comb. 1
1 1B-30 608.00 596.30 596.00 1.39 7.58 0.50 5.27 0.00 47.08 0.012 36 58.899 0.51 51.56 8.34 n/a 600.14 Dp-Grate Outfall
Project File: PR STORM 1 B.stm Number of lines:30 Date: 6/30/2022
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
N N CO
C 7 C ' C 7
p C --IO C J OE J 0
. p G ' 000 000 NO
Op •
p Op) p(�)CO COO 71..o N- N- CVp
O COO 00 G co,- 00 `-N Ti: CO `-V
Elev. (ft) po w �; • <°co. co <°88 mS
o � W O wWW N wWW N wW
° E > co E» :° E» co E >
to05 u) E c c cn Ecc cn ii 5
626.00 626.00
619.00 619.00
612.00 —612.00
1 .
605.00 - 605.00
■
—
169-969Lf-36"Ca)0.53%
598.00 — 94 RnQI f-1A"@ 0��0430
58.89907 36"@ 0.51% a
591.00 591.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
p
Co
7 C C
O p G --IO C J 0
p O m Q.M 0 cz,V MO
O ((0 (fl 000 G(O ri ch O
Elev. (ft) po w 0, `Oin .`°'"c�o w it) com
o -a ill c www v Ww
cUE > ;g ;_» co E >
to 0cn to E c
630.00 630.00
622.00 622.00
614.00 614.00
606.00
—— — ----- Lt 1 1 7 °y —606.00
598.00 —
- 598.00
554 80.9Lf-�6"©a 51 0i
590.00 590.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
CON
C E' C 7
88 c J pc J 0
O O
O m0 O•
rn OMO Q .1+?00
O (p Gfl CO Cfl M
Elev. (ft) o w 2 coam n mm
0 o w o www , ww
;a E > :° E » ca E
(.0 c co E c c NEE c
622.00 622.00
616.00 616.00
610.00 610.00
604.00 — 604.00
1 z0.503Lf- 15'@ 0.GC!Yo
598.00 598.00
il
58.8991 f-36"@ 0.51%
592.00 592.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
M Tr L Co r
7 C 7 C 7 c j C 7 C 7
O E J Q G J O C J O C J Q C J 0
O 00 ' NOO ' N 0 0 ' 14"00 ' r00 ' �O
O7 in N. 00 Nrn— � �vco V OMCo 0 NON G �V
0� cNi 00 40 �00 �00 O M co OO n nr00 0 �O
Elev. (ft) c=, • N rococo Gm co o �mm •
N co �co
+ m == + w== + w_— w + w +uo El
.
O W W O W W O W W N W W M W W M W
coo E > > as E > > co E » coE » asE » asE >
u)E c E o D:Sc to Ecc u) E c c to R S. EE E
626.00 626.00
621.00 - - - 621.00
616.00 — —616.00
/ /
611.00 T ----- 611.00
-------
. —J
0
606.00 • - ' I —606.00
I 1 123.400Lf-36"@ 0.5710
1
— 57.836Lf-38"@ 0.52% — 29.335Lf-30"@ 0.68%
— e4.tiU9Lt-313"L u.tf1%
601.00 601.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
7
to N 7 7
OE c O 0
p V CO p M CO �00
O� �� V 0c000 m N_co
c.
o1ww ± III ww ww
CO C c CO EC5 u) E
622.00 — 622.00
618.00 - — - 618.00
614.00 614.00
/ i •
610.00 610.00
i 1
A
606.00 606.00
123.100Lf-36"®057°/
' — 24.450Lf-15"@ 0.82%
602.00 I 602.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
O
S. C 5 5
O E J O C J Q C J O. J O
(ts NI vac C' u� U) ' coo 0 rU)
O, co 00 M �WaD o ' oo con �00) OO_
Elev. (ft) ocOmm N �mm N Gmm ,o �mco v �m
O W Ti W O W W W W W W W W W N W W
ca E > > asE » c E » ;o E » c E >
fn 0_ U) co Fec E to 0_ io Fc E
625.00 625.00
621.00 621.00
617.00 — —617.00
613.00 613.00
— --- — —
_'I
in 16.6UULt ;u (U 0.02%
609.00 74% 609.00
94.368Lf 30"Q —
— 29'35Lf-'10" a 0 68°- — Z7.170Lt-30"(cv 0.74%
605.00 605.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
°o N
7 C 7 E 7
0 C J OE J 0
Ro o 00 �o o 00 �o
VCO MO)
Oo- °000 M Lo6O aO �,
Elev. (ft) o co. m m rn CO�(7, co 7,Z,-;
oWww o www Ww
mE > > m E > ; co E>:
coc c coEE E l4 Ec
626.00 - —626.00
622.00 622.00
618.00 618.00
/
614.00 614.00
—
24.E50Lf_1F"Q087°
610.00 610.00
• 94.368Lf 30"Ca n 740/
606.00 606.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
0
7 S c., 7
O E C O C C O
co el
Co
J _ICO On� ��� CO cOj
0 •
0� 00 coo 00N_ O ON
Elev. (ft) o c° 80 c°m( N m m
oWwLT; o W LT;w LT,
w
co E > > co E » ;o E >
co E c c co iY 5 5 cn E25
627.00 627.00
•
623.00 • 623.00
•
•
619.00 619.00
•
•
615.00 615.00
24.4UULt-15'@0.8270 •
611.00 • 611.00
Ib.bUULt-30 t 0.6270 •
607.00 607.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
0 N
7 7 = 7
O E C Q C J 0
J
O O)O) cacs)O N Lf)
Elev. (ft) o cO m m to CO m m m
O W W W O W W W N W W
ca E > > m E » m E ,:
coF5 c co EEE co EE
631.00 631.00
626.00 626.00
621.00 621.00
616.00 616.00
1L__ _—....0■11111111111 ____________
2.12%
611.00 611.00
i 96.600Lf-30"(a 0.62%
606.00 I 606.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
N M 7
0 r
7 7 c j C 7 C 7 E
O c J O c J OE J O c J O E J 0
COO. N-0) ' (s) • up cn0� CO MNO� 7,14 �°OOO �M
O OO O 000 M co co • f� OMB Orl'
Elev. (ft) g c° m m as �mco M �com �mm �mco �m
+ w _- + w-- + w== +Lo w== + w== -:Fr w=
O W W O W W N W W N W W M W WW
a E > > m E » m E » E > ; m E» o E >
�� c c � cc N Ecc c Cccc co �cc �. c
631.00 631.00
•
626.00 - 626.00
621.00 —621.00
616.00 —7 - - _ _
-- — —616.00
-
Y 1
113.898Lt 24 0.97'a
611.00 I — 611.00
116.784Lt' 3U <' 66°�
I •
96.600E -- L 0.02%�
— 42.404Lf-24"6 0.71
— 46.471 Lf-30"@ 0.65%
606.00 606.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
N c) V
N N
j E 7 E 7 C .5
OE J 0E J 0E J 0
' rs o o '
M N CV 7 N a•CO co
00 r 7 �NM 6) °°MCI •
�M
Elev. (ft) ommm c co,� o co�� o c°'cs","
olilww o LLlwwo Www Ww
ca E > > Co E» co E » al E
cn C c c to E c c co E c c co iY 5
629.00 629.00
•
•
•
625.00 • 625.00
•
621.00 621.00
•
•
•
617.00 617.00
T=
613.00 24.500L1-1C"@ 0.82% . 38•J/51-t- 5 Cv u.32% 613.00
il Q�d711f-30"@ 5%
609.00 609.00
0 10 20 30 40 50 60 70 80 90 100 110
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
N
N
7 E 7 E 7
0E J 0E J 0
I°• CO Tr Or, 7 OD
O 0 M� 7 CA rt� co 0)Loco.
Elev. (ft) o CO m m v CO CO tD CO
oWww o Www o L.T.
as E > > as E > > co E>
co cc cn Ecc co Ec
626.00 — —626.00
623.00 - - . 623.00
620.00 / 620.00
•
617.00 617.00
24.400Lf-15"@ 0.82%
614.00 - 42.4U4Lt'-24 @ 0.71% ' 614.00
611.00 611.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
,cr co co co
5 E 5 E 5
0 E J 0 E J p c J Q E J 0
M 00 ' L°00 ' M00 ' L°00 ' LO0
CD•C.• V Q)M� N co. •co 0• co0•M 0 co"co.
000 Cob N 0V•V co N,c2 Lo NN-I V Nco
Elev. (ft) ocomm • �com M �mm toco .co 6' co(.0
O W W W O W W W 4. III WW N W W W c" EH
co E > > m E » :° E » ° E co E >
u)R c a co EF Co E c c co F5= cn R5
631.00 631.00
627.00 — 627.00
623.00 623.00
619.00 619.00
z
7 67.274Lf
— Z� 8`L2Lf 18"Q 0.999%
615.00 — 9% 615.00
I � 67.939Lf 2'I"O
— d241W f__,94"6071°/
611.00 611.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
U) O
7 C 7 0) N
C '
o C J O C C O E J 0
J
O CY)Cn M O� O CA tr) N '0
O CO V' CO�� coCO •
O CD�
Elev. (ft) o , m m co cfl(ocom ) m
coWww o Www Www + Ww
o E > > co E» ;o E 5 5 c E >
(n� (n E c c (0 E E E co Rc
627.00 627.00
•
624.00 • 624.00
621.00 - 621.00
618.00 - 618.00
-
—--�-_- ——— — —— ——
— — 3u.�L2Lf 15" O.CC'l(
r
615.00 • - ' lir
615.00
11----. 87.919Lf-24"@D.91%
— 21.465Lf-15"@ 0.93%
612.00 612.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
io
7 E 7 e 7
0 E J OE J 0
OOO ' MOO ' OO
O O• co O M co.co It) ' 0 IC)
00 4 4 O N�� V N(6
Elev. (ft) o CO m m CG �_CO °
o W W W co W W W N W W
asE > ; m E > > ,co ELI
631.00 631.00
627.00 627.00
623.00 623.00
619.00 — 619.00
-- - - - ..
�.y -
174.503Lf-24"@.Q.S(%
615.00 11-------87 939Lf 21"C. 615.00
611.00 611.00
0 25 50 75 100 125 150 175 200 225 250 275
- HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 1B.stm
5
0 E J OE J 0
M 00 ' 000 ' 00
aD• MO N 00•� 7 0)O
•
ON 00 co.csi N�� N N�
Elev. (ft) o co
N f0 0 CO 7 0 0
o W W W .- W W W W W
asE > > m E >: as E >
cn E C C co C C CD E C
633.00 633.00
629.00 • - 629.00
625.00 625.00
7
621.00 _•-- 621.00
•
617.00 — 617.00
21.022Lf 18"@ n aaoi — •
24.392Lf-15"@ 0.82%
613.00 613.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
2A-02
7
2A-01
\A0
2A-05
'
2A-03
9
5
2 -06
4
2,447 3
2A-08
2
2A-09
1
Outfall
Project File: PR STORM 2A.stm Number of lines:9 Date:7/7/2022
Storm Sewers v2021.00

