20021336 Ver 1_Complete File_20030912

F `NATF
? 9QG Michael F. Easley
Governor
r William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
September 12, 2003
Mr. Frank S. Harrison
1701 Sunset Avenue
Rocky Mount, NC 27804
Subject: Willow Creek Subdivision
DWQ Project No. 021336
Nash County
Dear Mr. Harrison:
This Office is in receipt of the plans for the level spreaders and dry detention basin followed by a level
spreader at the subject facility prepared on your behalf by Appian and submitted to the Division on September
5, 2003. Staff from the Wetlands Unit reviewed the plans and found them acceptable. Please note that this
approval is for water quality purposes only and shall not be construed as an approval of the design for
dam/outlet structure integrity, Dam Safety, public safety, or flood attenuation purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
PA&
Dorney
s Unit Supervi r
cc: Raleigh Regional Office
Todd St. John
File
Pete Sokalski, Appian, PO Box 7966, Rocky Mount, NC 27803
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Wednesday, September 3, 2003
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CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
Mr. Todd St. John, P.E.
North Carolina Department of Environment & Natural Resources
Division of Water Quality - 401 Wetlands Unit
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260
Re: Willow Creek Subdivision
DWQ # 02-1336, Letter of Response to 8129103 Comments
Dear Mr. St. John:
Thank you for reviewing Willow Creek again for stormwater. Based on our conversation on
Friday, August 29, 2003 and the comments from you received via email on the same day, I have
revised the plans as follows:
Sheet LS-1: I have added a level spreader (for erosion control purposes) to the end of
the proposed ditch carrying the detention pond water from the 10-year storm. The level
spreader, LS-5, was calculated using the standards set from the Erosion and Sediment
Control Manual. The applicable calculations are attached to this letter with and should
be attached to the calculation package resent to you on August 29, 2003. As you can
see on the plans, we are proposing to extend the ditch closer to the creek than was
previously shown, but still not disturb the existing buffers.
• Sheet LS-12: The ditch carrying the stormwater from the 15" RCP has been extended to
go past the previous discharge point, alleviating the concern of the waters mixing in the
forested filter strip at the end of LS-1 (the end of the ditch end with LS-5 as noted
above).
Sheet LS-12: The level spreader sizing and calculation is attached to this letter for your
records. The sizing of each level spreader is in accordance with both the erosion control
manual and the riparian buffer rules for diffuse flow (except for LS-5). LS-1 has been
modified to show that the level spreader can be built in the current location without
disturbance to the existing buffer zone using the level spreader detail that was sent to
you on August 19, 2003. All the level spreaders will be constructed outside of the buffer
zones as required by the buffer rules.
The areas that were changed are highlighted for your convenience. If you have any additional
concerns on this project or still have concerns on the above information presented to you,
please do not hesitate to call. Again, thank you for all of your help and I hope to hear from you
soon!
841 South Wesleyan Blvd.. Rocky Mount, NC 27803
P.O. Box 7966 • Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
To: Todd St John, DWQ
Letter of Response
Sincerely,
A Consulting Engineers, P.A.
Pete E.I.
Enclosures
CC: Mr. Nils Joyner, JKA
File
Page 2
Pws: C:Wy Documents102084 Willow Creek\Letterl8-11-03 to John Domey on Stonnwater.doc
? n n n r G'° LETTER OF TRANSMITTAL
0 0 o a
Aipoi p ,n
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount, North Carolina 27803
Telephone [phone]
Fax [phone]
e-mail: admin appianengineers.com
Web: Appian Engineers.com
DATE: September 3, 2003 J APPIAN JOB NO.: 02-084
Todd St. John, PE
NCDENR, DWQ - 401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
GENTLEMEN: We are sending you ® herewith ? under separate cover:
SUBMITTAL FOR: CODE
FOR APPROVAL 1 ?
FOR YOUR USE 2 E
AS REQUESTED 3
BID TAB DISTRIBUTION 4
APPROVED PERMITS 5 ?
ACTION CODE
APPROVED A ?
APPROVED AS NOTED B ?
NOT:APPROVED C-
REVISE AND RESUBMIT D ?'
PLEASE SIGN AND RETURN E ?
PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
1 Modified Calculations
1 Set of modified plans

41
,
3
0
(A&
ii\%?

REMARKS:
Todd,
The enclosed is the modified plans and caculations. Please review and let me know if you have any questions. Thanks.
Sent by: First Class Mail ?
UPS Next Day / AM
Federal Express ?
Faxed ?
Hand Delivered ?
If enclosures received are not as listed above, kindly notify at once.
Thank you.
'n. 7 -03
Date:
cc: File
Last printed September 3, 2003 11:39 AM
RUNOFF COMPUTATIONS
PROJECT: Willow Creek Subdivision ACE JN: 02-084
DATE: June 5, 2003 (Revised on September 3, 2003)
SHEET: 1 of 1
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CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
TC
TO PIPE LOWER UPPER
A
EA
BASINS
C
I
Qn
EQn
Runoff Calculations for Phase 3 to Level Spreaders (@Q10 Storm)
TO LS-1
>5 Inflow from Pond 7.42 --- Routed thu Detention Pond --- --- --- 0.11
TO LS-2
>5 Inflow from R/W 0.39 --- R/W Runoff 0.85 7.5 2.49 ---
>5 Inflow from Lots 0.6 --- Lot Runoff 0.15 7.5 0.68 ---
--- Total into LS-2 --- 0.99 Total Runoff --- --- --- 3.17
TO LS-3
>5 Inflow from R/W 0.23 --- R/W Runoff 0.85 7.5 1.47 ---
>5 Inflow from Lots 0.11 --- Lot Runoff 0.15 7.5 0.12 ---
--- Total into LS-3 --- 0.34 Total Runoff --- --- --- 1.59
To LS-4
>5 Inflow from R/W 0.44 --- R/W Runoff 0.85 7.5 2.81 ---
>5 Inflow from Lots 2.02 --- Lot Runoff 0.15 7.5 2.27 ---
Total into LS-4 --- 2.46 Total Runoff --- --- --- 5.08

To LS-5
>5 Inflow from Land 7.20 --- Overland Runoff 0.25 7.5 13.5 ---
--- Inflow from Pond --- --- Det. Pond Princ. Spillway --- --- --- 9.35
--- Total into LS-5 --- --- Total Runoff --- --- --- 22.85

ACE E-3
OUTLET PROTECTION LEVEL SPREADERS
The following are the criteria for level spreaders for both standard erosion control
practices and control of flow through riparian buffers:
Erosion Control:
Table 6.04.a (from Erosion & Sediment Control Planning and Design Manual, latest revision)
Design Flow Entrance Width Depth End Width Length
cfs minimum dimension in feet 10
0-10 10 0.5 3 10
10-20 16 0.6 3 20
20-30 24 0.7 3 30
Riparian Buffer Diffuse Flow:
For Grass or Thick Ground Cover Vegetation:
• 13 feet of level spreader for every 1 cfs (based on Q10).
• Length of level spreader- 10 feet minimum up to 300 feet maximum.
• Slopes of 8% or less from level spreaders to top of stream bank.
For Forested Areas (little or no ground cover):
• 100 feet of level spreader for every 1 cfs (based on Q10).
• Length of level spreader- 10 feet minimum up to 300 feet maximum.
• Slopes of 6% or less from level spreaders to top of stream bank.
