SW3230803_Stormwater Report_20230829

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
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Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
1A-09 7
6 15 1 • .; 8
1 A-
5 1A-1 4
1 A-12 •-07
18 9
1A-16 4
1A-14 1A-13
16 A-06
10
17 3
1A-15 14
1A 17 A-04
1 A-05
11
2
1 A-18
19
1 A-21
20 1
Outfall
- 0
Project File: PROP STORM 1A.stm Number of lines:21 Date:6/30/2022
Storm Sewers v2021.00

Spread 4" EVENT Page1
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)
21 1A-19 Pipe-(169) 0.50 4.00 0.84 1.68 4.00 0.020 0.020 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 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 2.36 0.00 18.24 Sag
18 1A-13 Pipe-(152) 0.50 4.00 0.59 1.18 4.00 0.020 0.050 0.98 0.20 6.36 4
17 1A-14 Pipe-(125) 0.50 4.00 0.65 1.30 8.00 0.020 0.050 1.30 0.00 4.97 Sag
16 1A-15 Pipe-(175) 0.50 4.00 0.76 1.52 8.00 0.020 0.050 1.52 0.00 5.57 Sag
15 1A-10 Pipe-(171) 0.50 4.00 0.20 0.40 4.00 0.020 0.050 0.39 0.01 3.63 3
14 1A-05 Pipe-(130) 0.50 4.00 0.18 0.36 4.00 0.020 0.050 0.35 0.01 3.36 15
13 1A-01 Pipe-(117) 0.50 4.00 0.12 0.24 4.00 0.020 0.050 0.24 0.00 2.51 12
12 1A-02 Pipe-(181) 0.50 4.00 0.51 1.02 4.00 0.020 0.050 0.87 0.15 5.94 11
11 1A-03 Pipe-(118) 0.50 4.00 0.15 0.30 4.00 0.020 0.050 0.43 0.02 3.85 10
10 1A-04 Pipe-(180) 0.50 4.00 0.50 1.00 4.00 0.020 0.050 0.87 0.15 5.93 9
9 1A-06 Pipe-(119) 0.50 4.00 0.04 0.08 4.00 0.020 0.050 0.23 0.00 2.41 8
8 1A-07 Pipe-(120) 0.50 4.00 0.56 1.12 8.00 0.020 0.050 1.05 0.07 6.21 7
7 1A-08 Pipe-(121) 0.50 4.00 0.53 1.06 4.00 0.020 0.050 0.95 0.18 6.24 6
6 1A-09 Pipe-(122) 0.50 4.00 0.44 0.88 4.00 0.020 0.050 0.90 0.16 6.06 5
5 1A-11 Pipe-(153) 0.50 4.00 0.49 0.98 4.00 0.020 0.050 0.95 0.19 6.27 4
4 1A-12 Pipe-(177) 0.50 4.00 0.08 0.16 8.00 0.020 0.050 0.54 0.01 4.32 Offsite
3 1A-16 Pipe-(176) 0.50 4.00 0.09 0.18 4.00 0.020 0.050 0.19 0.00 2.07 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 0.75 0.27 12.10 Offsite
Project File: PROP STORM 1A.stm Number of lines:21 Date: 6/30/2022
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Design 10YR-24HR EVENT Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Incr Q Total n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Carry Runoff Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
21 1A-19 602.30 599.60 598.60 0.84 7.58 0.50 3.18 0.00 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 1.36 0.00 4.42 0.012 15 127.382 0.63 5.54 5.02 2.35 599.25 Dp-Grate 1
19 1A-18 603.50 599.30 597.70 1.18 7.58 0.50 4.47 0.00 4.47 0.012 15 131.470 1.22 7.72 6.52 2.25 600.16 Dp-Grate 1
18 1A-13 603.49 599.30 598.90 0.59 7.58 0.50 2.23 0.00 2.23 0.012 18 56.819 0.70 9.54 2.35 3.64 599.86 Comb. 4
17 1A-14 603.37 599.80 599.60 0.65 7.58 0.50 2.46 0.00 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 2.88 0.02 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 0.76 0.06 0.76 0.012 15 24.393 0.82 6.33 2.24 3.30 601.24 Comb. 6
14 1A-05 608.00 603.80 603.60 0.18 7.58 0.50 0.68 0.00 0.68 0.012 15 24.103 0.83 6.37 3.28 3.14 604.12 Comb. 10
13 1A-01 610.17 605.40 604.50 0.12 7.58 0.50 0.45 0.00 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 1.93 0.02 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 0.57 0.49 2.86 0.012 18 96.676 0.52 8.18 3.66 3.29 604.34 Comb. 10
10 1A-04 607.99 603.00 602.70 0.50 7.58 0.50 1.89 0.16 5.25 0.012 18 41.457 0.72 9.68 5.59 3.39 603.88 Comb. 9
9 1A-06 607.59 602.50 602.10 0.04 7.58 0.50 0.15 0.54 5.37 0.012 18 64.931 0.62 8.93 5.23 3.37 603.39 Comb. 8
8 1A-07 606.97 601.90 601.40 0.56 7.58 0.50 2.12 0.06 7.31 0.012 18 81.093 0.62 8.93 5.64 3.29 602.95 Comb. 7
7 1A-08 606.19 601.00 600.10 0.53 7.58 0.50 2.01 0.26 9.09 0.012 24 98.966 0.91 23.37 5.79 3.15 602.08 Comb. 6
6 1A-09 605.25 599.90 599.50 0.44 7.58 0.50 1.67 0.63 11.20 0.012 24 76.369 0.52 17.73 5.97 3.01 601.10 Comb. 5
5 1A-11 604.51 599.30 598.50 0.49 7.58 0.50 1.86 0.65 12.78 0.012 24 46.755 1.71 32.05 6.53 3.54 600.59 Comb. 4
4 1A-12 604.04 598.30 598.10 0.08 7.58 0.50 0.30 1.35 15.01 0.012 24 24.430 0.82 22.17 7.58 3.94 599.70 Comb. 3
3 1A-16 604.04 597.60 597.20 0.09 7.58 0.50 0.34 0.09 20.09 0.012 30 60.798 0.66 36.04 6.46 5.67 599.12 Comb. 2
2 1A-17 605.37 597.20 596.40 0.00 0.00 0.00 0.00 .... 19.97 0.012 30 146.712 0.55 32.81 5.44 2.30 598.72 MH 1
1 1A-21 601.20 596.40 596.10 0.51 7.58 0.50 1.93 0.00 29.28 0.012 36 57.395 0.52 52.24 6.84 0.90 598.15 Dp-Grate Outfall
Project File: PROP STORM 1A.stm Number of lines.21 Date: 6/30/2022
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: PROP STORM 1A.stm
O 00 G J OE J 0
O O00
Oco MN�� O
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613.00 613.00
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601.00 —7 601.00
-----------
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----------- 134.47.Q 0 1.2/o
597.00 597.00
b t.J95L►-36"@ 0...2 fo r
593.00 593.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PROP STORM 1A.stm
N N
gC S C ' C 3
O 00 C J 0 E J O E J 0
O O O
O O •O O N •V(O r 7 •
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O co (O M `• OOP N. NCO CO (O G O
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605.00 605.00
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573"5Lf-'6 4 ' 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: PROP STORM 1A.stm
N N co nr
j C 7 C 7 C 5 C 7
p c J 0 c J 0 C J 0 c J 0
p p ' O
O 0 • N :A V• n
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613.00 613.00
609.00 609.00
605.00 — 605.00
----------------
601.00 / 601.00
—1
— -- a--
597.00 80.730Lf 30"@ 7 597.00
5(.3a5Lf-36"@ 0.S27 1
146.712Lf-30"@ 0.65%
—
— 24.430Lf-24"@ 0.82%
593.00 593.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PROP STORM 1A.stm
co n
M
7 E 7 C 3 C 7
O E -J OE -J OE -J 0
n o o ' "roo ' N-oo ' no
Cl N(Ni W 000 M Md'0 M MO
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co E > > co E» c E» ;g E >
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614.00 614.00
610.00 610.00
606.00 / 606.00
•
602.00 • 602.00
--------------- -------- ----- a j
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87.6 15Lf_1 c°Q 0.91
598.00 °:"'
598.00
Mi 00.7904-f 30"@ 0.66°A
— 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: PROP STORM 1A.stm
00
C
0 C C OE J 0
0 0 J BOO . 00
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610.00 610.00
607.00 - . 607.00
604.00 — 604.00
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601.00
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56.81•Lf-18"(c),U./Uvo
598.00 ■ Z4.430Lf-24"@ 0.02 1/4 . 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: PROP STORM 1A.stm
v
co co n
C = C S C 5
p C C Q C J OE J OE J O
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615.00 615.00
611.00 611.00
607.00 607.00
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603.00 603.00
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599.00 t G4 a 0: % r 599.00
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— 2A 430Lf-2A"©n 82w-
595.00 595.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PROP STORM 1A.stm
co
0
O C —I Q C J O C C Q C s.
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605.00 1 —605.00
------ 64.a.i I t_t-10"
601.00 �, R1 003Lf-16"(ae)u.62%
601.00
I 08.066,f-9.4 s i
41.457Lf-18' @ 0.72%
597.00 597.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PROP STORM 1A.stm
0
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600.00 600.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: PROP STORM 1A.stm
O N M
OE J O E J O= J DE J 0
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600.00 600.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