Spread Page 1
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
9 2A-05 Pipe-(41) 0.50 4.00 1.44 2.87 4.00 0.020 0.020 2.87 0.00 20.52 Sag
8 2A-03 Pipe-(36) 0.50 4.00 0.24 0.48 4.00 0.020 0.050 0.46 0.02 4.01 1
7 2A-01 Pipe-(95) 0.50 4.00 0.14 0.28 4.00 0.020 0.050 0.28 0.00 2.72 8
6 2A-02 Pipe-(69) 0.50 4.00 0.30 0.60 4.00 0.020 0.050 0.56 0.04 4.42 5
5 2A-04 Pipe-(37) 0.50 4.00 0.21 0.42 4.00 0.020 0.050 0.44 0.02 3.92 4
4 2A-06 Pipe-(40) 0.50 4.00 0.21 0.42 4.00 0.020 0.050 0.42 0.02 3.80 3
3 2A-07 Pipe-(99) 0.50 4.00 0.23 0.46 4.00 0.020 0.050 0.46 0.02 3.78 2
2 2A-08 Pipe-(38) 0.50 4.00 0.36 0.73 8.00 0.020 0.050 0.75 0.00 3.28 Sag
1 2A-09 Pipe-(39) 0.50 4.00 0.50 1.00 8.00 0.020 0.050 1.03 0.00 4.42 Sag
Project File: PR STORM 2A.stm Number of lines:9 Date: 7/7/2022
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

D P R Storm Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
9 2A-05 619.10 616.40 615.50 1.44 7.58 0.50 0.00 5.45 5.45 0.012 18 165.182 0.54 8.40 5.06 2.53 617.30 Hdwall 4
8 2A-03 620.75 617.00 616.80 0.24 7.58 0.50 0.00 0.91 0.91 0.012 15 24.000 0.83 6.39 1.85 2.69 617.37 Comb. 5
7 2A-01 621.95 618.20 618.00 0.14 7.58 0.50 0.00 0.53 0.53 0.012 15 24.450 0.82 6.33 2.24 2.70 618.48 Comb. 6
6 2A-02 621.95 617.80 616.80 0.30 7.58 0.50 0.00 1.14 1.65 0.012 15 120.197 0.83 6.38 3.37 2.69 618.31 Comb. 5
5 2A-04 620.74 616.60 615.60 0.21 7.58 0.50 0.00 0.80 3.26 0.012 15 120.203 0.83 6.38 5.22 2.68 617.33 Comb. 4
4 2A-06 619.53 615.00 613.90 0.21 7.58 0.50 0.00 0.80 9.14 0.012 24 194.957 0.56 18.40 5.09 1.67 616.08 Comb. 3
3 2A-07 617.57 613.90 613.60 0.23 7.58 0.50 0.00 0.87 9.70 0.012 24 47.251 0.64 19.53 6.20 1.63 615.01 Comb. 2
2 2A-08 617.23 613.40 613.20 0.36 7.58 0.50 0.00 1.38 10.91 0.012 24 24.400 0.82 22.18 6.33 2.03 614.58 Comb. 1
1 2A-09 617.23 613.00 612.40 0.50 7.58 0.50 0.00 1.89 12.62 0.012 24 86.030 0.70 20.46 5.96 0.89 614.28 Comb. Outfall
Project File: 19076 SD 2A.stm Number of lines:9 Date: 6/26/2023
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 2A.stm
w M
N
O a) C J O E J Q C J 0
O Uf) V M NON M NV co 00 �0)
O <p N O rMM c. nMM <p rM
Ed G
0
0 o W o WWW WWW wW
mE m E > ; m E> j co E �
inC� = co E c 0 co R c c cn EE
625.00 625.00
622.00 622.00
619.00 —619.00
616.00 —/ —616.00
613.00 . 613.00 4r2�1tf Z -�c'}9�4°G
s6.UiOLf-24"t 0.70%
— 24.400Lf-24"@ 0.82%
610.00 610.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 2A.stm
co
7 C S. C 7 e 7
O.C —I O E J O E J 0
M 00 • h.00 MOO �'0
CI -(O �00 O MO(D ,- N-
p n M co N MC) N Oink• NO
Elev. (ft) oo(o cc�� co D (°�
O W W W o W W W N W W W coWW
(oE > > as > ( E» C
cn E c c (n E E E � �5� 0) E�
631.00 631.00
627.00 627.00
623.00 623.00
619.00 619.00
•
----
------------ --— n41 f-1 S
'�' 120.2
615.00 ---— _ —615.00
194.367Lf--2d�@0.56°0
— d72511f-2A"©06A%
611.00 611.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL - EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 2A.stm
C ' •c ~5
0 E J O E J OO
O • 0 0)) o 0.OU) M 0•�
p n C) O) 0'Lo LC) cm cp CD
O •
W W W WWW
CO M -a-
CO E > > m E >. coE
k u) E E E OE
631.00 631.00
627.00 627.00
623.00 623.00
619.00 — 619.00
/
------------------- -- •
1 C5.182Lf 18"Q 0 54%
615.00 � —615.00
194.957Lf �4"Q 0 5 o —
611.00 611.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 2A.stm
CD 00
O E J 0 G J 0
0 oo 010 coop M N co N
� M� N O •
Elev. (ft) o o m co Nc°
oWww Www .+- Ww
coE 55 m E co E5
cni52 cc cn E. c c cn E c
628.00 628.00
625.00 - - 625.00
622.00 622.00
a
•
619.00 619.00
616.00 ' 616.00
. 120.2 1 b"(m 0.83%
• � -24-999C 0.83%
I.
613.00 613.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PR STORM 2A.stm
U,
O E -J O E E O c C O
co� 00 �0W cL.00) Lc) .N
O,__ LO N N CO CO o N 00 co N 0•
Elev. (ft) o'° mm N �mc0 Tr co Cco O
o W W W W Ti W N W W W N I.T.W
COE > > co E > > m E > ; «a E �
E c c cn E c c E c c cn E c
633.00 633.00
•
629.00 • 629.00
•
•
625.00 625.00
621.00 - - 621.00
/ --------
617.00 __
-------------------
—_______--- 12U.197L1-17 @ 0.83% 617.00
120 1 " w 0.83%
• - — 24.450Lf-15"@ 0.82%
•
613.00 613.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Culvert Report STORM STRUCTURE 2A-05: 25YR EVENT ANALYSIS
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 26 2023
Q25 = CIA = 0.50 * 8.39 IN/HR * 1.4 AC = 5.9 CFS.
Circular Culvert 25YR STORM SAFELY DOES NOT REACH REARYARD
ELEVATIONS OF LOTS #42 AND #43.
Invert Elev Dn (ft) = 615.50 Calculations
Pipe Length (ft) = 165.18 Qmin (cfs) = 5.90
Slope (%) = 0.54 Qmax (cfs) = 5.90
Invert Elev Up (ft) = 616.40 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 5.90
No. Barrels = 1 Qpipe (cfs) = 5.90
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.84
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.08
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 616.72
HGL Up (ft) = 617.34
Embankment Hw Elev (ft) = 617.84
Top Elevation (ft) = 620.00 Hw/D (ft) = 0.96
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ftj <Name> Hw Depth(a)
621.00 4.60
620.00 3.60
619.00 � � 2.60
. agig
618.00 alitGe tial 1.60
617.00 0.60
616.00 -0.40
615.00 -1.40
614.00 - - -2.40
0 20 40 60 80 100 120 140 15C I8: 200 220 240 260
Circular Culvert HGL Embank
Reach(0)

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
3
2
1
Outfall
Project File: 19076 SD 2B.stm Number of lines:3 Date:6/26/2023
Storm Sewers v2022.00

