20110749 Ver 1_More Info Received_20111010

Stocks Engineering, P.A.
DesLgv,,ivuo tke Future, Todd
Friday, October 07, 2011
Mrs. Annette Lucas
NCDWQ
1650 Mail Service Center
Raleigh, NC 27699
RE: Flowers Plantation-Dogwood (DWQ Project # 11-0749)
Dear Mrs. Lucas:
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DENR • WATER QUALITY
I ULANDS AND STORMWATER WW"
This letter is written in response to your letter dated September 19, 2011 regarding the review
comments for Flowers Plantation-Dogwood. A reply or explanation for each comment issued by
your office is provided below.
1. Please provide agent authorization letter for the application signature.
The agent authorization letter is enclosed.
2. Pertaining to Page 7 of 11, D.1. Avoidance and Minimization
a. Where will the retaining walls be located?
All retaining walls are outside of the buffer and are now shown on IMP1 for
clarification.
b. You describe level spreaders providing diffuse flow but please explain how diffuse
flow will be achieved at the outlets of the two sediment basins (C-8). If this is not
possible then these basins will need to be reconfigured and/or relocated to avaoid
concentrated flow at these two locations.
All sediment basins have been designed with a weir width of 20' which will
allow flow over the weir at less than 2 fps. The sediment basins are temporary
and will be removed immediately upon site stabilization and the permanent
level spreaders will be installed. The NCDENR Erosion Control Planning and
Design Manual shows earthen level spreaders between 10-20 cfs to be 20' in
length. We felt that increasing the weir to the sediment basin to 20' would
provide better performance and intent than a level spreader,
3. Pertaining to IMP 1:
a. Clearly show Zone 1 and Zone 2 on the impact map (IMP 1).
Zone 1 and Zone 2 have been added to sheet IMP 1.
J. Michael Stocks, PE 252.459.8196 (voice)
1100 Eastern Avenue 252.459.8197 (fax)
PO Box 1108 252.903.6891 (mobile)
Nashville, NC 27856 mstocks aastocksengineering.com
Flowers Plantation - Dogwood
10/7/2011
2
b. Zone 2 Impact 8,200 SF appears to be shaded incorrectly. Please revise map and
resubmit.
Zone 2 Impact 8,200 SF has been corrected and hatched correctly.
c. Why is impact 5 - 1,137 SF of Zone 2 needed?
This impact is required in order to tie in the grades. Grading only will occur
with this impact.
4. Limits of Disturbance on Plan Sheet C-8 does not match the buffer line in some places on
IMP 1. Please revise the plan and impact map to accurately depict Limits of Disturbance
and Impacts. If additional buffer impacts are warranted than please revise the appropriate
information in the PCN application.
The buffer line now matches on both and impacts corrected.
5. Pertaining to Sheet D-2:
a. Please allocate more space for the blind swale, level lip, and #57 stone. The plan
view shows about six feet in width for these BMP elements; however, your detail
shows that over 11 feet of width is needed.
The plan view has been corrected to accurately reflect the detail. The detail
has been changed to show a 6' blind swale.
b. Please provide watering specifications to establish sod in the vegetated filter strip.
Water Specifications have been added to D-2.
c. Please provide dimensions for the level lip and footer in section view.
Dimensions have now been provided on D-2.
d. The construction sequence discusses installing a forebay: however, it appears that
the blind swale is being used as the forebay in this design.
The construction sequence has been corrected.
e. If it is your intent to use the blind swale as the forebay, then the depth will need to be
increase to 18 inches.
The blind swa/e is being rip rap in lieu of a forebay and the detail now shows
the blind swa/e 18 inches deep.
f. Please provide topographic contours for the blind swale and provide proposed
grading directions that will prevent stormwater from short-circuiting around each end
of the level spreader.
Contours have been added on D-2. Directions for grading have been added to
the Construction Sequence.
Flowers Plantation - Dogwood
10/7/2011
3
g. Please provide plans for each of the three flow splitting devices.
Details of the flow splitters have now been provided on D-2.
h. Please provide details for the dissipater pads located down slope of the bypass
channel outlets.
Dissipater pads are shown on C-8 and the detail provided on C-9.
6. Pertaining to Level Spreader 1:
a. The Supplement Form shows that the drainage for this level spreader is 0.41 acres.
However, the Runoff Map (Sheet C-1) that you provided shows that there are a
portion of a number of lots that also drain to this device. Please correct the drainage
area size and adjust the size of the level spreader accordingly.
The drainage area to this level spreader in 0.41 acres as calculated. There are
2 drop inlets that catch most of the water from the lots. These drop inlets are
labeled as 9 and 10 on the Runoff Map. This water is directed to Level
Spreader 2.
b. Sheet C-1 shows that the drainage from the road and the lots is initially conveyed in
ditches that flatten out prior to hitting the level spreader. The DWQ is concerned that
this approach may result in erosion through the flattened area and recommends
retaining ditches until the water is dispersed in the blind swale.
The grading plan provided just showing tying the grades in to existing ground
near the roadside ditches has been revises with the proposed grades of the
Neuse River Parkway. The ditches that will result are now more clearly shown.
c. Please accurately calculate the surface area of the forebay and report this in the
Supplement Form.
Since the blind swa/e has been lined with rip rap in lieu of installing a forebay
the Supplement Form now reflects surface areas of 0 for the forebay.
7. Pertaining to Level Spreaders 2 and 4:
a. Please relocate level spreader and vegetated filter strip such that it is completely
outside of the protected riparian buffer.
The level spreaders have been moved to be completely out of the riparian
buffer.
b. Please accurately calculate the surface area of the forebay and report this in the
Supplement Form.
Since the blind swale has been lined with rip rap in lieu of installing a forebay
the Supplement Form now reflects surface areas of 0 for the forebay.
Flowers Plantation - Dogwood
10/7/2011
4
8. It appears that there is a ditch located between the drainage areas of level spreaders 2 and
3 that discharges directly to the riparian buffer. Please either regrade this area to avoid
concentrated flow or provide an appropriately designed level spreader to diffuse the flow
from the ditch.
This area has been regraded to spread out the flow.
If you have any further questions regarding the above response to the comments issued, please contact us.
Thank you.
Sincerely,
Stocks Engi ee ' g, P.A.
J evin Varnell
Sept. 28, 2011
TO: JPM South
c/o Doug Radford
9380 Falls of the Neuse Road
Suite 203
Raleigh, NC 27615
FROM:
I, Jeremy Medlin, as a representative concerning the property at Flowers Plantation
Dogwood do hereby authorize and give permission for JPM South to represent or act as
agent on our behalf in regards to NCDWQ or ACOE applications and permits and allow
any other regulatory agency to go on the property with a JPM representative for such
purposes as necessary to perform the job tasks.
(Name, Address and Phone No. below this line)
Date
Jeremy Medlin
M/I Homes
1511 Sunday Drive
Raleigh, NC 27607

