20050998 Ver 2_SW Management Design_20060803

Duane K. Stewart
& ASSOCIATES, INC.
Letter of Transmittal
To: W. Boyd DeVane From: Amanda Boone
Company/Dept: NCDENR-Division of Water Via: US Mail Delivery
Quality
Date: 813106 ? Express ? Pick-up
Project Name: Green Valley South
Project 1243-01.10
Fax # Pages
Fax #
? For Your Use ? As Requested ® For Review & Comment
? For Approval ? Please Reply ? Other:
Item: Date Sets/Pages
Stormwater Management Design 8/3/06 1/
Comments:
cc:
Duane K. Stewart & Associates, Inc.
Consulting Engineers
3715 University Drive, Durham NC 27707
[phone] fax [phone]
www.dksa-tsi.com

1
Green Valley South
Fayetteville, North Carolina

Stormwater Management Design
r

Date
August 3, 2006
'
Site Location
Fayetteville, NC
1
Prepared B
Duane K. Stewart & Associates, Inc.
1 3715 University Drive
Durham, North Carolina 27707
I Engineer
Amanda C. Boone, PE

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Storm Sewer Summary Report (C) om
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No.
1 JB66A TO OUTFAL 23.78 36 c 61.9 132.00 132.76 1.227 137.28* 137.36* 0.18 137.53 End
2 CB66 TO JB66A 20.12 36 c 73.4 132.86 135.66 3.815 137.58 137.51 0.15 137.66 1
3 JB67 TO CB66 19.18 24 c 116.0 136.66 142.77 5.270 138.66 144.32 n/a 144.32 j 2
4 CB68 TO JB67 1.08 24 c 39.9 143.17 143.57 1.002 145.17 145.17 0.00 145.17 3
5 CB69 TO CB68 0.50 15 c 23.8 144.22 144.46 1.007 145.47 145.47 0.00 145.48 4
6 CB74 TO JB66A 5.14 18 c 59.1 134.26 135.26 1.693 137.58* 137.72* 0.25 137.97 1
7 CB30 TO JB67 18.62 24 c 136.9 143.17 146.50 2.433 145.17 148.03 n/a 148.03 j 3
8 CB73 TO CB74 1.54 15 c 50.6 135.51 136.08 1.126 138.08* .138.11 * 0.03 138.14 6
9 CB29 TO CB30 18.34 24 c 107.3 146.60 150.40 3.541 148.60 151.92 n/a 151.92 j 7
10 CB72 TO CB73 1.09 15 c 25.3 136.18 136.46 1.107 138.15* 138.16* 0.01 138.17 8
11 CB28 TO CB29 17.68 24 c 102.5 150.50 152.91 2.350 152.50 154.40 n/a 154.40 j 9
12 CB71 TO CB72 1.10 15 c 90.3 136.56 137.60 1.151 138.17 138.20 0.06 138.26 10
13 CB31 TO CB28 0.60 15 c 18.4 154.00 155.10 5.972 155.25 155.41 n/a 155.41 j 11
14 CB75 TO CB74 3.20 15 c 104.6 135.51 146.29 10.307 138.00 147.01 n/a 147.01 j 6
15 CB27 TO CB28 16.46 24 c 109.8 153.01 154.50 1.357 155.01 155.94 n/a 155.94 j 11
16 CB76 TO CB75 2.78 15 c 78.1 146.39 154.20 10.005 147.64 154.87 n/a 154.87 j 14
17 CB2 TO CB27 15.75 24 c 108.0 154.60 155.68 1.000- 156.60 157.09 n/a 157.09 j 15
18 C137730 CB76 2.23 15 c 25.0 154.30 156.80 9.996 155.55 157.40 n/a 157.40 j 16
19 CB1 TO CB2 0.60 15 c 18.4 156.53 158.37 9.989 157.78 158.68 n/a 158.68 j 17
20 CB78 TO CB77 1.97 15 c 85.8 156.90 163.33 7.498 158.15 163.89 n/a 163.89 j 18
21 CB79 TO CB78 1.20 15 c 17.2 165.58 167.30 9.977 166.83 167.74 n/a 167.74 j 20
22 CB18 TO C132 6.96 18 c 128.6 156.18 161.75 4.330 157.68 162.76 n/a 162.76 j 17
23 CB24 TO CB18 1.95 15 c 57.3 162.00 165.15 5.499 163.25 165.71 n/a 165.71 j 22
24 CB25 TO CB24 0.64 15 c 148.2 165.25 173.40 5.498 166.50 173.72 n/a 173.72 j 23
25 CB3 TO C62 7.20 18 c 96.1 156.18 159.62 3.579 157.68 160.64 n/a 160.64 j 17
26 CB23 TO CB 18 0.20 15 c 14.3 162.00 162.81 5.668 163.25 163.25 0.00 163.25 22
27 CB26 TO CB24 0.75 15 c 15.7 165.25 166.01 4.841 166.50 166.47 0.05 166.52 23
28 CB17 TO CB3 0.98 15 c 19.0 159.87 160.06 1.001 161.12 161.12 0.01 161.13 25
29 CB18A TO CB18 4.27 18 c 166.3 161.85 169.05 4.329 163.35 169.84 n/a 169.84 j 22
30 CB4 TO CB3 6.38 18 c 40.9 159.72 160.51 1.933 161.22 161.47 n/a 161.47 j 25
31 CB19 TO CB18A 3.68 15 c 93.5 169.30 173.28 4.256 170.55 174.05 n/a 174.05 j 29
32 C65 TO CB4 6.23 18 c 23.0 160.71 160.94 1.000 162.21 162.26 0.25 162.51 30
Project File: GVS System-South_10YR.stm Number of lines: 46 Run Date: 08-03-2006
NOTES: c = cir, e = ellip; b = box; Return period = 10 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report