D P R Storm Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
3 2B-01 617.90 614.60 613.80 0.81 7.58 0.50 0.00 3.07 3.07 0.012 15 142.220 0.56 5.25 2.70 1.45 615.30 Dp-Grate 2
2 2B-02 616.50 613.60 613.00 0.57 7.58 0.50 0.00 2.16 5.07 0.012 15 108.029 0.56 5.21 4.13 1.25 614.89 Dp-Grate 1
1 2B-03 615.50 612.80 612.40 0.32 7.58 0.50 0.00 1.21 6.13 0.012 15 64.493 0.62 5.51 5.83 0.81 614.25 Dp-Grate Outfall
Project File: 19076 SD 2B.stm Number of lines: 3 Date: 6/26/2023
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 2B.stm
N N co
c 5 c C 7
O M -1 OE J O C J 0
O ' 000 000 00
O ( V O �0O N L oc..CD OD 0o
O �p N Lo " 0MM h �V
Elev. (ft) o W m�� co�� v co(
0
0 o W o WWW WWW M WW
m E m E > ; ao E > > ;o E>
in C� = in = to R c c cn
625.00 625.00
622.00 622.00
619.00 — —619.00
616.00 —616.00
T
=a._--
1. -------17:2.21UL-1- 1 @ 0.66%
613.00 108.020Lf 15" G! 1 •°° —613.00
64.4930-1 b"C�0.02%
610.00 I 610.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
5
2 4
1
Outfall
Project File: 19076 SD 4.stm Number of lines:5 Date:6/13/2023
Storm Sewers v2022.00

Spread Page 1
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Gutter Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Slope Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
5 4-3 Pipe-(168) 0.50 4.00 0.14 0.28 4.00 0.020 0.041 0.010 0.27 0.01 3.27 Offsite
4 4-1A Pipe (190) 0.50 4.00 7.41 14.83 .... .... .... 14.83 0.00 .... n/a
3 4-1 B Pipe-(188) 0.50 4.00 7.41 14.83 .... .... .... 14.83 0.00 .... n/a
2 4-2 Pipe (189) 0.00 0.00 0.00 0.00 .... .... .... .... .... .... .... n/a
1 4-4 Pipe-(167) 0.50 4.00 0.17 0.34 4.00 0.020 0.041 0.020 0.33 0.01 2.99 Offsite
Project File: 19076 SD 4.stm Number of lines: 5 Date: 6/13/2023
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

D P R Storm Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
5 4-3 618.35 613.80 613.60 0.14 4.00 0.50 0.00 0.29 0.29 0.012 15 38.821 0.52 5.02 0.52 3.22 614.01 Comb. 1
4 4-1A 617.00 615.13 614.96 7.41 4.00 0.50 0.00 14.83 14.83 0.012 18 45.790 0.37 6.93 8.63 2.64 618.24 Hdwall 2
3 4-1 B 617.38 615.13 614.96 7.41 4.00 0.50 0.00 14.83 14.83 0.012 18 46.000 0.37 6.92 8.63 2.64 618.25 Hdwall 2
2 4-2 619.10 613.60 612.00 0.00 0.00 0.00 0.00 0.00 29.65 0.012 24 50.229 3.19 43.73 9.44 4.07 615.46 MH 1
1 4-4 618.07 611.00 610.00 0.17 4.00 0.50 0.00 0.34 30.28 0.012 30 187.294 0.53 32.46 7.67 3.62 614.18 Comb. Outfall
Project File: 19076 SD 4.stm Number of lines: 5 Date: 6/13/2023
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
N M
7 j C 7 C '
O C J O C —1 O C —1co0
1.,., p oupi co
0 0 000 N Ifl0 N n•
O cp _O N W—_N_ if) 064 LA G_c
Elev. (ft) po w m N. c?mco M �mm u�`n
o -61 WWW N WWW N -pW
cc E > co E > ; as E » ro E >
co 0 c co c c co E c c co OE
631.00 631.00
626.00 • 626.00
621.00 — —621.00
/ ;—
616.00 —616.00
•
•
611.00 611.00
187.294Lf-30' @ 0.53% — 46.i 8 OLf-18" • 0.37%
— 50.229Lf-24"@ 3.19%
606.00 I 606.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
(1 of 2) 18"Culvert
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
f0 N
7 N E j E 7 C
O C J O E J Q C J OO
O O
� CDO 000.0 N O� V r•,_
O Cp O N 00 N If) O)C6 R C Cp U)
EIeV. (ft) oWm 03 CO M CD oo w�
p a W WWW N WWW N pW
u) C� _ E5c as E as c
to E c c cn t9�
631.00 631.00
626.00 626.00
621.00 — —621.00
— T—
616.00 — -" —616.00
611.00 611.00
187.294Lf-30" @ 0.53% — 45.79 f-18"@ 0.37%
— 50.229Lf-24"T 3.19%606.00 I 606.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft) (2 of 2) 18"Culvert
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
Ln
C —IO C J 0
e
OOO a 0� co
O G O N c�M .:- coM
Elev. (ft) o w G r �G� N COs
o -6W WWW N L.T.
cz E > m E5 ; as E >
cO0E to Ec5 in Ec
627.00 627.00
623.00 _ i_ 623.00
619.00 619.00
615.00 — - —615.00
611.00 - II 611.00
— 187.29ALf-�n^@ 0.53%
— 38.821 Lf-15"p 0.52%
607.00 607.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Project: McCoy Farm DPR DESIGN,INC Prepared by:JMM
DPR Job No.: 19076 RUN-OFF CURVE NUMBER Checked by:HN
Location:Wesley Chapel,NC SD 4-1 INLET Date:10-31-2022
Rev:11-02-2023
OFF-Site Existing Condition
Total Drain.Area(Ac.) 16.6
Percentage of
Site Soil Type Soil Group Basin
TaB,TuB B 76.7%
C 0.0%
CmB,WyB D 23.3%
100.0%
Hydrologic Soil Group Used
rercenr or
Drainage CN for Weighted CN for Weighted CN for Weighted CN Group Weighted Total Weighted
Land Use No.Acres Area Group 8 CN Group C CN Group D CN X/X CN Weighted CN CN%
Wood(Fair Cond.) 13.1 78.9% 60 46.0 73 0.0 79 18.4 0 0.0 64.4 50.8
Open Space(Fair Cond.) 1.0 6.0% 61 46.8 74 0.0 80 18.6 0 0.0 65.4 3.9
BUA(Buildings,Roads...) 2.5 15.1% 98 75.2 98 0.0 98 22.8 98 0.0 98.0 14.8
Total 16.6 100% 69.5
Composite Curve Number(CN): 69.5 70
C:IDPR Dropboxl_ProjectslActive1201911 9 0 76 Carolyn Farm-Kahuna Group-Westley ChapeltCALCSISTORM+ECI19076-CN Storm FES 4-1.xls Sheet:1 of 1

a Hydrologic Soil Group—Union County,North Carolina
N (McCoy Farm-Wesley Chapel Road area)
529790 529850 529910 529970 530030 530090 530150
35°0'54"N �� 35°0'54"N
g
I
is
, WyB
t 1
.
it %
1 AL 'i - 1
w
v
70
Q.
IP _
4,4
i t
• Y • .
464.
J 0
�000 Gawp maw)oti;b,N v37 Ud �1 tftii ��a�Q° -�`
35°0'37'N - 35°0'37'N
529790 529850 529910 529970 530030 530090 530150
3 3
Map Scale:1:2,560 if printed on A portrait(8.5"x 11")sheet
Meters
$ N 0 35 70 140 210
Feet
0 100 Z00 400 600
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 10/23/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(McCoy Farm-Wesley Chapel Road area)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Mar 13,2022—May
Soil Rating Points 9,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 10/23/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina McCoy Farm-Wesley Chapel Road
area
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CmB Cid channery silt loam, 1 D 3.5 21.4%
to 5 percent slopes
TaB Tarrus gravelly silt loam, B 3.1 18.5%
2 to 8 percent slopes
TuB Tarrus-Urban land B 9.7 58.2%
complex,2 to 8
percent slopes
WyB Wynott gravelly loam,2 D 0.3 1.9%
to 8 percent slopes
Totals for Area of Interest 16.6 100.0%
USDA Natural Resources Web Soil Survey 10/23/2023
1111-1. Conservation Service National Cooperative Soil Survey Page 3 of 4

2
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 1
SD 4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 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) = 16.17 + 0.00 + 0.00 = 16.17
Shallow Concentrated Flow
Flow length (ft) = 177.00 0.00 0.00
Watercourse slope (%) = 2.70 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.65 0.00 0.00
Travel Time (min) = 1.11 + 0.00 + 0.00 = 1.11
Channel Flow
X sectional flow area (sqft) = 10.10 27.00 0.00
Wetted perimeter(ft) = 9.90 16.40 0.00
Channel slope (%) = 0.90 1.60 0.00
Manning's n-value = 0.025 0.025 0.015
Velocity (ft/s) =5.73
10.53
0.00
Flow length (ft) ({0})528.0 513.0 0.0
Travel Time (min) = 1.54 + 0.81 + 0.00 = 2.35
Total Travel Time, Tc 19.60 min

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 11 /2/2023
Hyd. No. 1
SD 4
Hydrograph type = SCS Runoff Peak discharge = 40.69 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 129,731 cuft
Drainage area = 16.600 ac Curve number = 69.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SD 4
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I 20.00
10.00 10.00
i L
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 11 /2/2023
Hyd. No. 1
SD 4
Hydrograph type = SCS Runoff Peak discharge = 56.03 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 176,349 cuft
Drainage area = 16.600 ac Curve number = 69.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 6.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SD 4
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
60.00 60.00
•
1 •
50.00 50.00
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
J .
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