DENR - WATER QUALITY
KWL SAND STMWATER MAKII
Owner/Developer:
M/1 Homes
1511 Sunday Drive, Suite 100
Raleigh, NC 27607
Owner Contact: Mr. Jeremy Medlin
Vice President of Land Development
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STOCKS ENGINEERING, P.A.
1100 Eastern avenue Phone: [phone]
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: [e-mail]
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Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Project: Dogwood
Date: June 2, 2011
Page: 1 of 1
Post-Development
Tc Area 1D Area (Ac.) C 1-1 inch ' Q-1"(cfs)

5 la 0.14 0.41 1 0.06
5 lb 0.08 0.65 1 0.05
5 IC 1.04 0.56 1 0.58
5 Id 0.55 0.54 1 0.30
5 le 0.05 0.95 1 0.05
5 If 0.37 0.62 1 0.23
5 I 0.71 0.61 1 0.43
5 Ih 0.55 0.49 1 0.27

5 Ila 0.34 0.65 1 0.22
5 Ilb 0.26 0.67 1 0.17
5 Ilc 0.33 0.68 1 0.22

5 Ilia 0.85 0.67 1 0.57
5 Illb 0.09 0.93 1 0.08
5 IIIC 0.14 0.65 1 0.09
5 Illd 0.45 0.70 1 0.32
5 Ille 0.08 0.35 1 0.03

5 IVa 0.16 0.73 1 0.12
5 IVb 0.45 0.68 1 0.31
5 IVc 2.00 0.65 1 1.30
5 IVd 0.03 0.95 1 0.03
5 IVe 0.74 0.41 1 0.30
5 IVf 0.10 0.95 1 0.10
5 IV 0.36 0.75 1 0.27
5 IVh 0.65 0.55 1 0.36
5 IVi 0.10 0.55 1 0.06
5 IV' 0.95 0.53 1 0.50
5 IVk 0.10 0.63 1 0.06
5 IV] 0.33 0.47 1 0.16
5 IVm 0.03 0.95 1 0.03
5 IVn 0.42 0.69 1 0.29
5 No 0.04 0.35 1 0.01

