SW3241101_Design Calculations_20241118 (3)

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
\\\\\\\\W i, June 30th, 2022 \\��\\\\\\SNICIAR/////
(Z-°(D E s s i o,v9° August 5th, 2022 2 f 49 09
° = s - SEAL r
* o C-650 n * = July 5th, 2023 030523
,p p o P° o 2\ April 2nd, 2024 � L GINS
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 15 128.480 0.62 5.52 5.00 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 15 131.580 1.22 7.71 6.51 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 30 155.670 0.51 31.85 5.87 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 31.77 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: 3/27/2024
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
1B-26
3
B_ 4 1 B-25
32 2
1
1° 5
1B-25A
vtfall 6 1B-24
30 29
1B-23
1B-29 7
1B-22
8 1B-21
31 9
28 1B-20 1 B-15
10B-18
1 B-19
27
11
1 B-28
26
B-17
1 B-16
12
1 B-14
24 131 B-13
1 B-12 25
14
B-1 1 B-04
1 B-10
151 B-09
3 22
1B-08 16
0
07 17
1 B-06
1 B-03
19
1B-02
1 B-01
Project File: SD 1 B.stm Number of lines:32 Date: 3/27/2024
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)
32 1B-30 Pipe-(162) 0.50 4.00 0.38 0.76 4.00 0.020 0.020 Sag 0.76 0.00 9.63 Sag
31 1B-28 Pipe-(160) 0.50 4.00 0.98 1.96 4.00 0.020 0.020 Sag 1.96 0.00 16.35 Sag
30 1B-29 Pipe-(197) 0.50 4.00 0.81 1.62 4.00 0.020 0.020 Sag 1.62 0.00 14.64 Sag
29 1B-23 Pipe-(131) 0.50 4.00 0.32 0.64 4.00 0.020 0.041 0.010 0.60 0.08 5.14 2
28 1B-19 Pipe-(165) 0.50 4.00 0.21 0.42 4.00 0.020 0.041 0.010 0.46 0.04 4.42 29
27 1 B-15 Pipe-(111) 0.50 4.00 0.71 1.42 4.00 0.020 0.020 Sag 1.42 0.00 13.57 Sag
26 1B-16 Pipe-(146) 0.50 4.00 0.32 0.64 4.00 0.020 0.041 0.010 0.59 0.07 5.11 28
25 1 B-11 Pipe-(142) 0.50 4.00 0.44 0.88 4.00 0.020 0.041 0.010 0.89 0.19 6.37 24
24 1B-12 Pipe-(55) 0.50 4.00 0.12 0.24 4.00 0.020 0.041 0.010 0.41 0.03 4.15 26
23 1B-08 Pipe-(102) 0.50 4.00 0.54 1.08 4.00 0.020 0.041 0.010 0.92 0.21 6.47 25
22 1B-04 Pipe-(100) 0.50 4.00 2.36 4.72 4.00 0.020 0.020 Sag 4.72 0.00 27.79 Sag
21 1 B-05 Pipe-(164) 0.50 4.00 0.11 0.22 4.00 0.020 0.041 0.010 0.26 0.00 3.20 20
20 1B-06 Pipe-(103) 0.50 4.00 0.42 0.84 8.00 0.020 0.041 0.010 0.80 0.05 5.70 23
19 1B-01 Pipe-(136) 0.50 4.00 0.34 0.68 4.00 0.020 0.041 0.010 0.60 0.08 5.16 17
18 1B-02 Pipe-(138) 0.50 4.00 0.44 0.88 8.00 0.020 0.041 0.010 0.83 0.05 5.80 21
17 1B-03 Pipe-(137) 0.50 4.00 0.31 0.62 4.00 0.020 0.041 0.010 0.62 0.08 5.21 16
16 1B-07 Pipe-(104) 0.50 4.00 0.33 0.66 4.00 0.020 0.041 0.010 0.65 0.09 5.37 15
15 1B-09 Pipe-(105) 0.50 4.00 0.13 0.26 4.00 0.020 0.041 0.010 0.34 0.01 3.71 14
14 1 B-10 Pipe-(143) 0.50 4.00 0.45 0.90 4.00 0.020 0.041 0.010 0.77 0.14 5.90 13
13 1B-13 Pipe-(149) 0.50 4.00 0.29 0.58 4.00 0.020 0.041 0.010 0.63 0.09 5.30 12
12 1B-14 Pipe-(150) 0.50 4.00 0.48 0.96 4.00 0.020 0.041 0.010 0.86 0.18 6.26 11
11 1B-17 Pipe-(184) 0.50 4.00 0.40 0.80 4.00 0.020 0.041 0.010 0.82 0.16 6.09 10
10 1B-18 Pipe-(185) 0.50 4.00 0.12 0.24 4.00 0.020 0.041 0.010 0.38 0.02 3.98 9
Project File: SD 1 B.stm Number of lines: 32 Date: 3/26/2024
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 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)
9 1B-20 Pipe-(186) 0.50 4.00 0.51 1.02 4.00 0.020 0.041 0.010 0.86 0.18 6.25 8
8 1B-21 Pipe-(187) 0.50 4.00 0.12 0.24 4.00 0.020 0.041 0.010 0.40 0.02 4.08 7
7 1B-22 Pipe-(114) 0.50 4.00 0.47 0.94 8.00 0.020 0.041 0.010 0.90 0.06 6.04 6
6 1B-24 Pipe-(115) 0.50 4.00 0.18 0.36 8.00 0.020 0.041 0.010 0.41 0.01 4.08 5
5 1B-25A Pipe-(198) 0.50 4.00 0.44 0.88 8.00 0.020 0.041 0.010 0.84 0.05 5.83 4
4 1B-25 Pipe-(144) 0.50 4.00 0.29 0.58 4.00 0.020 0.041 0.010 0.57 0.06 4.98 3
3 1B-26 Pipe-(145) 0.50 4.00 0.44 0.88 4.00 0.020 0.041 0.010 0.79 0.15 5.99 Offsite
2 1B-27 Pipe-(161) 0.50 4.00 0.10 0.20 4.00 0.020 0.041 0.010 0.27 0.01 3.24 Offsite
1 1B-31 Pipe-(163) 0.50 4.00 0.55 1.10 4.00 0.020 0.020 Sag 1.10 0.00 11.76 Sag
Project File: SD 1 B.stm Number of lines: 32 Date: 3/26/2024
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)
32 1B-30 607.90 604.00 603.30 0.38 7.58 0.50 0.00 1.44 1.44 0.012 15 120.503 0.58 5.33 3.69 3.45 604.47 Dp-Grate 1
31 1B-28 614.80 610.00 604.10 0.98 7.58 0.50 0.00 3.71 3.71 0.012 15 240.482 2.45 10.96 5.36 2.31 610.78 Dp-Grate 30
30 1B-29 607.66 603.80 602.70 0.81 7.58 0.50 0.00 3.07 6.54 0.012 18 160.263 0.69 9.42 5.76 3.80 604.79 Dp-Grate 1
29 1B-23 612.95 608.80 608.60 0.32 7.58 0.50 0.00 1.21 1.21 0.012 15 24.500 0.82 6.32 3.97 3.10 609.23 Comb. 6
28 1B-19 615.40 611.10 610.90 0.21 7.58 0.50 0.00 0.80 0.80 0.012 15 24.450 0.82 6.33 3.43 3.37 611.45 Comb. 9
27 1B-15 619.20 615.20 612.00 0.71 7.58 0.50 0.00 2.69 2.69 0.012 15 150.879 2.12 10.19 7.00 3.49 615.86 Dp-Grate 11
26 1B-16 616.63 612.30 612.10 0.32 7.58 0.50 0.00 1.21 1.21 0.012 15 24.400 0.82 6.33 3.98 3.39 612.73 Comb. 11
25 1 B-11 618.65 613.80 613.60 0.44 7.58 0.50 0.00 1.67 1.67 0.012 15 38.575 0.52 5.04 3.68 3.42 614.31 Comb. 24
24 1B-12 618.27 613.40 613.20 0.12 7.58 0.50 0.00 0.45 2.10 0.012 15 24.500 0.82 6.32 3.56 3.94 613.98 Comb. 13
23 1B-08 619.85 615.60 615.40 0.54 7.58 0.50 0.00 2.05 2.05 0.012 15 24.400 0.82 6.33 4.60 3.30 616.17 Comb. 15
22 1B-04 620.80 616.50 615.50 2.36 7.58 0.50 0.00 8.94 8.94 0.012 24 170.319 0.59 18.78 4.41 3.42 617.57 Dp-Grate 16
21 1 B-05 621.55 616.90 616.50 0.11 7.58 0.50 0.00 0.42 0.42 0.012 15 63.098 0.63 5.57 1.44 3.18 617.15 Comb. 20
20 1B-06 620.93 616.30 616.10 0.42 7.58 0.50 0.00 1.59 1.96 0.012 15 24.122 0.83 6.37 3.16 3.57 616.86 Comb. 16
19 1B-01 0.00 618.00 617.30 0.34 7.58 0.50 0.00 1.29 1.29 0.012 15 67.000 1.04 7.15 3.04 3.50 618.45 Comb. 17
18 1B-02 621.96 617.90 617.70 0.44 7.58 0.50 0.00 1.67 1.67 0.012 15 24.392 0.82 6.33 4.35 3.10 618.41 Comb. 17
17 1B-03 622.05 617.00 615.80 0.31 7.58 0.50 0.00 1.17 4.06 0.012 18 103.818 1.16 12.23 3.53 3.62 617.77 Comb. 16
16 1B-07 620.92 615.30 614.50 0.33 7.58 0.50 0.00 1.25 15.76 0.012 24 105.913 0.76 21.30 7.12 3.45 616.73 Comb. 15
15 1B-09 619.95 614.30 614.00 0.13 7.58 0.50 0.00 0.49 18.01 0.012 24 42.404 0.71 20.61 7.39 3.53 615.83 Comb. 14
14 1 B-10 619.53 613.80 612.70 0.45 7.58 0.50 0.00 1.70 19.55 0.012 24 113.898 0.97 24.08 8.54 3.69 615.39 Comb. 13
13 1B-13 618.39 612.20 611.90 0.29 7.58 0.50 0.00 1.10 22.38 0.012 30 46.471 0.65 35.70 7.48 3.51 613.81 Comb. 12
12 1B-14 617.91 611.70 610.70 0.48 7.58 0.50 0.00 1.82 23.98 0.012 30 116.784 0.86 41.11 7.10 3.54 613.37 Comb. 11
11 1B-17 616.74 610.50 609.90 0.40 7.58 0.50 0.00 1.52 28.71 0.012 30 96.600 0.62 35.01 7.96 3.26 612.33 Comb. 10
10 1B-18 615.66 609.70 609.50 0.12 7.58 0.50 0.00 0.45 28.88 0.012 30 27.170 0.74 38.12 8.10 3.52 611.53 Comb. 9
Project File: SD 1 B.stm Number of lines: 32 Date: 3/26/2024
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