The following are the calculated level spreaders.
Label
LS - Calculated Flow
cfs Entrance Width Depth End Width
dimension in feet Length Type
1 0.11 10 0.5 3 11 R
2 1.59 10 0.5 3 21 R
3 3.17 10 0.5 3 42 R
4 5.08 10 0.5 3 67 R
5 22.85 24 0.7 3 50 E
R - For riparian buffer use.
E - For erosion control use only.
n n n r LETTER OF TRANSMITTAL
0 0 o a
Lm?pun
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount, North Carolina 27803
Telephone [phone]
Fax [phone]
e-mail: admin(a)-appianengineers.com
Web: Appian Engineers.com
DATE: August 29, 2003 I APPIAN JOB NO.: 02-084
Todd St. John, PE
NCDENR, DWQ - 401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
GENTLEMEN: We are sending you ® herewith ? under separate cover:
SUBMITTAL FOR: CODE
FOR APPROVAL 1 ?
FOR YOUR USE 2
AS REQUESTED 3
BID TAB DISTRIBUTION 4 ?
APPROVED PERMITS 5 ?
ACTION CODE
APPROVED A ?
APPROVED AS NOTED B
NOT APPROVED C ? ,
REVISE AND RESUBMIT D ?
PLEASE SIGN AND RETURN E
PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
1 Copy of Site Calculations 2

Y.N S/ g
NET
ill 6j
SEP - 2003
NATEA QU,ALI SECTION
REMARKS:
Todd,
The enclosed is another copy of the calculations. Please review and get back with me as soon as possible. Thanks.
Sent by: First Class Mail ?
UPS Next Day / AM
Federal Express ?
Faxed ?
Hand Delivered ?
cc: File
Last printed August 29, 2003 9:38 AM
If enclosures received are not as listed above, kindly notify at once.

SmE CALcuLArtoms 2
AIE ? ? rt t
FOR ?H 14 ?'?
SEP ° 9 ,2003
"IAiEAgpApTY5EC1I0N
W'ILLOW CREEK
SUBDIVISION
Rocky Mount, HC
6 JUNE 2003
Appian Consulting Engineers, PA
PO Box 7966
Rocky Mount, NC 27804
[phone]
[phone] (Fax)
V-?
SEAL -
= 8421

RUNOFF CAI.CUf.A?'f011tS
RUNOFF COMPUTATIONS
PROJECT: Willow Creek Subdivision ACE JN: 02-084
DATE: June 5, 2003
SHEET: 1 of 1
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AppiA 1
CONSULTING ENGINEERS, PA
CrM. MUNICIPAL & STRUCTURAL ENGINEERS
TC PIPE UPPER
TO LOWER A EA BASINS C I Qn EQn
Runoff Calculations for Phase 3 to Level Spreaders (@Q10 Storm)
TO LS-1
>5 Inflow from Pond 7.42 --- Routed thu Detention Pond --- --- --- 0.11
TO LS-2
>5 Inflow from R/W 0.39 --- R/W Runoff 0.85 7.5 2.49 ---
>5 Inflow from Lots 0.6 --- Lot Runoff 0.15 7.5 0.68 ---
--- Total into LS-2 --- 0.99 Total Runoff --- -- --- 3.17
TO LS-3
>5 Inflow from R/W 0.23 --- R/W Runoff 0.85 7.5 1.47 --
>5 Inflow from Lots 0.11 --- Lot Runoff 0.15 7.5 0.12 ---
--- Total into LS-3 --- 0.34 Total Runoff -- --- --- 1.59
To LS-4
>5 Inflow from R/W 0.44 --- R/W Runoff 0.85 7.5 2.81 ---
>5 Inflow from Lots 2.02 --- Lot Runoff 0.15 7.5 2.27 ---
-- Total into LS-4 --- 2.46 Total Runoff --- --- -- 5.08

ACE E-3
Outlet Structure Summary
Invert of Extended Dry Detention Pond:
Draw Down Orifice:
Invert of Draw Down Orifice:
Permanent Pool Depth:
Principal Spillway:
Principal Spillway Elevation:
Emergency Spillway Elevation:
Top of Dam:
Draw Down Time:
102.67 ft.
1.5 in. Dia.
103.00 ft.
0.33 ft.
3ft. X3ft. Box
106.75 ft.
107.75 ft.
108.50 ft.
2 - 5 Days ±
1. Volume estimated from Hydro Program for 1-year, 24-hour storm:
V=22702c
2. Calculate Draw Down Orifice:
• Assume 2-day draw down.
First, the maximum head of water is calculated:
AH =106.75 ft -103 ft - (2 in)l l) = 3.58 t
Then, the minimum Q needs to be found:
Qmn = Volume - f
Days sec
Qmfn = (22,702 CO
(2 days) (24 hr)(60 min) (60 sec)
Q.i,, = 0.131 c s
Finally, using the orifice equation, the orifice size can be determined:
Q=CA 2GAH
Q
A-C- 2GAH
Where,
Q = 0.131 cfs
C = 0.63
g = 32.2 ft/sec' p p p?p
June 3, 2003 APPiAn
dH = 3.58 ft
0.131
A=
0.63 2 (32.2)(3.58)
A = 0.0137 sf required
Orifice Area
1" 4 0.0055 sf
1.5" 0.0123 sf
2" (? 0.0218 sf
Use 1.5" draw down orifice.
Hydrologic Summary
Inflow Volurii of 0ufloW Mix. ,Storm
Storm QP cfs) Runoff:(cf) . QP (cfs) Elevation (ft)

1,Yr - 24.Hr. 22,702. 0 11 , . .;' 106.58 _ .
10, Yr. 24 Hr. 11 04 72 580 35 107.15
100 Yrt ,2 Hr. ,,:20 55 3?,867?,, . ;1970 107.84

• Basin will contain the 1-year, 24-hour storm without release through the primary
spillway.
• The basin will contain the 10-year, 24-hour storm without overtopping the
emergency spillway.
June 4, 2003
inner
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APPiAn
BY-/ ----- DATE.[ p ? i03 SUBJECT--AUJAPJI L??- - ? 4 I
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CHKD. BY------- DATE--------- ---- I CZ ,? 1(?- ----------------------- JOB NO.-D 9 tp- ?ry--t-----
-------------------------------- --------------------------------------------------- -----------------------------
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+--------------------------, STAGE / STORAGE TABLE' --------+
1. RESERVOIR No = 1. 2. RESERVOIR NAME = DET. BASIN..
3. S = Ks * Z^b
Ks=0............ b=0..........
START ELEV = 0..... INCREMENT = 0...