5 Va 0.41 0.51 1 0.21

- Total 12.90 - 1.00 7.77

Runoff Computations
1-Inch Storm
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w ?
Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Post-Development
TG Area ID' Area (Ac.) C 12 Q2 (cfs)

5 la 0.14 0.41 5.76 0.33
5 lb 0.08 0.65 5.76 0.30
5 IC 1.04 0.56 5.76 3.35
5 Id 0.55 0.54 5.76 1.71
5 le 0.05 0.95 5.76 0.27
5 If 0.37 0.62 5.76 1.32
5 I 0.71 0.61 5.76 2.49
5 Ih 0.55 0.49 5.76 1.55

5 Ila 0.34 0.65 5.76 1.27
5 Ilb 0.26 0.67 5.76 1.00
5 Ilc 0.33 0.68 5.76 1.29

5 Ilia 0.85 0.67 5.76 3.28
5 Illb 0.09 0.93 5.76 0.48
5 IIIC 0.14 0.65 5.76 0.52
5 Illd 0.45 0.70 5.76 1.81
5 Ille 0.08 0.35 5.76 0.16

5 IVa 0.16 0.73 5.76 0.67
5 IVb 0.45 0.68 5.76 1.76
5 IVC 2.00 0.65 5.76 7.49
5 IVd 0.03 0.95 5.76 0.16
5 IVe 0.74 0.41 5.76 1.75
5 IVf 0.10 0.95 5.76 0.55
5 IVg 0.36 0.75 5.76 1.56
5 IVh 0.65 0.55 5.76 2.06
5 IVi 0.10 0.55 5.76 0.32
5 IV' 0.95 0.53 5.76 2.90
5 IVk 0.10 0.63 5.76 0.36
5 IVI 0.33 0.47 5.76 0.89
5 IVm 0.03 0.95 5.76 0.16
5 IVn 0.42 0.69 5.76 1.67
5 IVo 0.04 0.35 5.76 0.08

5 Va 0.41 0.51 5.76 1.20

- Total 12.90 - 5.76 44.76

Runoff Computations
2-Year Storm

n '.
Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville. NC 27856
Post-Development
Tc Area ID Area (Ac.) C 110 Q10 (cfs)

5 la 0.14 0.41 7.38 0.42
5 lb 0.08 0.65 7.38 0.38
5 IC 1.04 0.56 7.38 4.30
5 Id 0.55 0.54 7.38 2.19
5 le 0.05 0.95 7.38 0.35
5 If 0.37 0.62 7.38 1.69
5 I 0.71 0.61 7.38 3.20
5 Ih 0.55 0.49 7.38 1.99

5 Ila 0.34 0.65 7.38 1.63
5 Ilb 0.26 0.67 7.38 1.29
5 IIC 0.33 0.68 7.38 1.66

5 Illa 0.85 0.67 7.38 4.20
5 Illb 0.09 0.93 7.38 0.62
5 IIIC 0.14 0.65 7.38 0.67
5 Illd 0.45 0.70 7.38 2.32
5 Ille 0.08 0.35 7.38 0.21

5 Na 0.16 0.73 7.38 0.86
5 IVb 0.45 0.68 7.38 2.26
5 IVC 2.00 0.65 7.38 9.59
5 IVd 0.03 0.95 7.38 0.21
5 We 0.74 0.41 7.38 2.24
5 IVf 0.10 0.95 7.38 0.70
5 IVg 0.36 0.75 7.38 1.99
5 IVh 0.65 0.55 7.38 2.64
5 IVi 0.10 0.55 7.38 0.41
5 lV' 0.95 0.53 7.38 3.72
5 IVk 0.10 0.63 7.38 0.46
5 IVI 0.33 0.47 7.38 1.14
5 IVm 0.03 0.95 7.38 0.21
5 IVn 0.42 0.69 7.38 2.14
5 No 0.04 0.35 7.38 0.10

5 Va 0.41 0.51 7.38 1.54

- Total 12.90 - 7.38 57.34

Runoff Computations
10-Year Storm
A ,4

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Post-Development
Tc Area ID Area (Ac.)' C 125 Q25 (cfs)