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

Spread 4" EVENT Page1
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
30 1B-28 Pipe-(160) 0.50 4.00 0.89 1.78 4.00 0.020 0.020 1.78 0.00 15.46 Sag
29 1B-29 Pipe-(162) 0.50 4.00 0.44 0.88 4.00 0.020 0.020 0.88 0.00 10.41 Sag
28 1B-23 Pipe-(131) 0.50 4.00 0.32 0.64 4.00 0.020 0.050 0.61 0.06 4.78 2
27 1B-19 Pipe-(165) 0.50 4.00 0.21 0.42 4.00 0.020 0.050 0.45 0.02 3.98 28
26 1B-15 Pipe-(111) 0.50 4.00 0.71 1.42 4.00 0.020 0.020 1.42 0.00 13.57 Sag
25 1B-16 Pipe-(146) 0.50 4.00 0.32 0.64 4.00 0.020 0.050 0.60 0.05 4.75 27
24 1 B-11 Pipe-(142) 0.50 4.00 0.44 0.88 4.00 0.020 0.050 0.90 0.16 6.06 23
23 1B-12 Pipe-(55) 0.50 4.00 0.12 0.24 4.00 0.020 0.050 0.39 0.01 3.61 25
22 1 B-08 Pipe-(102) 0.50 4.00 0.56 1.12 4.00 0.020 0.050 0.95 0.18 6.24 24
21 1B-04 Pipe-(100) 0.50 4.00 2.36 4.72 4.00 0.020 0.020 4.72 0.00 27.79 Sag
20 1 B-05 Pipe-(164) 0.50 4.00 0.58 1.16 4.00 0.020 0.050 0.99 0.21 6.42 19
19 1B-06 Pipe-(103) 0.50 4.00 0.10 0.20 4.00 0.020 0.050 0.39 0.01 3.63 22
18 1 B-01 Pipe-(136) 0.50 4.00 0.34 0.68 4.00 0.020 0.050 0.62 0.06 4.85 16
17 1 B-02 Pipe-(138) 0.50 4.00 0.44 0.88 8.00 0.020 0.050 0.84 0.04 5.53 20
16 1B-03 Pipe-(137) 0.50 4.00 0.31 0.62 4.00 0.020 0.050 0.62 0.06 4.85 15
15 1 B-07 Pipe-(104) 0.50 4.00 0.33 0.66 4.00 0.020 0.050 0.65 0.07 5.00 14
14 1B-09 Pipe-(105) 0.50 4.00 0.13 0.26 4.00 0.020 0.050 0.32 0.00 3.16 13
13 1 B-10 Pipe-(143) 0.50 4.00 0.45 0.90 4.00 0.020 0.050 0.79 0.12 5.61 12
12 1B-13 Pipe-(149) 0.50 4.00 0.29 0.58 4.00 0.020 0.050 0.63 0.06 4.91 11
11 1 B-14 Pipe-(150) 0.50 4.00 0.48 0.96 4.00 0.020 0.050 0.87 0.15 5.95 10
10 1B-17 Pipe-(184) 0.50 4.00 0.40 0.80 4.00 0.020 0.050 0.82 0.13 5.74 9
9 1B-18 Pipe-(185) 0.50 4.00 0.12 0.24 4.00 0.020 0.050 0.36 0.01 3.41 8
8 1 B-20 Pipe-(186) 0.50 4.00 0.51 1.02 4.00 0.020 0.050 0.88 0.15 5.96 7
Project File: PR STORM 1 B.stm Number of lines. 30 Date: 6/30/2022
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

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

Design 10YR-24HR EVENT Page1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Incr Q Total n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Carry Runoff Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
30 1B-28 613.30 610.00 603.00 0.89 7.58 0.50 3.37 0.00 3.37 0.012 15 400.505 1.75 9.25 6.94 3.75 610.74 Dp-Grate 1
29 1B-29 606.50 603.80 603.00 0.44 7.58 0.50 1.67 0.00 1.67 0.012 15 120.503 0.66 5.70 4.03 3.75 604.31 Dp-Grate 1
28 1B-23 612.92 608.80 608.60 0.32 7.58 0.50 1.21 0.16 1.21 0.012 15 24.450 0.82 6.33 3.98 3.20 609.23 Comb. 5
27 1B-19 615.40 611.10 610.90 0.21 7.58 0.50 0.80 0.27 0.80 0.012 15 24.450 0.82 6.33 3.19 3.37 611.45 Comb. 8
26 1B-15 619.20 615.20 612.00 0.71 7.58 0.50 2.69 0.00 2.69 0.012 15 150.879 2.12 10.19 7.00 3.49 615.86 Dp-Grate 10
25 1B-16 616.63 612.30 612.10 0.32 7.58 0.50 1.21 0.17 1.21 0.012 15 24.400 0.82 6.33 3.98 3.39 612.73 Comb. 10
24 1 B-11 618.65 613.80 613.60 0.44 7.58 0.50 1.67 0.64 1.67 0.012 15 38.575 0.52 5.04 3.68 3.42 614.31 Comb. 23
23 1B-12 618.27 613.40 613.20 0.12 7.58 0.50 0.45 0.65 2.10 0.012 15 24.500 0.82 6.32 3.40 3.94 613.98 Comb. 12
22 1 B-08 619.85 615.60 615.40 0.56 7.58 0.50 2.12 0.16 2.12 0.012 15 24.400 0.82 6.33 4.65 3.30 616.18 Comb. 14
21 1B-04 621.10 616.50 615.50 2.36 7.58 0.50 8.94 0.00 8.94 0.012 24 174.503 0.57 18.55 4.32 3.33 617.57 Dp-Grate 15
20 1 B-05 621.14 616.70 616.50 0.58 7.58 0.50 2.20 0.16 2.20 0.012 15 21.465 0.93 6.75 4.92 3.18 617.29 Comb. 19
19 1B-06 620.93 616.30 616.10 0.10 7.58 0.50 0.38 0.67 2.57 0.012 15 30.322 0.66 5.68 3.96 3.48 616.94 Comb. 15
18 1 B-01 0.00 618.00 617.30 0.34 7.58 0.50 1.29 0.00 1.29 0.012 15 67.274 1.04 7.14 3.04 3.50 618.45 Comb. 16
17 1 B-02 621.96 617.90 617.70 0.44 7.58 0.50 1.67 0.00 1.67 0.012 15 24.392 0.82 6.33 4.35 3.10 618.41 Comb. 16
16 1B-03 622.05 617.00 615.80 0.31 7.58 0.50 1.17 0.24 4.06 0.012 18 121.822 0.99 11.29 3.43 3.53 617.77 Comb. 15
15 1 B-07 620.83 615.30 614.50 0.33 7.58 0.50 1.25 0.28 16.25 0.012 24 87.939 0.91 23.37 7.20 3.45 616.75 Comb. 14
14 1B-09 619.95 614.30 614.00 0.13 7.58 0.50 0.49 0.32 18.59 0.012 24 42.404 0.71 20.61 7.42 3.53 615.85 Comb. 13
13 1 B-10 619.53 613.80 612.70 0.45 7.58 0.50 1.70 0.09 20.13 0.012 24 113.898 0.97 24.08 8.58 3.69 615.41 Comb. 12
12 1B-13 618.39 612.20 611.90 0.29 7.58 0.50 1.10 0.43 22.95 0.012 30 46.471 0.65 35.70 7.55 3.51 613.83 Comb. 11
11 1 B-14 617.91 611.70 610.70 0.48 7.58 0.50 1.82 0.32 24.55 0.012 30 116.784 0.86 41.11 7.18 3.54 613.39 Comb. 10
10 1B-17 616.74 610.50 609.90 0.40 7.58 0.50 1.52 0.58 29.27 0.012 30 96.600 0.62 35.01 7.98 3.26 612.34 Comb. 9
9 1B-18 615.66 609.70 609.50 0.12 7.58 0.50 0.45 0.55 29.44 0.012 30 27.170 0.74 38.12 8.17 3.52 611.55 Comb. 8
8 1 B-20 615.52 609.30 608.60 0.51 7.58 0.50 1.93 0.15 31.87 0.012 30 94.368 0.74 38.27 8.72 3.34 611.22 Comb. 7
Project File: PR STORM 1 B.stm Number of lines. 30 Date: 6/30/2022
NOTES: Intensity=77.83/(Inlet time+ 12.70)A 0.81 --Return period= 10 Yrs. ; "Critical depth
Storm Sewers