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

RIPRAP MINIMUM TAILWATER CONDITION
W2=3 0 II I rl
+ I1111'. { I�+ ` Il�t x ' 1111
Outlet W1= D0 La g1
pipe ' I' !I 11!illli I 1'IN i
diameter (Do) 1���� 111!iiiii!i! Vie',"s;i!ilali
La __61 80l a r a;Ira'
T i]water 0.5D _ 1j1111j111jjj00Jfj1(IuuiIiuiInhI
i"'" `It ;ilU • III1111111 . / 0`rtt�i1'1 'ill
�'�1. 7I I u I „ 1 1 1 1i141n' 1 nn
T=1.5 x 1.5 x d50 �� lu
111 - _ ! IIII IjT=10" MIN III illiuiii: -; /101111111 G��i 111 {l
QIIII It1 1ii111 1 .Bill;1111:01gli i • 1111111
��`°�P 60 ' lll" ill I nll{III / l ,!�Illll+fin/ cull 1 ! I ,..„,,,,,,..if d l IH=2/3Do -g�9 IIIfJ' JihiiiuiIi:i{1 II iii !1�����11111�1 _ 11rd 111111111
1�i•u.la PO ; 1 Iuun
H=1' MIN. ■ laiul!Iul, � :1111iuurinnuul
`� 51 I 11111111111111111
l 1 I ■•'� rn► r �` • n to a nun nnnm
\�`� Iill - -. 1 rr IdIII IIIIII IIIIIIIIII
IIIIlOhlIlJIll ' 11 II1� IIII i11101� �11Ii�1!ll'i!!IIilII ii 11ii1110'�l- � ill1II 111111111111 y.. Oair l d
a i •--C1111111811111III111111i1llllllilllIIII1l11I'llllllI II a-- 0 i rill'. iulnl=HIn1III e• .Mlilil 4
I I I' I , ,I I 1 . ��� �i�i '�r 1� 1`Ill{IUIII11!11"Nll dilltltl11l III'
I j�IIIi N __ M IIIII IIIIII IIIIII!III .:iilI I+'!U'.41!!?:1i;lil IIIIIIIIII1111111I11I!1II;1 ,111,11'1�,iIlI;il
31 I I IIIIiIIII �■��■ uuiau 1 �i '1J� , 011.7A� n ;
1 11I 1I I1 ■■■■� ■11i1111111lIIIOIII .!'��' II+. IIIII i� ■ ■ Ii 11 II':ell IIIII' '
111111111111111J1 C■■■■ ■I 11 11 I . ,•:, ,alidl;Nllltl',..5C l tipilliiiipmr"". ►,la: iD".,III'
UIII 1 1 'IIIIII IH .■■■■■■/ II yl�+,N,,,,r• • IU' I Pi IiI�. ■II �1I111� fIIIi' III::';iu.l11 II111111'IIIIIIIIIIIIIIIIIIIIII�m.i■■■■■'■�1�� �%::.t,�:� ��,��=Ai�ISAt1iI111 I I m1 +� t Idol..n ,Ilimisl.:, II•ulr,a
0, i. �ifiiiiiilliiiiiiiiiiiiii imiiliiliiiliii■i-■nit■iiiUKCliiilA aili!;in!!tint,sIdli►iliilliiiiiiilflliiii ����111 li utlll�ululll1 I viliilunu•;uuullleul.nn 3
III I nun IIIII IIII IIIIII Inn r .•:: 1� II 0!'I IilIIr II II'11 I ■ ■■,1 n IIiII III a'I;nuiu';i11' !11 "C�': ',
1111111I111111111111!IIII llll llll eIE.�;; I:Ni1�Ifaal 1111 1I�81 r rill J111i
I IIIII �1l! � 1s11 Illl1111111+";•JII ,'"'IIIIII 'IIII"11111I1I1I1�I11II.i / ! llf 11�111 �11111111 �1 !�111II AVE II
Il l!' 11'11'�r Illllll ll! iM1a�i01�+
IIiI111IIItlllll ail 1!:,..I111if..,,,illf � ■ ■�■ � ��� !.i111i.if1 it I . �11
• 10 IIIIIIIII,IiiilIu":iiI1111l:'iillill II o ■ I I 111 IIIIIIIIIII ■.■ ■11r •-`11.11 (iII 'I?r� Iliiin: 71D111IIIIIIIII111 IIIII � I'1111f1111I ■ 11I'1'I!� �■ ■I1■�Iif :1%1l:1���1IIli� ,�,; ,1!• iVIt' I'IIII## IIIIII IIl!11I I 11 ■ I . #I = !+ .;,j1IIS�f►}'rlI, I:dIIU1111111rr111111111111II11i1111i1 IIiIIiII �■ III Ili�� �� 1��1� II 11111II�;I111 ICI OM • elliggli! lI . ., illllli111►111iihlt 1,• III f)
°Iill{III 1 11111111111111191111191911111111m1 IIII'
�Iil u'INI 1111'I f1 If s�i� �i=�s"`•'� Iii;1! 1;u;illl O;;.�:�r i{IIII 2Cl)
11 PTV I I1 l "
. .11l111111I, I I I18 1 1 {i v1 1�,1 .�pod=, ''o1' • .l0•�rl�i.,ll1;1ii;;;1Il'Iii�ii=illliii111111I11111
II II 1 I IIIII IIIII 111 n i ■ ■ ■■ ■ I . . win 1 uu1 a
j�� ' ilijlP IIII;IP:Illlid IiIII lllllll II III
141111111111111111111
11'111H I �I II II ■r _ pith ;, ' '0 ,p i 11i11"- ,4111 !: Q11 �191'' ►Inn III ! IIII! ilrl I i E
11 II�l a ill n IIi ■ lil villll,111II11 - y, ;:410if it li.nildif.Iilll!lllllillin ii.iiii!lillmill oIlls m11111111!11I�III ��Illf iIAI1■1111! v �' ifigi11�1 ill :'l•,miglll /./� 1.illaii;imliiliili1111111n1ifiiliiiiil111ii1i11iGiiiiili 1W S
IIIIIIIIIIIIIIIIIiIIItI11111111IIi1111111IIM■■■■■ -a Iiliginiii.;•,;;:anaI!aliiiio;Ilii;RAISMAMI4■■■■I/1111111111r11111111111111111■"11111111i11111111111
1111111111111111M1111IIIIII1111WIIIII�Y'r..■YIIT ■11 !..:.ilinill! IIIIICIIINIM11/501111+i�- : r■■■■■■■■111111111111111111111111I1IIIIIIIIIIIIN111111111111 NW
111111IIIIIIIIINIIIIIIIII_IIIIII■: ��`i�..::n!:11111M111+15111111!ritil %ii!'. ..air nliiiiM■■■■■■■■■Ifl111111N11111nn11111111111■n11111111n11111111 0.7'
111111111111111 111111 kgraIP-F :if:-•""':�ali:!:illli ell1II, '■■■■■■IIIII1u11111111111N11111111N■11■IIUIIn1,I1I111 O
mnwanrwlHlu►�8>Jrw��r�M��--::.s:. i w1c:n■rwl■I■un uomr ■a■■nnIIIIp11111n1111pu111tu�n,O■■ut+Iunmin�uu�uln 0.6'
�lll.uIRI1 iiiiilllli NEIN�IN��1;11�1'11 111111�1111 11110 �i111111tl® 1111 0.4'
,i_. I, ii+ , I I 1 ' ., 4 . 1 I : i .i i i 1 i,'; i i i- . :i i.tii �I 0 410
3 5 10 20 50 6.1 CFS 11.0 CFS 35.2 CFS 3 94 169 C
Discharge(ft /sec)
53.0 CFS
Curves may not be extrapolated. 46.0 CFS
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3
RIPRAP SUMMARY CHART
OUTLET Q(10YR) Do La(10'MIN.) W1 W2 `T H
FES 1A-19 29.0 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 1B-29 46.0 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 2A-10 12.4 CFS 24" 14'MIN. 16'MIN. 6.0'MIN. 10.8"MIN 1.0'
FES 2B-04 6.1 CFS 15" 10'MIN. 11.5'MIN. 4.0'MIN. 10"MIN 1.0'
FES 2C-02 11.0 CFS(25YR) 18" 14'MIN. 16'MIN. 4.5'MIN. 10.8"MIN 1.0'
FES 1C-02 94 CFS(25YR) 48" 26'MIN. 30'MIN. 12.0'MIN. 24.5"MIN 2.7'
FES 3-02 32.3 CFS 42" 24'MIN. 28'MIN. 12'MIN. 19.0"MIN 2.5'
FES 1D-02 169 CFS(25YR) 48" 36'MIN. 40'MIN. 12'MIN. 32.5"MIN 2.7'