C

Page 2
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
33 CB22 TO CB19 0.58 15 c 16.7 173.38 174.25 5.219 174.63 174.59 0.07 174.66 31
34 CB6 TO CB5 6.15 18 c 40.7 161.04 161.45 1.006 162.54 162.61 0.31 162.92 32
35 CB7 TO CB6 5.25 15 c 90.1 161.70 163.48 1.977 162.95 164.40 n/a 164.40 j 34
36 CB8 TO CB7 4.48 15 c 99.5 163.58 168.41 4.854 164.83 169.26 n/a 169.26 j 35
37 CB9 TO CB8 3.61 15 c 111.4 168.51 171.06 2.288 169.76 171.82 n/a 171.82 j 36
38 CB10 TO CB9 2.72 15 c 115.4 171.16 178.05 5.973 172.41 178.71 n/a 178.71 j 37
39 CB11 TO CB10 2.70 15 c 111.5 178.15 181.07 2.620 179.40 181.73 n/a 181.73 j 38
40 CB16 TO CB11 0.15 15 c 33.9 181.52 181.86 1.004 182.77 182.77 0.00 182.77 39
41 C820 TO CB19 2.06 15 c 192.3 173.38 182.19 4.580 174.63 182.76 n/a 182.76 j 31
42 CB12 TO CB11 2.45 15 c 30.2 181.17 181.49 1.060 182.42 182.43 0.14 182.58 39
43 CB21 TO CB20 0.82 15 c 16.9 182.29 183.12 4.926 183.54 183.49 0.12 183.60 41
44 CB15 TO CB12 0.38 15 c 27.0 181.59 181.86 1.000 182.84 182.84 0.00 182.84 42
45 CB13 TO CB12 0.85 15 c 80.9 181.59 184.52 3.624 182.84 184.89 n/a 184.89 j 42
46 CB14 TO CB13 0.49 15 c 51.6 184.62 185.55 1.801 185.87 185.88 0.06 185.94 45
Project File: GVS System-South_10YR.stm Number of lines: 46 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
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Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct tine
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 JB66A TO OUTFAL 27.93 36 c 61.9 132.00 132.76 1.227 137.39* 137.50* 0.24 137.74 End
2 CB66 TO JB66A 23.60 36 c 73.4 132.86 135.66 3.815 137.81 137.80 0.15 137.94 1
3 JB67 TO CB66 22.47 24 c 116.0 136.66 142.77 5.270 138.66 144.45 n/a 144.45 j 2
4 CB68 TO JB67 1.22 24 c 39.9 143.17 143.57 1.002 145.43 145.43 0.00 145.43 3
5 CB69 TO CB68 0.56 15 c 23.8 144.22 144.46 1.007 145.47 145.47 0.00 145.47 4
6 CB74 TO JB66A 5.86 18 c 59.1 134.26 135.26 1.693 137.81* 138.00* 0.33 138.32 1
7 CB30 TO JB67 21.78 24 c 136.9 143.17 146.50 2.433 145.17 148.15 n/a 148.15 j 3
8 CB73 TO CB74 1.75 15 c 50.6 135.51 136.08 1.126 138.46* 138.50* 0.04 138.54 6
9 CB29 TO CB30 21.43 24 c 107.3 146.60 150.40 3.541 148.60 152.04 n/a 152.04 j 7
10 CB72 TO CB73 1.24 15 c 25.3 136.18 136.46 1.107 138.56* 138.57* 0.01 138.58 8
11 CB28 TO CB29 20.64 24 c 102.5 150.50 152.91 2.350 152.50 154.52 n/a 154.52 j 9
12 CB71 TO CB72 1.24 15 c 90.3 136.56 137.60 1.151 138.58 138.61 0.02 138.63 10
13 CB31 TO CB28 0.68 15 c 18.4 154.00 155.10 5.972 155.42 155.43 n/a 155.43 11
14 CB75 TO CB74 3.63 15 c 104.6 135.51 146.29 10.307 138.36 147.05 n/a 147.05 j 6
15 CB27 TO CB28 19.20 24 c 109.8 153.01 154.50 1.357 155.01 156.05 n/a 156.05 j 11
16 CB76 TO CB75 3.15 15 c 78.1 146.39 154.20 10.005 147.64 154.91 n/a 154.91 j 14
17 CB2 TO CB27 18.35 24 c 108.0 154.60 155.68 1.000 156.60 157.20 n/a 157.20 j 15
18 CB77 TO CB76 2.53 15 c 25.0 154.30 156.80 9.996 155.55 157.44 n/a 157.44 j 16
19 CB1 TO CB2 0.68 15 c 18.4 156.53 158.37 9.989 157.99 158.70 n/a 158.70 j 17
20 CB78 TO CB77 2.22 15 c 85.8 156.90 163.33 7.498 158.15 163.93 n/a 163.93 j 18
21 CB79 TO CB78 1.35 15 c 17.2 165.58 167.30 9.977 166.83 167.76 n/a 167.76 j 20
22 CB18 TO CB2 8.01 18 c 128.6 156.18 161.75 4.330 157.68 162.83 n/a 162.83 j 17
23 CB24 TO CB18 2.25 15 c 57.3 162.00 165.15 5.499 163.32 165.75 n/a 165.75 j 22
24 CB25 TO CB24 0.72 15 c 148.2 165.25 173.40 5.498 166.50 173.74 n/a 173.74 j 23
25 C63 TO CB2 8.37 18 c 96.1 156.18 159.62 3.579 157.68 160.72 n/a 160.72 j 17
26 CB23 TO CB18 0.22 15 c 14.3 162.00 162.81 5.668 163.36 163.36 0.00 163.36 22
27 CB26 TO CB24 0.84 15 c 15.7 165.25 166.01 4.841 166.50 166.45 0.07 166.53 23
28 CB17 TO C63 1.10 15 c 19.0 159.87 160.06 1.001 161.26 161.27 0.01 161.28 25
29 CB18A TO CB18 4.87 18 c 166.3 161.85 169.05 4.329 163.35 169.89 n/a 169.89 j 22
30 CB4 TO CB3 7.41 18 c 40.9 159.72 160.51 1.933 161.22 161.55 n/a 161.55 j 25
31 CB19 TO C131 8A 4.19 15 c 93.5 169.30 173.28 4.256 170.55 174.10 n/a 174.10 j 29
32 C65 TO CB4 7.24 18 c 23.0 160.71 160.94 1.000 162.21 162.28 0.33 162.61 30
Project File: GVS System-South_25YR.stm Number of lines: 46 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 25 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
I Storm Sewer Summary Report Page 2
1

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Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
33 CB22 TO CB 19 0.65 15 c 16.7 173.38 174.25 5.219 174.63 174.58 0.10 174.68 31
34 CB6 TO CB5 7.15 18 c 40.7 161.04 161.45 1.006 162.65 162.80 0.32 163.12 32
35 CB7 TO CB6 6.09 15 c 90.1 161.70 163.48 1.977 163.12 164.47 n/a 164.47 j 34
36 C138 TO CB7 5.18 15 c 99.5 163.58 168.41 4.854 164.83 169.32 n/a 169.32 j 35
37 CB9 TO CB8 4.17 15 c 111.4 168.51 171.06 2.288 169.76 171.88 n/a 171.88 j 36
38 CB10 TO CB9 3.14 15 c 115.4 171.16 178.05 5.973 172.41 178.76 n/a 178.76 j 37
39 CB11 TO CB10 3.10 15 c 111.5 178.15 181.07 2.620 179.40 181.78 n/a 181.78 j 38
40 CB16 TO CB11 0.17 15 c 33.9 181.52 181.86 1.004 182.77 182.77 0.00 182.77 39
41 CB20 TO CB19 2.32 15 c 192.3 173.38 182.19 4.580 174.63 182.80 n/a 182.80 j 31
42 CB12 TO CB11 2.80 15 c 30.2 181.17 181.49 1.060 182.42 182.44 0.18 182.62 39
43 CB21 TO CB20 0.92 15 c 16.9 182.29 183.12 4.926 183.54 183.51 0.13 183.63 41
44 CB15 TO CB12 0.42 15 c 27.0 181.59 181.86 1.000 182.84 182.84 0.00 182.84 42
45 CB13 TO CB12 0.96 15 c 80.9 181.59 184.52 3.624 182.84 184.91 n/a 184.91 j 42
46 CB14 TO CB13 0.55 15 c 51.6 184.62 185.55 1.801 185.87 185.88 0.07 185.95 45
Project File: GVS System-South_25YR.stm Number of lines: 46 7 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 25 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
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Storm Sewer Summary Report