STAGE ELEVATION CO AREA
ft ft sq ft
INC STORAGE TOT STORAGE
cult cult
4 0.00 103.00. 1000.... 0 0
5 1.00 104.00. 2840.... 1920 1920
6 2.00 105.00. 6400.... 4620 6540
7 3.00 106.00. 7400.... 6900 13440
8 4.00 107.00. 8400.... 7900 21340
9 5.00 108.00. 9400.... 8900 30240
10 5.50 108.50. 9900.... 4825 35065
11 0.00 0.00. 0....... 0 0
12 0.00 0.00. 0....... 0 0
t------------------------------------------------------------------------------+
+-----------------------------; OUTLET STRUCTURES ;----------------------------+
Reservoir: 1
CULVERT STRUC A. Q=CoA[2gh/k]^.5 CULVERT STRUC B. Q=CoA[2gh/k]^.5
1. WIDTH (in) =15.
2. HEIGHT (in) =15.
3. No. BARRELS = L.
4. INVERT ELEV. =103.1....
5. Co = 0.60
6. CULVERT LENGTH (ft) = 32..
7. CULVERT SLOPE (%) =.5..
8. MANNING'S N-VALUE =.013
9. WIDTH (in) =1.5
10. HEIGHT (in) =1.5
11. No. BARRELS = L.
12. INVERT ELEV. = 103.1....
13. Co = 0.60
14. CULVERT LENGTH (ft) =.25.
15. CULVERT SLOPE (%) =.25.
16. MANNING'S N-VALUE =.O 13
17. MULTI-STAGE OPTION ? (Y/N) N
WEIR STRUCTURE A. Q=CWLH^EXP WEIR STRUCTURE B. Q=CWLH^EXP
18. CREST LENGTH (ft) = 12.....
19. CREST ELEVATION =106.75.
20. Cw = 3.00
21. EXP = 1.50
22. MULTI-STAGE OPTION? (Y/N) Y
23. CREST LENGTH (ft) = 30.....
24. CREST ELEVATION =107.75.
25. Cw = 3.00
26. EXP =1.50
27. MULTI-STAGE OPTION ? (Y/N) N
+------------------------------------------------------------------------------+
I HYDROLOGIC REPORT
0
STAGE / STORAGE /.DISCHARGE
RESERVOIR NUMBER = 1
RESERVOIR NAME = DET. BASIN.. (* Controlled by Culv Structure A)
STORAGE VALUES WERE INPUT MANUALLY
DISCHARGE VALUES: CULVERT STRUCT A. Q = .6 *A*[2gh/k]":5 * 1
CULVERT STRUCT B. Q = .6 *A*[2gh/k]":5 * 1
* WEIR STRUCT A. Q = 3 * 12 * H " 1.5
WEIR STRUCT B. Q = 3 * 30 * H x.1.5
ELEVATION DISCHARGE (cfs)

---------- CULVERT A
---------------- CULVERT B
--------------- WEIR A
----------- WEIR B
--------
103.00 0.00 0.00 0.00 0.00
104.00 2.13 0:05 0.00 0.00
105.00 5.93 0.08 0.00 0.00
106.00 8.86 0.10 0.00 0.00
107.00 10.69' 0.12 4.50 0.00
108.00 12.22 0.13 50.31 11.25
108.50 12.91 0.14 83.34 58.46
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
STAGE ELEVATION INC STOR TOT STOR OUTFLOW

-------
--------------- cu ft
------------- cu ft
-------------- cfs
-----------
0.00 103.00 0 0 0.00
1.00 104.00 1920 1920 0.05
2.00 105.00 4620 6540 0.08
3.00 106.00 6900 13440 0.10
4.00 107.00 7900 21340 4.62
5.00 108.00 8900 30240 23.60
5.50 108.50 4825 35065 71.50
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
I HYDROLOGIC REPORT
0
1 YR 24 HOUR STORM....
INFLOW ................
......................
Hyd. No. 13
Hydrograph type = S.C.S. RUNOFF Peak discharge = 3.02 cfs
Storm frequency = 1 yr Time interval = 5 min - -- --
Basin area = 7.42 ac Basin curve No. = 70
Ave basin slope = 2 % Hydraulic len = 2000 ft
Basin lag = 31.3 min Time of concen = 52.31 min
Total precip. = 3.20 in Distribution = S.C.S. II
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
12.08 1.28 12.17 1.72 12.25 2.18 12.33 2.60
12.42 2.94 12.50 3.02 12.58 2.94 12.67 2.83
12.75 2.69 12.83 2.52 12.92 2.33 13.00 2.12
13.08 1.89 13.17 1.66 13.25 1.42 13.33 1.18
I
0
HYDROLOGIC REPORT
1 YR 24 HOUR STORM....
ROUTED ................
......................
Hyd. No. 14
Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.11 cfs
Storm frequency = 1 yr Time interval = 5 min
Inflow hyd. no. = 13 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.00 0.00 0.00 0.00 0.00 0.00
0.08 0.00 0.00 0.00 0.00 0.00
0.17 0.00 0.00 0.00 0.00 0.00
0.25 0.00 0.00 0.00 0.00 0.00
0.33 0.00 0.00 0.00 0.00 0.00
0.42 0.00 0.00 0.00 0.00 0.00
0.50 0.00 0.00 0.00 0.00 0.00
0.58 0.00 0.00 0.00 0.00 0.00
0.67 0.00 0.00 0.00 0.00 0.00
0.75 0.00 0.00 0.00 0.00 0.00
0.83 0.00 0.00 0.00 0.00 0.00
0.92 0.00 0.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 0.00 0.00
1.08 0.00 0.00 0.00 0.00 0.00
1.17 0.00 0.00 0.00 0.00 0.00
1.25 0.00 0.00 0.00 0.00 0.00
1.33 0.00 0.00 0.00 0.00 0.00
1.42 0.00 0.00 0.00 0.00 0.00
1.50 0.00 0.00 0.00 0.00 0.00
1.58 0.00 0.00 0.00 0.00 0.00
1.67 0.00 0.00 0.00 0.00 0.00
1.75 0.00 0.00 0.00 0.00 0.00
1.83 0.00 0.00 0.00 0.00 0.00
1.92 0.00 0.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i ) INFLOW ( j ) 2S/dt-0 ( i ) 2S/dt+O ( j ) OUTFLOW
hrs cfs cfs cfs cfs cfs
2.08 0.00 0.00 0.00 0.00 0.00
2.17 0.00 0.00 0.00 0.00 0.00
2.25 0.00 0.00 0.00 0.00 0.00
2.33 0.00 0.00 0.00 0.00 0.00
2.42 0.00 0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00 0.00 0.00
2.58 0.00 0.00 0.00 0.00 0.00
2.67 0.00 0.00 0.00 0.00 0.00