D P R Storm Page 2
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 1B-20 615.52 609.30 608.60 0.51 7.58 0.50 0.00 1.93 31.31 0.012 30 94.368 0.74 38.27 8.69 3.34 611.21 Comb. 8
8 1B-21 614.44 608.40 608.20 0.12 7.58 0.50 0.00 0.45 31.48 0.012 30 29.335 0.68 36.69 8.40 3.57 610.31 Comb. 7
7 1B-22 614.27 608.00 606.90 0.47 7.58 0.50 0.00 1.78 33.02 0.012 30 119.912 0.92 42.55 8.77 3.55 609.95 Comb. 6
6 1B-24 612.95 606.70 606.40 0.18 7.58 0.50 0.00 0.68 34.40 0.012 30 41.212 0.73 37.91 8.75 3.64 608.69 Comb. 5
5 1B-25A 612.54 606.20 605.60 0.44 7.58 0.50 0.00 1.67 35.78 0.012 36 96.781 0.62 56.89 8.29 2.97 608.14 Comb. 4
4 1B-25 611.57 605.40 605.10 0.29 7.58 0.50 0.00 1.10 36.46 0.012 36 47.034 0.64 57.71 8.24 3.12 607.36 Comb. 3
3 1B-26 611.22 604.90 604.70 0.44 7.58 0.50 0.00 1.67 37.79 0.012 36 24.809 0.81 64.87 9.52 3.40 606.90 Comb. 2
2 1B-27 611.10 602.50 601.60 0.10 7.58 0.50 0.00 0.38 38.06 0.012 36 169.969 0.53 52.58 8.10 3.40 604.51 Comb. 1
1 1B-31 608.00 596.30 596.00 0.55 7.58 0.50 0.00 2.08 46.49 0.012 36 58.899 0.51 51.56 8.29 n/a 600.12 Dp-Grate Outfall
Project File: SD 1 B.stm Number of lines: 32 Date: 3/26/2024
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
O
N el
88 E J O� —IO
cop 0• O 0.cm-
O �W
O (p Gfl f•• �()N O o M
Elev. (ft) g w 2. m COa0_ N (O�
0▪ -6 W O w j N WW
m E > as E» m E >
in CD c fn E2cc co re
622.00 622.00
•
•
616.00 • 616.00
610.00 610.00
-
•
604.00 - — — 604.00
•
16 63Lt-18"@ 0.69%
598.00 —598.00
60.700Lf-36"@ 0.49 ro
592.00 592.00
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
0
wCO M
O O C J O C J O.C J O
O ' 0 ' O
0 MOO OCO,)O C7 (0.co 'n 000
00 � t0 NO cc0 N 0 C7 dco . O
Elev. (ft) o •w 6 cr.) o N �m� m(7)
O -o W O W W W N W W W cl- WW
c E j co E j j co E j j as E j
630.00 630.00
622.00 622.00
614.00 1111614.00
0
606.00 2 • —606.00
16n-263Lf-18 y`•
598.00 —
—598.00
•
— vrinif_"AR"©aAO°/
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: SD 1B.stm
f4 N coNr to
7 . 5 C 5 C 7 C 7
O' o 0= 0= _I (DE 0= -I 0
O O N f�
i OMB O r100 O NcoO r ��CO N tnN
OO CO (O• O� CO (O `-N Tr V to to to 6 N N co
Elev. (ft) o w 2 0 co O. co m88 ,� (°�8 No CO (°S
o +p W O wWW N wWW N wWW M wWW M WW
m E > m E>> as E >> co f > ; as E co E >
cc)CD _ (n iR_= co E_= to ii_= to E_= to RE
626.00 • 626.00
•
619.00 619.00
•
•
612.00 — i 612.00
605.00 —j/ r '!�gy7a1-`3R"@ 0.62% 605.00
—
169,969Lf-36"(a)0.5 37 0
— 47.034Lf-38'@ 0.84%
598.00 — 24 R09I f-'iR"en R1% 598.00
— 60.700Lf 36"@ 0.49%
591.00 591.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
i1) CO N
7 C 7 C ' C 7
0 C J O= J OE —I 0
n 00 ' Tr00 ' �00 ' 00
0�? V CO �N 7 0 N.CO 0 co
0 ui Lci N-• NOCO co N000 V "cocp
Elev. (ft) o'O coo m ��m M �COCO m GS
oWww aWww :- Www + Ww
m E > > m E» m E » m E>
co Fc c c cn re c= u) Fe c c co Fe c
622.00 622.00
•
•
618.00 • 618.00
•
•
614.00 614.00
•
•
610.00 — 610.00
— —
—
606.00 I • Ai 9i2Lf-30" 606.00
• 96.781 Lf-36"@ 0.62%
24.300t1 7-V0.82%
•
•
602.00 602.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
a)
CO P a) O) N
' E ' C E' C 7 C 7 C j
0 E J OE J OE J OE J 0 C J 0
tr) N V CN �N.QO) NON O a) n LoMN N. •O
N 00 N NOO 01 �•00 �00 CO
00 co �Od •
N �-
Elev. (ft) o'° coco v 0.coco c �mm Ocr) �coco 4 �com o co
O W W W O W'Tilt WWW WWW N W W W co W W
mE > > m E » m E > >. m E_> j asE > > cU E>
co c E cn Ecc co E c Ecc cc cn SEE V) EEc
628.00 628.00
623.00 — — 623.00
618.00 — —618.00
613.00 /1 I __ -- jr_iii —613.00
r
----------------- ------
—
608.00 94.368Lf-30"@ 0.74% —608.00
----_119.912Lf-30"@0a9�/
1 — 24.450Lf 15"@ 0.82%
— 41.212Lt-30"L 0.73% I — 29.3351�f-30"@ 0.68%
603.00 603.00
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: SD 1B.stm
O co
0o CA N
7 C 7 C 7 C 7 C 5 C 7
O C J 0 C J 0 G J 0 C J 0 E J 0
n 00 ' �00 ' NOO ' 000 ' �00 ' 0o
NON to V,r(O M �f7 Ch( co CD N-C) M f:in•,- co CCoM
p V Co W CM �00 On 0 C)O Co ICA6) Tr OON CC) •
ON
Elev. (ft) o CO �� N �mm N oc�om omc�o v omm r (9m
o W W W O W W W ; W WL0 ,- W W W N W W W N W W
CO E > > m E » m E » co E > ; as E5 ; cU E
cniE cc cn iEcc 0) E25c co Etc co GCc CO o'E
625.00 625.00
621.00 621.00
617.00 617.00
- II
Iiii1�111�11
■••minomiN I�I I
613.00 1_II-_ Ii
i - I��
613.00
InniMM - ..— .— II— 11- Iiiii
iimommummomm••••••■•eimmommilaeisisameavaia
1--
609.00 I-MII_ rrill-M 'I . M= 609.00
MI.i� -.-00Lf-15"@0.82%
2' '3,Lf-"AO" ,j 68% 27 170Lt-30" .0 0.74%
605.00 605.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
N
7 7 =
0 C C O C J 0
J
CO N-OC) NCO O NN
00 oioi co (0N __�O
Elev. (ft) o co o o rn �m 1 �°
O W W W O W W W N W W
CO E > > m E > ; m E >
co i2 c c co iE c
631.00 631.00
626.00 626.00
621.00 621.00
616.00 616.00
1L__ ____—....mmIllall ___ ________-
2.12%
611.00 611.00
96.60 - U
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: SD 1B.stm
N co U)
N N
7 C S C 7 C 7 C
co O C J O C J O C J O C J 0 E 0
Cfl O�•W• ' N.U)N to OH•O• O M(N N• O NV co ON
p,_ OO) co 000 coco �.-� ao 1-0 ONM M �(.CM O �M
Elev. (ft) o<Omm �mm �com �mm �mm N 0m
+ III _— +01 w = + w== + w== +co w + ui=
O W W O W W N W W N W W N W W M W
co nE > ; o E » E > ; �o E m e; ; m E �
ink to �� C (n EEE cn cEE U) Ec= to Fe
627.00 627.00
623.00 — - - 623.00
619.00 — 1 —619.00
—
—
615.00 —615.00
— — --_ ."
J - ii
r
Y_ -
1
611.00 _ 116 $4Lt-so..@ 0.86% 611.00
1 96.�OU O g 0.62`Yo — 3137575Lf-15"@ 0.5 2%
24.500Lf 15"@ 0.32%
— 46.471 Lf-30' Cgs 0.65%
607.00 607.00
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: SD 1B.stm
(so 7 if) c..),- N
j c E c 7 E E C 5
0c J OE J OE J OE J 0
' co U)
' MN O) LC)CO0 M O) m' 2g
O n_ -__ V CNN M HMV' f� O) fl , •
C)Lo
Elev. (ft) ocomm (0mmd Oco .com No �mm N •
�m
O W W W O W W W W W W N W W W CV W
CaE5 > co E 5 5 as E >' co E» m E >
cnR c c u) E c c u) ii cc to E c c o a. c
629.00 629.00
625.00 625.00
621.00 621.00
- —
617.00 —617.00
——
ti
613.00 11 • _ 0 613.00
I 16n71I f-3I" t .65% I _ — 24 400Lf-15"0 0.82%
— 42.4U4Lt-24"L U./1%
609.00 609.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
N N
' C 5 C 5 C 5
O E —1 OE —1 OE —1 0
CI) (YO)U) r) 0D.c,— 10 m OM� N Lt 0)
4.4 cNi
CD� ci
Elev. (ft) O co. COO CO�
o . . . O OOU DM . M CO
0)ow W
ww III ww ww m E > > co E > ; as E » co E >
co i2 c E co E 0 E co E c c co R
632.00 632.00
628.00 • 628.00
624.00 624.00
620.00 620.00
•
___.-,
616.00 — 1 63.098L1-15'.@ 0.85% —616.00
—11
105.913Lf 21"@°7 °'
612.00 — 24.122L1- 15"`0.83% 612.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
(o N
N
7 C C S
O E J 0 E J 0
00 ' NOO 00
O M.L) (r) O(h co.([)
O� V�_ O N�� N CON
Elev. (ft) o(° (o(° o m(°(° m (.co
s W W W - W W W N W W
(aE > > as E » yv E
co E a LI
631.00 631.00
•
•
627.00 - 627.00
623.00 623.00
619.00 — —619.00
'�. 19 f_9d"@0.b9%
615.00II
00 615.00
1 105.913Lf 24 @ 76
•
•
611.00 611.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
coco
7 C S 7 C 3
O -I O E i O E -� O
Lo
O M l0[) co 0)MCOO ' O0N- N 0
(966
Ot0 V; Lri t. co O COQ cq CO
Elev. (ft) o �_°CO o cflm o CO`O co CO
o W W W WWW N WWW N WW
m E > > }o E> ; �o E» w E >
E CO E c E
631.00 631.00
627.00 627.00
623.00 / 623.00
-
619.00 —619.00
------ —
�03.810Lf 18' it '0/0
615.00 615.00
105.913Lf 2 I"@ 0
24.3`32Lf 1.5'@ 0.82%
611.00 611.00
0 25 50 75 100 125 150 175 200 225
Reach (ft) 250
HGL EGL
Storm Sewers