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11

Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 JB36 TO Outfall 17.58 36 c 84.2 134.16 137.16 3.562 137.16 138.50 n/a 138.50 j End
2 CB37 TO JB36 17.79 36 c 69.9 137.26 138.98 2.459 140.26 140.32 n/a 140.32 j 1
3 CB38 TO CB37 17.35 36 c 62.1 139.08 140.59 2.431 142.08 141.92 n/a 141.92 j 2
4 CB39 TO CB38 17.10 36 c 17.8 140.69 141.05 2.018 143.69 143.69 0.00 143.69 3
5 CB40 TO CB39 16.55 36 c 117.1 141.15 144.09 2.511 144.15 145.39 n/a 145.39 j 4
6 CB41 TO CB40 16.23 36 c 40.3 144.19 145.19 2.483 147.19 147.13 0.00 147.13 5
7 CB42 TO CB41 15.68 36 c 62.6 145.29 147.20 3.052 148.29 148.46 n/a 148.46 j 6
8 CB43 TO CB42 15.39 36 c 61.4 147.30 148.67 2.233 150.30 150.15 0.00 150.15 7
9 CB44 TO CB43 14.57 36 c 17.8 148.77 149.14 2.074 151.77 151.77 0.00 151.77 8
10 CB45 TO CB44 11.47 24 c 50.0 150.14 151.19 2.101 152.14 152.39 n/a 152.39 j 9
11 CB46 TO CB45 11.33 18 c 67.9 151.69 153.11 2.092 153.19 154.40 n/a 154.40 j 10
12 CB47 TO CB46 10.75 18 c 92.7 153.21 156.78 3.852 154.71 158.03 n/a 158.03 j 11
13 CB48 TO CB47 10.09 18 c 103.3 156.88 161.08 4.065 158.38 162.29 n/a 162.29 j 12
14 CB49 TO CB48 9.46 18 c 103.6 161.18 164.67 3.370 162.68 165.84 n/a 165.84 j 13
15 CB50 TO CB49 8.76 18 c 123.9 164.77 169.84 4.093 166.27 170.97 n/a 170.97 j 14
16 CB51 TO CB50 8.22 18 c 92.4 169.94 173.30 3.638 171.44 174.39 n/a 174.39 j 15
17 CB52 TO CB51 5.87 18 c 31.3 173.40 174.45 3.358 174.90 175.37 n/a 175.37 j 16
18 CB53 TO CB52 5.29 18 c 114.5 174.55 179.00 3.885 176.05 179.88 n/a 179.88 j 17-
19 CB54 TO CB53 5.81 18, c 83.2 179.10 182.46 4.038 180.60 183.38 n/a 183.38 j 18
20 CB55 TO CB54 5.03 15 c 33.3 182.71 184.14 4.301 183.96 185.04 n/a 185.04 j 19
21 CB64 TO CB37 0.60 15 c 33.1 140.83 142.38 4.687 142.08 142.69 n/a 142.69 j 2
22 CB59 TO CB44 3.27 15 c 46.1 150.89 152.85 4248 152.14 153.57 n/a 153.57 j 9
23 CB60 TO CB51 2.87 15 c 56.7 173.65 174.23 1.023 174.90 174.94 0.00 174.94 16
24 CB56 TO CB53 0.24 15 c 68.5 179.25 180.52 1.855 180.50 180.72 n/a 180.72 j 18
25 CB65 TO CB64 0.42 15 c 23.9 142.48 143.95 6.145 143.73 144.21 n/a 144.21 j 21
26 CB59B TO CB59 3.24 15 c 46.3 152.95 155.42 5.334 154.20 156.14 n/a 156.14 j 22
27 CB61 TO CB60 1.52 15 c 40.8 174.33 179.57 12.840 175.58 180.06 n/a 180.06 j 23
28 CB57 TO CB56 0.14 15 c 25.0 180.62 181.05 1.720 181.87 181.87 0.00 181.87 24
29 CB59A TO CB59B 2.48 15 c 11.0 155.52 155.97 4.091 156.77 156.68 0.00 156.68 26
30 CB62 TO CB61 1.39 15 c 11.0 179.67 180.33 5.995 180.92 180.81 0.00 180.81 27
31 CB59C TO CB59A 1.93 15 c 146.9 156.07 163.31 4.929 157.32 163.87 n/a 163.87 j 29
32 CB58 TO CB59C 1.70 15 c 106.0 163.41 168.61 4.906 164.66 169.13 n/a 169.13 j 31
Project File: GVS System-North_10YR.stm Number of lines: 40 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005

r
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0
Storm Sewer Summary Report
Page 2
Line Line ID Flow Line Line Invert Invert Line HGL HGL . Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
33 CB58B TO CB58 0.47 15 c 108.0 168.71 174.11 4.999 169.96 174.39 n/a 174.39 j 32
34 CB63 TO CB60 1.36 15 c 10.8 174.33 174.44 1.019 175.58 175.58 0.00 175.58 23
35 CB58A TO CB58 1.01 15 c 11.0 178.27 178.82 4.995 179.52 179.50 0.00 179.50 32
36 CB86 TO CB55 0.75 15 c 101.0 184.24 188.48 4.198 185.49 188.83 n/a 188.83 j 20
37 CB4-T TO CB55 3.83 15 c 216.0 184.24 204.00 9.148 185.49 204.78 n/a 204.78 j 20
38 CB3-T TO CB4-T 3.83 15 c 172.0 204.15 206.60 1.424 205.40 207.38 n/a 207.38 j 37
39 CB2-T TO CB3-T 2.02 15 c 4.0 206.75 206.98 5.750 208.00 207.99 0.00 207.99 38
40
f
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i CB1-T TO CB3-T 1.43 15 c 40.0 206.75 207.24 1.225 208.00 208.00 0.00 208.00 38
Project File: GVS System-North_10YR.stm Number of lines: 40 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
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Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 JB36 TO Outfall 20.15 36 c 84.2 134.16 137.16 3.562 137.25 138.59 n/a 138.59 j End
2 CB37 TO JB36 20.36 36 c 69.9 137.26 138.98 2.459 140.26 140.42 n/a 140.42 j 1
3 CB38 TO CB37 19.85 36 c 62.1 139.08 140.59 2.431 142.08 142.01 n/a 142.01 j 2
4 CB39 TO CB38 19.55 36 c 17.8 140.69 141.05 2.018 143.69 143.69 0.00 143.69 3
5 CB40 TO CB39 18.89 36 c 117.1 141.15 144.09 2.511 144.15 145.48 n/a 145.48 j 4
6 CB41 TO CB40 18.51 36 c 40.3 144.19 145.19 2.483 147.19 147.10 0.00 147.10 5
7 CB42 TO CB41 17.86 36 c 62.6 145.29 147.20 3.052 148.29 148.55 n/a 148.55 j 6
8 CB43 TO CB42 17.51 36 c 61.4 147.30 148.67 2.233 150.30 150.06 0.00 150.06 7
9 CB44 TO CB43 16.57 36 c 17.8 148.77 149.14 2.074 151.77 151.77 0.00 151.77 8
10 CB45 TO CB44 13.03 24 c 50.0 150.14 151.19 2.101 152.14 152.47 n/a 152.47 j 9
11 CB46 TO CB45 12.87 18 c 67.9 151.69 153.11 2.092 153.19 154.46 n/a 154.46 j 10
12 CB47 TO CB46 12.20 18 c 92.7 153.21 156.78 3.852 154.71 158.11 n/a 158.11 j 11
13 CB48 TO CB47 11.44 18 c 103.3 156.88 161.08 4.065 158.38 162.37 n/a 162.37 j 12
14 CB49 TO CB48 10.72 18 c 103.6 161.18 164.67 3.370 162.68 165.92 n/a 165.92 j 13
15 CB50 TO CB49 9.92 18 c 123.9 164.77 169.84 4.093 166.27 171.04 n/a 171.04 j 14
16 CB51 TO CB50 9.30 18 c 92.4 169.94 173.30 3.638 171.44 174.46 n/a 174.46 j 15
17 CB52 TO CB51 6.64 18 c 31.3 17140 174.45 3.358 174.90 175.43 n/a 175.43 j 16
18 CB53 TO CB52 5.97 18 c 114.5 174.55 179.00 3.885 176.05 179.93 n/a 179.93 j 17
19 CB54 TO CB53 6.45 18 c 83.2 179.10 182.46 4.038 180.60 183.43 n/a 183.43 j 18
20 CB55 TO CB54 5.57 15 c 33.3 182.71 184.14 4.301 183.96 185.08 n/a 185.08 j 19
21 CB64 TO CB37 0.66 15 c 33.1 140.83 142.38 4.687 142.08 142.70 n/a 142.70 j 2
22 CB59 TO CB44 3.68 15 c 46.1 150.89 152.85 4.248 152.14 153.62 n/a 153.62 j 9
23 CB60 TO CB51 3.16 15 c 56.7 173.65 174.23 1.023 174.98 175.06 0.00 175.06 16
24 CB56 TO CB53 0.27 15 c 68.5 179.25 180.52 1.855 180.50 180.73 n/a 180.73 j 18
25 CB65 TO CB64 0.46 15 c 23.9 142.48 143.95 6.145 143.73 144.22 n/a 144.22 j 21
26 CB59B TO CB59 3.65 15 c 46.3 152.95 155.42 5.334 154.20 156.18 n/a 156.18 j 22
27 CB61 TO CB60 1.66 15 c 40.8 174.33 179.57 12.840 175.58 180.09 n/a 180.09 j 23
28 CB57 TO CB56 0.15 15 c 25.0 180.62 181.05 1.720 181.87 181.87 0.00 181.87 24
29 CB59A TO CB59B 2.79 15 c 11.0 155.52 155.97 4.091 156.77 156.64 0.00 156.64 26
30 CB62 TO CB61 1.52 15 c 11.0 179.67 180.33 5.995 180.92 180.83 0.00 180.83 27
31 CB59C TO CB59A 2.16 15 c 146.9 156.07 163.31 4.929 157.32 163.90 n/a 163.90 j 29
32 CB58 TO CB59C 1.89 15 c 106.0 163.41 168.61 4.906 164.66 169.16 n/a 169.16 j 31
Project File: GVS System-North_25YR.stm Number of lines: 40 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 25 Yrs. ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 2
i
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Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
33 CB58B TO CB58 0.52 15 c 108.0 168.71 174.11 4.999 169.96 174.40 n/a 174.40 j 32
34 CB63 TO CB60 1.49 15 c 10.8 174.33 174.44 1.019 175.58 175.58 0.00 175.58 23
35 CB58A TO CB58 1.11 15 c 11.0 178.27 178.82 4.995 179.52 179.50 0.00 179.50 32
36 CB86 TO CB55 0.82 15 c 101.0 184.24 188.48 4.198 185.57 188.84 n/a 188.84 j 20
37 C134-T TO CB55 4.23 15 c 216.0 184.24 204.00 9.148 185.49 204.82 n/a 204.82 j 20
38 CB3-T TO CB4-T 4.21 15 c 172.0 204.15 206.60 1.424 205.40 207.42 n/a 207.42 j 37
39 CB2-T TO CB3-T 2.22 15 c 4.0 206.75 206.98 5.750 208.00 207.99 0.00 207.99 38
40 CB1-T TO CB3-T .1.57 15 c 40.0 206.75 207.24 1.225 208.00 208.00 0.00 208.00 38
Project File: GVS System-North_25YR.stm Number of lines: 40 Run Date: 08-03-2006
NOTES: c = cir; e = ellip; b = box; Return period = 25 Yrs . ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
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Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Aug 2 2006, 5:36 PM
Pond No. 1 - South Pond
Pond Data
Pond storage is based on known contour areas. Average end area method used. 1,%
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
' 0.00 132.00 1,001 0 0
1.00 133.00 1,530 1,265 1,265
2.00 134.00 2,148 1,839 3,104
3.00 135.00 3590 2,869
'
4.00
-136.00 _ _
5,307
4,449
10,422
5.00 137.00 10,.131 7,719 18,141