2.75 0.00 0.00 0.00 0.00 0.00
2.83 0.00 0.00 0.00 0.00 0.00
2.92 0.00 0.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 0.00 0.00
3.08 0.00 0.00 0.00 0.00 0.00
3.17 0.00 0.00 0.00 0.00 0.00
3.25 0.00 0.00 0.00 0.00 0.00
3.33 0.00 0.00 0.00 0.00 0.00
3.42 0.00 0.00 0.00 0.00 0.00
3.50 0.00 0.00 0.00 0.00 0.00
3.58 0.00 0.00 0.00 0.00 0.00
3.67 0.00 0.00 0.00 0.00 0.00
3.75 0.00 0.00 0.00 0.00 0.00
3.83 0.00 0.00 0.00 0.00 0.00
3.92 0.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00 0.00
4.08 0.00 0.00 0.00 0.00 0.00
4.17 0.00 0.00 0.00 0.00 0.00
4.25 0.00 0.00 0.00 0.00 0.00
4.33 0.00 0.00 0.00 0.00 0.00
4.42 0.00 0.00 0.00 0.00 0.00
4.50 0.00 0.00 0.00 0.00 0.00
4.58 0.00 0.00 0.00 0.00 0.00
4.67 0.00 0.00 0.00 0.00 0.00
4.75 0.00 0.00 0.00 0.00 0.00
4.83 0.00 0.00 0.00 0.00 0.00
4.92 0.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00 0.00
5.08 0.00 0.00 0.00 0.00 0.00
5.17 0.00 0.00 0.00 0.00 0.00
5.25 0.00 0.00 0.00 0.00 0.00
5.33 0.00 0.00 0.00 0.00 0.00
5.42 0.00 0.00 0.00 0.00 0.00
5.50 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
5.58 0.00 0.00 0.00 0.00 0.00
5.67 0.00 0.00 0.00 0.00 0.00
5.75 0.00 0.00 0.00 0.00 0.00
5.83 0.00 0.00 0.00 0.00 0.00
5.92 0.00 0.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 0.00 0.00
6.08 0.00 0.00 0.00 0.00 0.00
6.17 0.00 0.00 0.00 0.00 0.00
6.25 0.00 0.00 0.00 0.00 0.00
6.33 0.00 0.00 0.00 0.00 0.00
6.42 0.00 0.00 0.00 0.00 0.00
6.50 0.00 0.00 0.00 0.00 0.00
6.58 0.00 0.00 0.00 0.00 0.00
6.67 0.00 0.00 .0.00 0.00 0.00
6.75 0.00 0.00 0.00 0.00 0.00
6.83 0.00 0.00 0.00 0.00 0.00
6.92 0.00 0.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 0.00 0.00
7.08 0.00 0.00 0.00 0.00 0.00
7.17 0.00 0.00 0.00 0.00 0.00
7.25 0.00 0.00 0.00 0.00 0.00
7.33 0.00 0.00 0.00 0.00 0.00
7.42 0.00 0.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00 0.00 0.00
7.58 0.00 0.00 0.00 0.00 0.00
7.67 0.00 0.00 0.00 0.00 0.00
7.75 0.00 0.00 0.00 0.00 0.00
7.83 0.00 0.00 0.00 0.00 0.00
7.92 0.00 0.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 0.00 0.00
8.08 0.00 0.00 0.00 0.00 0.00
8.17 0.00 0.00 0.00 0.00 0.00
8.25 0.00 0.00 0.00 0.00 0.00
8.33 0.00 0.00 0.00 0.00 0.00
8.42 0.00 0.00 0.00 0.00 0.00
8.50 0.00 0.00 0.00 0.00 0.00
8.58 0.00 0.00 0.00 0.00 0.00
8.67 0.00 0.00 0.00 0.00 0.00
8.75 0.00 0.00 0.00 0.00 0.00
8.83 0.00 0.00 0.00 0.00 0.00
8.92 0.00 0.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
9.08 0.00 0.00 0.00 0.00 0.00
9.17 0.00 0.00 0.00 0.00 0.00
9.25 0.00 0.00 0.00 0.00 0.00
9.33 0.00 0.00 0.00 0.00 0.00
9.42 0.00 0.00 0.00 0.00 0.00
9.50 0.00 0.00 0.00 0.00 0.00
9.58 0.00 0.00 0.00 0.00 0.00
9.67 0.00 0.00 0.00 0.00 0.00
9.75 0.00 0.00 0.00 0.00 0.00
9.83 0.00 0.00 0.00 0.00 0.00
9.92 0.00 0.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 0.00 0.00
10.08 0.00 0.00 0.00 0.00 0.00
10.17 0.00 0.00 0.00 0.00 0.00
10.25 0.00 0.00 0.00 0.00 0.00
10.33. 0.00 0.00 0.00 0.00 0.00
10.42 0.00 0.00 0.00 0.00 0.00
10.50 0.00 0.00 0.00 0.00 0.00
10.58 0.00 0.00 0.00 0.00 0.00
10.67 0.00 0.00 0.00 0.00 0.00
10.75 0.00 0.00 0.00 0.00 0.00
10.83 0.00 0.00 0.00 0.00 0.00
10.92 0.00 0.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 0.00 0.00
11.08 0.00 0.00 0.00 0.00 0.00
11.17 0.00 0.00 0.00 0.00 0.00
11.25 0.00 0.00 0.00 0.00 0.00
11.33 0.00 0.00 0.00 0.00 0.00
11.42 0.00 0.00 0.00 0.00 0.00
11.50 0.00 0.00 0.00 0.00 0.00
11.58 0.00 0.02 0.01 0.01 0.00
11.67 0.02 0.06 0.03 0.03 0.00
11.75 0.06 0.18 0.11 0.11 0.00
11.83 0.18 0.46 0.35 0.35 0.00
11.92 0.46 0.85 0.98 0.98 0.00
12.00 0.85 1.28 2.29 2.30 0.00
12.08 1.28 1.72 4.37 4.42 0.02
12.17 1.72 2.18 7.30 7.37 0.04
12.25 2.18 2.60 11.10 11.20 0.05
12.33 2.60 2.94 15.76 15.88 0.06
12.42 2.94 3.02 21.18 21.30 0.06
12.50 3.02 2.94 27.00 27.14 0.07
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
12.58 2.94 2.83 32.82 32.97 0.07
12.67 2.83 2.69 38.44 38.59 0.08
12.75 2.69 2.52 43.79 43.95 0.08
12.83 2.52 2.33 48.83 48.99 0.08
12.92 2.33 2.12 53.50 53.67 0.08
13.00 2.12 1.89 57.77 57.94 0.09
13.08 1.89 1.66 61.60 61.78 0.09
13.17 1.66 1.42 64.97 65.15 0.09
13.25 1.42 1.18 67.86 68.05 0.09
13.33 1.18 0.98 70.28 70.46 0.09
13.42 0.98 0.87 72.26 72.44 0.09
13.50 0.87 0.81 73.92 74.11 0.09
13.58 0.81 0.76 75.40 75.59 0.09
13.67 0.76 0.72 76.78 76.97 0.09
13.75 0.72 0.68 78.07 78.26 0.10
13.83 0.68 0.65 79.27 79.46 0.10
13.92 0.65 0.62 80.41 80.60 0.10
14.00 0.62 0.60 81.49 81.68 0.10
14.08 0.60 0.58 82.52 82.71 0.10
14.17 0.58 0.55 83.50 83.69 0.10
14.25 0.55 0.53 84.43 84.63 0.10