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> > SWALEA
Name SWALE A
Discharge 6.4 C * I * A = 0.60 * 7.58 IN/HR * 1.4 AC. = 6.4 CFS.
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 6.4 cfs 2.76 ft/s 0.73 ft 0.042 1.8 lbs/ft2 0.91 lbs/ft2 1.98 STABLE D
U nvegetated
Underlying Straight 6.4 cfs 2.76 ft/s 0.73 ft 0.042 1.96 lbs/ft2 0.52 lbs/ft2 3.8 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.4 cfs 2.18 ft/s 0.84 ft 0.058 4 lbs/ft2 1.05 lbs/ft2 3.83 STABLE --
Vegetation
Underlying Straight 6.4 cfs 2.18 ft/s 0.84 ft 0.058 3.17 lbs/ft2 0.58 lbs/ft2 5.43 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > SWALE B
Name SWALE B
Discharge 10.5 C * I * A = 0.60 * 7.58 IN/HR * 2.3 AC. = 10.5 CFS.
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 10.5 cfs 3.25 ft/s 0.88 ft 0.04 1.8 lbs/ft2 1.1 lbs/ft2 1.63 STABLE D
U nvegetated
Underlying Straight 10.5 cfs 3.25 ft/s 0.88 ft 0.04 1.96 lbs/ft2 0.61 lbs/ft2 3.21 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 10.5 cfs 2.59 ft/s 1.01 ft 0.054 4 lbs/ft2 1.26 lbs/ft2 3.18 STABLE --
Vegetation
Underlying Straight 10.5 cfs 2.59 ft/s 1.01 ft 0.054 2.78 lbs/ft2 0.69 lbs/ft2 4.05 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> > SWALEC
Name SWALE C
Discharge 6.9 C * I * A = 0.60 * 7.58 IN/HR * 1.5 AC. = 6.9 CFS.
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 6.9 cfs 2.83 ft/s 0.75 ft 0.042 1.8 lbs/ft2 0.94 lbs/ft2 1.93 STABLE D
U nvegetated
Underlying Straight 6.9 cfs 2.83 ft/s 0.75 ft 0.042 1.96 lbs/ft2 0.53 lbs/ft2 3.71 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.9 cfs 2.23 ft/s 0.86 ft 0.058 4 lbs/ft2 1.08 lbs/ft2 3.72 STABLE --
Vegetation
Underlying Straight 6.9 cfs 2.23 ft/s 0.86 ft 0.058 4 lbs/ft2 0.6 lbs/ft2 6.69 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > SWALE D
Name SWALE D
Discharge 14.1 C * I * A = 0.60 * 7.58 IN/HR * 3.1 AC. = 14.1 CFS.
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 14.1 cfs 3.57 ft/s 0.99 ft 0.039 1.8 lbs/ft2 1.24 lbs/ft2 1.45 STABLE D
U nvegetated
Underlying Straight 14.1 cfs 3.57 ft/s 0.99 ft 0.039 1.96 lbs/ft2 0.68 lbs/ft2 2.9 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 14.1 cfs 2.87 ft/s 1.12 ft 0.052 4 lbs/ft2 1.4 lbs/ft2 2.85 STABLE --
Vegetation
Underlying Straight 14.1 cfs 2.87 ft/s 1.12 ft 0.052 4 lbs/ft2 0.76 lbs/ft2 5.29 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > SWALE E
Name SWALE E
Discharge 9.6 C * I * A = 0.60 * 7.58 IN/HR * 2.1 AC. = 9.6 CFS.
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 9.6 cfs 3.15 ft/s 0.85 ft 0.041 1.8 lbs/ft2 1.07 lbs/ft2 1.69 STABLE D
U nvegetated
Underlying Straight 9.6 cfs 3.15 ft/s 0.85 ft 0.041 1.96 lbs/ft2 0.59 lbs/ft2 3.31 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.6 cfs 2.51 ft/s 0.97 ft 0.055 4 lbs/ft2 1.22 lbs/ft2 3.29 STABLE --
Vegetation
Underlying Straight 9.6 cfs 2.51 ft/s 0.97 ft 0.055 4 lbs/ft2 0.67 lbs/ft2 6.01 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > SWALE F
Name SWALE F
Discharge 9.1 C * I * A = 0.60 * 7.58 IN/HR * 2.0 AC. = 9.1 CFS.
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 9.1 cfs 3.1 ft/s 0.84 ft 0.041 1.8 lbs/ft2 1.04 lbs/ft2 1.73 STABLE D
U nvegetated
Underlying Straight 9.1 cfs 3.1 ft/s 0.84 ft 0.041 1.96 lbs/ft2 0.58 lbs/ft2 3.37 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.1 cfs 2.46 ft/s 0.95 ft 0.056 4 lbs/ft2 1.19 lbs/ft2 3.36 STABLE --
Vegetation
Underlying Straight 9.1 cfs 2.46 ft/s 0.95 ft 0.056 4 lbs/ft2 0.65 lbs/ft2 6.12 STABLE --
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Swale M -Wesley Chapel Rd -south
Name Swale M -Wesley Chapel
Rd - south
Discharge 6.2
Channel Slope 0.01
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 6.2 cfs 1.9 ft/s 0.89 ft 0.049 1.8 lbs/ft2 0.56 lbs/ft2 3.24 STABLE D
U nvegetated
Underlying Straight 6.2 cfs 1.9 ft/s 0.89 ft 0.049 1.96 lbs/ft2 0.31 Ibs/ft2 6.38 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.2 cfs 1.44 ft/s 1.04 ft 0.071 4 Ibs/ft2 0.65 lbs/ft2 6.14 STABLE --
Vegetation

Underlying Straight 6.2 cfs 1.44 ft/s 1.04 ft 0.071 4 lbs/ft2 0.35 lbs/ft2 11.29 STABLE --
Substrate

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 10/23/2023
Hyd. No. 5
Swale M - South Swale
Hydrograph type = SCS Runoff Peak discharge = 6.160 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 19,372 cuft
Drainage area = 1.800 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 6.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Swale M - South Swale
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
7.00 7.00
6.00 6.00
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. 5 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 10/23/2023
Hyd. No. 5
Swale M - South Swale
Hydrograph type = SCS Runoff Peak discharge = 9.079 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 28,385 cuft
Drainage area = 1.800 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 7.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Swale M - South Swale
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
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. 5 Time (hrs)

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > SWALE N - N Wesley Chapel Rd.
Name SWALE N - N Wesley
Chapel Rd.
Discharge 50.7
Channel Slope 0.01
Channel Bottom Width 3
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type None
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 50.7 cfs 2.02 ft/s 2.87 ft 0.1 1.33 lbs/ft2 0.99 lbs/ft2 1.35 STABLE --
Unvegetated

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 10/23/2023
Hyd. No. 3
Swale N
Hydrograph type = SCS Runoff Peak discharge = 50.65 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 159,277 cuft
Drainage area = 14.800 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 6.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Swale N
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
1
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. 3 Time (hrs)

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> >
Name GRASS SWALE - FRESHWATER BY-PASS
BYPASS
Discharge 41 EC Q10 =41 CFS (USE CLASS B RIP-RAP)
Channel Slope 0.026
Channel Bottom Width 3
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam (CL)
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 41 cfs 2.73 ft/s 2.09 ft 0.1 2.67 lbs/ft2 1.97 lbs/ft2 1.35 STABLE --
Unvegetated

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 11 /27/2023
Hyd. No. 1 EC SWALE "FRESHWATER BYPASS"
SD 4
Hydrograph type = SCS Runoff Peak discharge = 40.69 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 129,731 cuft
Drainage area = 16.600 ac Curve number = 69.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SD 4
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I 20.00
10.00 10.00
i L
--
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

\\ \\ \ \ \ _ "7 _ \ _I— T/- - - ��
\ I \F\ 1I I /
7- — ----
& �TOC CUR 1: �
/� \_
� 303\OF SHALLOW I /
,yl N ED FLAW AT 4.2%. /
` / \ \
TOC CULVERT 1: \\ I
\I \ 1 I I
I
I I / ' 100 OF SHEET FLOW AT 2.8%. \ 1 II I 1 \ (6
/ col \ \ \ \ \ I \ t \ )
40)
/ L� 1 1 1 1 II
11 1 1
/ 11 I 1
/ i � ( I 01 / / /� / // I I II i I 111
\ \ v / / /, / / / / \ - - —I- -I \ /
\ / ,/�"' / / / - I I M 1 I I \ �/ �'
` ) J/ MCCOY FARM RD. I :° I \ N 1
— \ \\ \ / / POST CULVERT I II / �i mG I 11 I //
\ \ / DA = 9.1 AC / /?o \ N
_/ / // I / / I /
\ \ / / TOC CULVERT 1: I I I / N D / / / /
L \ Ilk / ( 462'OF CHANNEL-A FLOW / / `\ / / /
1\ \ \ / J AT 1.7%. - I I I I
\\ `� \� / I I\ 1 I 70\\ \_ _ _ _ - - -
\ \ \ N —
- - - - -4 _
v (s2o \ �� —-WADE --
\ \ \ �� HAMPTON DF
� V \ \ II( N
- \
fl\\ V A V ��\� \ \y r - -/ f^ \ \\ � ^1\ — �
I�� �g / I) ( I AA�
I \ � _ N
— i `, ��, � \ - \ I � \II - - � � \
\� \' � v v v II vv
Oi• l 1. \ L — A— -�—r_ —
.. TOC CULVERT 1: i I A \I
N ', 5-306'OF CHANNEL-B II
�� FLOW AT 1.3%. \ \� \
--Thli,(-0,-, \11\ '
\ I 1
�� l \ 1 -1\-- I 1�III v e
ro \ \
l I (s,2)
,`
i (612) , ��0 ..�. r�lal�!!�� -i ,-- :__- lei—I
45,
/ \ \ I ,/( ... — l , � II \\ // ' i
\ 1 " 1 SCALE:1"=150'
I 1 \ �EX.WETLA S Ii 0 75' 150' 300'
Ve \ /l I / �\ I �000/0000/a� 1\ I /' _ 1,
MCCOY FARM I TOC FOR CULVERT 1 d r
WESLEY CHAPEL, NC.
DATE: 08-01-2022 CLIENT: MILLS VENTURES, LLC. ••• design
PROJ#: 19076 DRAWN BY: JMM master planning.civil engineering
urban design.landscape architecture
PLOTTED: C:\DPR Dropbox\—Projects\Active\2019\19076 Carolyn Farm—Kahuna Group—Westley Chapel\CAD\BASE FILES\SITE\19076—base sd.dwg / 8/12/2022 11:13 AN