6.00
r
138.00
11,815
10,973
29,115
7.00 139.00 13,347 12,581 41,696

' Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
' Rise (in) = 18.00 0.00 0.00. 0.00 Crest Len (ft) = 9.42 15.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00 Crest El. (ft) = 137.25 138.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
' Invert El. (ft) = 132.00 0.00 0.00 0.00 Weir Type = Riser Ciplti -- ---
Length (ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No . No No
Slope (%) = 4.63 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
' Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 It
' Stage (ft)
¦ 8.00
6.00
/97_,z5
4.00
' 2.00
' 0 00
Note: CulverUOrifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
0.00
7.00 14.00 21.00 28.00 35.00 42.00 49.00
Total Q
Stage (ft)
8.00
6.00
4.00
2.00
I I I ' 0.00
56.00 63.00 70.00 77.00
Discharge (cfs)
AHydrograph Summary Report

Hyd.
No. Hydrograph
. type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Rational 27.83 1 5 8,349 -- --- ----- To South Pond
2 Rational 24.99 1 5 7,498 ---- -- ---- To North Pond
3 Reservoir 0.00 1 0 0 1 137.06 18,771 South Pond outflow
4 Reservoir
r 0.00 1 0 0 2 136.96 19,915 North Pond outflow
Ponds.gpw Return Period: 2 Year Wednesday, Aug 2 2006, 5:35 PM

u

Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
' To South Pond
Hydrograph type = Rational
Storm frequency = 2 yrs
' Drainage area = 7.010 ac
Intensity = 6.108 in/hr
OF Curve = Fayetteville. I DF
Wednesday, Aug 2 2006, 5:35 PM
Peak discharge = 27.83 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
' To South Pond
Q (cfs) Hyd. No. 1 -- 2 Yr
28.00
.......... _
' 24.00
20.00
16.00
12.00
8.00
4.00
0 00
Hydrograph Volume = 8,349 cuft
' 0.0
Hyd No. 1
0.1
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
"_ 0.00
0.2
Time (hrs)
?I
d
rograph
Hy Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 3 '
South Pond outflow
Hydrograph type = Reservoir
Storm frequency = 2 yrs
' inflow hyd. No. = 1
Reservoir name = South Pond

Wet pond routing start elevation = 136
00 ft
Storage Indication method used
.
.
.

South Pond outflow
' Q (cfs) Hyd. No. 3 -- 2 Yr
28.00
' 24.00
20.00
' 16.00
' 12.00
t
8.00
4.00
0 00
Wednesday, Aug 2 2006, 5:36 PM
Peak discharge = 0.00 cfs
Time interval = 1 min
Max. Elevation = 137.06 ft
Max. Storage = 18,771 cuft
Hydrograph Volume = 0 cult
' 0 5 10 15 19 24
Hyd No. 3 Hyd No. 1
29 34 39 44
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
-1 0.00
48
Time (hrs)
I
-'Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Rational 36.23 1 5 10,870 - - ------ -- -- To South Pond
' 2 Rational 32.54 1 5 9,762 ---- ------ --- - To North Pond
3 Reservoir 0.30 1 10 952 1 137.28 21,267 South Pond outflow

1 4 Reservoir 2.17 1 10 1,967 2 137.16 21,909 North Pond outflow
1
1
i
1
1
1
1

Ponds.gpw Return Period: 10 Year Wednesday, Aug 2 2006, 5:36 PM
¦
I Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
' To South Pond
Hydrograph type = Rational
Storm frequency = 10 yrs
' Drainage area = 7.010 ac
Intensity = 7.952 in/hr
' OF Curve = Fayetteville. I DF

' Q (cfs)
40.00
30.00
20.00
10.00
i
0 00
Wednesday, Aug 2 2006, 5:36 PM
Peak discharge = 36.23 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 10,870 cuft
To South Pond
Hyd. No. 1 -- 10 Yr
Q (cfs)
40.00
30.00
20.00