5 la 0.14 0.41 8.21 0.47
5 lb 0.08 0.65 8.21 0.43
5 Ic 1.04 0.56 8.21 4.78
5 Id 0.55 0.54 8.21 2.44
5 le 0.05 0.95 8.21 0.39
5 If 0.37 0.62 8.21 1.88
5 I 0.71 0.61 8.21 3.56
5 Ih 0.55 0.49 8.21 2.21

5 Ila 0.34 0.65 8.21 1.81
5 Ilb 0.26 0.67 8.21 1.43
5 Ilc 0.33 0.68 8.21 1.84

5 Ilia 0.85 0.67 8.21 4.68
5 Illb 0.09 0.93 8.21 0.69
5 Illc 0.14 0.65 8.21 0.75
5 Illd 0.45 0.70 8.21 2.59
5 Ille 0.08 0.35 8.21 0.23

5 IVa 0.16 0.73 8.21 0.96
5 IVb 0.45 0.68 8.21 2.51
5 IVc 2.00 0.65 8.21 10.67
5 IVd 0.03 0.95 8.21 0.23
5 IVe 0.74 0.41 8.21 2.49
5 IVf 0.10 0.95 8.21 0.78
5 IVg 0.36 0.75 8.21 2.22
5 IVh 0.65 0.55 8.21 2.94
5 M 0.10 0.55 8.21 0.45
5 IV' 0.95 0.53 8.21 4.13
5 IVk 0.10 0.63 8.21 0.52
5 IVI 0.33 0.47 8.21 1.27
5 IVm 0.03 0.95 8.21 0.23
5 IVn 0.42 0.69 8.21 2.38
5 No 0.04 0.35 8.21 0.11