14.33 0.53 0.52 85.32 85.52 0.10
14.42 0.52 0.50 86.18 86.37 0.10
14.50 0.50 0.49 87.00 87.19 0.10
14.58 0.49 0.47 87.79 87.98 0.10
14.67 0.47 0.46 88.54 88.74 0.10
14.75 0.46 0.45 89.28 89.48 0.10
14.83 0.45 0.44 89.99 90.19 0.10
14.92 0.44 0.43 90.68 90.88 0.10
15.00 0.43 0.42 91.35 91.56 0.10
15.08 0.42 0.42 92.01 92.21 0.10
15.17 0.42 0.41 92.65 92.85 0.10
15.25 0.41 0.40 93.28 93.48 0.10
15.33 0.40 0.40 93.89 94.09 0.10
15.42 0.40 0.39 94.48 94.69 0.10
15.50 0.39 0.38 95.07 95.27 0.10
15.58 0.38 0.38 95.64 95.84 0.10
15.67 0.38 0.37 96.20 96.40 0.10
15.75 0.37 0.36 96.74 96.95 0.10
15.83 0.36 0.36 97.28 97.48 0.10
15.92 0.36 0.35 97.80 98.00 0.10
16.00 0.35 0.35 98.30 98.51 0.10
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
16.08 0.35 0.34 98.79 99.00 0.10
16.17 0.34 0.33 99.27 99.48 0.10
16.25 0.33 0.33 99.74 99.94 0.10
16.33 0.33 0.32 100.19 100.39 0.10
16.42 0.32 0.31 100.63 100.83 0.10
16.50 0.31 0.31 101.06 101.26 0.10
16.58 0.31 0.30 101.47 101.68 0.1.0
16.67 0.30 0.30 101.88 102.09 0.10
16.75 0.30 0.30 102.28 102.49 0.10
16.83 0.30 0.29 102.67 102.88 0.10
16.92 0.29 0.29 103.05 103.26 0.10
17.00 0.29 0.29 103.42 103.63 0.10
17.08 0.29 0.28 103.79 104.00 0.10
17.17 0.28 0.28 104.16 104.36 0.10
17.25 0.28 0.28 104.51 104.72 0.10
17.33 0.28 0.28 104.86 105.07 0.10
17.42 0.28 0.27 105.21 105.42 0.10
17.50 0.27 0.27 105.55 105.76 0.10
17.58 0.27 0.27 105.89 106.10 0.10
17.67 0.27 0.27 106.22 106.43 0.10
17.75 0.27 0.27 106.55 106.76 0.11
17.83 0.27 0.26 106.87 107.08 0.11
17.92 0.26 0.26 107.19 107.40 0.11
18.00 0.26 0.26 107.50 107.71 0.11
18.08 0.26 0.26 107.81 108.02 0.11
18.17 0.26 0.25 108.11 108.32 0.11
18.25 0.25 0.25 108.41 108.62 0.11
18.33 0.25 0.25 108.70 108.91 0.11
18.42 0.25 0.25 108.98 109.20 0.11
18.50 0.25 0.24 109.27 109.48 0.11
18.58 0.24 0.24 109.54 109.76 0.11
18.67 0.24 0.24 109.82 110.03 0.11
18.75 0.24 0.24 110.08 110.29 0.11
18.83 0.24 0.23 110.34 110.56 0.11
18.92 0.23 0.23 110.60 110.81 0.11
19.00 0.23 0.23 110.85 111.06 0.11
19.08 0.23 0.23 111.10 111.31 0.11
19.17 0.23 0.22 111.34 111.55 0.11
19.25 0.22 0.22 111.57 111.79 0.11
19.33 0.22 0.22 111.80 112.02 0.11
19.42 0.22 0.22 112.03 112.24 0.11
19.50 0.22 0.21 112.25 112.46 0.11
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
19.58 0.21 0.21 112.46 112.68 0.11
19.67 0.21 0.21 112.67 112.89 0.11
19.75 0.21 0.21 112.88 113.09 0.11
19.83 0.21 0.20 113.08 113.29 0.11
19.92 0.20 0.20 113.27 113.48 0.11
20.00 0.20 0.20 113.46 113.67 0.11
20.08 0.20 0.19 113.64 113.85 0.11
20.17 0.19 0.19 113.82 114.03 0.11
20.25 0.19 0.19 113.99 114.20 0.11
20.33 0.19 0.19 114.15 114.37 0.11
20.42 0.19 0.19 114.32 114.53 0.11
20.50 0.19 0.18 114.47 114.69 0.11
20.58 0.18 0.18 114.63 114.84 0.11
20.67 0.18 0.18 114.78 114.99 0.11
20.75 0.18 0.18 114.93 115.14 0.11
20.83 0.18 0.18 115.07 115.29 0.11
20.92 0.18 0.18 115.21 115.43 0.11
21.00 0.18 0.18 115.35 115.57 0.11
21.08 0.18 0.18 115.49 115.71 0.11
21.17 0.18 0.18 115.63 115.84 0.11
21.25 0.18 0.17 115.76 115.98 0.11
21.33 0.17 0.17 115.90 116.11 0.11
21.42 0.17 0.17 116.03 116.24 0.11
21.50 0.17 0.17 116.16 116.38 0.11
21.58 0.17 0.17 116.29 116.51 0.11
21.67 0.17 0.17 116.42 116.64 0.11
21.75 0.17 0.17 116.55 116.77 0.11
21.83 0.17 0.17 116.68 116.90 0.11
21.92 0.17 0.17 116.81 117.02 0.11
22.00 0.17 0.17 116.93 117.15 0.11
22.08 0.17 0.17 117.06 117.27 0.11
22.17 0.17 0.17 117.18 117.40 0.11
22.25 0.17 0.17 117.30 117.52 0.11
22.33 0.17 0.17 117.43 117.64 0.11
22.42 0.17 0.17 117.55 117.76 0.11
22.50 0.17 0.17 117.67 117.89 0.11
22.58 0.17 0.17 117.79 118.00 0.11
22.67 0.17 0.17 117.91 118.12 0.11
22.75 0.17 0.17 118.02 118.24 0.11
22.83 0.17 0.17 118.14 118.36 0.11
22.92 0.17 0.17 118.25 118.47 0.11
23.00 0.17 0.17 118.37 118.59 0.11
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
23.08 0.17 0.16 118.48 118.70 0.11
23.17 0.16 0.16 118.59 118.81 0.11
23.25 0.16 0.16 118.71 118.92 0.11
23.33 0.16 0.16 118.82 119.03 0.11
23.42 0.16 0.16 118.93 119.14 0.11
23.50 0.16 0.16 119.03 119.25 0.11
23.58 0.16 0.16 119.14 119.36 0.11
23.67 0.16 0.16 119.25 119.47 0.11
23.75 0.16 0.16 119.35 119.57 0.11
23.83 0.16 0:16 119.46 119.68 0.11
23.92 0.16 0.16 119.56 119.78 0.11
24.00 0.16 0.16 119.66 119.88 0.11
24.08 0.16 0.15 119.76 119.98 0.11
24.17 0.15 0.14 119.85 120.07 0.11
24.25 0.14 0.13 119.93 120.15 0.11
24.33 0.13 0.12 119.99 120.21 0.11
24.42 0.12 0.11 120.03 120.25 0.11
24.50 0.11 0.09 120.04 120.26 0.11
24.58 0.09 0.08 120.02 120.24 0.11
24.67 0.08 0.06 119.97 120.19 0.11