10.00

' 0.0
Hyd No. 1
i
0.1
- " 0.00
0.2
Time (hrs)
1
1
1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Aug 2 2006, 5:36 PM
Hyd. No. 3
South Pond outflow
Hydrograph type = Reservoir Peak discharge = 0.30 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 137.28 ft
Reservoir name = South Pond Max. Storage = 21,267 cuft
Storage Indication method used. Wet pond routing start elevation = 136.00 ft. Hydrograph Volume = 952 cult
South Pond outflow
I Hydrograph

Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Rational 47.50 1 5 14,249 ---- --- ------ To South Pond
2 Rational 42.66 1 5 12,797 -- ------ --- To North Pond
3 Reservoir 4.72 1 10 4,332 1 137.53 23,970 South Pond outflow
4 Reservoir 7.25 1 9 5,002 2 137.38 24,081 North Pond outflow
Ponds.gpw Return Period: 100 Year Wednesday, Aug 2 2006, 5:36 PM

Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
To South Pond
Hydrograph type = Rational
Storm frequency = 100 yrs
' Drainage area = 7.010 ac
Intensity = 10.424 in/hr
IDF,Curve = Fayetteville.IDF
Wednesday, Aug 2 2006, 5:36 PM
Peak discharge = 47.50 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
' To South Pond
Q (cfs) Hyd. No. 1 --100 Yr
50.00
' 40.00
30.00
20.00
1
' 10.00
0 00
Hydrograph Volume = 14,249 cuft
Q (cfs)
50.00
40.00
30.00

20.00

10.00

' 0.0
Hyd No. 1
0.1
-1 0.00
0.2
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
South Pond outflow
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 1
Reservoir name = South Pond
Storage Indication method used. Wet pond routing start elevation= 136.00 ft.
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
1 /t .
0.00
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5
Hyd No. 3 Hyd No. 1 Time (hrs)
Wednesday, Aug 2 2006, 5:36 PM
Peak discharge = 4.72 cfs
Time interval = 1 min
Max. Elevation 137.53 ft
Max. Storage = 23,970 cuft
Hydrograph Volume = 4,332 cuft
-
Z7 Nif C. _
i! I,NCIR i LL - PF?CE.
IF )A:- 6, Go Ac-
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TA' LF T. 711,6,
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Nd ? ! ? Di AiNkor AREA MUD,- BE
t L Ess `r" AN oC? U& L Tp `71, .? ? N V I U`
R, F\ 1 N A fi 9' A F AC',
j c
1
I
i
i
i l
I '
1
1
1
1
1
1
1
1
1
1
1
1
1
Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Aug 2 2006, 3:25 PM
Pond No. 2 - North Pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 131.00 416 0 0
1.00 132.00 986 701 701
2.00 133.00 1,659 1,323 2,024
3.00 134.00 2,407 2,033 4,057
4.00 135.00 4,111 3,259 7,316
5.00 136.00 6,093 5,102 12,418
6.00 137.00 9,494 7,794 20,211
7.00 138.00 11,122 10,308 30,519
8.00 139.00 12,633 11,877 42,396
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise (in) = 18.00 0.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft) = 131.00 0.00 0.00 0.00
Length (ft) = 90.00 0.00 0.00 0.00
Slope (%) = 3.56 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 9.42 20.00 0.00 0.00
Crest El. (ft) = 137.00 138.00 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type = Riser Ciplti -- - -
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
i
Stage (ft)
8.00
Stage / Discharge
Stage (ft)
8.00
6.00
4.00
2.00
0 00
6.00
4.00
2.00
1. 1. .. II __I _. .. .... {.__.-. . .. _...I ........ t _. I. t-.. ... _.
0.00
9.00 18.00
Total Q
I I I I I I I ' 0.00
27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)
flydrograph Summary Report
I Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd No. 2
' To North Pond
Hydrograph type = Rational
Storm frequency = 2 yrs
' Drainage area = 6.600 ac
Intensity = 6.108 in/hr
' OF Curve = Fayetteville.IDF

' Q (cfs)

28.00
' 24.00
t 20.00
' 16.00
' 12.00
8.00
4.00
0 00
Tuesday, Aug 1 2006, 12:2 PM
Peak discharge = 24.99 cfs
Time interval = 1 min
Runoff coeff. = 0.62
Tc by User = 5.00 min
Asc/Rec limb fact = 111
Hydrograph Volume = 7,498 cult
To North Pond
Hyd. No. 2 -- 2 Yr
' 0.0
Hyd No. 2
1
0.1
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
-'' 0.00
0.2
Time (hrs)
Hydrograph Plot

' Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
' North Pond outflow
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 2
Reservoir name = North Pond

e Indication method used
Stora
Wet
ond routi
start elevation = 136
00 ft
g .
p
ng
.
.

North Pond outflow
' Q (cfs) Hyd. No. 4 -- 2 Yr
28.00
' 24.00
' 20.00
16.00
12.00
8.00
1
4.00
0 00
Tuesday, Aug 1 2006, 12:2 PM
Peak discharge = 0.00 cfs
Time interval = 1 min
Max. Elevation = 136.96 ft
Max. Storage = 19,915 cuft
Hydrograph Volume = 0 cult
' 0 5 10 15 19 24
Hyd No. 4 Hyd No. 2
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
29 34 39 44 48
Time (hrs)
'Hydrograph'Summary Report
' Hyd.
No. Hydrograph
type.
(origin) Peak
flow
(cfs) Time
interval
(min) - Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Rational 36.23 1 5 10,870 -- -- --- To South Pond
2 Rational 32.54 1 5 9,762 ---- --- ------ To North Pond
3 Reservoir 0.52 1 10 1,236 1 137.31 20,706 South Pond outflow
4 Reservoir 2.17 1 10 1,967 2 137.16 21,909 North Pond outflow

1 _

Ponds.gpw Return Period: 10 Year Tuesday, Aug 1 2006,12:02 PM

I Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
' To North Pond
Hydrograph type = Rational
Storm frequency = 10 yrs
'
Drainage area = 6.600 ac
Intensity = 7.952 in/hr
' OF Curve = Fayetteville.IDF
Tuesday, Aug 1 2006,12:2 PM
Peak discharge = 32.54 cfs
Time interval = 1 min
Runoff coeff. = 0.62
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
' To North Pond
Q (cfs) Hyd. No. 2 --10 Yr
35.00
' 30.00
' 25.00
' 20.00 _
........._
15.00
1
10.00
.... _...... .... .. ....... . ....
5.00
0 00
Hydrograph Volume = 9,762 cult
' 0.0
Hyd No. 2
0.1
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
0.2
Time (hrs)
Fiydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
' North Pond outflow
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Reservoir name = North Pond

' Storage Indication method used
Wet pond routing start elevation = 136
00 ft
.
.
.