Project: McCoy Farms DPR ASSOCIATES Prepared by: JM/JF
DPR Job No.: 19076 Time of Concentration Checked by: HN
Location: Wesley Chapel, NC (Charlotte-Meck. Storm Water Design Manual) 07-01-2021, 08-05-2022
POST-DEVELOPMENT CULV# 1
SHEET FLOW:
Surface Description = Grass-Dense Grass
Manning's Roughness (n) = 0.15
Flow Length (ft) = 100
Slope (%) = 2.8
P-2yr(in.) = 3.12
T(t) (min.) = 8.7 (CMSWDM#3.17)
SHALLOW CONCENTRATED FLOW:
Surface Description unpaved
Flow Length (ft) = 303
Water Course Slope (%) = 4.20
Average Velocity(fps) = 3.31 (CMSWDM#3.23 & 3.24)
T(t) (min.) = 1.5
CHANNEL A FLOW:
Average Channel Area (sf) = 24.00 Bottom Width (ft) = 2
Hydraulic Radius = 1.072 Side Slope (X:1) = 5
Flow Length (ft) = 462
Channel Slope (%) = 1.7 Depth (ft) = 2
Manning's Coefficient (n) = 0.011
Velocity(fps) = 18.49 (CMSWDM#3.25)
T(t) (min.) = 0.4
CHANNEL B FLOW:
Average Channel Area (sf) = 51.00 Bottom Width (ft) = 2
Hydraulic Radius = 1.565 Side Slope (X:1) = 5
Flow Length (ft) = 306
Channel Slope (%) = 1.3 Depth (ft) = 3
Manning's Coefficient (n) = 0.011
Velocity(fps) = 20.82 (CMSWDM#3.25)
T(t) (min.) = 0.2
T(t) Sum of Travel Time (min)= 10.9 Time = 11 (min.)
Hydraulic Length = 1171 ft
Basin Slope = 2.3
C:IDPR DropboxlProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley Chapel\CALCSISTORM+ECICulvert Design119076-
Culvert TOC Plotted 8/12/2022 Sheet: 1 of 1

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

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 CULVERT 25-YR INTENSITY CALCULATION, NOAA DATA. Checked by: HN
Location: Wesley Chapel, NC. 06-25-2022, Rev: 2022-08-05
NOAA data from Charlotte WSO Air Port Station (31-1690).
Use data type=Precipitation Intensity(in/hr)
Time (min) Intensity(in/hr) 1/Intensity
5 8.390 0.12
10 6.680 0.15
15 5.640 0.18
30 4.180 0.24
60 2.780 0.36
120 1.660 0.60
Enter Design Precipitation Depth=Pn (in) = 3.54
Enter Emergent 4.71
Enter m= 0.0041 Slope of Log Line
Enter b = 0.1109 b -from Log line.
Enter TOC (calculated elsewhere)= 11 Minutes
g= 243.9
h= 27.0
Intensity = 6.4184211

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 CULVERT 25-YR INTENSITY Checked by: HN
Location: Wesley Chapel, NC. CALCULATION, NOAA DATA. 06/25/2022, Rev: 08/05/2022
NOAA data from Charlotte WSO Air Port Station(31-1690).
Use data type=Precipitation Intensity(in/hr)
Time (min) Intensity(in/hr) 1/Intensity
5 9.440 10111 0.11
10 7.500 0.13
15 6.320 0.16
30 4.840 0.21
60 3.330 0.30
120 2.020 0.50
Enter Design Precipitation Depth=Pn(in) = 3.54
Enter Emergent 4.71
Enter m= 0.0033 Slope of Log Line
Enter b = 0.1017 b-from Log line.
Enter TOC (calculated elsewhere)= 10.7 Minutes
g= 303.0
h= 30.8
Intensity = 7.3012048

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 CULVERT 50-YR INTENSITY CALCULATION, NOAA DATA. Checked by: HN
Location: Wesley Chapel, NC. 06/25/2022, Rev: 08/05/2022
NOAA data from Charlotte WSO Air Port Station(31-1690).
Use data type=Precipitation Intensity(in/hr)
Time (min) Intensity(in/hr) 1/Intensity
5 � 8.940 oil0.11
10 7.120 0.14
15 6.000 0.17
30 4.520 0.22
60 3.060 0.33
120 1.840 0.54
Enter Design Precipitation Depth=Pn(in) = 3.54
Enter Emergent 4.71
Enter m= 0.0037 Slope of Log Line
Enter b = 0.1053 b-from Log line.
Enter TOC (calculated elsewhere)= 11 Minutes
g= 270.3
h= 28.5
Intensity = 6.843038

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 25-YR INTENSITY CALCULATIONS Checked by:HN
Location: Wesley Chapel, NC: USING NOAA DATA Date: 06-25-2022
NOAA data from Charlotte WSO Air Port Station (31-1690).
Use data type=Precipitation Intensity(in/hr)
Time (min) Intensity(in/hr) 1/Intensity
5 8.390111 0.12
10 6.680 0.15
15 5.640 0.18
30 4.180 0.24
60 2.780 0.36
120 1.660 0.60
Enter Design Precipitation Depth=Pn(in) = 3.54
inter Emergency Precipitation Depth=Pn (in) = 4.711
Enter m= 0.004'Slope of Log Line
Enter b = 0.1092 b-from Log line.
Enter TOC (calculated elsewhere)= I Minutes
g= 243.9
h= 26.6
Intensity = 7.7101002

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 25-YR INTENSITY CALCULATIONS Checked by:HN
Location: Wesley Chapel, NC: USING NOAA DATA Date: 06-25-2022
Chart Title
9.000 I —
8.000
7.000
6.000
5.000
4.000
3.000 I-
2.000
1.000
0.000
0 20 40 60 80 100 120 140
Chart Title
0.70
0.60 y=0.0041x+0.1092
0.50
0.40
0.30
0.20
0.10
0.00
0 20 40 60 80 100 120 140

Project: Carolyn Farms DPR ASSOCIATES, INC Prepared by:JMM
DPR Job No.: 19076 CULVERT DESIGN Checked by:HVN
Loc:WESLEY CHAPEL,NC 12-22-2021,Rev:08/05/2022
Storm: 25,50,and 100 yr.
STRUCTURES DRAIN AREA - FLOW PIPE
Time Equiv. HW/D
NCDOT/ Invert Invert of R-off Storm Total Pipe Pipe Pipe Full Vel Groove Inlet
From CMLDS Rim" Up Dn Area Conc. I Coef. Duration To Q25 Coeff Size Size Length Drop Flow Q Full Desig End Up Control Cover
Structure Notes # (ft) (ft)++ (ft)++ (ac.) (min.) (in/hr) C Multiplier Structure (cfs) n (in.) (in.) (ft) (ft.) Slope (cfs) (fps) n Vel. (2) HW(ft) (ft) Remarks
Culvert#1,
Sta.3+51. 42"RCP-25 yr.Storm
C1-01 ST.A 20.17 610.00 608.00 9.10 10.70 6.42 0.50 1.10 C1-02 32.1 0.012 42 33 108 2.00 1.85% 78.1 13.1 17.1 1.09 3.00 with 1'Bury
Culvert#1,
Sta.3+51. 42"RCP-50 yr.Storm
C1-01 ST.A 20.17 610.00 608.00 9.10 10.70 6.85 0.50 1.20 C1-02 37.4 0.012 42 33 108 2.00 1.85% 78.1 13.1 17.1 1.24 3.41 with 1'Bury
Culvert#1,
Sta.3+51. 42"RCP-100 yr.Storm
C1-01 ST.A 20.17 610.00 608.00 9.10 10.70 7.31 0.50 1.25 C1-02 41.6 0.012 42 33 108 2.00 1.85% 78.1 13.1 17.1 1.36 3.74 with 1'Bury
++NOTE:INVERT UP AND INVERT DOWN ARE THE ACTUAL CULVERT INVERT ELEVATIONS. THIS PLACES THE 42"RCP 1'BELOW GROUND LEVEL.
C:IDPR Dropboxl ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ChapeIICALCSISTORM+ECICulvert Design119076_Carolyn Farms-Culverts Design

_ -10,000-168 -8,000 (1) (2) (3)
- -6.0
-156 -6,000 - -6.0
-144 -5,000 -5.0 -
-
- -4,000 -6.0 - -5.0
-132 - -4.0
- -3,000 -5.0 - -4.0
-120 - - -
- =2,000 -4.0 - -
-108 = - -3.0 3.0
-96 -1,000 -3.0 - -
-800 - - 3
_ o
-84 -600 THE CROSS SECTIONAL AREA - _2.0 -2.0 0
-500 OF A 33" DIA. CULVERT - >
IS 6.6 SF, WHICH IS e -2.0 -
-72 -400 LESS THAN A 42" DIA. CULVERT -
- -
- WITH A 1' BURY (7.3 SF) _ - - >
x" Dia -300 ' _ -1.5 -1.5
(n - -Ct o
W -
-60 U -200 i j -1.5 (39
- g - o,
USING 42" DIA. WITH 1' BURY -54 __ - p - _ _ 0
0 _
-10o Q25 = 32.3 CFS Z
-48 Lv _ - - 3
-80 I-` 0
w
Q - w - 2
-42 Z -60 0 -1.0 -1.0 p
o -4o P T: 19076 w -1.0 - -
0
-36 _30 CAROLYN FARM o - -0.9 -0.9
N _ w -0.9 0
_ U
0 -- 20 -0.8 -0.8 °'
? -30 = N
- -0.8
Z _ _
a
-27 - _ o
-10
_ 0
I- -24 -8.0 -0.7 -0.7 -0.7 t
a_ -
> -6.0 - Y
0 -21 -5'0 HW ENTRANCE
-4.0 D SCALE TYPE
0 - -o.s -o.s °
-3.0 (1) SQUARE EDGE -0.6 c)
I- -18 = WITH HEADWAL o
M -2.0 (2) GROOVED END _ - Fr)
Q = WITH HEADWALL b
Q
-15 _ (3) GROOVED END °'
PROJECTING -0 5 -0.5 -0.5 3
-- 1.0
U
OU)
d
_12 TO USE SCALE(2)OR(3)PROJECT HEADWATER DEPTH FOR of
HORISONTALLY TO SCALE(1),THEN
USE STRAIGHT INCLINED UNE THROUGH CONCRETE PIPE CULVERTS a
D AND 0 SCALES,OR REVERSE. 0
WITH INLET CONTROL o
a
landscape architecture CAROLYN FARM Scale: NTS Dwg. No:
planning
civil engineering CULVERT DESIGN Date: 08/05/2022
WESLEY CHAPEL,NORTH CAROLINA Job#: 19076 D
DER ASSOCIATES, INC. I819 BERRYCILL RD.I CHARLOTTE,NC 28204
PH_ 704.332.1204Iewe.dprassociates-net By: JMM