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Spread 4" EVENT Page1
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

DPR Storm 10YR-24HR EVENT 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

DPR Storm 10YR-24HR EVENT Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
3 2B-01 617.90 614.60 613.80 0.81 7.58 0.50 0.00 3.07 3.07 0.012 15 142.220 0.56 5.25 2.70 1.45 615.30 Dp-Grate 2
2 2B-02 616.50 613.60 613.00 0.57 7.58 0.50 0.00 2.16 5.07 0.012 15 108.029 0.56 5.21 4.13 1.25 614.89 Dp-Grate 1
1 2B-03 615.50 612.80 612.40 0.32 7.58 0.50 0.00 1.21 6.13 0.012 15 64.493 0.62 5.51 5.83 0.81 614.25 Dp-Grate Outfall
Project File: 19076 SD 2B.stm Number of lines: 3 Date: 6/26/2023
NOTES: Intensity=77.83/(Inlet time+ 12.70)^0.81 --Return period=10 Yrs. ; **Critical depth
Storm Sewers

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

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
5 3 & 4
PARALLEL
2
1
Outfall
NOTE: (2) 18"
PARALLEL RCP
ARE REQUIRED
PER NCDOT
REQUEST.
Project File: 19076 SD 4.stm Number of lines:5 Date:6/13/2023
Storm Sewers v2022.00

Spread 4" EVENT Page1
Line Inlet Line Runoff i Drng Incr Grate Cross Cross Gutter Q Q Gutter Byp
No. ID ID Coeff Inlet Area Q Len SI,Sx SI,Sw Slope Capt Byp Spread Ln No
(C) (in/hr) (ac) (cfs) (ft) (ft/ft) (ft/ft) (ft/ft) (cfs) (cfs) (ft)
5 4-3 Pipe-(168) 0.50 4.00 0.14 0.28 4.00 0.020 0.041 0.010 0.27 0.01 3.27 Offsite
4 4-1A Pipe (190) 0.50 4.00 7.41 14.83 .... .... .... 14.83 0.00 .... n/a
3 4-1 B Pipe-(188) 0.50 4.00 7.41 14.83 .... .... .... 14.83 0.00 .... n/a
2 4-2 Pipe (189) 0.00 0.00 0.00 0.00 .... .... .... .... .... .... .... n/a
1 4-4 Pipe-(167) 0.50 4.00 0.17 0.34 4.00 0.020 0.041 0.020 0.33 0.01 2.99 Offsite
Project File: 19076 SD 4.stm Number of lines: 5 Date: 6/13/2023
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

DPR Storm 10YR-24HR EVENT Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
5 4-3 618.35 613.80 613.60 0.14 4.00 0.50 0.00 0.29 0.29 0.012 15 38.821 0.52 5.02 0.52 3.22 614.01 Comb. 1
4 4-1A 617.00 615.13 614.96 7.41 4.00 0.50 0.00 14.83 14.83 0.012 18 45.790 0.37 6.93 8.63 2.64 618.24 Hdwall 2
3 4-1 B 617.38 615.13 614.96 7.41 4.00 0.50 0.00 14.83 14.83 0.012 18 46.000 0.37 6.92 8.63 2.64 618.25 Hdwall 2
2 4-2 619.10 613.60 612.00 0.00 0.00 0.00 0.00 0.00 29.65 0.012 24 50.229 3.19 43.73 9.44 4.07 615.46 MH 1
1 4-4 618.07 611.00 610.00 0.17 4.00 0.50 0.00 0.34 30.28 0.012 30 187.294 0.53 32.46 7.67 3.62 614.18 Comb. Outfall
Project File: 19076 SD 4.stm Number of lines: 5 Date: 6/13/2023
NOTES: Intensity=4.00/(Inlet time+0.10)A 0.00--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
N N M
7 j C 7 C '
O C J O C J O C J 030
n p i M
0 0 cDo
6 000 N Cfl0 N N.
O �p _O N coo.
—_N_ if) OMB LA (p LC)
Elev. (ft) po w m N. as M To" u�`n
o -6W WWW N WWW N -pW
as E > co E > ; as E » m E >
co 0 c co c c co E c c co (DE
631.00 631.00
•
626.00 • 626.00
621.00 — —621.00
1
--
/ —
—
616.00 —616.00
•
611.00 ■ 611.00
187.294Lf-30' @ 0.53% — 46. 00Lf-18"@ 0.37%
— 50.229Lf-24"@ 3.19%
606.00 I 606.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 19076 SD 4.stm
co
N 1-
7 N E S. 0 'S C
O C J O E J 0 C J OO
0 O
01 CD O c 00•0 N 0� V r•�
O �p O •
N 00 N If) O CO R M <p L()
Elev. (ft) o w m c. M cc�( 00 w�
p E W wWW N WWW N -pW
0) E > ;o E» as E» :° E
toC� = c/) Esc cn E c c cn C9s.
631.00 631.00
626.00 626.00
621.00 621.00
OM ---.1 El
616.00 inwilimaii
__-- 616.00
UM =1==.11P111111 .
611.00 111
I01E111 611.00
-- ;7.294Lf-30' @ 0.53II
% 45. 90Lf-18" 0.37%
----- 5$.229Lf-24" 0 3.19%
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
Ln
C —IO C J 0
e
OOO a 0� co
O G O N c�M .:- coM
Elev. (ft) o w G r �G� N COs
o -6W WWW N L.T.
cz E > m E5 ; as E >
cO0E to Ec5 in Ec
627.00 627.00
623.00 _ i_ 623.00
619.00 619.00
615.00 — - —615.00
611.00 - II 611.00
— 187.29ALf-�n^@ 0.53%
— 38.821 Lf-15"p 0.52%
607.00 607.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Project:McCoy Farm DPR 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