North Pond outflow
' Q (cfs) Hyd. No. 4 --10 Yr
' 35.00
' 30.00
25.00
20.00
' 15.00
10.00
5.00
0 00
Tuesday, Aug 1 2006, 12:2 PM
Peak discharge 2.17 cfs
Time interval = 1 min
Max. Elevation = 137.16 ft
Max. Storage = 21,909 cuft
Hydrograph Volume = 1,967 cuft
0.0 0.2 0.3 0.5 0.7
Hyd No. 4 Hyd No. 2
0.8 1.0 1.2 1.3
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
-1 0.00
1.5
Time (hrs)
14ydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Rational 47.50 1 5 14,249 - ----- ------ To South Pond
' 2 Rational 42.66 1 5 12,797 -- ----- --- To North Pond
3 Reservoir 5.40 1 9 4,616 1 137.56 23,341 South Pond outflow
4 Reservoir 7.25 1 9 5,002 2 137.38 24,081 North Pond outflow

Ponds.gpw Return Period: 100 Year Tuesday, Aug 1 2006, 12:02 PM

I Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
' To North Pond
Hydrograph type = Rational
Storm frequency = 100 yrs
'
Drainage area = 6.600 ac
Intensity = 10.424 in/hr
' OF Curve = Fayetteville. OF
Tuesday, Aug 1 2006, 12:2 PM
Peak discharge = 42.66 cfs
Time interval = 1 min
Runoff coeff. = 0.62
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
' To North Pond
Q (cfs) Hyd. No. 2 --100 Yr
50.00
40.00
30.00
i
t
20.00
' 10.00
0 00
Hydrograph Volume = 12,797 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00

' 0.0
Hyd No. 2
i
0.1
0.2
Time (hrs)
0.00
Nydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
' North Pond outflow
Nydrograph type = Reservoir
Storm frequency = 100 yrs.
' Inflow hyd. No. = 2
Reservoir name = North Pond

Tuesday, Aug 1 2006, 12:2 PM
Peak discharge = 7.25 cfs
Time interval = 1 min
Max. Elevation = 137.38 ft
Max. Storage = 24,081 cuft
Storage Indication method used. Wet pond routing start elevation = 136.00 ft.
' North Pond outflow
Q (cfs) Hyd. No. 4 --100 Yr
50.00
' 40.00
30.00
20.00
t 10.00
i
0 00
Hydrograph Volume = 5,002 cuft
I / I ?I
--------------
' 0.0 0.2 0.3 0.5 0.7
Hyd No. 4 Hyd No. 2
0.8 1.0 1.2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
--1 0.00
1.3
Time (hrs)
i
Outlet Protection Amanda C. Boone, PE
Into South Pond
Pipe Outlet Protection
Project Name: Green Valley South Designer: Amanda C. Boone
Project Number: 1243-01 Date: August 2, 2006

All Calculations are based on the North Carolina Erosion and Sedimentation Control Manual.
Flow= Q10 = 36.2 cfs
Pipe Dia. = Do = 36 in
Assume minimum tailwater condition
Length of Apron = La = 20 ft use figure 8.06a
d50 Rip Rap Size = 7.2 in use figure 8.06a
dmax = 1.5(d50) = 10.8 in (calculated)
Apron Thickness = 1.5(dmax) = 16.2 in (calculated)
Apron Width (upstream) = . 9 ft (calculated)
Apron Width (downstream) = 23 ft (calculated)
USE: Class B Rip Rap
Length = 20 ft
Upstream Width = 9 ft
Downstream Width = 23
Thickness = 18 in
Duane K. Stewart and Associates, Inc.
Outlet Protection Amanda C. Boone, PE
Out of South Pond
Pipe Outlet Protection
Project Name: Green Valley South Designer: Amanda C. Boone
Project Number: 1243-01 Date: August 2, 2006

All Calculations are based on the North Carolina Erosion and Sedimentation Control Manual.
Flow= Q10 = 0.3 cfs
Pipe Dia. = Do = 18 in
Assume minimum tailwater condition
Length of Apron = La = 9 ft use figure 8.06a
d50 Rip Rap Size = 6 in use figure 8.06a
dmax = 1.5(d50) = 9 in (calculated)
Apron Thickness = 1.5(dmax) = 13.5 in (calculated)
Apron Width (upstream) = 4.5 ft (calculated)
Apron Width (downstream) = 10.5 ft (calculated)
USE: Class A Rip Rap
Length = 9 ft
Upstream Width = 4.5 ft
Downstream Width = 10.5
Thickness = 15 in
Duane K. Stewart and Associates, Inc.

Into North Pond
Pipe Outlet Protection
Project Name: Green Valley South Designer: Amanda C. Boone
Project Number: 1243-01 Date: August 2, 2006

All Calculations are based on the North Carolina Erosion and Sedimentation Control Manual.
Flow = Q10 = 32.5 cfs
Pipe Dia. = Do = 36 in
Assume minimum tailwater condition
Length of Apron = La = 20 ft use figure 8.06a
d50 Rip Rap Size = 7.2 in use figure 8.06a
dmax = 1.5(d50) = 10.8 in (calculated)
Apron Thickness = 1.5(dmax) = 16.2 in (calculated)
Apron Width (upstream) = 9 ft (calculated)
Apron Width (downstream) = 23 ft (calculated)
USE: Class B Rip Rap
Length = 20 ft
Upstream Width = 9 ft
Downstream Width = 23
Thickness = 18 in
Page 1

Out of North Pond
Pipe Outlet Protection
Project Name: Green Valley South Designer: Amanda C. Boone
Project Number: 1243-01 Date: August 2, 2006

All Calculations are based on the North Carolina Erosion and Sedimentation Control Manual.
Flow= Q10 = 2.17 cfs
Pipe Dia. = Do = 18 in
Assume minimum tailwater condition
Length of Apron = La = 9 ft use figure 8.06a
d50 Rip Rap Size = 6 in use figure 8.06a
dmax = 1.5(d50) = 9 in (calculated)
Apron Thickness = 1.5(dmax) = 13.5 in (calculated)
Apron Width (upstream) = 4.5 ft (calculated)
Apron Width (downstream) = 10.5 ft (calculated)
USE: Class A Rip Rap
Length = 9 ft
Upstream Width = 4.5 ft
Downstream Width = 10.5
Thickness = 15 in
- ------------
Page 1
i
i
Antiseep Collars Amanda C. Boone
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) _ (feet) required (feet) use (feet) OK?
South Pond 80.0 2.00 3.00 25 3.00 20 YES
North Pond 90.0 2.00 3.38 25 4.00 I8 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
Duane K. Stewart and Associates, Inc.

Stage-Storage South Pond
Wet Pond
Amanda C. Boone, PE
Stage-Storage Function .

Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
136.(1 _ 0.0 f 5307 _
137.0 1.0 1 10131 7719 7719 7719 1.00
138.0 2.0 11415 10973 10973 18693 2.00
139.0 3.0 j 13347 12581 12581 31274 3.00
Storage vs. Stage
35000
30000
25000
y = 7722.5'x'2'37
20000
? R2=1
M
0 15000
C
10000
5000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
I Ks = 7722.5
b = 1.2737
Duane K. Stewart and Associates
i

f
Stage-Storage South Pond
Wet Pond Below Normal Pool
Stage-Storage Function
Amanda C. Boone, PE
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(fret) (feetl (VM NM (CF) (CF) (feet)
1320 1001
0.0
133.0 _
1.0 130 1265 1265 1265 1.04
134.0 2.0 21 8 1839 1839 3104 1.88
_
135.0 3.0 3590 2869 2869 5973 2.91
136.0 4.0 5307 4449 4449 10422 4.22
Storage vs. Stage
12000
10000
y = 1198.7x1 5023
aL 8000 2
R = 0.9921
rn 6000
0
N 4000
2000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Stage (feet)
1190.7
b
b=
1.5023
Total Volume @ Elev 391.0 =
i 9620 cf
Surface Area @ Elev = 391= 898 sq. tt
hydraulic Depth = 10.7 ft
Duane K. Stewart and Associates
Stage-Storage South Pond
Forebay Hydraulic Depth
John E. Schrum, P.E.
8/1/2006
Stage-Storage Function

Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
1',10
134 0
.136.0
0.0 1668
1.0 2()23 1846 1846 1846 1.01
2.0 ')412 2217 2217 4063 1.96
3.0 834 2623 2623 6686 2.97
4.0 3291 3063 3063 9748 4.07
Storage vs. Stage
12000
10000
8000 y = 1818.3x"""
u:
v Rz = 0.9991
rn 6000
0
N 4000
2000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Stage (feet)
=' 18(8.3
b= 1.197