5 Va 0.41 0.51 8.21 1.72

- Total 12.90 - 8.21 63.79

Runoff Computations
25-Year Storm
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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 FES1 TO JB2 22.30 34 c 78.0 260.00 268.53 10.936 261.53 270.06 n/a 270.99 i End
2 JB2 TO CB4 22.30 30 c 24.0 268.63 268.70 0.292 270.99 271.05 0.17 271.22 1
3 CB4 TO CB5 20.63 30 c 99.0 268.80 269.10 0.303 271.22 271.43 0.17 271.60 2
4 C135 TO CB6 20.47 30 c 150.0 269.20 269.65 0.300 271.60 271.91 0.48 272.38 3
5 CB6 TO CB7 0.89 15 c 20.0 269.75 270.15 2.000 272.67* 272.68* 0.01 272.69 4
6 CB6 TO CB8 19.22 30 c 94.0 269.75 270.03 0.298 272.44* 272.65* 0.36 273.01 4
7 CB8 TO D19 2.38 15 c 120.0 270.13 270.49 0.300 273.19* 273.35* 0.09 273.44 6
8 CB8 TO CB11 13.94 24 c 93.0 270.13 274.78 5.000 273.01 276.10 n/a 277.06 i 6
9 D19 TO D110 2.06 15 c 64.0 270.54 270.73 0.297 273.45* 273.52* 0.04 273.56 7
10 CB11 TO CB12 12.38 18 c 99.0 274.88 281.32 6.505 277.06 282.65 n/a 284.24i 8
11 CB12TO CB13 11.83 18 c 56.0 281.42 285.34 7.000 284.24 286.65 n/a 288.11i 10
12 CB13 TO CB14 2.43 15 c 38.0 285.44 285.82 1.000 288.11* 288.16* 0.07 288.23 11
13 CB14 TO CB15 0.67 15 c 20.0 285.92 286.12 1.000 288.28* 288.29* 0.00 288.29 12
14 CB13 TO CB16 7.65 18 c 80.0 285.44 290.24 6.000 288.11 291.30 n/a 292.11 i 11
15 CB16 TO FES17 7.49 18 c 62.0 290.34 297.78 12.000 292.11 298.82 n/a 299.62 i 14
Project File: SD.stm Number of lines: 15 Run Date: 06-29-2011
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; *Surcharged (HGL above crown). ; i - Inlet control.
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) N (ft) (ft) (ft) (ft) No.
1 CB19 to FES18 6.09 18 c 78.0 271.00 280.52 12.205 271.94 281.46 n/a 282.09 i End
2 CB20 to CB19 4.28 18 c 28.0 280.60 282.56 7.000 282.09 283.35 n/a 283.79 i 1
3 CB21 to CB20 3.76 18 c 182.0 282.66 291.45 4.830 283.79 292.19 n/a 292.58 i 2
4 CB22 to CB21 3.28 18 c 90.0 291.55 292.90 1.500 292.58 293.59 n/a 293.93 i 3
Pipes 18 to 22 Number of lines: 4 Run Date: 06-29-2011
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; i - Inlet control.
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 line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No.
1 JB24 to FES23 13.43 22 c 62.0 279.00 284.00 8.065 280.33 285.33 n/a 286.44 i End
2 JB25 to JB24 13.43 24 c 17.0 284.05 284.10 0.294 286.44` 286.50' 0.28 286.78 1
3 CB25A to JB25 3.66 24 c 107.0 284.15 284.47 0.299 287.05` 287.07' 0.02 287.09 2
4 CB26 to CB25A 2.37 24 c 32.0 284.52 286.36 5.750 287.10 287.04 0.05 287.09 3
5 CB27 to CB26 1.37 18 c 144.0 286.46 296.27 6.812 287.18 296.72 n/a 296.88 i 4
6 CB28 to CB27 1.27 18 c 60.0 296.34 297.84 2.500 296.88 298.27 n/a 298.43 i 5
7 CB29 to JB25 9.77 24 c 153.0 284.15 290.67 4.261 286.92 291.78 n/a 292.44 i 2
8 CB30 to CB29 2.49 18 c 46.0 290.75 290.98 0.500 292.44 292.46 0.03 292.49 7
9 CB31 to CB29 5.96 18 c 145.0 290.75 296.35 3.862 292.44 297.28 n/a 297.90 i 7
10 CB32 to C631 1.71 18 c 22.0 296.45 296.67 1.000 297.90 297.90 0.02 297.92 9
11 CB33 to CB31 3.98 18 c 62.0 296.45 297.05 0.968 297.90 297.90 n/a 298.07 i 9
12 DI34 to CB33 0.63 15 c 31.0 297.15 298.70 5.000 298.07 299.02 n/a 299.13 i 11
13 D135 to D134 0.33 15 c 90.0 298.80 300.60 2.000 299.13 300.83 n/a 300.90 i 12
Pipes 23 to 36 Number of lines: 13 Run Date: 06-29-2011
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; 'Surcharged (HGL above crown). ; i - Inlet control.
Hydraflow Storm Sewers 2005
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NC®ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted,
1. PROJECT. INFORMATION
Project name Dogwood
Contact name Kevin Varnell
Phone number 252.459.8196
Date June 20, 2011
Drainage area number 1
IL DESIGN INFORMATION
The purpose of the LS-VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 17,860 ftz
Impervious surface area 4,792 ftz
Percent impervious 26.83 %
Rational C coefficient 0.51
Peak flow from the 1 in/hr storm 0.21 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 1.54 cfs
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS 1.54 cfs
Is a flow bypass system going to be used? N (Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
Type of BMP Pick one:
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N)
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area 0 sq ft Forebay is undersized.
Depth of forebay at stormwater entry point 0 in Too shallow.
Depth of forebay at stormwater exit point 0 in Too shallow.
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed 15 ft
Length of level lip provided 16 ft
Form SW401 - LS-VFS - 29Nov2010 - Rev.a
page 1 of 3
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
30 ft
260.40 fmsl
258.00 fmsl
8.00 %
N (Y or N)
N (Y or N)
(Y or N)
(Y or N)
ft
ft
ft
ft
ft
ft/sec
Pick one:
OK
(Y or N)
(Y or N)
,V
? V
B
III. REQUIRED ITEMS CHECKLIST'
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 2 of 3
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
D-2
I
D-2