Storm Sewer Profile Proj. file: SD 1B.stm
Cn
5
0 E J OE J 0
N OO ' U"00 1 00
° M CO W 0000 0 N0
O N CO N W NCO
Elev. (ft) o co. o oh co m
o W w w ,- www ww
as E > > as E » as E >
633.00 - 633.00
629.00 629.00
625.00 625.00
)11 .-------- .--------. , ____ _____—...
621.00 621.00
R7 OOOLt 15"L 1.04"0
617.00 — ' 617.00
------------
103.810Lf 18"@ 1 16%
613.00 613.00
0 25 50 75 100 125 150 175
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

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
4-3
5
44 4-1R
2
4-2
1
Outfall
Project File: 19076 SD 4.stm Number of lines:5 Date: 10/25/2024
Storm Sewers v2025.00

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: 10/25/2024
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 Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Carry 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 7.58 0.50 0.53 0.00 0.53 0.020 15 24.510 0.82 3.79 0.94 3.22 614.25 Comb. 1
4 4-1A 617.00 615.09 614.96 7.41 4.07 0.50 15.08 0.00 15.08 0.012 18 34.100 0.38 7.02 8.76 2.64 618.12 Hdwall 2
3 4-1 B 617.38 615.09 614.96 7.41 4.07 0.50 15.08 0.00 15.08 0.012 18 34.000 0.38 7.03 8.76 2.64 618.12 Hdwall 2
2 4-2 619.10 613.60 612.50 0.00 0.00 0.00 0.00 .... 30.12 0.012 24 54.800 2.01 34.71 10.66 3.57 615.46 MH 1
1 4-4 618.07 612.30 610.00 0.17 7.58 0.50 0.64 0.00 30.70 0.012 30 190.800 1.21 48.78 7.72 3.62 614.19 Comb. Outfall
***NOTE: THE PIPES 4-1A AND 4-1 B TO 4-2 ARE DESIGNED AND APPROVED BY NCDOT.
NCDOT REQUESTED THAT THE EXISTING SINGLE PIPE BE REPLACED USING DUAL PIPES, PIPE SIZE,
INVERTS, AND SLOPE TO MATCH THE EXISTING PIPE. THE EXISTING ELEVATION AND SLOPE ARE REQUIRED
TO AVOID EXISTING UTILITIES.
Project File: 19076 SD 4.stm Number of lines:5 Date: 10/25/2024
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 4.stm
u
O ;� E c OE E O
O O O ' OM CO ' MM
O tp O OD �N('• M MM
Elev. (ft) o w G ci rn to COS
o p W WWW N L.T.
cc) E > E» E
inCS E c= to R5
627.00 627.00
623.00 — 623.00
619.00 619.00
615.00 615.00
— —
Id--
--------
611.00 L fiP"-' 611.00
24.51611.-15"@0.82%
607.00 607.00
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
N coO ;� J O�N-0 CI J OE J coo
O O O O OMO O 0 0 CO 0( O n0
O (p O OD O N N (p _O co V CO �p
Elev. (ft) 0 w m rn co�� v c°�� 0 w7,
OpW WWW N WWW N -pW
;a > ;o E» m E » c E >
t�C� S to a .E cn E c c co OE E
631.00 631.00
626.00 — • • 626.00
621.00 —621.00
--------------
616.00 ___,- 616.00
---------------------------
.800Lf-24' L 24.-
611.00 —611.00
190.800Lf i["C� 121% — 34.000Lf-18"@ 0.38%
606.00 606.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
N V
Oc,14G J OS J OS JOO
I- O O
CD O OMo c; Coo NO
O Cp O_ °p _0. MNN (fl _oMV' c.r- (p.4
Elev. (ft) o w co rn ca m co v cn m m w w•m
o -a W W W W N W W W N -p W
;a E > co E » coE » co E >
co 0 c co CE c c c c co 0 c
631.00 631.00
626.00 — - 626.00
621.00 —621.00
616.00 1 —616.00
J
54.800Lf-24 L 2.01
611.00 —611.00
1��90.800Lf 3L- 1.21%
— 34.100Lf-18"@ 0.38%
606.00 606.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