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

RIPRAP MINIMUM TAILWATER CONDITION
W2=3 0 II ' I •
Outlet W1= Do + La gl Alit inl• { !n 1
pipe liN11111111�i '�,PPdiameter (Do) 1 JI liHIMl1�i111## Vie'"s;i!ilali
La __61Qiiigi 80" ! 11■11111 111411/0111,1
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in
T=1.5 x 1.5 x d50 ° l"e' 1i# if' 11111 11111111/11Glll lhl ..,�/I:ri r/l ',Mulunu
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1 '
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.i_: I, ii+ ' I I I 1 1 I i, I l i I it ; i i .i "rill III 0
CD
3 5 10 20 40 100 200 500 1000
6.1 CFS 12.5 CFS 35.2 CFS Discharge Discharge(ft3/sec)
I
46.0 CFS
Curves may not be extrapolated.
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 W1 W2 *T H
FES 1A-19 29.0 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 1B-29 46.0 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 2A-10 12.4 CFS 24" 14'MIN. 16'MIN. 6.0'MIN. 10.8"MIN 1.0'
FES 2B-04 6.1 CFS 15" 8'MIN. 10'MIN. 4.0'MIN. 10"MIN 1.0'
FES 1C-02 35.2 CFS 36" 20'MIN. 23'MIN. 9.0'MIN. 16.5"MIN 2.0'
FES 3-02 32.3 CFS 42" 24'MIN. 28'MIN. 12'MIN. 19.0"MIN 2.5'

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 5.4 Q10 = CIA = 0.5 * 7.58 * 1.4 AC = 5.4 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 5.4 cfs 2.61 ft/s 0.68 ft 0.043 1.8 lbs/ft2 0.85 lbs/ft2 2.12 STABLE D
U nvegetated
Underlying Straight 5.4 cfs 2.61 ft/s 0.68 ft 0.043 1.96 lbs/ft2 0.49 lbs/ft2 4.03 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 5.4 cfs 2.05 ft/s 0.79 ft 0.059 4 lbs/ft2 0.98 lbs/ft2 4.08 STABLE --
Vegetation
Underlying Straight 5.4 cfs 2.05 ft/s 0.79 ft 0.059 3.32 lbs/ft2 0.55 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 B
Name SWALE B
Discharge 1.9 Q10 = CIA = 0.5 * 7.58 * 1.5 AC = 1.9 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 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 1.9 cfs 1.85 ft/s 0.44 ft 0.048 1.8 lbs/ft2 0.55 lbs/ft2 3.26 STABLE D
U nvegetated
Underlying Straight 1.9 cfs 1.85 ft/s 0.44 ft 0.048 1.96 lbs/ft2 0.34 lbs/ft2 5.8 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 1.9 cfs 1.41 ft/s 0.52 ft 0.068 4 lbs/ft2 0.65 lbs/ft2 6.13 STABLE --
Vegetation
Underlying Straight 1.9 cfs 1.41 ft/s 0.52 ft 0.068 4 lbs/ft2 0.39 lbs/ft2 10.28 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 2.7 Q10 = CIA = 0.5 * 7.58 * 0.7 AC = 2.7 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 2.7 cfs 2.08 ft/s 0.51 ft 0.046 1.8 lbs/ft2 0.64 lbs/ft2 2.82 STABLE D
U nvegetated
Underlying Straight 2.7 cfs 2.08 ft/s 0.51 ft 0.046 1.96 lbs/ft2 0.38 lbs/ft2 5.13 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 2.7 cfs 1.6 ft/s 0.6 ft 0.065 4 lbs/ft2 0.75 lbs/ft2 5.33 STABLE --
Vegetation
Underlying Straight 2.7 cfs 1.6 ft/s 0.6 ft 0.065 4 lbs/ft2 0.44 lbs/ft2 9.14 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 12.6 Q10 = CIA = 0.5 * 7.58 * 3.3 AC = 12.6 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 12.6 cfs 3.44 ft/s 0.95 ft 0.04 1.8 lbs/ft2 1.18 lbs/ft2 1.52 STABLE D
U nvegetated
Underlying Straight 12.6 cfs 3.44 ft/s 0.95 ft 0.04 1.96 lbs/ft2 0.65 lbs/ft2 3.02 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 12.6 cfs 2.76 ft/s 1.08 ft 0.053 4 lbs/ft2 1.35 lbs/ft2 2.97 STABLE --
Vegetation
Underlying Straight 12.6 cfs 2.76 ft/s 1.08 ft 0.053 4 lbs/ft2 0.73 lbs/ft2 5.49 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 7.3 Q10 = CIA = 0.5 * 7.58 * 1.9 AC = 7.3 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 7.3 cfs 2.88 ft/s 0.77 ft 0.042 1.8 lbs/ft2 0.96 lbs/ft2 1.88 STABLE D
U nvegetated
Underlying Straight 7.3 cfs 2.88 ft/s 0.77 ft 0.042 1.96 lbs/ft2 0.54 lbs/ft2 3.64 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 7.3 cfs 2.28 ft/s 0.88 ft 0.057 4 lbs/ft2 1.1 lbs/ft2 3.64 STABLE --
Vegetation
Underlying Straight 7.3 cfs 2.28 ft/s 0.88 ft 0.057 4 lbs/ft2 0.61 lbs/ft2 6.57 STABLE --
Substrate

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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