N/A
D-1

Engineered is being used.
See Calculations

See 0 and M Agreement

Form SW401 - LS-VFS - 29Nov2010 - Rev.B
page 3 of 3
ANA or V a re9
a >_ I
NC®ENR c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. 'PROJECT INFORMATION
Project name Dogwood
Contact name Kevin Varnell
Phone number 252.459.8196
Date June 20, 2011
Drainage area number 2
II,' DESIGN INFORMATION
The purpose of the LS-VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 281,398 ftz
Impervious surface area 128,502 f 2
Percent impervious 45.67 %
Rational C coefficient 0.60
Peak flow from the 1 in/hr storm 3.89 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 28.68 cfs
Design storm 1 inch/hour storm
Maximum amount of flow directed to the LS-VFS 3.89 cfs
Is a flow bypass system going to be used? Y (Y or
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
Type of BMP Pick one:
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N)
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area 0 sq ft Forebay is undersized.
Depth of forebay at stormwater entry point 0 in Too shallow.
Depth of forebay at stormwater exit point 0 in Too shallow.
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed 39 ft
Length of level lip provided 40 ft
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 1 of 3
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
30 ft
268.50 fmsl
268.10 fmsl
1.33 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
ft
ft
ft
ft
ft
ft/sec
r Wn viic.
N (Y or N)
Y (Y or N)
Bypass is a piped system with Outlet Protection prior to entering the stream.
1 B 1
Ill. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item: Initials
1. Plans (1" - 50' or larger) of the entire site showing:- t
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
rage or plan sneet numder and any notes:
C-1, D-2
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 2 of 3
W
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 3 of 3
Or vJ ATF9
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I', PROJECT INFORMATION_
Project name Dogwood
Contact name Kevin Varnell
Phone number 252.459.8196
Date June 20, 2011
Drainage area number 3
II: DESIGN INFORMATION
The purpose of the LS-VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 70,132 ft,
Impervious surface area 41,818 ft2
Percent impervious 59.63 %
Rational C coefficient 0.68
Peak flow from the 1 in/hr storm 1.09 cfs
Time of concentration 5.00 min
Rainfall intensity, 1 0-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 8.04 cfs
Design storm 1 inch/hour storm
Maximum amount of flow directed to the LS-VFS 1.09 cfs
Is a flow bypass system going to be used? Y (Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
Type of BMP Pick one:
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N)
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area 0 sq ft Forebay is undersized.
Depth of forebay at stormwater entry point 0 in Too shallow.
Depth of forebay at stormwater exit point 0 in Too shallow,
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed 11 ft
Length of level lip provided 12 ft
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 1 of 3
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
30 ft
278.50 fmsl
277.00 fmsl
5.00 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
ft
ft
ft
ft
ft
fUsec
Pick one:
N (Y or N)
Y (Y or N)
A Piped Bypass will be utiltized with Outlet Protection prior to entering the stream.
W
j B
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 2 of 3
2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).

5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
J

D-2
D-2
Engineered is being used.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 3 of 3

AM OY ,P l ATF

R
a >
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be comp letely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
Project name Dogwood
Contact name Kevin Varnell
Phone number 252.459.8196
Date June 20, 2011
Drainage area number 4
II, DESIGN INFORMATION
The purpose of the LS-VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 192,535 ft2
Impervious surface area 85,813 ftz
Percent impervious 44.57 %
Rational C coefficient 0.59
Peak flow from the 1 in/hr storm 2.59 cfs
Time of concentration 5.00 min
Rainfall intensity, 1 0-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 19.11 cfs
Design storm 1 inch/hour storm
Maximum amount of flow directed to the LS-VFS 2.59 cfs
Is a flow bypass system going to be used? Y (Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
Type of BMP Pick one:
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N)
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area 0 sq ft Forebay is undersized.
Depth of forebay at stormwater entry point 0 in Too shallow.
Depth of forebay at stormwater exit point 0 in Too shallow.
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed 26 ft
Length of level lip provided 28 ft
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page i of 3
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
30 ft
283.70 fmsl
282.00 fmsl
5.67 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
ft
ft
ft
ft
ft
ft/sec
rick one.
N (Y or N)
Y (Y or N)
A Piped Bypass System will be Utiltized with Outlet Protection prior to Entering the Stream.
W
1 B 1
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found, An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 2 of 3
2. 'Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric,
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
ID-2
I
1F-` D-2

D-2
' D-1

I Engineered is being used.
BF See Calculations

See 0 and M Agreement

Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 3 of 3

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Project: Peachtree Phase II
Date: June 2, 20011
Page: 1 of 1
Post-Development
Runoff Computations
Temporary Diversion Runoff Calcs.
Tc Area ID Area (Ac.) C 110 Q10 (cfs)