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

RIPRAP MINIMUM TAILWATER CONDITION
W2=3 0 ;1: Ill
,
t1i'
Outlet W1= D4 + La 9i -. " NI 111 I' I t •
pipe mairli 1 III la
diameter (Do)
80 NM III • d,'1I IA
La -� IiiiiiiiN 111 4 ,1T,11;d'
. - 0 _ .i :-- Mlle II/ ! fff!Ilfl III
. T.f lwater < 0.5D - II ►.`��r r I;r,I1
■ , sore ar III
{�1. 7Q �I'111:H' i IIII
T=1.5 x 1.5 x d50 ll� �'1 1it , II irlll
T=10 MIN PO • 10 , y.lh�iwar� '1 vilt1
P
o'� 60 ■ 1 401r";,,,',.
I ' u9�r Il ,nl{H=2/3DoN,0� 'r 1111111111n
--.r s ' lrf► lIlluulti�H=1' MIN. • t� - . - ■ -- • A
� UN Ilan lnul
-A 1111111111
` 4,1'i.■ l 1llui
11 III,. .wi�%�F.1■1■'r G I iSI It IIII�IIII�I{I:i
-_ '1�� �llhI!IIk naillvun
. tril ,1 • .II 11 . 4 11/1 al!'dl 'd
3p '' r (�� ■ r• ■I I 11 U�'...WillrrU''
O -+- ; ��..N r .-401 :411U- Eli 1 .IIlIIillll:.Iflhrllll
I I I ,•• rd1' VII I ■11/■■:■ 1�/11�■■I�I 1 'I/III i�Ullil'llrlhi
1 --I;■w; wi I nsw���s T■r■n.iwi�� s■w..�■ ■ 1 ■YI +Alit III'A111 1�jI11JN 3
I_ i1 l '`���"M1► ■faWHEN
1 Y I■ 1 IIIIII ■11 IINyrtir,
. �,�I �! ` 2_�'�iil�L�dl� �AIME 5 1-- III II! I!I ! ; J &il
�} . , .ir { 1 fii ��IE ` EriEIMMAIS za J'' ��I�IIatimjj�dri ;111 N
0 rY, 1 I /,II 1 r 11� Ili
1E1E4
IM ■ i■�' IIW' ! r'l,L� 1'll1lP� III2 0.
_ i II I =: !2O�- • ' 1 RIII' .'i•. IIIkIII�. _ I �_. I1 ,� �•1l�ti,nl�=�I,i iiiiii i l i_ I . ; ■N� + v " I■ .;/' _ !%Ai%1►Nl illll ii1ii''�rlull�I'IlriI�II a
.. I. 1` -1 _ i, 'I i 1'_ r- ,..4. nil riiii I Ili"'1 I.,milt..„lllil oc
'I r v =20���• ►'ill F lr �/2 54. 4 A IIInum�N I Illilnilli unIMini l i 1 Y
I■; I mi I I_- -...011 Iw:n+ '' IIgiliNIC llLallaNEl•r�11NN■IN■1a1■II Milli lllltll(IIt(IMIII
IN I NV ■fir awl/: :If■V'dgIr1,..-..11it■��I1NIl■1■NI�IIIHnnlY11111 MIlIllrlll 1 .
1■l - >',` "- 211VII.�Ii11 +I'..#.„..IrN1.UNEwINIII UII•UINOIIIIIl.IINIIUlui111i011I11
■' ��o!war/ %■WIMI !■MYlflP • II IU 1111111.1111u1Q1■IINIII1/1M1 If
I■'l ��/��" - N■N■■N�IRIN ■■- .IN■■1■■rI�;I11I■■■uIIN11IllIIII
1 Ii!1:ZIr"0r�1N _w■� IIN■t1■U1mIIiWIN11w■UIl11NA11 1
1 •w-1 - I11111ili I111101111I0 CID
3 5 10 20 35.0 C-'I 100 200 500 1000
6.2 CFS 12.7 CFS 32.0 CFS 3
Discharge (ft /sec)
16.0 CFS
61.0 CFS
Curves may not be extrapolated. 47.0 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-22 32.0 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 1B-32 47.0 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 2A-10 12.7 CFS 24" 13'MIN. 15'MIN. 6.0'MIN. 10.8"MIN 1.0'
FES 2B-04 6.2 CFS 15" 10'MIN. 11.5'MIN. 4.5'MIN. 10"MIN 1.0'
FES 4-5 35.0 CFS(25YR) 30" 16'MIN. 19'MIN. 7.5'MIN. 13.5"MIN 1.7'
FES 2C-02 16.0 CFS(25YR) 30" 16'MIN. 18.5'MIN. 7.5'MIN. 13.5"MIN 1.7'
FES 1D-02 61.0 CFS(25YR) 36" 21'MIN. 24'MIN. 9.0'MIN. 19.0"MIN 2.0'

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 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)

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)

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 P, 1.8 AC.
Name SWALE P, 1.8 AC.
Discharge 8.2 DA= C * I *A= 0.60 * 7.58 IN/HR* 1.8 AC. = 8.2 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
Underlying Straight 8.2 cfs 2.99 ft/s 0.8 ft 0.041 1.96 lbs/ft2 0.56 lbs/ft2 3.49 STABLE D
Substrate
S150 Straight 8.2 cfs 2.99 ft/s 0.8 ft 0.041 1.8 lbs/ft2 1 lbs/ft2 1.8 STABLE D
U nvegetated
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 8.2 cfs 2.37 ft/s 0.92 ft 0.056 4 lbs/ft2 0.63 lbs/ft2 6.32 STABLE --
Substrate
Unreinforced Straight 8.2 cfs 2.37 ft/s 0.92 ft 0.056 4 Ibs/ft2 1.15 lbs/ft2 3.49 STABLE --
Vegetation

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

Project: McCoy Farm DPR DESIGN Computed by: JMM
Job#: 19076 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&SC TD B, 2.9 AC
Name E&SC TD B, 2.9 AC
Discharge 13.2 Q = C * I *A= 0.6 * 7.58 * 2.9 = 13.2CFS.
Channel Slope 0.033
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 13.2 cfs 4.55 ft/s 0.83 ft 0.035 1.8 lbs/ft2 1.71 lbs/ft2 1.05 STABLE D
U nvegetated
Underlying Straight 13.2 cfs 4.55 ft/s 0.83 ft 0.035 1.96 lbs/ft2 0.95 lbs/ft2 2.06 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&CTDD2, 2.4AC
Name E&C TD D2, 2.4 AC
Discharge 11
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 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 11 cfs 3.3 ft/s 0.9 ft 0.04 1.8 lbs/ft2 1.12 lbs/ft2 1.6 STABLE D
U nvegetated
Underlying Straight 11 cfs 3.3 ft/s 0.9 ft 0.04 1.32 lbs/ft2 0.62 lbs/ft2 2.12 STABLE D
Substrate

NORTH 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 El, 8.0 AC,
Name E&SC TD El, 8.0 AC,
Discharge 30.4 DA=POST=4.8 AC.,PRE=8.0 AC,Q=0.5 * 7.58 * 8.0=30.4 CFS.
Channel Slope 0.06
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)
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 30.4 cfs 4.07 ft/s 1.42 ft 0.074 3.33 Ibs/ft2 2.8 lbs/ft2 1.19 STABLE --
Unvegetated