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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, 2.5 AC
Name E&C TD A, 2.5 AC
Discharge 2.5 CIA = Q = 0.35 * 7.58 IN/HR * 0.9 AC = 2.5 CFS.
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 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 2.5 cfs 1.41 ft/s 0.62 ft 0.053 1.8 lbs/ft2 0.39 lbs/ft2 4.65 STABLE D
U nvegetated
Underlying Straight 2.5 cfs 1.41 ft/s 0.62 ft 0.053 1.96 lbs/ft2 0.22 lbs/ft2 8.72 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 2.5 cfs 1.04 ft/s 0.74 ft 0.08 4 lbs/ft2 0.46 lbs/ft2 8.64 STABLE --
Vegetation
Underlying Straight 2.5 cfs 1.04 ft/s 0.74 ft 0.08 4 lbs/ft2 0.26 lbs/ft2 15.25 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
>> > E&CTDB, 6.1AC
Name E&C TD B, 6.1 AC
Discharge 23.2 Q = CIA = 0.50 * 7.58 IN/HR * 6.1 AC = 23.2 CFS.
Channel Slope 0.02 C USES FINAL CONDITION DESIGN VALUE.
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)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 23.2 cfs 4.2 ft/s 1.2 ft 0.037 2 lbs/ft2 1.5 lbs/ft2 1.34 STABLE D
U nvegetated
Underlying Straight 23.2 cfs 4.2 ft/s 1.2 ft 0.037 2.18 lbs/ft2 0.8 lbs/ft2 2.72 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 23.2 cfs 3.42 ft/s 1.35 ft 0.049 4 lbs/ft2 1.68 lbs/ft2 2.38 STABLE --
Vegetation
Underlying Straight 23.2 cfs 3.42 ft/s 1.35 ft 0.049 3.77 lbs/ft2 0.89 lbs/ft2 4.23 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
>> > E&CTDC, 6.3AC
Name E&C TD C, 6.3 AC
Discharge 23.9 Q = CIA = 0.50 * 7.58 IN/HR * 6.3 AC = 23.9 CFS.
Channel Slope 0.033 C USES FINAL CONDITION DESIGN VALUE.
Channel Bottom Width 2
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)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 23.9 cfs 5.45 ft/s 0.92 ft 0.034 2 lbs/ft2 1.89 lbs/ft2 1.06 STABLE D
U nvegetated
Underlying Straight 23.9 cfs 5.45 ft/s 0.92 ft 0.034 2.18 lbs/ft2 1.15 lbs/ft2 1.89 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 23.9 cfs 4.58 ft/s 1.03 ft 0.043 4 lbs/ft2 2.12 lbs/ft2 1.89 STABLE --
Vegetation
Underlying Straight 23.9 cfs 4.58 ft/s 1.03 ft 0.043 2.84 lbs/ft2 1.27 lbs/ft2 2.25 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
> > > E&SC TD D, 8.0 AC.
Name E&SC TD D, 8.0 AC.
Discharge 31 CIA = Q = 0.50 * 7.58 IN/HR * 8.0 AC = 31.0 CFS.
Channel Slope 0.029 DESIGNED USING FINAL E&SC STAGE C = 0.5(
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 Silt Loam (SM)
C125
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C125 Straight 31 cfs 5.96 ft/s 1.16 ft 0.031 2.3 Ibs/ft2 2.1 lbs/ft2 1.1 STABLE D
U nvegetated
Underlying Straight 31 cfs 5.96 ft/s 1.16 ft 0.031 1.68 lbs/ft2 1.13 lbs/ft2 1.49 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 31 cfs 4.7 ft/s 1.33 ft 0.043 4 lbs/ft2 2.4 lbs/ft2 1.67 STABLE --
Vegetation
Underlying Straight 31 cfs 4.7 ft/s 1.33 ft 0.043 1.65 lbs/ft2 1.27 lbs/ft2 1.3 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
> > > E&SC TD E, 1.3 AC
Name E&SC TD E, 1.3 AC
Discharge 5 Q = CIA = 0.50 * 7.58 IN/HR * 1.3 AC = 5.0 CFS.
Channel Slope 0.02 C USES FINAL CONDITION DESIGN VALUE.
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 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 5 cfs 2.55 ft/s 0.66 ft 0.043 1.8 lbs/ft2 0.82 lbs/ft2 2.19 STABLE D
U nvegetated
Underlying Straight 5 cfs 2.55 ft/s 0.66 ft 0.043 1.32 lbs/ft2 0.47 lbs/ft2 2.78 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 5 cfs 1.99 ft/s 0.76 ft 0.06 4 lbs/ft2 0.95 lbs/ft2 4.21 STABLE --
Vegetation
Underlying Straight 5 cfs 1.99 ft/s 0.76 ft 0.06 3.29 lbs/ft2 0.54 lbs/ft2 6.14 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
>> > E&SCTDF, 3.8AC.
Name E&SC TD F, 3.8 AC.
Discharge 14.4 Q = CIA = 0.50 * 7.58 IN/HR * 3.8 AC = 14.4 CFS.
Channel Slope 0.012 C USES FINAL CONDITION DESIGN VALUE.
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 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 14.4 cfs 2.74 ft/s 1.17 ft 0.043 1.8 lbs/ft2 0.87 lbs/ft2 2.06 STABLE D
U nvegetated
Underlying Straight 14.4 cfs 2.74 ft/s 1.17 ft 0.043 1.32 lbs/ft2 0.47 lbs/ft2 2.81 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 14.4 cfs 2.14 ft/s 1.34 ft 0.06 4 lbs/ft2 1 Ibs/ft2 3.99 STABLE --
Vegetation
Underlying Straight 14.4 cfs 2.14 ft/s 1.34 ft 0.06 3.32 lbs/ft2 0.53 lbs/ft2 6.25 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
> > > E&SC TD G, 0.9 AC.
Name E&SC TD G, 0.9 AC.
Discharge 3.5 Q = CIA = 0.50 * 7.58 IN/HR * 0.9 AC = 3.5 CFS.
Channel Slope 0.023 C USES FINAL CONDITION DESIGN VALUE.
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 Poor< 50%
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 3.5 cfs 2.44 ft/s 0.54 ft 0.044 1.8 lbs/ft2 0.78 lbs/ft2 2.3 STABLE D
U nvegetated
Underlying Straight 3.5 cfs 2.44 ft/s 0.54 ft 0.044 1.32 lbs/ft2 0.46 lbs/ft2 2.85 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 3.5 cfs 1.91 ft/s 0.63 ft 0.061 4 lbs/ft2 0.91 lbs/ft2 4.41 STABLE --
Vegetation
Underlying Straight 3.5 cfs 1.91 ft/s 0.63 ft 0.061 2.64 lbs/ft2 0.53 lbs/ft2 5.02 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
> > > E&SC TD H, 1.4 AC.
Name E&SC TD H, 1.4 AC.
Discharge 5.4 Q = CIA = 0.50 * 7.58 IN/HR * 1.4 AC = 5.4 CFS.
Channel Slope 0.01 C USES FINAL CONDITION DESIGN VALUE.
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 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 5.4 cfs 1.81 ft/s 0.84 ft 0.05 1.8 lbs/ft2 0.53 lbs/ft2 3.42 STABLE D
U nvegetated
Underlying Straight 5.4 cfs 1.81 ft/s 0.84 ft 0.05 1.32 lbs/ft2 0.29 lbs/ft2 4.49 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 5.4 cfs 1.37 ft/s 0.99 ft 0.072 4 lbs/ft2 0.62 lbs/ft2 6.46 STABLE --
Vegetation
Underlying Straight 5.4 cfs 1.37 ft/s 0.99 ft 0.072 4 lbs/ft2 0.34 lbs/ft2 11.82 STABLE --
Substrate

DPR Storm 25yr Storm event for Cleanwater Bypass Analysis Page 1
Line Inlet Gnd/Rim Invert Invert Drng i Runoff Known Incr Flow n-val Line Line Line Capac Vel Cover HGL Junct DnStm
No. ID El Up Up Dn Area Inlet Coeff Q Q Rate Pipe Size Length Slope Full Dn Dn Jnct Type Ln No
(ft) (ft) (ft) (ac) (in/hr) (C) (cfs) (cfs) (cfs) (in) (ft) (%) (cfs) (ft/s) (ft) (ft)
5 4-3 618.35 613.80 613.60 0.14 8.38 0.50 0.00 0.59 0.59 0.020 15 38.821 0.52 3.01 0.62 3.22 614.52 Comb. 1
4 4-1A 617.00 615.13 614.96 7.41 4.57 0.50 0.00 16.92 16.92 0.012 18 45.790 0.37 6.93 9.71 2.64 618.81 Hdwall 2
3 4-1 B 617.38 615.13 614.96 7.41 4.57 0.50 0.00 16.92 16.92 0.012 18 46.000 0.37 6.92 9.71 2.64 618.82 Hdwall 2
2 4-2 619.10 613.60 612.00 0.00 0.00 0.00 0.00 0.00 33.79 0.012 24 50.229 3.19 43.73 10.76 4.07 615.51 MH 1
1 4-4 618.07 611.00 610.00 0.17 8.38 0.50 0.00 0.71 134.441 0.012 30 187.294 0.53 32.46 8.21 3.62 614.50 Comb. Outfall
Project File: 19076 SD 4.stm Number of lines:5 Date: 6/22/2023
NOTES: Intensity=66.86/(Inlet time+ 11.20)^0.75--Return period=25 Yrs. ; **Critical depth
Storm Sewers

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
> > > PERMANENT CLEAN WATER BYPASS
Name PERMANENT CLEAN
WATER BYPASS
Discharge 34.5
Channel Slope 0.02
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Fair 50-64%
Soil Type Clay Loam (CL)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 34.5 cfs 4.79 ft/s 1.39 ft 0.036 3 lbs/ft2 1.74 lbs/ft2 1.73 STABLE E
U nvegetated
Underlying Straight 34.5 cfs 4.79 ft/s 1.39 ft 0.036 3.27 lbs/ft2 0.92 lbs/ft2 3.56 STABLE E
Substrate
SC250 Straight 34.5 cfs 3.92 ft/s 1.55 ft 0.047 10 lbs/ft2 1.94 Ibs/ft2 5.16 STABLE E
Reinforced
Vegetation
Underlying Straight 34.5 cfs 3.92 ft/s 1.55 ft 0.047 5.09 lbs/ft2 1.01 lbs/ft2 5.02 STABLE E
Substrate