Total Volume @ Elev 393.0 = 9540
Surface Area @ Elev = 393 = 8695
Hydraulic Depth = 1.1 ft
Duane K. Stewart and Associates

Siphon-South Pond
Inverted Siph
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert
=
Volume @ Normal Pool =
Basin Invert
=
on Design Sheet
1 inches
7722.5
1.2737
0.60
136.00 feet
10422 CF
132.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
139.000 81657 0.400
138.782 78019 0.385 0.392 3638 9272
138.564 74412 0.369 0.377 3606 9576
138.346 70839 0.352 0.360 3574 9924
138.128 67299 0.334 0.343 3540 10327
137.910 63793 0.315 0.325 3506 10801
137.692 60322 0.295 0.305 3471 11368
137.473 56888 0.274 0.285 3434 12064
137.255 53491 0.251 0.262 3397 12943
137.037 50132 0.225 0.238 3359 14104
136.819 46813 0.197 0.211 3319 15730
136.601 43535 0.163 0.180 3278 18241
136.383 40299 0.120 0.141 3236 22894
136.165 37106 0.045 0.082 3192 38758
Drawdown Time = 2.27 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
i
Average driving head on orifice = 1.500 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q= 0.2895 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.26 days
Amanda C. Boone, PE
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1-yr storm runoff, with a required time of about 3 days.
Duane K Stewart and Associates, Inc.
' Stage-Storage North Pond
Wet Pond
Amanda C. Boone, PE
'
Stage-Storage Function

' Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
i
i
i
i
i
1X6.0 0.0 6093
13 TO 1.0 9494 7793 7793 7793 1.00
1,50
- - 2.0 11 122 10308 10308 18101 1.99
11).0 3.0 1263; 11877 11877 29978 3.01
Storage vs. Stage
35000
30000
25000
LL
U 20000 y = 7779.7x""'
03
Rz=1
0 15000
N
10000
5000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Kg 777').7
n 1.2252
Duane K. Stewart and Associates
' Stage-Storage North Pond
Wet Pond Below Normal Pool
Amanda C. Boone, PE

Stage-Storage Function

Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
--- 1 1.0 -
# 132.0
13
13, 1. 0
1 ?0

0.0 -116
1.0 9S6 701 701 701 1.05
2.0 1659 1322 1322 2023 1.91
'-107
3.0 1 2033 2033 4055 2.83
_
4.0 1111 3259 3259 7314 3.96
( 5.0 6093_ 5102 5102 12416 5.35
Storage vs. Stage
14000
12000
10000 y = 646.56x'-7s25
8000 R2 = 0.9926
d
rn
0 6000
4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
? = 646.56
b
b= 1.7625
Total Volume @ Elev 391.0 = 11029 cf
Surface Area @ Elev = 391 = 334 sq. ft
Hydraulic Depth = 33.0 ft
Duane K. Stewart and Associates

Stage-Storage North Pond
Forebay Hydraulic Depth
Amanda C. Boone, PE
Stage-Storage Fur:ctiou

Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
113 1U
13 O J
--13.0---
1 -1.0 0.0
1.0
2.0
3.0 J 526
_ 730
96 - -
123,__
628
847
1099
628
847
1099
628
1475
2574
1.03
1.93
2.91
U) 5 0
- 4.0 iti 2
- 1383 1383 3956 3.99
-
?. -) I o
I6 0 5.0 -
_ I X64 _ 1698 1698 5655 5.19
Storage vs. Stage
6000
5000 y = 602.78X1.3592
- 4000 R2 = 0.9973
U
m 3000
2000
1000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 602.78
b= 1.3592
Total Volume @ Elev 393.0 = 5373
Surface Area @ Elev = 393 = 4095
Hydraulic Depth = 1.3 It
Duane K. Stewart and Associates
Siplion-North Pond
Inverted Siph
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert
=
Volume @ Normal Pool =
Basin Invert
=
on Desilln Sheet
3 inches
1
7779.7
1.2252
0.60
136.00 feet
12416 CF
131.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
139.000 86994 0.400
138.782 83684 0.385 0.392 3310 8435
138.564 80395 0.369 0.377 3289 8734
138.346 77127 0.352 0.360 3268 9075
138.128 73881 0.334 0.343 3246 9469
137.910 70657 0.315 0.325 3224 9932
137.692 67456 0.295 0.305 3201 10485
137.473 64279 0.274 0.285 3178 11161
137.255 112 '0.251 ,..,, ;.-; r-S 12015
137.037 57996 0.225 0.238 3129 13139
136.819 54893 0.197 0.211 3103 14708
136.601
136.383 48765 0.120 0.141 3051 21582
136.165 45742 , 0.045 0.082 3023 36701
Amanda C. Boone, PE
l S? A n' G O Se- c
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 1.500 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q = 0.2895 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.48 days
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1-yr storm runoff, with a required time of about 3 days.
Duane K. Stewart and Associates, Inc.
uth P
' S
d C
t
Ri
ti
r A
Fl
t
ti
o
on
oncre
e
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-
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a
on Amanda C. Boone, PE
' Manhole Riser/Barrel Anti-Flotation Calculation Sheet
t
Input Data =>
'
Inside diameter of manhole = 3.0 feet
Wall thickness of manhole = 4.0 inches
' Base thickness of manhole = 0.0 inches
Base diameter of manhole = 0.0 feet
Inside height of Manhole = 5.3 feet
Concrete unit weight = 142.0 PCF Note: NC Products lists unit NNI. of
'
OD of barrel exiting manhole = 23.0 inches manhole concrete at 142 PCF.
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 62.2 CF
' Concrete Present =>
' Total amount of concrete:
Base of Manhole = 0.000 CF
' Manhole Walls = 18.326 CF
Adjustfor openings:
' Opening for barrel = 0.962 CF
Opening for drain pipe = 0.116 CF
Total Concrete present, adjusted for openings = 17.248 CF
' Weight of concrete present = 2449 lbs
Amount of water displaced =>
' Displacement by concrete = 17.248 CF
Displacement by open air in riser = 37.110 CF
Displacement by trash rack = 62.200 CF
Total water displaced by riseribarrel s tructure = 116.558 CF
' Weight of water displaced = 7273 lbs
Duane K. Stewart and Associates, Inc.