NORTH 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 E2, 1.6 AC.
Name E&SC TD E2, 1.6 AC.
Discharge 2.5 DA=POST=0.5 AC.,PRE= 1.6 AC,Q=0.2 * 7.58 * 1.6= 2.5 CFS.
Channel Slope 0.03
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 2.5 cfs 2.5 ft/s 0.43 ft 0.043 1.8 lbs/ft2 0.81 lbs/ft2 2.22 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 2.5 ft/s 0.43 ft 0.043 1.96 lbs/ft2 0.5 lbs/ft2 3.93 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&SCTDF, 3.5AC.
Name E&SC TD F, 3.5 AC.
Discharge 16
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 16 cfs 3.72 ft/s 1.04 ft 0.039 1.8 lbs/ft2 1.3 lbs/ft2 1.39 STABLE D
U nvegetated
Underlying Straight 16 cfs 3.72 ft/s 1.04 ft 0.039 1.96 lbs/ft2 0.71 lbs/ft2 2.78 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 G, 1.0 AC.
Name E&SC TD G, 1.0 AC.
Discharge 3.9 Q = 0.5 * 7.58 * 1.0 = 3.9 CFS.
Channel Slope 0.02
Channel Bottom Width 0
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 3.9 cfs 2.37 ft/s 0.74 ft 0.044 1.8 lbs/ft2 0.92 lbs/ft2 1.95 STABLE D
U nvegetated
Underlying Straight 3.9 cfs 2.37 ft/s 0.74 ft 0.044 1.96 lbs/ft2 0.44 lbs/ft2 4.47 STABLE D
Substrate

NORTH 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 H1, 1.6 AC.
Name E&SCTD H1, 1.6AC.
Discharge 6.1 DA=POST=0.6 AC.,PRE= 1.6 AC,Q=0.50 * 7.58 * 1.6= 6.1 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 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 6.1 cfs 2.72 ft/s 0.71 ft 0.042 1.8 lbs/ft2 0.89 lbs/ft2 2.02 STABLE D
Unvegetated
Underlying Straight 6.1 cfs 2.72 ft/s 0.71 ft 0.042 1.96 lbs/ft2 0.51 lbs/ft2 3.86 STABLE D
Substrate

NORTH 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 H2, 1.3 AC.
Name E&SC TD H2, 1.3 AC.
Discharge 6 DA=POST= 1.3 AC.,PRE=0.9 AC,Q=0.60 * 7.58 * 1.3 = 6.0 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 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 6 cfs 2.7 ft/s 0.71 ft 0.043 1.8 lbs/ft2 0.88 lbs/ft2 2.03 STABLE D
Unvegetated
Underlying Straight 6 cfs 2.7 ft/s 0.71 ft 0.043 1.96 lbs/ft2 0.5 lbs/ft2 3.89 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 I, 0.25 AC.
Name E&SC TD I, 0.25 AC.
Discharge 1.3 Q = 0.60 * 7.58 * 0.25 = 1.3 CFS.
Channel Slope 0.02
Channel Bottom Width 0
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
Underlying Straight 1.3 cfs 1.66 ft/s 0.51 ft 0.049 1.96 lbs/ft2 0.3 lbs/ft2 6.49 STABLE D
Substrate
S150 Straight 1.3 cfs 1.66 ft/s 0.51 ft 0.049 1.8 lbs/ft2 0.64 lbs/ft2 2.82 STABLE D
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 J, 2.5 AC.
Name E&SC TD J, 2.5 AC.
Discharge 9.6 Q = 0.50 * 7.58 * 2.5 = 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 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
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
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

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 K, 0.6 AC.
Name E&SC TD K, 0.6 AC.
Discharge 2.4 Q = 0.5 * 7.58 * 0.6 = 2.4 CFS.
Channel Slope 0.02
Channel Bottom Width 0
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
Underlying Straight 2.4 cfs 2.02 ft/s 0.63 ft 0.046 1.96 lbs/ft2 0.37 lbs/ft2 5.27 STABLE D
Substrate
S150 Straight 2.4 cfs 2.02 ft/s 0.63 ft 0.046 1.8 lbs/ft2 0.78 lbs/ft2 2.29 STABLE D
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 L, 0.5 AC.
Name E&SC TD L, 0.5 AC.
Discharge 2.4 Q = 0.60 * 7.58 * 0.5 = 2.4 CFS.
Channel Slope 0.02
Channel Bottom Width 0
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
Underlying Straight 2.4 cfs 2.02 ft/s 0.63 ft 0.046 1.96 lbs/ft2 0.37 lbs/ft2 5.27 STABLE D
Substrate
S150 Straight 2.4 cfs 2.02 ft/s 0.63 ft 0.046 1.8 lbs/ft2 0.78 lbs/ft2 2.29 STABLE D
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 0, 3.1 AC.
Name E&SC TD 0, 3.1 AC.
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 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
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
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