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Aug 12 2022
Circular Culvert 25-YR EVENT
Invert Elev Dn (ft) = 609.00 Calculations
Pipe Length (ft) = 110.00 Qmin (cfs) = 32.10
Slope (%) = 1.82 Qmax (cfs) = 32.10
Invert Elev Up (ft) = 611.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 33.0
Shape = Circular Highlighted
Span (in) = 33.0 Qtotal (cfs) = 32.10
No. Barrels = 1 Qpipe (cfs) = 32.10
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.01
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.40
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 611.32
HGL Up (ft) = 612.88
Embankment Hw Elev (ft) = 614.00
Top Elevation (ft) = 617.92 Hw/D (ft) = 1.09
Top Width (ft) = 48.00 Flow Regime = Inlet Control
Crest Width (ft) = 12.00
CULVERT: 42" WITH 1' BURY (AREA=7.3 SF.) WITH INVERTS 610.00 AND 608.00.
USED 33" (AREA= 5.9 SF.) FOR DESIGN WITH INVERTS 611.00 AND 609.00.
Elev(It) <Name> H-.•;Depth(CI
618.00 700
617.00 6.00
616.00 5.00
615.00 4.00
614.00 h44...unfiol 3.00
613.00 1 2.00
612.00 1.00
611.00 0.00
610.00 -1.00
609.00 _ r -2.00
608.00 -3.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Circular Culvert HGL Embank
Reach(8)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Aug 12 2022
Circular Culvert 50-YR EVENT
Invert Elev Dn (ft) = 609.00 Calculations
Pipe Length (ft) = 110.00 Qmin (cfs) = 37.40
Slope (%) = 1.82 Qmax (cfs) = 37.40
Invert Elev Up (ft) = 611.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 33.0
Shape = Circular Highlighted
Span (in) = 33.0 Qtotal (cfs) = 37.40
No. Barrels = 1 Qpipe (cfs) = 37.40
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.82
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.94
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 611.39
HGL Up (ft) = 613.03
Embankment Hw Elev (ft) = 614.40
Top Elevation (ft) = 617.92 Hw/D (ft) = 1.23
Top Width (ft) = 48.00 Flow Regime = Inlet Control
Crest Width (ft) = 12.00
CULVERT: 42" WITH 1' BURY (AREA= 7.3 SF.) WITH INVERTS 610.00 AND 608.00.
USED 33" (AREA= 5.9 SF) FOR DESIGN WITH INVERTS 611.00 AND 609.00.
Elev(8) <Name> H-.•;Depth(01
618.00 - - 7.00
617.00 - - 6.00
616.00 5.00
615.00 4.00
Inlet control
614.00 3.00
613.00 ■ 1 2.00
612.00 1.00
611.00 0.00
610.00 -1.00
609.00 ) -2.00
608.00 -3.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Circular Culvert HGL Embank
Reach(8)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Aug 12 2022
Circular Culvert 100-YR EVENT
Invert Elev Dn (ft) = 609.00 Calculations
Pipe Length (ft) = 110.00 Qmin (cfs) = 41.60
Slope (%) = 1.82 Qmax (cfs) = 41.60
Invert Elev Up (ft) = 611.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 33.0
Shape = Circular Highlighted
Span (in) = 33.0 Qtotal (cfs) = 41.60
No. Barrels = 1 Qpipe (cfs) = 41.60
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.45
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.38
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 611.45
HGL Up (ft) = 613.14
Embankment Hw Elev (ft) = 614.77
Top Elevation (ft) = 617.92 Hw/D (ft) = 1.37
Top Width (ft) = 48.00 Flow Regime = Inlet Control
Crest Width (ft) = 12.00
CULVERT: 42" WITH I' BURY (AREA = 7.3 SF.) WITH INVERTS 610.00 AND 608.00.
USED 33" (AREA= 5.9 SF) FOR DESIGN WITH INVERTS 611.00 AND 609.00.
Elev(tt) <Name> Hvi Depth(D1
618.00 7.00
617.00 6.00
616.00 5.00
615.00 Inlet control 4.00
614.00 3.00
613.00 2.00
11111111111111111111111117111111
612.00 1.00
611.00 0.00
610.00 -1.00
609.00 ___-, -2.00
608.00 -3.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Circular Culvert HGL Embank
Reach(fl)

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> > E&C TD A, 0.95 AC
Name E&C TD A, 0.95 AC
Discharge 3.7 Q=0.50 * 7.58 in/hr* 3.7 AC. = 3.7 CFS.
Channel Slope 0.01 Stage 1 only.
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 3.7 cfs 1.6 ft/s 0.73 ft 0.051 1.8 lbs/ft2 0.45 lbs/ft2 3.97 STABLE D
U nvegetated
Underlying Straight 3.7 cfs 1.6 ft/s 0.73 ft 0.051 1.96 lbs/ft2 0.26 lbs/ft2 7.62 STABLE D
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> > E&CTDB, 2.9AC
Name E&C TD B, 2.9 AC
Discharge 13.2 Q=0.6 * 7.58 in/hr * 2.9 AC. = 13.2 CFS.
Channel Slope 0.033
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 13.2 cfs 4.47 ft/s 0.71 ft 0.036 1.8 lbs/ft2 1.47 lbs/ft2 1.23 STABLE D
U nvegetated
Underlying Straight 13.2 cfs 4.47 ft/s 0.71 ft 0.036 1.96 lbs/ft2 0.93 lbs/ft2 2.1 STABLE D
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > E&SC TD B2, 2.4 AC
Name E&SC TD B2, 2.4 AC
Discharge 9.1 Q=2.4 * 7.58 in/hr * 2.4 AC. = 9.1 CFS.
Channel Slope 0.01 Stage 1 only.
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam (SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 9.1 cfs 2.15 ft/s 1.03 ft 0.047 1.8 lbs/ft2 0.64 lbs/ft2 2.79 STABLE D
U nvegetated
Underlying Straight 9.1 cfs 2.15 ft/s 1.03 ft 0.047 1.32 lbs/ft2 0.35 lbs/ft2 3.76 STABLE D
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> > E&CTDC, 0.5AC
Name E&C TD C, 0.5 AC
Discharge 1.9 Q =C * I *A=0.50 * 7.58 in/hr * 0.5 AC= 1.9 CFS.
Channel Slope 0.01 Stage 1 only.
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 1.9 cfs 1.28 ft/s 0.55 ft 0.055 1.8 lbs/ft2 0.35 lbs/ft2 5.21 STABLE D
U nvegetated
Underlying Straight 1.9 cfs 1.28 ft/s 0.55 ft 0.055 1.96 lbs/ft2 0.2 lbs/ft2 9.6 STABLE D
Substrate

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>> > E&SC TD D, 4.3 AC.
Name E&SC TD D, 4.3 AC.
Discharge 16.5 Q=C * I *A=0.60 * 7.58 in/hr* 4.3 AC= 16.5 CFS.
Channel Slope 0.056
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam (SM)
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 16.5 cfs 4.88 ft/s 0.78 ft 0.045 2.67 lbs/ft2 1.7 lbs/ft2 1.56 STABLE --
U nvegetated

inNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > E&SC TD H, 2.7 AC.
Name E&SC TD H, 2.7 AC.
Discharge 12.5
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Clay Loam (CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150 Straight 12.5 cfs 3.44 ft/s 0.95 ft 0.04 1.8 lbs/ft2 1.18 lbs/ft2 1.52 STABLE D
U nvegetated
Underlying Straight 12.5 cfs 3.44 ft/s 0.95 ft 0.04 1.96 lbs/ft2 0.65 lbs/ft2 3.02 STABLE D
Substrate

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job No.: 19076 Sediment Trap Design Worksheet Checked by:HVN
Location:Wesley Chapel,NC (per NCDEHNR Design Manual) 06-15-2022,Rev:11/07/2023
(NCDEQ SEDIMENT TRAP 6.60)
TRAP#Initial-1 EC Basin#3
Drainage Area(ac)= 0.60
Disturbed Area(ac)= 0.60
Runoff Coefficient(c)= 0.6
Rainfall Intensity"I"(in/hr)= 7.58 (for 5 min time of concentration)
Flow(QIO)(cfs)= 2.7 (Q=c*I*A drain.)
Required Storage(cf)= 2,160.0 �'' N.1 ""`u"C"
Provided Storage(cf)= 2,287.5
Required Surface Area(sf)= 1,187 (435 sf per cfs)
Provided Surface Area(sf)= 1,200
Storage Dimensions:
Basin Side Slopes(x:1 )= 2.0 Elevation
Bottom Elevation of Storage Area= 609.50 609.50
Storage Depth"H"(ft)= 2.5 612.00
Clean out Depth(H/2)(ft)= 1.3
Length of Spillway"L"(ft)= 9.0 (H-T)*2+X
Freeboard"T"(ft)= 1.5 (1.5'minimum)
Top Width of Embankment"W"(ft)= 5.0 (5'minimum)
Narrowest Width of Gravel "X"(ft)= 7.0 (7'minumum)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CL pt#SBAtICE23237RM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 of 1