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#1A (NCDENR 6.61 Modified)
Pre-Development
Drainage Area"A"(ac)= 25.1
Runoff Coefficient,Pre Dev(C)= 0.30 (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)= 57.1 (Q10=C*1 A)
Flow"Q25"(cfs)= 69.5 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 25.1
Runoff Coefficient,Post Dev(C)= 0.50
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q10"(cfs)= 95.1 (Q10=C*I A)
Flow"Q25"(cfs)= 115.8 (Q25=C*1 A*1.1)
Designed Flow"Q10"= 95.1 cfs Use the larger to the two conditions
Designed Flow"Q25"= 115.8 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 45,180 (V=1,800 cf per acre of drainage areas)
Storage Provided= 106,375 598.0 (measured @ storage depth)
Surface Area Required(sf)= 41,381 600.5 (435 sf per Q10 cfs)
Surface Area Provided= 41,400 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth"H"(ft)= 3.0
Bottom Dimension= 595.0 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 598.0 for actual basin areas and storage provided)
Top of Basin Dimension= 600.5
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 85.8 (Qtotal-Qbarrel)
Spillway Length(ft)= 50.0
Spillway Crest Height(ft)= 4.0 599.0 (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)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 5.5 600.5 (Top of Basin Elevation)
Use Permanent BMP Outlet Structure and Spillway.
Sediment Basin w/Skimmer# EC BASIN#1A (CLDSM 30.03B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CIBlpt#5B.!23 &T.ORM+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#1A (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
2 1/2"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 45,180 47.06 23.53 9.41 6.72
7.74 5.47 3.46 2.93
Try 2"Skimmer 45,180 40.23 20.12 8.05 5.75
7.16 5.06 3.20 2.71
ITry 2'/�"Skimmer 45,180 35.57 17.79 7.11 5.08
6.73 4.76 3.01 2.54
Try 3"Skimmer 45,180 32.69 16.35 6.54 4.67
6.45 4.56 2.89 2.44
Try4"Skimmer 45,180 28.22 14.11 5.64 4.03
Use 4.0"Skimmer with a 3.0"Orifice I 5.99 4.24 2.68 2.27
Try 5"Skimmer 45,180 27.52 13.76 5.50 3.93
5.92 4.19 2.65 2.24
Try 6"Skimmer 45,180 24.91 12.45 4.98 3.56
5.63 3.98 2.52 2.13
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd'.4C22ffi82DRM+ECI19076-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# BASIN#2,STAGE 1 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 4.5
Runoff Coefficient,Pre Dev(C)= 0.30 (After clearing+rough grade;seeded)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 10.2 (Q1O=C*1 A)
Flow"Q25"(cfs)= 12.5 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 0.0
Runoff Coefficient,Post Dev(C)= 0.50
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 0.0 (Q10=C*I A)
Flow"Q25"(cfs)= 0.0 (Q25=C*1 A*1.1)
Designed Flow"Q1O"= 10.2 cfs Use the larger to the two conditions
Designed Flow"Q25"= 12.5 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= 0 614.5 (measured @ storage depth)
Surface Area Required(sf)= 3,326 (325 sf per Q1O cfs)
Surface Area Provided= 6,000 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 4.5
Bottom Dimension= 610.0 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 614.5 for actual basin areas and storage provided)
Top of Basin Dimension= 616.0
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 12.5 (Qtotal-Qbarrel)
Spillway Length(ft)= 24.0
Spillway Crest Height(ft)= 4.5 614.5 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.3 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.2 (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 1 (CLDSM 30.O3B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CItepfthailw23 sz.oRM+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# BASIN#2,STAGE 1 (NCDENR 6.64 Modified)
Faircloth Skimmer Orifice Design
(Information taken from J.W.Faircloth&Son,Inc Literature,Revision November 2007)
Skimmer Max.Capacity Size w/out Orifice(cf) 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
2 1/2"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
3.03 2.14 1.36 1.15
Try 2'/i'Skimmer 8,100 6.38 3.19 1.28 0.91
Use 2.5"Skimmer w/2.0"Dia.Orifice I 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
Try 4"Skimmer 8,100 5.06 2.53 1.01 0.72
2.54 1.79 1.14 0.96
Try 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
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd'.4C22ffi82DRM+ECI19076-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.06/14/2022
Sediment Basin w/Skimmer# BASIN#2,STAGE 2 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 0.0
Runoff Coefficient,Pre Dev(C)= 0.30 (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)= 0.0 (Q10=C*1 A)
Flow"Q25"(cfs)= 0.0 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 6.3
Runoff Coefficient,Post Dev(C)= 0.50
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q10"(cfs)= 23.9 (Q10=C*I A)
Flow"Q25"(cfs)= 29.1 (Q25=C*1 A*1.1)
Designed Flow"Q10"= 23.9 cfs Use the larger to the two conditions
Designed Flow"Q25"= 29.1 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 11,340 (V=1,800 cf per acre of drainage areas)
Storage Provided= 8,750 614.0 (measured @ storage depth)
Surface Area Required(sf)= 7,760 (325 sf per Q10 cfs)
Surface Area Provided= 12,900 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth(ft)= 4.0
Bottom Dimension= 610.0 (See Erosion Control plan,
Sediment Storage Dimension = 614.0 for actual basin areas and storage provided)
Top of Basin Dimension= 616.0
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 29.1 (Qtotal-Qbarrel)
Spillway Length(ft)= 24.0
Spillway Crest Height(ft)= 4.5 614.5 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.5 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.0 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 6.0 616.0 (Top of Basin Elevation)
Use Permanent BMP Outlet Structure and Spillway.
Sediment Basin w/Skimmer# BASIN#2,STAGE 2 (CLDSM 30.03B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CIBlpfthB.!23 &T.ORM+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.06/14/2022
Sediment Basin w/Skimmer# BASIN#2,STAGE 2 (NCDENR 6.64 Modified)
Faircloth Skimmer Orifice Design
(Information taken from J.W.Faircloth&Son,Inc Literature,Revision November 2007)
Skimmer Max.Capacity Size w/out Orifice(cf) 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
2 1/2"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 11,340 11.81 5.91 2.36 1.69
3.88 2.74 1.73 1.47
Try 2"Skimmer 11,340 10.10 5.05 2.02 1.44
3.59 2.54 1.60 1.36
Try 2'/i'Skimmer 11,340 8.93 4.46 1.79 1.28
Use 2.5"Skimmer w/2.0"Dia.Orifice I 3.37 2.38 1.51 1.27
Try 3"Skimmer 11,340 8.21 4.10 1.64 1.17
3.23 2.29 1.45 1.22
Try 4"Skimmer 11,340 7.08 3.54 1.42 1.01
3.00 2.12 1.34 1.14
Try 5"Skimmer 11,340 6.91 3.45 1.38 0.99
2.97 2.10 1.33 1.12
Try 6"Skimmer 11,340 6.25 3.13 1.25 0.89
2.82 1.99 1.26 1.07
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd'.4C22ffi82DRM+ECI19076-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:06/14/2023
(NCDEQ SEDIMENT TRAP 6.60)
TRAP#Initial-1 EC Basin#3
Drainage Area(ac)= 0.60
Disturbed Area(ac)= 0.60
Runoff Coefficient(c)= 0.3
Rainfall Intensity"I"(in/hr)= 7.58 (for 5 min time of concentration)
Flow(Q1O)(cfs)= 1.4 (Q=c*I*A drain.)
Required Storage(cf)= 2,160.0 �'' NCI WOW,
I C"
Provided Storage(cf)= 2,500.0
Required Surface Area(sf)= 594 (435 sf per cfs)
Provided Surface Area(sf)= 1,100
Storage Dimensions:
Basin Side Slopes(x:1 )= 2.0 Elevation
Bottom Elevation of Storage Area= 609.50 609.50
Storage Depth"H"(ft)= 4.5 613.00
Clean out Depth(H/2)(ft)= 2.3
Length of Spillway"L"(ft)= 10.0 (H-7)*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 CIBlpfthB.!23 &T.ORM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 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:06/14/2023
EC Basin#3
Storage Volume Provided:
Stage Surface Area Incr.Storage Total Storage Notes
(ft) (sf) (cf) (cf)
609.5 350 0 0 BOTTOM
611.0 650 750 750
613.0 1,100 1,750 2,500 STORAGE ELEV.
614.5 1,600 2,025 4,525 TOP
Required Storage(cf)= 2,160
Storage Provided(cf)= 2,500
Required Surface Area(sf)= 594
Surface Area Provide(sf)= 1,100
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd',6C22ffi82DRM+ECI19076-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#4 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 1.3
Runoff Coefficient,Pre Dev(C)= 0.50 (After clearing+rough grade;seeded)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 4.9 (Q1O=C*1 A)
Flow"Q25"(cfs)= 6.0 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 0.0
Runoff Coefficient,Post Dev(C)= 0.50
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 0.0 (Q1O=C*I A)
Flow"Q25"(cfs)= 0.0 (Q25=C*1 A*1.1)
Designed Flow"Q1O"= 4.9 cfs Use the larger to the two conditions
Designed Flow"Q25"= 6.0 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= 4,850 614.5 (measured @ storage depth)
Surface Area Required(sf)= 1,601 614.5 (325 sf per Q1O cfs)
Surface Area Provided= 3,200 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 2.0
Bottom Dimension= 612.5 (See Erosion Control plan,
Storage Dimension= 614.5 for actual basin areas and storage provided)
Top of Basin Dimension= #REF!
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 6.0 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0
Spillway Crest Height(ft)= 2.5 615.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.3 (1'maximum,Cw=3.0)
Freeboard(ft)= -616.8 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= -614.0 #REF! (Top of Basin Elevation)
Sediment Basin w/Skimmer# EC BASIN#4 (CLDSM 30.O3B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CNfapfthail!23 sz.oRM+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#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(cf) 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
21/2"skimmer 6,234 12,468 31,170 43,638