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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#1 (NCDENR 6.61 Modified)
Pre-Development
Drainage Area"A"(ac)= 23.0
Runoff Coefficient,Pre Dev(C)= 0.50 (After clearing+rough grade,Seeded condition)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q10"(cfs)= 87.2 (Q10=C*1 A)
Flow"Q25"(cfs)= 106.1 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 25.4
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)= 115.5 (Q10=C*I*A)
Flow"Q25"(cfs)= 140.6 (Q25=C*I A*1.1)
Designed Flow"Q10"= 115.5 cfs Use the larger to the two conditions
Designed Flow"Q25"= 140.6 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 41,400 (V=1,800 cf per acre of drainage areas)
Storage Provided= 159,475 599.5 (measured @ storage depth)
Surface Area Required(sf)= 50,251 601.5 (435 sf per Q10 cfs)
Surface Area Provided= 51,700 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth"H"(ft)= 3.5
Bottom Dimension= 596.0 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 599.5 for actual basin areas and storage provided)
Top of Basin Dimension= 601.5
Riser Discharge:
Barrel Size(in)= 36 RCP @ 592.40
Head over Barrel(ft)= 8.1 @ Emergency Spillway
Total Discharge from Barrel(cfs)= 161
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 0 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0 (10'min.)
Spillway Crest Height(ft)= 4.5 600.5 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.0 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.0 (1'minimum)
Embankment Width(ft)= 10.0 (8'minimum)
Embankment Depth(ft)= 5.5 601.5 (Top of Basin Elevation)
Use Permanent BMP Outlet Structure and Spillway.
Sediment Basin w/Skimmer# EC BASIN#1 (CLDSM 30.03B)
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSIS 161Wd+EIV -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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#1 (NCDENR 6.61 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
11/2"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(in^21
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 41,400 43.13 21.56 8.63 6.16
7.41 5.24 3.31 2.80
Try 2"Skimmer 41,400 36.87 18.43 7.37 5.27
6.85 4.84 3.06 2.59
'Try 2'/2'Skimmer 41,400 32.60 16.30 6.52 4.66
6.44 4.56 2.88 2.44
Try 3"Skimmer 41,400 29.96 14.98 5.99 4.28
6.18 4.37 2.76 2.33
Try4"Skimmer 41,400 25.86 12.93 5.17 3.69
Use 4.0"Skimmer with a 3.0"Orifice I 5.74 4.06 2.57 2.17
Try 5"Skimmer 41,400 25.21 12.61 5.04 3.60
5.67 4.01 2.53 2.14
'Try 6"Skimmer 41,400 22.82 11.41 4.56 3.26
5.39 3.81 2.41 2.04
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chape/ICALCSISalG rI ni-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#2,STAGE 1 &2 (NCDENR 6.61 Modified)
Pre-Development
Drainage Area"A"(ac)= 4.5
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)= 17.1 (Q10=C*1 A)
Flow"Q25"(cfs)= 20.8 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 6.3
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)= 28.7 (Q10=C*I*A)
Flow"Q25"(cfs)= 34.9 (Q25=C*I A*1.1)
Designed Flow"Q10"= 28.7 cfs Use the larger to the two conditions
Designed Flow"Q25"= 34.9 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 8,100 (V=1,800 cf per acre of drainage areas)
Storage Provided= 54,500 615.0 (measured @ storage depth)
Surface Area Required(sf)= 9,312 (325 sf per Q1O cfs)
Surface Area Provided= 24,000 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 5.0
Bottom Dimension= 610.0 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 615.0 for actual basin areas and storage provided)
Top of Basin Dimension= 616.0
Riser Discharge:
Barrel Size(in)= 18 RCP @ 609.20
Head over Barrel(ft)= 5.8 @ Emergency Spillway
Total Discharge from Barrel(cfs)= 34
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 0.7 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0 (10'min.)
Spillway Crest Height(ft)= 5.0 615.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.1 (1'maximum,Cw=3.0)
Freeboard(ft)= 0.9 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 6.0 616.0 (Top of Basin Elevation)
Use Temporary Skimmer and Temporary(Stage 1)Spillway.
Sediment Basin w/Skimmer# ASIN#2,STAGE 1 &2 (NCDENR 6.61 Modified)
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISll61Wdcom/ -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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#2,STAGE 1 &2 (NCDENR 6.61 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(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 8,100 8.44 4.22 1.69 1.21
3.28 2.32 1.47 1.24
Try 2"Skimmer 8,100 7.21 3.61 1.44 1.03
Use 2.0"Skimmer with 1.5"Oriface. I 3.03 2.14 1.36 1.15
Try 2'/2'Skimmer 8,100 6.38 3.19 1.28 0.91
2.85 2.02 1.27 1.08
Try 3"Skimmer 8,100 5.86 2.93 1.17 0.84
2.73 1.93 1.22 1.03
Try4"Skimmer 8,100 5.06 2.53 1.01 0.72
2.54 1.79 1.14 0.96
ITry 5"Skimmer 8,100 4.93 2.47 0.99 0.70
2.51 1.77 1.12 0.95
Try 6"Skimmer 8,100 4.47 2.23 0.89 0.64
2.38 1.69 1.07 0.90
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chape/ICALCSISalG rI ni-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#2,STAGE 3 (NCDENR 6.61 Modified)
Pre-Development
Drainage Area"A"(ac)= 4.5
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)= 17.1 (Q10=C*1 A)
Flow"Q25"(cfs)= 20.8 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 6.3
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)= 28.7 (Q10=C*I*A)
Flow"Q25"(cfs)= 34.9 (Q25=C*I A*1.1)
Designed Flow"Q10"= 28.7 cfs Use the larger to the two conditions
Designed Flow"Q25"= 34.9 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 8,100 (V=1,800 cf per acre of drainage areas)
Storage Provided= 36,250 615.0 (measured @ storage depth)
Surface Area Required(sf)= 9,312 (325 sf per Q1O cfs)
Surface Area Provided= 16,500 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 5.0
Bottom Dimension= 610.0 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 615.0 for actual basin areas and storage provided)
Top of Basin Dimension= 616.0
Riser Discharge:
Barrel Size(in)= 18 RCP @ 609.20
Head over Barrel(ft)= 5.8 @ Emergency Spillway
Total Discharge from Barrel(cfs)= 34
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 0.7 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0 (10'min.)
Spillway Crest Height(ft)= 5.0 615.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.1 (1'maximum,Cw=3.0)
Freeboard(ft)= 0.9 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 6.0 616.0 (Top of Basin Elevation)
Use Temporary Skimmer and Temporary(Stage 1)Spillway.
Sediment Basin w/Skimmer# BASIN#2,STAGE 3 (NCDENR 6.61 Modified)
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISll61Wdcom/ -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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#2,STAGE 3 (NCDENR 6.61 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(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 8,100 8.44 4.22 1.69 1.21