24.75 0.06 0.05 119.89 120.11 0.11
24.83 0.05 0.04 119.79 120.00 0.11
24.92 0.04 0.03 119.66 119.87 0.11
25.00 0.03 0.02 119.51 119.72 0.11
25.08 0.02 0.01 119.34 119.56 0.11
25.17 0.01 0.01 119.15 119.37 0.11
25.25 0.01 0.00 118.96 119.18 0.11
25.33 0.00 0.00 118.75 118.97 0.11
25.42 0.00 0.00 118.54 118.76 0.11
25.50 0.00 0.00 118.32 118.54 0.11
25.58 0.00 0.00 118.11 118.32 0.11
25.67 0.00 0.00 117.89 118.11 0.11
25.75 0.00 0.00 117.67 117.89 0.11
25.83 0.00 0.00 117.46 117.67 0.11
25.92 0.00 0.00 117.24 117.46 0.11
26.00 0.00 0.00 117.02 117.24 0.11
26.08 0.00 0.00 116.81 117.02 0.11
26.17 0.00 0.00 116.59 116.81 0.11
26.25 0.00 0.00 116.37 116.59 0.11
26.33 0.00 0.00 116.16 116.37 0.11
26.42 0.00 0.00 115.94 116.16 0.11
26.50 0.00 0.00 115.73 115.94 0.11
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
26.58 0.00 0.00 115.51 115.73 0.11
26.67 0.00 0.00 115.29 115.51 0.11
26.75 0.00 0.00 115.08 115.29 0.11
26.83 0.00 0.00 114.86 115.08 0.11
26.92 0.00 0.00 114.65 114.86 0.11
27.00 0.00 0.00 114.43 114.65 0.11
27.08 0.00 0.00 114.22 114.43 0.11
27.17 0.00 0.00 114.00 114.22 0.11
27.25 0.00 0.00 113.79 114.00 0.11
27.33 0.00 0.00 113.58 113.79 0.11
27.42 0.00 0.00 113.36 113.58 0.11
27.50 0.00 0.00 113.15 113.36 0.11
27.58 0.00 0.00 112.93 113.15 0.11
27.67 0.00 0.00 112.72 112.93 0.11
27.75 0.00 0.00 112.50 112.72 0.11
27.83 0.00 0.00 112.29 112.50 0.11
27.92 0.00 0.00 112.08 112.29 0.11
28.00 0.00 0.00 111.86 112.08 0.11
28.08 0.00 0.00 111.65 111.86 0.11
28.17 0.00 0.00 111.44 111.65 0.11
28.25 0.00 0.00 111.22 111.44 0.11
28.33 0.00 0.00 111.01 111.22 0.11
28.42 0.00 0.00 110.80 111.01 0.11
28.50 0.00 0.00 110.59 110.80 0.11
28.58 0.00 0.00 110.37 110.59 0.11
28.67 0.00 0.00 110.16 110.37 0.11
28.75 0.00 0.00 109.95 110.16 0.11
28.83 0.00 0.00 109.74 109.95 0.11
28.92 0.00 0.00 109.53 109.74 0.11
29.00 0.00 0.00 109.31 109.53 0.11
29.08 0.00 0.00 109.10 109.31 0.11
29.17 0.00 0.00 108.89 109.10 0.11
29.25 0.00 0.00 108.68 108.89 0.11
29.33 0.00 0.00 108.47 108.68 0.11
29.42 0.00 0.00 108.26 108.47 0.11
29.50 0.00 0.00 108.05 108.26 0.11
29.58 0.00 0.00 107.83 108.05 0.11
29.67 0.00 0.00 107.62 107.83 0.11
29.75 0.00 0.00 107.41 107.62 0.11
29.83 0.00 0.00 107.20 107.41 0.11
29.92 0.00 0.00 106.99 107.20 0.11
30.00 0.00 0.00 106.78 106.99 0.11
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
30.08 0.00 0.00 106.57 106.78 0.11
30.17 0.00 0.00 106.36 106.57 0.10
30.25 0.00 0.00 106.15 106.36 0.10
30.33 0.00 0.00 105.94 106.15 0.10
30.42 0.00 0.00 105.73 105.94 0.10
30.50 0.00 0.00 105.52 105.73 0.10
30.58 0.00 0.00 105.31 105.52 0.10
30.67 0.00 0.00 105.10 105.31 0.10
30.75 0.00 0.00 104.90 105.10 0.10
30.83 0.00 0.00 104.69 104.90 0.10
30.92 0.00 0.00 104.48 104.69 0.10
31.00 0.00 0.00 104.27 104.48 0.10
31.08 0.00 0.00 104.06 104.27 0.10
31.17 0.00 0.00 103.85 104.06 0.10
31.25 0.00 0.00 103.64 103.85 0.10
31.33 0.00 0.00 103.44 103.64 0.10
31.42 0.00 0.00 103.23 103.44 0.10
31.50 0.00 0.00 103.02 103.23 0.10
31.58 0.00 0.00 102.81 103.02 0.10
31.67 0.00 0.00 102.61 102.81 0.10
31.75 0.00 0.00 102.40 102.61 0.10
31.83 0.00 0.00 102.19 102.40 0.10
31.92 0.00 0.00 101.98 102.19 0.10
32.00 0.00 0.00 101.78 101.98 0.10
32.08 0.00 0.00 101.57 101.78 0.10
32.17 0.00 0.00 101.36 101.57 0.10
32.25 0.00 0.00 101.16 101.36 0.10
32.33 0.00 0.00 100.95 101.16 0.10
32.42 0.00 0.00 100.74 100.95 0.10
32.50 0.00 0.00 100.54 100.74 0.10
32.58 0.00 0.00 100.33 100.54 0.10
32.67 0.00 0.00 100.12 100.33 0.10
32.75 0.00 0.00 99.92 100.12 0.10
32.83 0.00 0.00 99.71 99.92 0.10
32.92 0.00 0.00 99.51 99.71 0.10
33.00 0.00 0.00 99.30 99.51 0.10
33.08 0.00 0.00 99.10 99.30 0.10
33.17 0.00 0.00 98.89 99.10 0.10
33.25 0.00 0.00 98.69 98.89 0.10
33.33 0.00 0.00 98.48 98.69 0.10
33.42 0.00 0.00 98.28 98.48 0.10
33.50 0.00 0.00 98.07 98.28 0.10
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
33.58 0.00 0.00 97.87 98.07 0.10
33.67 0.00 0.00 97.66 97.87 0.10
33.75 0.00 0.00 97.46 97.66 0.10
33.83 0.00 0.00 97.25 97.46 0.10
33.92 0.00 0.00 97.05 97.25 0.10
34.00 0.00 0.00 96.85 97.05 0.10
34.08 0.00 0.00 96.64 96.85 0.10
34.17 0.00 0.00 96.44 96.64 0.10
34.25 0.00 0.00 96.24 96.44 0.10
34.33 0.00 0.00 96.03 96.24 0.10
34.42 0.00 0.00 95.83 96.03 0.10
34.50 0.00 0.00 95.63 95.83 0.10
34.58 0.00 0.00 95.42 95.63 0.10
34.67 0.00 0.00 95.22 95.42 0.10
34.75 0.00 0.00 95.02 95.22 0.10
34.83 0.00 0.00 94.82 95.02 0.10
34.92 0.00 0.00 94.61 94.82 0.10
35.00 0.00 0.00 94.41 94.61 0.10
35.08 0.00 0.00 94.21 94.41 0.10
35.17 0.00 0.00 94.01 94.21 0.10