3"skimmer 9,774 19,548 48,870 68,418
4"skimmer 20,109 40,218 100,545 140,763
5"skimmer 32,832 65,664 164,160 229,824
6"skimmer 51,840 103,680 259,200 362,880
Factors(CF of flow per square inch of opening through a round orifice for the draw down times shown)
24 hrs 2 days 5 days 7 days
1 1/2"skimmer 960 1,920 4,800 6,720
2"skimmer 1,123 2,246 5,615 7,861
21/2"skimmer 1,270 2,540 6,350 8,890
3"skimmer 1,382 2,764 6,910 9,674
4"skimmer 1,601 3,202 8,005 11,207
5"skimmer 1,642 3,284 8,210 11,494
6"skimmer 1,814 3,628 9,070 12,698
(Draw down time: 24 hr 2 days 5 days 7 days
Volume REQUIRE Area(in^2) Area(in^2) Area(in^2) Area(in^2)
A=pi x d^2/4,d=sq.rt.(A*4/pi) 10-vr(cf) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in)
Try 1 1/2"Skimmer 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'/2"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_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd',6C22ffi82DRM+ECI19076-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:06/14/2023
(NCDEQ SEDIMENT TRAP 6.60)
TRAP#Initial-1 EC Basin#5
Drainage Area(ac)= 0.90
Disturbed Area(ac)= 0.90
Runoff Coefficient(c)= 0.3
Rainfall Intensity"I"(in/hr)= 7.58 (for 5 min time of concentration)
Flow(Q1O)(cfs)= 2.0 (Q=c*I*A drain.)
Required Storage(cf)= 3,240.0 k'''"V"`" N` ""I"""'I�`�
Provided Storage(cf)= 3,675.0
Required Surface Area(sf)= 890 (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)= 4.5 614.00
Clean out Depth(H/2)(ft)= 2.3
Length of Spillway"L"(ft)= 13.0 (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 CIBlpfthB.!23 &T.ORM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 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:06/14/2023
EC Basin#5
Storage Volume Provided:
Stage Surface Area Incr.Storage .otal Storag Notes
(ft) (sf) (cf) (cf)
610.0 400 0 0 BOTTOM
613.0 1,100 2,250 2,250
614.0 1,750 1,425 3,675 STORAGE ELEV.
616.5 0 2,188 5,863 TOP
Required Storage(cf)= 3,240
Storage Provided(cf)= 3,675
Required Surface Area(sf)= 890
Surface Area Provide(sf)= 1,750
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd',6C22ffi82DRM+ECI19076-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#6 (NCDENR 6.64 Modified)
Pre-Development
Drainage Area"A"(ac)= 6.1
Runoff Coefficient,Pre Dev(C)= 0.35 (After clearing+rough grade;seeded)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 16.2 (Q1O=C*1 A)
Flow"Q25"(cfs)= 19.7 (Q25=C*I*A*1.1)
Post-Development
Drainage Area"A"(ac)= 6.1
Runoff Coefficient,Post Dev(C)= 0.50
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 23.1 (Q10=C*I A)
Flow"Q25"(cfs)= 28.1 (Q25=C*1 A*1.1)
Designed Flow"Q1O"= 23.1 cfs Use the larger to the two conditions
Designed Flow"Q25"= 28.1 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 10,980 (V=1,800 cf per acre of drainage areas)
Storage Provided= 17,000 615.5 (measured @ storage depth)
Surface Area Required(sf)= 7,514 614.0 (325 sf per Q1O cfs)
Surface Area Provided= 9,000 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 3.0
Bottom Dimension= 612.5 (See Erosion Control plan,
Storage Dimension= 615.5 for actual basin areas and storage provided)
Top of Basin Dimension= #REF!
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 28.1 (Qtotal-Qbarrel)
Spillway Length(ft)= 22.0
Spillway Crest Height(ft)= 3.5 616.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.6 (1'maximum,Cw=3.0)
Freeboard(ft)= 0.9 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 5.0 #REF! (Top of Basin Elevation)
Sediment Basin w/Skimmer# EC BASIN#6 (CLDSM 30.O3B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CIBlpfthail!23 sz.oRM+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#6 (NCDENR 6.64 Modified)
Faircloth Skimmer Orifice Design
(Information taken from J.W.Faircloth&Son,Inc Literature,Revision November 2007)
Skimmer Max.Capacity Size w/out Orifice(cf) 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
21/2"skimmer 6,234 12,468 31,170 43,638
3"skimmer 9,774 19,548 48,870 68,418
4"skimmer 20,109 40,218 100,545 140,763
5"skimmer 32,832 65,664 164,160 229,824
6"skimmer 51,840 103,680 259,200 362,880
Factors(CF of flow per square inch of opening through a round orifice for the draw down times shown)
24 hrs 2 days 5 days 7 days
1 1/2"skimmer 960 1,920 4,800 6,720
2"skimmer 1,123 2,246 5,615 7,861
21/2"skimmer 1,270 2,540 6,350 8,890
3"skimmer 1,382 2,764 6,910 9,674
4"skimmer 1,601 3,202 8,005 11,207
5"skimmer 1,642 3,284 8,210 11,494
6"skimmer 1,814 3,628 9,070 12,698
(Draw down time: 24 hr 2 days 5 days 7 days
Volume REQUIRE Area(in^2) Area(in^2) Area(in^2) Area(i02)
A=pi x d^2/4,d=sq.rt.(A*4/pi) 10-vr(cf) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in)
Try 1 1/2"Skimmer 10,980 11.44 5.72 2.29 1.63
3.82 2.70 1.71 1.44
Try 2"Skimmer 10,980 9.78 4.89 1.96 1.40
Use 2.0"Skimmer w/1.5"Dia.Orifice I 3.53 2.49 1.58 1.33
Try 21/4"Skimmer 10,980 8.65 4.32 1.73 1.24
3.32 2.35 1.48 1.25
Try 3"Skimmer 10,980 7.95 3.97 1.59 1.14
3.18 2.25 1.42 1.20
Try 4"Skimmer 10,980 6.86 3.43 1.37 0.98
2.96 2.09 1.32 1.12
ITry 5"Skimmer 10,980 6.69 3.34 1.34 0.96
2.92 2.06 1.30 1.10
Try 6"Skimmer 10,980 6.05 3.03 1.21 0.86
2.78 1.96 1.24 1.05
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd',6C22ffi82DRM+ECI19076-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:06/14/2023
(NCDEQ SEDIMENT TRAP 6.60)
TRAP#Initial-1 EC BASIN#7
Drainage Area(ac)= 0.94
Disturbed Area(ac)= 0.94
Runoff Coefficient(c)= 0.3
Rainfall Intensity"I"(in/hr)= 7.58 (for 5 min time of concentration)
Flow(Q1O)(cfs)= 2.1 (Q=c*I*A drain.)
Required Storage(cf)= 3,384.0 � ' N "I"""'"""
Provided Storage(cf)= 3,525.0
Required Surface Area(sf)= 930 (435 sf per cfs)
Provided Surface Area(sf)= 1,500
Storage Dimensions:
Basin Side Slopes(x:1 )= 2.0 Elevation
Bottom Elevation of Storage Area= 591.50 591.50
Storage Depth"H"(ft)= 4.5 595.00
Clean out Depth(H/2)(ft)= 2.3
Length of Spillway"L"(ft)= 13.0 (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 CIBlpfthB.!23 &T.ORM+EC119076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:1 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:06/14/2023
EC BASIN#7 (NCDEQ SEDIMENT TRAP 6.60)
Storage Volume Provided:
Stage Surface Area Incr.Storage "otal Storag Notes
(ft) (sf) (cf) (cf)
591.5 600 0 0 BOTTOM
593.0 900 1,125 1,125
595.0 1,500 2,400 3,525 STORAGE ELEV.
596.5 2,100 2,700 6,225 TOP
Required Storage(cf)= 3,384
Storage Provided(cf)= 3,525
Required Surface Area(sf)= 930
Surface Area Provide(sf)= 1,500
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd'.6C22ffi82DRM+ECI19076-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)= 1.8
Runoff Coefficient,Pre Dev(C)= 0.30 (After clearing+rough grade;seeded)
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 4.1 (Q1O=C*I A)
Flow"Q25"(cfs)= 5.0 (Q25=C*1 A*1.1)
Post-Development
Drainage Area"A"(ac)= 0.0
Runoff Coefficient,Post Dev(C)= 0.50
Rainfall Intensity"I",10-yr&25-yr(in/hr)= 7.58 8.39 (for 5 min time of concentration)
Flow"Q1O"(cfs)= 0.0 (Q1O=C*1 A)
Flow"Q25"(cfs)= 0.0 (Q25=C*/A*1.1)
Designed Flow"Q1O"= 4.1 cfs Use the larger to the two conditions
Designed Flow"Q25"= 5.0 cfs Use the larger to the two conditions
Elevation
Sediment Storage Required(cf)= 3,240 (V=1,800 cf per acre of drainage areas)
Storage Provided= 3,638 599.0 (measured @ storage depth)
Surface Area Required(sf)= 1,330 596.0 (325 sf per Q1O cfs)
Surface Area Provided= 1,850 (measure @ spillway)
Storage Dimensions:
Basin Side Slopes(x:1 )= 3.0
Storage Depth,Bottom to Spillway(ft)= 3.5
Bottom Dimension= 595.5 (See Erosion Control plan,
Sediment Storage Dimension at"H"= 599.0 for actual basin areas and storage provided)
Top of Basin Dimension= 600.0
Sizing of Emergency Spillway: Elevation
Q25-Discharge @ spillway(cfs)= 5.0 (Qtotal-Qbarrel)
Spillway Length(ft)= 10.0
Spillway Crest Height(ft)= 1.5 597.0 (1'min.above sediment storage depth)
Design High Water Depth @ Spillway(ft)= 0.3 (1'maximum,Cw=3.0)
Freeboard(ft)= 1.2 (1'minimum)
Embankment Width(ft)= 8.0 (8'minimum)
Embankment Depth(ft)= 3.0 600.0 (Top of Basin Elevation)
Sediment Basin w/Skimmer# EC BASIN#8 (CLDSM 3O.O3B)
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westlay CNIUpt#ess!23 sz.oRM+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(cf) 24 hrs 2 days 5 days 7 days
1 1/2"skimmer 1,728 3,456 8,640 12,096
2"skimmer 3,283 6,566 16,415 22,981
21/2"skimmer 6,234 12,468 31,170 43,638
3"skimmer 9,774 19,548 48,870 68,418
4"skimmer 20,109 40,218 100,545 140,763
5"skimmer 32,832 65,664 164,160 229,824
6"skimmer 51,840 103,680 259,200 362,880
Factors(CF of flow per square inch of opening through a round orifice for the draw down times shown)
24 hrs 2 days 5 days 7 days
1 1/2"skimmer 960 1,920 4,800 6,720
2"skimmer 1,123 2,246 5,615 7,861
21/2"skimmer 1,270 2,540 6,350 8,890
3"skimmer 1,382 2,764 6,910 9,674
4"skimmer 1,601 3,202 8,005 11,207
5"skimmer 1,642 3,284 8,210 11,494
6"skimmer 1,814 3,628 9,070 12,698
Draw down time: 24 hr 2 days 5 days 7 days
Volume REQUIRE Area(in^2) Area(in^2) Area(in^2) Area(inA2)
A=pi x d^2/4,d=sq.rt.(A*4/pi) 10-vr(cf) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in) Orifice Dia.(in)
Try 1 1/2"Skimmer 3,240 3.38 1.69 0.68 0.48
Use 1.5"Skimmer w/1.0"Dia.Orifice I 2.07 1.47 0.93 0.78
Try 2"Skimmer 3,240 2.89 1.44 0.58 0.41
1.92 1.36 0.86 0.72
ITry2'/i'Skimmer 3,240 2.55 1.28 0.51 0.36
1.80 1.27 0.81 0.68
Try 3"Skimmer 3,240 2.34 1.17 0.47 0.33
1.73 1.22 0.77 0.65
Try 4"Skimmer 3,240 2.02 1.01 0.40 0.29
1.61 1.14 0.72 0.61
ITry 5"Skimmer 3,240 1.97 0.99 0.39 0.28
1.59 1.12 0.71 0.60
ITry 6"Skimmer 3,240 1.79 0.89 0.36 0.26
1.51 1.07 0.67 0.57
C:IDPR Dropboxl_ProjectslActive12019119076 Carolyn Farm-Kahuna Group-Westley ClPdpt}dd',6C22ffi82DRM+ECI19076-Skimmer Basins-NOAA data-Intensity Calcs.xls Sheet:2 of 2