South Pond Concrete Riser Anti-Flotation Amanda C. Boone, PE
Calculate amount of concrete to be added to riser = >
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 5915 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 85.455 CF of concrete
Standard based described above = 0.000 CF of concrete
Therefore, base design must have = 85.455 CF of concrete
Calculate size of base for riser assembly =>
Diameter = 6.500 feet
Thickness = 33.0 inches
Concrete Present = 91.254 CF OK
Check validity of base as designed =>
Total Water Displaced = 207.812 CF
Total Concrete Present = 108.502 CF
Total Water Displaced = 12967 lbs
Total Concrete Present = 15407 lbs
Actual safetyfactor = 1.19
Results of design =>
Base diameter = 6.50 feet
Base Thickness = 33.00 inches
CY of concrete total in base = 3.17 CY
Concrete unit weight in added base >= 142 PCF
OK
Duane K. Stewart and Associates, Inc.
North Pond Concrete Riser Anti-Flotation
Input Data =>
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present =>
Total amount of concrete:
Amanda C. Boone, PE
3.0 feet
4.0 inches
0.0 inches
0.0 feet
6.0 feet
142.0 PCF Note: NC Products lists unit wt, of
23.0 inches manhole concrete at 142 PCF.
8.0 inches
62.2 CF
Base of Manhole = 0.000 CF
Manhole Walls = 20.944 CF
Adjust for openings:
Opening for barrel = 0.962 CF
Opening for drain pipe = 0.116 CF
Total Concrete present, adjusted for openings = 19.866 CF
Weight of concrete present = 2821 Ibs
Amount of water displaced =>
Displacement by concrete = 19.866 CF
Displacement by open air in riser = 42.412 CF
Displacement by trash rack = 62.200 CF
Total water displaced by riseribarrel structure = 124.477 CF
Weight of water displaced = 7767 Ibs
Duane K. Stewart and Associates, Inc.
North Pond Concrete Riser Anti-Flotation
Amanda C. Boone, PE
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 6112 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 88.295 CF of concrete
Standard based described above = 0.000 CF of concrete
Therefore, base design must have = 88.295 CF of concrete
Calculate size of base for riser assembly = >
Diameter = 6.500 feet
Thickness = 33.0 inches
Concrete Present = 91.254 CF OK
Check validity of base as designed =>
Total Water Displaced = 215.731 CF
Total Concrete Present = 111.120 CF
Total Water Displaced = 13462 lbs
Total Concrete Present = 15779 lbs
Actual safetyfactor = 1.17 OK
Results of design =>
Base diameter = 6.50 feet
Base Thickness = 33.00 inches
CY of concrete total in base = 3.27 CY
Concrete unit weight in added base >= 142 PCF
Duane K. Stewart and Associates, Inc.

k
[1

n

n

F

Average Recurrence Interval
(years)
2-year -0 100-year -
5-year -1 200-9ear +-
10-year -a- 500-year +
25-year -m 1000-year a-

C C E L L L L L L L L L T 71 7n 71 =4 a 7' 71 DI 7'
•ti •.a I t t L .C -C -C -C -C L N m m m ro M R N M N
E 9 0 I I I 1 I I I I I Z Z Z 'D •I3 -a 7E3 -6 'a
I 1 N M '.Y •D 0 N W th ?0 0 I r 1 1 I 1 I 1 1 I
0 0 .•? ^r .r N 0 it 17 .11 to h 0 Ir) 19 0 .0 0
`D ON Duration -" -. N (n ?o
POINT PRECIPITATION
FREQUENCY ESTIMATES Y
t 5
FROM NOAA ATLAS 14
FAYETTEVILLE, NORTH CAROLINA (31-3017) 35.0583 N 78.8583 W 49 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 2
G.M. Bonnin, D. Todd, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jul 27 2006
Confidence Limits Seasonality Location Maps Other Info. GiS data Maps Help Docs
Precipitation Intensity Estimates (in/hr)
4 7 10 20 30 45 60
ARI F5 10 15 30 60 120 3 6 12 24 Mhr
(years) min min min min min min hr hr hr hr da
y day day 11 day day day day
0 6:11 4.88 4.09 2:83 1;77 1.04 0.74 0.44 0.26 0.15 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
0 7 16 5.74 4.84 3.41 2.?U 1.32 0.94 0.56 0.33 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.9G 6.36 536 3.SS 2.53 1.54 1.10 0.66 0.39 0.23 0.13 0.07 0.05 0.04 0.02. 0.02 0.02 0.01
25 ' 8.91;: 7.13 6:02 1.46 2.9;Z. 1.83 1.32 0.80 0.47 0.28 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.02
50 7.72 6:52 X1.91 3;33-' 2.06 1.50 0.91 0.54 0.32 0.18 0.10 0.06 0.05 0.03 0.02
9s70' 0.02.0.02
100 10:44 8.29 6 ?)9 5 3 x,69_',': 2.29 1.69 1.03 0.62 0.36 0.20 0.11 0.07 0.05 0.03 0.03 0.02 0.02
200 11.16 8.84 7.44 5.79 4.06 2.53 1.89 1.15 0.70 0.41 0.23 0.12 0.08 0.06 0.04 0.03 0.02 0.02
500 12.07 9.55 8.01 6.37 4.57 2.84 2.16 1.32 0.81 0.47 0.26 0.14 0.09 0.06 0.04. 0.03 0.02 0.02
1000 12.82 10.09 8.44 6.83 4.99 3.09 2.38 1.46 0.90 0.52 0.29 0.15 0.10 0.07 0.04 0.03 0.03 0.02
Text Version of table These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Partial duration based Point IDF Curves
35.0583 N 78.8583 W 49 ft
7
L 3
t 2
c
0.7
v try.
to 0.3
C 0.2
4
. 1
.07
o .05
.03
.02
•M
a .01
.U
m
L
a.
001
c c c C
5 E E a
I 1 I 1
If7 0 U7 0
Cl)
Thu Jul 27 13:25:57 2006
POINT PRECIPITATION
}?'7 FREQUENCY ESTIMATES
?.? FROM NOAA ATLAS 14
FAYETTEVILLE, NORTH CAROLINA (31-3017) 35.0583 N 78.8583 W 49 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 2
' G.M. Bonnin, D. Todd, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jul 27 2006

r

Confidence Limits I Seasonality I Location Maps I Other Info. I GIS data I Maps 1 Help 1 Docs 1
Precipitation Frequency Estimates (inches)
ARI* 5 10 15 30 60 120 3 6 12 24 M48 4 7 10 20 30 45 60
(yeamin min min min min hr hr hr hr day [day] day 11 day 11 day 11 day 11 day
0.51 0.81 1.02 1.41 1.77 2.08 2.21 2.64 3.11 3;66_ 4.22 4.73 5.47 6.24 8.33 10.35 13.05 15.60
Fi -1
0 0.60 0.96 1.21 1.72 2.20 2.65 2.82 3.36 3.99 4:71 5.38 5.95 6.80 7.63 10.03 12.23 15.19 18.01
10 0.66 1,06 1.34 1.94 2.53 3.08 3:30 3.96 4.71 5;55;; 6.32 6.92 7.86 8.71 11.36 13.66 16.81 19.81
25 0.74 1.19 1.51 2.23 2.97 3.66 3.98 4.77 5.72 6.74 7.62 8.28 9.31 10.17 13.15 15.56 18.92 22.12
50 0.81 1.29 1.63 2.45 3.33 4.12 4.52 5.44 6.56 8.69 9.37 10.47 11.32 14.54 17.02 20.52 23.87
100: 0.87 1.38 1.75 2.67 3.69 4.59 5.09 6.14 7.45 8:73 9.81 10.52 11.67 12.50 15.95 18.47 22.09 25.57
200 0.93 1.47 1.86 2.90 4.06 5.06 5.68 6.88 8.40 9.8b 10.99 11.71 12.93 13.71 17.39 19.92 23.65 27.24
500 1.01 1.59 2.00 3.19 4.57 5.68 6.50 7.91 9.75 11.33 12.65 13.37 14.65 15.35 19.35 21.86 25.70 29.41
1000 1.07 1.68 2.11 3.42 4.99 6.17 7.14 8.74 10.84 12.55 14.00 14.71 16.03 16.63 20.87 23.34 27.25 31.05
Text Version Of table These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation. for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates Version: 2
35.0563 N 78.8583 W 49 ft
c
32
31
30
29
28
27
26
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
. t
a
m
a
0
1 0
?o
U
d
L
a
1
2
Thu Jul 27 13:11:32 2006
Duration
5-min 48-hr -x- 30-day ->F-
10-min -e- 3-hr -w 4-day -?- 4 ' -=:d: y ?-
15-min -+- 6-hr -s 7-day -?- 60-day --
30-min -ff- 12-hr + 10-day -+-
60-min - - 24-hr -$- 20-day -?-
3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 500 700 1000
Average Recurrence Interval (years)