3.28 2.32 1.47 1.24
Try 2"Skimmer 8,100 7.21 3.61 1.44 1.03
Use 2.0"Skimmer with 1.5"Oriface. I 3.03 2.14 1.36 1.15
Try 2'/2'Skimmer 8,100 6.38 3.19 1.28 0.91
2.85 2.02 1.27 1.08
Try 3"Skimmer 8,100 5.86 2.93 1.17 0.84
2.73 1.93 1.22 1.03
Try4"Skimmer 8,100 5.06 2.53 1.01 0.72
2.54 1.79 1.14 0.96
ITry 5"Skimmer 8,100 4.93 2.47 0.99 0.70
2.51 1.77 1.12 0.95
Try 6"Skimmer 8,100 4.47 2.23 0.89 0.64
2.38 1.69 1.07 0.90
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chape/ICALCSISalG rI ni-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#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(Q10)(cfs)= 2.7 (Q=c*I*A drain.)
Required Storage(cf)= 2,160.0 �'' N`i "I`l.LUI
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-Westley Ch@01tbT141VG51 SORM+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
Spillway Length(ft)= 10.0
Spillway Crest Height(ft)= 2.5 615.0 (1.5'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.4 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.1 (1'minimum)
Top of Embankment Width(ft)= 5.0 (5'minimum)
Embankment Depth(ft)= 4.0 616.5 (Top of Basin Elevation)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley CI / t6iAlleSIHAORM+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#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 Cl /s t{fb41JPZCEOK RM+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(Q10)(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 CI ttPl4110G02'AORM+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"Q10"(cfs)= 22.0 (Q10=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"Q10"(cfs)= 8.6 (Q10=C*I*A)
Flow"Q25"(cfs)= 10.5 (Q25=C*I A*1.1)
Designed Flow"Q10"= 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 Q10 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 (1.5'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.5 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.0 (1'minimum)
Top of Embankment Width(ft)= 5.0 (5'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-Westley Ch@/t6iAlleSIHAORM+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(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 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 2'/2'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
L 2.71 1.91 1.21 1.02
C:IDPR Dropboxl_ProjectslActivel2019119076 Carolyn Farm-Kahuna Group-Westley Cl /s t{fb41JPZCEOK RM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#7 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 2.8
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"Q10"(cfs)= 10.6 (Q10=C*1 A)
Flow"Q25"(cfs)= 12.9 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 2.7
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)= 12.3 (Q10=C*I*A)
Flow"Q25"(cfs)= 15.0 (Q25=C*I A*1.1)
Designed Flow"Q10"= 12.3 cfs Use the larger to the two conditions
Designed Flow"Q25"= 15.0 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 4,860 (V=1,800 cf per acre of drainage areas)
Storage Provided= 4,975 595.5 (measured @ storage depth)
Surface Area Required(sf)= 3,991 596.0 (325 sf per Q1O cfs)
Surface Area Provided= 4,300 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 2.0
Bottom Dimension= 594.0 (See Erosion Control plan,
Storage Dimension= 595.5 for actual basin areas and storage provided)
Top of Basin Dimension= 597.5
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 15.0
Spillway Length(ft)= 12.0
Spillway Crest Height(ft)= 2.0 596.0 (1.5'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.6 (1'maximum,Cw=3.0)
Freeboard(ft)= 0.9 (1'minimum)
Top of Embankment Width(ft)= 5.0 (5'minimum)
Embankment Depth(ft)= 3.5 597.5 (Top of Basin Elevation)
Z:ISharedlProjects12019119076 Carolyn Farm-Kahuna Group-Westley ChapelICALCSISll61Wd1om/ -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.03/27/2024
Sediment Basin w/Skimmer# EC BASIN#7 (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 4,860 5.06 2.53 1.01 0.72
2.54 1.80 1.14 0.96
Try 2"Skimmer 4,860 4.33 2.16 0.87 0.62
Use 2.0"Skimmer w/1.5"Dia.Orifice I 2.35 1.66 1.05 0.89
Try 2'/2'Skimmer 4,860 3.83 1.91 0.77 0.55
2.21 1.56 0.99 0.83
Try 3"Skimmer 4,860 3.52 1.76 0.70 0.50
2.12 1.50 0.95 0.80
Try 4"Skimmer 4,860 3.04 1.52 0.61 0.43
1.97 1.39 0.88 0.74
ITry 5"Skimmer 4,860 2.96 1.48 0.59 0.42
1.94 1.37 0.87 0.73
ITry 6"Skimmer 4,860 2.68 1.34 0.54 0.38
1.85 1.31 0.83 0.70
Z:IShared\Projects12019119076 Carolyn Farm-Kahuna Group-Westley Chape/ICALCSISalG rI ni-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 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:06/14/2023
Sediment Basin w/Skimmer# EC BASIN#8 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 4.2
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)= 15.9 (Q10=C*I A)
Flow"Q25"(cfs)= 19.4 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 1.2
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)= 15.9 (Q10=C*I*A)
Flow"Q25"(cfs)= 19.4 (Q25=C*/A*1.1)
Designed Flow"Q10"= 15.9 cfs Use the larger to the two conditions
Designed Flow"Q25"= 19.4 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 7,560 (V=1,800 cf per acre of drainage areas)
Storage Provided= 9,325 596.5 (measured @ storage depth)
Surface Area Required(sf)= 5,173 594.0 (325 sf per Q1O cfs)
Surface Area Provided= 5,200 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 3.5
Bottom Dimension= 593.0 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 596.5 for actual basin areas and storage provided)
Top of Basin Dimension= 597.5
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 19.4 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0
Spillway Crest Height(ft)= 2.0 595.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.7 (1'maximum,Cw=3.0)
Freeboard(ft)= 0.8 (1'minimum)
Top of Embankment Width(ft)= 5.0 (5'minimum)
Embankment Depth(ft)= 3.5 597.5 (Top of Basin Elevation)
Sediment Basin w/Skimmer# EC BASIN#8 (CLDSM 30.03B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley Ch@lt6iAlleSIHAORM+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:06/14/2023
Sediment Basin w/Skimmer# EC BASIN#8 (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(in^2) Area(in^2) Area(in^2)
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 7,560 7.88 3.94 1.58 1.13
3.17 2.24 1.42 1.20
Try 2"Skimmer 7,560 6.73 3.37 1.35 0.96
Use 2.0"Skimmer w/1.5"Dia.Orifice I 2.93 2.07 1.31 1.11
Try 2'/2'Skimmer 7,560 5.95 2.98 1.19 0.85
2.75 1.95 1.23 1.04
Try 3"Skimmer 7,560 5.47 2.74 1.09 0.78
2.64 1.87 1.18 1.00
Try 4"Skimmer 7,560 4.72 2.36 0.94 0.67
2.45 1.73 1.10 0.93
'Try 5"Skimmer 7,560 4.60 2.30 0.92 0.66
2.42 1.71 1.08 0.92
'Try 6"Skimmer 7,560 4.17 2.08 0.83 0.60
2.30 1.63 1.03 0.87
C:IDPR Dropboxl_ProjectslActivel2019119076 Carolyn Farm-Kahuna Group-Westley Cl /s t{fb41JPSC8'AORM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 of 2