19076 MCCOY FARM 2022-02-22 BY: JMM
REV: 2022-06-17
E&SC TEMPORARY TD CROSSING PIPE SIZING
-Igo -l0,000
7166 .11•000 EXAMPLE (
-5,000 0.ss 0. (3)
1.-144 :-4,000 -S. -a.
-13t .-3,000 li n -
-s.
a
111 1.• s.4 -4. -S'
-1!0 M 2,000 19 2.1 s.s _ - -S.
-10• - all t.t GA - 4'
r •0 I.fool `- 3. 4.
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4
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-40
�K -DO 11 ENTRANCE st��;
W D SCALE TYPE ►W- - -,•
4 -33 -20 111 11.sa.0 - .•
a •
y -30 to rusrN N : tw -
to = ► -.•-
o - 27 - 10 (4 .s11
sz .-
a -•
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♦.••.s OM sr 131 11,41.11
- I keel. .11/ 1....1•41),Maw -.• -
- • .1r.141".4014.4 11•.Weep -.•
-3 • Sad 0ss.u1,« revers*« -.•
- 16 1114sl,sts4.
- 10 - sv.cw or IusuC flaws *lsss -,6
-1.0 -.S .S
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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 C= 0.50 & INTENSITY 10-YEAR VALUE OF 7.58 IN/HR.
TD Crossing HDPE #1 & #2:
Q = 0.50 • 7.58 IN/HR • 0.4 AC= 1.6 CFS,USE 12".
TD Crossing HDPE#3:
Q = 0.50 • 7.58 IN/HR • 1.0 AC= 3.8 CFS,USE 18".