35.25 0.00 0.00 93.80 94.01 0.10
35.33 0.00 0.00 93.60 93.80 0.10
35.42 0.00 0.00 93.40 93.60 0.10
35.50 0.00 0.00 93.20 93.40 0.10
35.58 0.00 0.00 93.00 93.20 0.10
35.67 0.00 0.00 92.80 93.00 0.10
35.75 0.00 0.00 92.60 92.80 0.10
35.83 0.00 0.00 92.39 92.60 0.10
35.92 0.00 0.00 92.19 92.39 0.10
36.00 0.00 0.00 91.99 92.19 0.10
36.08 0.00 0.00 91.79 91.99 0.10
36.17 0.00 0.00 91.59 91.79 0.10
36.25 0.00 0.00 91.39 91.59 0.10
36.33 0.00 0.00 91.19 91.39 0.10
36.42 0.00 0.00 90.99 91.19 0.10
36.50 0.00 0.00 90.79 90.99 0.10
36.58 0.00 0.00 90.59 90.79 0.10
36.67 0.00 0.00 90.39 90.59 0.10
36.75 0.00 0.00 90.19 90.39 0.10
36.83 0.00 0.00 89.99 90.19 0.10
36.92 0.00 0.00 89.79 89.99 0.10
37.00 0.00 0.00 89.60 89.79 0.10
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
37.08 0.00 0.00 89.40 89.60 0.10
37.17 0.00 0.00 89.20 89.40 0.10
37.25 0.00 0.00 89.00 89.20 0.10
37.33 0.00 0.00 88.80 89.00 0.10
37.42 0.00 0.00 88.60 88.80 0.10
37.50 0.00 0.00 88.40 88.60 0.10
37.58 0.00 0.00 88.21 88.40 0.10
37.67 0.00 0.00 88.01 88.21 0.10
37.75 0.00 0.00 87.81 88.01 0.10
37.83 0.00 0.00 87.61 87.81 0.10
37.92 0.00 0.00 87.42 87.61 0.10
38.00 0.00 0.00 87.22 87.42 0.10
38.08 0.00 0.00 87.02 87.22 0.10
38.17 0.00 0.00 86.82 87.02 0.10
38.25 0.00 0.00 86.63 86.82 0.10
38.33 0.00 0.00 86.43 86.63 0.10
38.42 0.00 0.00 86.23 86.43 0.10
38.50 0.00 0.00 86.04 86.23 0.10
38.58 0.00 0.00 85.84 86.04 0.10
38.67 0.00 0.00 85.65 85.84 0.10
38.75 0.00 0.00 85.45 85.65 0.10
38.83 0.00 0.00 85.25 85.45 0.10
38.92 0.00 0.00 85.06 85.25 0.10
39.00 0.00 0.00 84.86 85.06 0.10
39.08 0.00 0.00 84.67 84.86 0.10
39.17 0.00 0.00 84.47 84.67 0.10
39.25 0.00 0.00 84.28 84.47 0.10
39.33 0.00 0.00 84.08 84.28 0.10
39.42 0.00 0.00 83.89 84.08 0.10
39.50 0.00 0.00 83.69 83.89 0.10
39.58 0.00 0.00 83.50 83.69 0.10
39.67 0.00 0.00 83.30 83.50 0.10
39.75 0.00 0.00 83.11 83.30 0.10
39.83 0.00 0.00 82.92 83.11 0.10
39.92 0.00 0.00 82.72 82.92 0.10
40.00 0.00 0.00 82.53 82.72 0.10
40.08 0.00 0.00 82.34 82.53 0.10
40.17 0.00 0.00 82.14 82.34 0.10
40.25 0.00 0.00 81.95 82.14 0.10
40.33 0.00 0.00 81.76 81.95 0.10
40.42 0.00 0.00 81.56 81.76 0.10
40.50 0.00 0.00 81.37 81.56 -0.10
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
40.58 0.00 0.00 81.18 81.37 0.10
40.67 0.00 0.00 80.98 81.18 0.10
40.75 0.00 0.00 80.79 80.98 0.10
40.83 0.00 0.00 80.60 80.79 0.10
40.92 0.00 0.00 80.41 80.60 0.10
41.00 0.00 0.00 80.22 80.41 0.10
41.08 0.00 0.00 80.02 80.22 0.10
41.17 0.00 0.00 79.83 80.02 0.10
41.25 0.00 0.00 79.64 79.83 0.10
41.33 0.00 0.00 79.45 79.64 0.10
41.42 0.00 0.00 79.26 79.45 0.10
41.50 0.00 0.00 79.07 79.26 0.10
41.58 0.00 0.00 78.88 79.07 0.10
41.67 0.00 0.00 78.69 78.88 0.10
41.75 0.00 0.00 78.50 78.69 0.10
41.83 0.00 0.00 78.31 78.50 0.10
41.92 0.00 0.00 78.12 78.31 0.10
42.00 0.00 0.00 77.93 78.12 0.10
42.08 0.00 0.00 77.74 77.93 0.09
42.17 0.00 0.00 77.55 77.74 0.09
42.25 0.00 0.00 77.36 77.55 0.09
42.33 0.00 0.00 77.17 77.36 0.09
42.42 0.00 0.00 76.98 77.17 0.09
42.50 0.00 0.00 76.79 76.98 0.09
42.58 0.00 0.00 76.60 76.79 0.09
42.67 0.00 0.00 76.41 76.60 0.09
42.75 0.00 0.00 76.22 76.41 0.09
42.83 0.00 0.00 76.03 76.22 0.09
42.92 0.00 0.00 75.85 76.03 0.09
43.00 0.00 0.00 75.66 75.85 0.09
43.08 0.00 0.00 75.47 75.66 0.09
43.17 0.00 0.00 75.28 75.47 0.09
43.25 0.00 0.00 75.09 75.28 0.09
43.33 0.00 0.00 74.91 75.09 0.09
43.42 0.00 0.00 74.72 74.91 0.09
43.50 0.00 0.00 74.53 74.72 0.09
43.58 0.00 0.00 74.35 74.53 0.09
43.67 0.00 0.00 74.16 74.35 0.09
43.75 0.00 0.00 73.97 74.16 0.09
43.83 0.00 0.00 73.78 73.97 0.09
43.92 0.00 0.00 73.60 73.78 0.09
44.00 0.00 0.00 73.41 73.60 0.09
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
44.08 0.00 0.00 73.23 73.41 0.09
44.17 0.00 0.00 73.04 73.23 0.09
44.25 0.00 0.00 72.85 73.04 0.09
44.33 0.00 0.00 72.67 72.85 0.09
44.42 0.00 0.00 72.48 72.67 0.09
44.50 0.00 0.00 72.30 72.48 0.09
44.58 0.00 0.00 72.11 72.30 0.09
44.67 0.00 0.00 71.93 72.11 0.09
44.75 0.00 0.00 71.74 71.93 0.09
44.83 0.00 0.00 71.56 71.74 0.09
44.92 0.00 0.00 71.37 71.56 0.09
45.00 0.00 0.00 71.19 71.37 0.09
45.08 0.00 0.00 71.00 71.19 0.09
45.17 0.00 0.00 70.82 71.00 0.09
45.25 0.00 0.00 70.63 70.82 0.09
45.33 0.00 0.00 70.45 70.63 0.09
45.42 0.00 0.00 70.27 70.45 0.09
45.50 0.00 0.00 70.08 70.27 0.09
45.58 0.00 0.00 69.90 70.08 0.09
45.67 0.00 0.00 69.72 69.90 0.09
45.75 0.00 0.00 69.53 69.72 0.09
45.83 0.00 0.00 69.35 69.53 0.09
45.92 0.00 0.00 69.17 69.35 0.09
46.00 0.00 0.00 68.98 69.17 0.09
46.08 0.00 0.00 68.80 68.98 0.09