19076 MCCOY FARM 2022-02-22 BY: JMM
REV: 2022-12-01
CHAPTER 5 DESIGN OF CULVERTS
-leo -10,000
7166 ;e•� EXAMPLE (I
)
15e -e,000 o.is I..i..ILO Intl —s. (2)
-5,000 0.64.1. -
(3)
144 .-4,000 -S. -e.
-132 -3,000 u«1 - -S-
o
-1:o M �t,000 t t.1 CI -5.
—Ipe �' _ (II tot GA _ 4
r .0t.tot -- 3. 4.
—•r -ee 1 — 1,000 - -3. -
•
-1114 a 7S00 -t. •
-SOO - -
co. - �/ = -Ind
s —e0 Z ♦%`/ r • -1.5 —1.5
W - -
a o /' lu W _ -
✓ W - 100 / X -
t
> -4e a •-So/ a - -
4
3 2
_.. eo
-4t // -50 x —1.0 -1.0 -
It p 0. - -
-40 1st _ —1.0
IC
la K -DO 61 SCALE ENTRANCE W�"�:f
la D TYPE -.e
4 —33 -20 (II moon - .e
e
a
y -30 to .r..N - . tla ` .
o - 27 - (II Wis.
e — —.7 .7 -
a —e
I — —
• -e - .7
so =d
t.....e.I.(t).r III Motile,
— I A.rl[.M.no to soot.(I),I... —.e —
' olio l/r.lg ,mottos.till fWN.A —•e
—3 e w 0...1..,or •Mr.. n. — e
— is 111.1Ir.N.,
•6 •
Id ▪ WE.0 Or PURK 00A0. MN.M! —.d
-1.0 -.d .d
-,- - 12
Figure 5C-4 Headwater Depth for CM Pipe Culverts with Inlet Control
Source:www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap6.pdf
DESIGNED USING TDs' CALCULATED FLOWS.
TD A:
Q = 3.7 CFS., USE 18".
TD J:
Q = 9.6 CFS., USE 24".