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job No.: 19076 Riser Basin Design Worksheet Checked by:HVN
Location:Wesley Chapel,NC (per NCDEHNR Design Manual) 02-09-2022,Rev.11/07/2023
Sediment Basin w/Skimmer# EC BASIN#4 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 1.0
Runoff Coefficient,Pre Dev(C)= 0.50 (After clearing+rough grade;seeded)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q10"(cfs)= 3.8 (Q10=C*1 A)
Flow"Q25"(cfs)= 4.6 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 1.3
Runoff Coefficient,Post Dev(C)= 0.60
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q10"(cfs)= 5.9 (Q10=C*I*A)
Flow"Q25"(cfs)= 7.2 (Q25=C*I A*1.1)
Designed Flow"Q10"= 5.9 cfs Use the larger to the two conditions
Designed Flow"Q25"= 7.2 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 2,340 (V=1,800 cf per acre of drainage areas)
Storage Provided= 3,500 614.5 (measured @ storage depth)
Surface Area Required(sf)= 1,922 615.0 (325 sf per Q10 cfs)
Surface Area Provided= 3,200 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 2.5
Bottom Dimension= 612.5 (See Erosion Control plan,
Storage Dimension= 614.5 for actual basin areas and storage provided)
Top of Basin Dimension= 616.5
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 7.2 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0
Spillway Crest Height(ft)= 2.5 615.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.4 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.1 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 4.0 (Top of Basin Elevation)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley CI6ap5HBASLO,ffi8ZDRM+ECI19076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 of 2

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job No.: 19076 Riser Basin Design Worksheet Checked by:HVN
Location:Wesley Chapel,NC (per NCDEHNR Design Manual) 02-09-2022,Rev. 11/07/2023
Sediment Basin w/Skimmer# EC BASIN#4 (NCDENR 6.64 Modified)
Faircloth Skimmer Orifice Design
(Information taken from J.W.Faircloth&Son,Inc Literature,Revision November 2007)
Skimmer Max.Capacity Size w/out Orifice(CO 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
21/2"skimmer 6,234 12,468 31,170 43,638
3"skimmer 9,774 19,548 48,870 68,418
4"skimmer 20,109 40,218 100,545 140,763
5"skimmer 32,832 65,664 164,160 229,824
6"skimmer 51,840 103,680 259,200 362,880
Factors(CF of flow per square inch of opening through a round orifice for the draw down times shown)
24 hrs 2 days 5 days 7 days
1 1/2"skimmer 960 1,920 4,800 6,720
2"skimmer 1,123 2,246 5,615 7,861
21/2"skimmer 1,270 2,540 6,350 8,890
3"skimmer 1,382 2,764 6,910 9,674
4"skimmer 1,601 3,202 8,005 11,207
5"skimmer 1,642 3,284 8,210 11,494
6"skimmer 1,814 3,628 9,070 12,698
Draw down time: 24 hr 2 days 5 days 7 days
Volume REQUIRE Area(inA2) Area(inA2) Area(inA2) Area(inA2)
A=pi x d^2/4,d=sq.rt.(A*4/pi) 10-yr(cf) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in)
Try 1 1/2"Skimmer 2,340 2.44 1.22 0.49 0.35
Use 1.5"Skimmer w/1.0"Dia.Orifice I 1.76 1.25 0.79 0.67
Try 2"Skimmer 2,340 2.08 1.04 0.42 0.30
1.63 1.15 0.73 0.62
ITry 2'/z"Skimmer 2,340 1.84 0.92 0.37 0.26
1.53 1.08 0.68 0.58
Try 3"Skimmer 2,340 1.69 0.85 0.34 0.24
1.47 1.04 0.66 0.55
Try 4"Skimmer 2,340 1.46 0.73 0.29 0.21
1.36 0.96 0.61 0.52
ITry 5"Skimmer 2,340 1.43 0.71 0.29 0.20
1.35 0.95 0.60 0.51
ITry 6"Skimmer 2,340 1.29 0.64 0.26 0.18
1.28 0.91 0.57 0.48
C:IDPR Dropboxl_ProjectslActivel2019119076 Carolyn Farm-Kahuna Group-Westley Clffptftl6AtlCE262ORM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 of 2

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job No.: 19076 Sediment Trap Design Worksheet Checked by:HVN
Location:Wesley Chapel,NC (per NCDEHNR Design Manual) 06-15-2022,Rev:11/07/2023
(NCDEQ SEDIMENT TRAP 6.60)
TRAP#Initial-1 EC Basin#5
Drainage Area(ac)= 0.95
Disturbed Area(ac)= 0.95
Runoff Coefficient(c)= 0.5
Rainfall Intensity"I"(in/hr)= 7.58 (for 5 min time of concentration)
Flow(Q1O)(cfs)= 3.6 (Q=c*I*A drain.)
Required Storage(cf)= 3,420.0 k'''"V"`" " 'C1`"""I"""'I V`V
Provided Storage(cf)= 3,675.0
Required Surface Area(sf)= 1,566 (435 sf per cfs)
Provided Surface Area(sf)= 1,750
Storage Dimensions:
Basin Side Slopes(x:1 )= 2.0 Elevation
Bottom Elevation of Storage Area= 610.00 610.00
Storage Depth"H"(ft)= 4.0 614.00
Clean out Depth(H/2)(ft)= 2.0
Length of Spillway"L"(ft)= 12.0 (H-T)*2+X
Freeboard"T"(ft)= 1.5 (1.5'minimum)
Top Width of Embankment"W"(ft)= 5.0 (5'minimum)
Narrowest Width of Gravel "X"(ft)= 7.0 (7'minumum)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CL pfth6AtICE23237RM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 of 1

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job No.: 19076 Riser Basin Design Worksheet Checked by:HVN
Location:Wesley Chapel,NC (per NCDEHNR Design Manual) 02-09-2022,Rev.11/07/2023
Sediment Basin w/Skimmer# EC BASIN#6 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 5.8
Runoff Coefficient,Pre Dev(C)= 0.50 (After clearing+rough grade;seeded)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 22.0 (Q1O=C*1 A)
Flow"Q25"(cfs)= 26.8 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 1.9
Runoff Coefficient,Post Dev(C)= 0.60
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 8.6 (Q1O=C*I A)
Flow"Q25"(cfs)= 10.5 (Q25=C*1 A*1.1)
Designed Flow"Q1O"= 22.0 cfs Use the larger to the two conditions
Designed Flow"Q25"= 26.8 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 10,440 (V=1,800 cf per acre of drainage areas)
Storage Provided= 17,000 615.5 (measured @ storage depth)
Surface Area Required(sf)= 7,144 614.0 (325 sf per Q1O cfs)
Surface Area Provided= 9,000 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 3.0
Bottom Dimension= 612.5 (See Erosion Control plan,
Storage Dimension= 615.5 for actual basin areas and storage provided)
Top of Basin Dimension= 617.5
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 26.8 (Qtotal-Qbarrel)
Spillway Length(ft)= 22.0
Spillway Crest Height(ft)= 3.5 616.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.5 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.0 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 5.0 617.5 (Top of Basin Elevation)
Sediment Basin w/Skimmer# EC BASIN#6 (NCDENR 6.64 Modified)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CI pfth6At1.G° 8237RM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 of 2

Project: McCoy Farm DPR DESIGN Prepared by:JMM
DPR Job No.: 19076 Riser Basin Design Worksheet Checked by:HVN
Location:Wesley Chapel,NC (per NCDEHNR Design Manual) 02-09-2022,Rev.11/07/2023
Sediment Basin w/Skimmer# EC BASIN#6 (NCDENR 6.64 Modified)
Faircloth Skimmer Orifice Design
(Information taken from J.W.Faircloth&Son,Inc Literature,Revision November 2007)
Skimmer Max.Capacity Size w/out Orifice(cf) 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
21/2"skimmer 6,234 12,468 31,170 43,638
3"skimmer 9,774 19,548 48,870 68,418
4"skimmer 20,109 40,218 100,545 140,763
5"skimmer 32,832 65,664 164,160 229,824
6"skimmer 51,840 103,680 259,200 362,880
Factors(CF of flow per square inch of opening through a round orifice for the draw down times shown)
24 hrs 2 days 5 days 7 days
1 1/2"skimmer 960 1,920 4,800 6,720
2"skimmer 1,123 2,246 5,615 7,861
21/2"skimmer 1,270 2,540 6,350 8,890
3"skimmer 1,382 2,764 6,910 9,674
4"skimmer 1,601 3,202 8,005 11,207
5"skimmer 1,642 3,284 8,210 11,494
6"skimmer 1,814 3,628 9,070 12,698
Draw down time: 24 hr 2 days 5 days 7 days
Volume REQUIRE Area(in^2) Area(in^2) Area(in^2) Area(in^2)
A=pi x d^2/4,d=sq.rt.(A*4/pi) 10-vr(cf) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in)
Try 1 1/2"Skimmer 10,440 10.88 5.44 2.18 1.55
3.72 2.63 1.66 1.41
ITry 2"Skimmer 10,440 9.30 4.65 1.86 1.33
3.44 2.43 1.54 1.30
Try 21/4"Skimmer 10,440 8.22 4.11 1.64 1.17
Use 2.5"Skimmer w/2.0"Dia.Orifice I 3.24 2.29 1.45 1.22
Try 3"Skimmer 10,440 7.55 3.78 1.51 1.08
3.10 2.19 1.39 1.17
Try 4"Skimmer 10,440 6.52 3.26 1.30 0.93
2.88 2.04 1.29 1.09
ITry 5"Skimmer 10,440 6.36 3.18 1.27 0.91
2.85 2.01 1.27 1.08
ITry 6"Skimmer 10,440 5.76 2.88 1.15 0.82
2.71 1.91 1.21 1.02
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClP&pt}dd'AtUJ 6TDRM+ECI19076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 of 2