5 1A 0.69 0.35 7.38 1.78
5 1 B 1.57 0.35 7.38 4.06

5 2A 0.55 0.35 7.38 1.42
5 2B 1.21 0.35 7.38 3.13

5 3A 0.74 0.35 7.38 1.91
5 3B 6.80 0.35 7.38 17.56

- Total 11.56 - 7.38 29.86

10-Year Storm
'Channel Report
Hydraflow Express by Intelisolve
Temp. Diversion 1A
Triangular
Side Slopes (z:1) = 4.00, 4.00
Total Depth (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.250
Calculations
Compute by: K nown Q
Known Q (cfs) = 1.78
Elev (ft)
104.00
103.00
102.00
101.00
100.00
99.00
Section
Monday, Jun 27 2011
Highlighted
Depth (ft) = 1.23
Q (cfs) = 1.780
Area (sqft) = 6.05
Velocity (ft/s) = 0.29
Wetted Perim (ft) = 10.14
Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 9.84
EGL (ft) = 1.23
5 10
15 20
Reach (ft)
25 30
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
35
'Channel Report
Hydraflow Express by Intelisolve
Temp. Diversion 1B
Triangular
Side Slopes (z:1) = 4.00, 4.00
Total Depth (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.250
Calculations
Compute by: Known Q
Known Q (cfs) = 4.06
Elev (ft)
104.00
103.00
102.00
101.00
100.00
99.00
Section
Highlighted
Monday, Jun 27 2011
Depth (ft) = 1.67
Q (cfs) = 4.060
Area (sqft) = 11.16
Velocity (ft/s) = 0.36
Wetted Perim (ft) = 13.77
Crit Depth, Yc (ft) = 0.58
Top Width (ft) = 13.36
EGL (ft) = 1.67
0 5 10 15 20 25
Reach (ft)
30
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
35
'Channel Report
Hydraflow Express by Intelisolve
Temp. Diversion 2A
Triangular
Side Slopes (z:1) = 4.00, 4.00
Total Depth (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.250
Calculations
Compute by: Known Q
Known Q (cfs) = 1.42
Elev (ft)
104.00
103.00
102.00
101.00
100.00
99.00
Section
Monday, Jun 27 2011
Highlighted
Depth (ft) = 1.13
Q (cfs) = 1.420
Area (sqft) = 5.11
Velocity (ft/s) = 0.28
Wetted Perim (ft) = 9.32
Crit Depth, Yc (ft) = 0.38
Top Width (ft) = 9.04
EGL (ft) = 1.13
0 5 10 15
Reach (ft)
20 25 30
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
35
Channel Report
Hydraflow Express by Intelisolve
Temp. Diversion 2B
Triangular
Side Slopes (z:1) = 4.00, 4.00
Total Depth (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 4.50
N-Value = 0.250
Calculations
Compute by: Known Q
Known Q (cfs) = 3.13
Elev (ft)
104.00
103.00
102.00
101.00
100.00
99.00
Section
Monday, Jun 27 2011
Highlighted
Depth (ft) = 1.01
Q (cfs) = 3.130
Area (sqft) = 4.08
Velocity (ft/s) = 0.77
Wetted Perim (ft) = 8.33
Crit Depth, Yc (ft) = 0.53
Top Width (ft) = 8.08
EGL (ft) = 1.02
5 10
15 20
Reach (ft)
25 30
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
35
Channel Report
Hydraflow Express by Intelisolve
Temp. Diversion 3A
Triangular
Side Slopes (z:1) = 4.00, 4.00
Total Depth (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.250
Calculations
Compute by: Known Q
Known Q (cfs) = 1.91
Elev (ft)
104.00
103.00
102.00
101.00
100.00
99.00
Section
Monday, Jun 27 2011
Highlighted
Depth (ft) = 1.26
Q (cfs) = 1.910
Area (sqft) = 6.35
Velocity (ft/s) = 0.30
Wetted Perim (ft) = 10.39
Crit Depth, Yc (ft) = 0.43
Top Width (ft) = 10.08
EGL (ft) = 1.26
J 5 10 15 20
Reach (ft)
25 30
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
35
Channel Report
Hydraflow Express by Intelisolve
Temp. Diversion 3B
Triangular
Side Slopes (z:1) = 4.00, 4.00
Total Depth (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 1.60
N-Value = 0.250
Calculations
Compute by: Known Q
Known Q (cfs) = 17.56
Elev (ft)
104.00
103.00
102.00
101.00
100.00
99.00
Section
Monday, Jun 27 2011
Highlighted
Depth (ft) = 2.33
Q (cfs) = 17.56
Area (sqft) = 21.72
Velocity (ft/s) = 0.81
Wetted Perim (ft) = 19.21
Crit Depth, Yc (ft) = 1.04
Top Width (ft) = 18.64
EGL (ft) = 2.34
5 10
15 20
Reach (ft)
25 30
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
35

Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed Acres
r
Runoff Area = - Acres
Qio=CxIxA x? -
X
Q
`I cfs
Basin Volume Calculation:
Volume of Sediment= Ac.) x (1800 cf sed./year) x (1 year)
4 `L c f
Assume - foot of basin depth, therefore area of the pit Square Feet
Try ( wide) x ( long) x ( foot deep) Sediment Basin
Surface Area Calculation:
Surface Area (SF) = QIo x 325 sf/cfs
x 325 sf/cfs
sf
Surface Area -
Use ( wide) x ( long) x foot deep) Sediment Basin
Surface Area -'
Weir Design and Velocity Check:
Q10 = cfs; Q = CLH312. H = [Q/CL]2/3
(2.68)(_ - )J12/3
feet
Velocity Check /
fps, OK ?,

Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed Acres
Runoff Area - (M7 Acres
Qio = C x I x A .-15' x7
x .
cfs
Basin Volume Calculation:
Volume of Sediment= ( Ac.) x (1800 cf sed./year) x (1 year)
`- cf
Assume foot of basin depth, therefore area of the pit !,`? G_7 Square Feet
Try ( wide) x ( long) x ( foot deep) _Sediment Basin
Surface Area Calculation:
Surface Area (SF) = Q1o x 325 sf/cfs
x 325 sf/cfs
sf
Surface Area -
Use
( wide) x long) x ( foot deep) Sediment Basin
_ _ Surf ace Area - C f`
Vi/eir Design and Velocity Check:
Q10 = cfs; Q = CLH112;
H = [Q/CL]2!s
(2.68)(_--= ))2!3
?: LL
feet
Velocity Check 3 ( )/( ) ( ) _ s OK }; R
?. ,
fp

Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = Acres
Runoff Area Acres
Qio=C x I x A= ,-?7 x '.? x7
` • ! Li
cfs
Basin Volume Calculation:
Volume of Sediment= ( Ac.) x (1800 cf sed./year) x (1 year)
= F G' ,- cf
Assume 3 foot of basin depth, therefore area of the pit., ? Square Feet
Try ( wide) x ( long) x (. 4 foot deep).Sediment Basin
Surface Area Calculation:
Surface Area (SF) = Q10 x 325 sf/cfs
_ "L- x 325 sf/cfs
sf
Surface Area - f
Use wide) x ( long) x foot deep) Sediment Basin
Surface Area -
Weir Design and Velocity Check:
Q10 = cfs; Q = CLH3/2. H = [Q/CL]2i3
(2.68)(_" )12/3
_ - - foo+
fps, Check OK -"
' i
Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = v} <? Acres
Runoff Area F Acres
o= C x I x A= x x5
cfs
Basin Volume Calculation:
Volume of Sediment= ( '. Cc1:5- Ac,) x (1800 cf sed./year) x (1 year)
_ cf
Assume -3 foot of basin depth, therefore area of the pit Square Feet
Try ( . wide) x ( long) x ( foot deep) Sediment Basin
Surface Area Calculation:
Surface Area (SF) .= QIo x 325 sf/cfs
12 , E x 325 sf/cfs
sf
Surface Area -
Use ( 44<-. wide) x ( `'c long) x ( foot deep) Sediment Basin
7 f0t/ Surface Area -
Weir Desi-qn and Velocity Check:
Q10 = _ cfs; Q = CLHs/2. H = [Q/CL]2/3
_ [ -.:, ' / (2.68)( -?? )]2/3
t feet
Velocity Check -3 ( 7 )/( L. I` fps OK ? ?= ?.,
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42
Produced by the United States Geological Survey
in coaperation with the North Carolina Department
of Environment and Natural resources
Topography compiled 1962. Planimetry derived from imagery
taken 1998 and other sources. Survey control current as of 1964
North American Datum of 1983 (NAD 83). Projection and
'_ 000-meter grid: Universal Transverse Mercator, zone 17
2 500-meter ticks: North Carolina Coordinate System of 1983
North American Datum of 1927 (NAD 27) is shown by dashed
corner ticks. The values of the shift between NAD 83 and
!,'PD 27 for 7.5-minute intersections are obtainable from
GN
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