46.17 0.00 0.00 68.62 68.80 0.09
46.25 0.00 0.00 68.44 68.62 0.09
46.33 0.00 0.00 68.26 68.44 0.09
46.42 0.00 0.00 68.07 68.26 0.09
46.50 0.00 0.00 67.89 68.07 0.09
46.58 0.00 0.00 67.71 67.89 0.09
46.67 0.00 0.00 67.53 67.71 0.09
46.75 0.00 0.00 67.35 67.53 0.09
46.83 0.00 0.00 67.17 67.35 0.09
46.92 0.00 0.00 66.98 67.17 0.09
47.00 0.00 0.00 66.80 66.98 0.09
47.08 0.00 0.00 66.62 66.80 0.09
47.17 0.00 0.00 66.44 66.62 0.09
47.25 0.00 0.00 66.26 66.44 0.09
47.33 0.00 0.00 66.08 66.26 0.09
47.42 0.00 0.00 65.90 66.08 0.09
47.50 0.00 0.00 65.72 65.90 0.09
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
47.58 0.00 0.00 65.54 65.72 0.09
47.67 0.00 0.00 65.36 65.54 0.09
47.75 0.00 0.00 65.18 65.36 0.09
47.83 0.00 0.00 65.00 65.18 0.09
47.92 0.00 0.00 64.82 65.00 0.09
48.00 0.00 0.00 64.65 64.82 0.09
48.08 0.00 0.00 64.47 64.65 0.09
48.17 0.00 0.00 64.29 64.47 0.09
48.25 0.00 0.00 64.11 64.29 0.09
48.33 0.00 0.00 63.93 64.11 0.09
48.42 0.00 0.00 63.75 63.93 0.09
48.50 0.00 0.00 63.57 63.75 0.09
48.58 0.00 0.00 63.40 63.57 0.09
48.67 0.00 0.00 63.22 63.40 0.09
48.75 0.00 0.00 63.04 63.22 0.09
48.83 0.00 0.00 62.86 63.04 0.09
48.92 0.00 0.00 62.69 62.86 0.09
49.00 0.00 0.00 62.51 62.69 0.09
49.08 0.00 0.00 62.33 62.51 0.09
49.17 0.00 0.00 62.15 62.33 0.09
49.25 0.00 0.00 61.98 62.15 0.09
49.33 0.00 0.00 61.80 61.98 0.09
49.42 0.00 0.00 61.62 61.80 0.09
49.50 0.00 0.00 61.45 61.62 0.09
49.58 0.00 0.00 61.27 61.45 0.09
49.67 0.00 0.00 61.10 61.27 0.09
49.75 0.00 0.00 60.92 61.10 0.09
49.83 0.00 0.00 60.74 60.92 0.09
49.92 0.00 0.00 60.57 60.74 0.09
50.00 0.00 0.00 60.39 60.57 0.09
50.08 0.00 0.00 60.22 60.39 0.09
50.17 0.00 0.00 60.04 60.22 0.09
50.25 0.00 0.00 59.87 60.04 0.09
50.33 0.00 0.00 59.69 59.87 0.09
50.42 0.00 0.00 59.52 59.69 0.09
50.50 0.00 0.00 59.34 59.52 0.09
50.58 0.00 0.00 59.17 59.34 0.09
50.67 0.00 0.00 58.99 59.17 0.09
50.75 0.00 0.00 58.82 58.99 0.09
50.83 0.00 0.00 58.65 58.82 0.09
50.92 0.00 0.00 58.47 58.65 0.09
51.00 0.00 0.00 58.30 58.47 0.09
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
51.08 0.00 0.00 58.13 58.30 0.09
51.17 0.00 0.00 57.95 58.13 0.09
51.25 0.00 0.00 57.78 57.95 0.09
51.33 0.00 0.00 57.61 57.78 0.09
51.42 0.00 0.00 57.43 57.61 0.09
51.50 0.00 0.00 57.26 57.43 0.09
51.58 0.00 0.00 57.09 57.26 0.09
51.67 0.00 0.00 56.92 57.09 0.09
51.75 0.00 0.00 56.74 56.92 0.09
51.83 0.00 0.00 56.57 56.74 0.09
51.92 0.00 0.00 56.40 56.57 0.09
52.00 0.00 0.00 56.23 56.40 0.09
52.08 0.00 0.00 56.06 56.23 0.09
52.17 0.00 0.00 55.88 56.06 0.09
52.25 0.00 0.00 55.71 55.88 0.09
52.33 0.00 0.00 55.54 55.71 0.09
52.42 0.00 0.00 55.37 55.54 0.09
52.50 0.00 0.00 55.20 55.37 0.09
52.58 0.00 0.00 55.03 55.20 0.09
52.67 0.00 0.00 54.86 55.03 0.09
52.75 0.00 0.00 54.69 54.86 0.09
52.83 0.00 0.00 54.52 54.69 0.09
52.92 0.00 0.00 54.35 54.52 0.09
53.00 0.00 0.00 54.18 54.35 0.08
53.08 0.00 0.00 54.01 54.18 0.08
53.17 0.00 0.00 53.84 54.01 0.08
53.25 0.00 0.00 53.67 53.84 0.08
53.33 0.00 0.00 53.50 53.67 0.08
53.42 0.00 0.00 53.33 53.50 0.08
53.50 0.00 0.00 53.16 53.33 0.08
53.58 0.00 0.00 52.99 53.16 0.08
53.67 0.00 0.00 52.82 52.99 0.08
53.75 0.00 0.00 52.66 52.82 0.08
53.83 0.00 0.00 52.49 52.66 0.08
53.92 0.00 0.00 52.32 52.49 0.08
54.00 0.00 0.00 52.15 52.32 0.08
54.08 0.00 0.00 51.98 52.15 0.08
54.17 0.00 0.00 $1.81 51.98 0.08
54.25 0.00 0.00 51.65 51.81 0.08
54.33 0.00 0.00 51.48 51.65 0.08
54.42 0.00 0.00 51.31 51.48 0.08
54.50 0.00 0.00 51.14 51.31 0.08
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
54.58 0.00 0.00 50.98 51.14 0.08
54.67 0.00 0.00 50.81 50.98 0.08
54.75 0.00 0.00 50.64 50.81 0.08
54.83 0.00 0.00 50.48 50.64 0.08
54.92 0.00 0.00 50.31 50.48 0.08
55.00 0.00 0.00 50.14 50.31 0.08
55.08 0.00 0.00 49.98 50.14 0.08
55.17 0.00 0.00 49.81 49.98 0.08
55.25 0.00 0.00 49.65 49.81 0.08'
55.33 0.00 0.00 49.48 49.65 0.08
55.42 0.00 0.00 49.32 49.48 0.08
55.50 0.00 0.00 49.15 49.32 0.08
55.58 0.00 0.00 48.98 49.15 0.08
55.67 0.00 0.00 48.82 48.98 0.08
55.75 0.00 0.00 48.65 48.82 0.08
55.83 0.00 0.00 48.49 48.65 0.08
55.92 0.00 0.00 48.32 48.49 0.08
56.00 0.00 0.00 48.16 48.32 0.08
56.08 0.00 0.00 48.00 48.16 0.08
56.17 0.00 0.00 47.83 48.00 0.08
56.25 0.00 0.00 47.67 47.83 0.08
56.33 0.00 0.00 47.50 47.67 0.08
56.42 0.00 0.00 47.34 47.50 0.08
56.50 0.00 0.00 47.18 47.34 0.08
56.58 0.00 0.00 47.01 47.18 0.08
56.67 0.00 0.00 46.85 47.01 0.08
56.75 0.00 0.00 46.69 46.85 0.08
56.83 0.00 0.00 46.52 46.69 0.08
56.92 0.00 0.00 46.36 46.52 0.08
57.00 0.00 0.00 46.20 46.36 0.08
57.08 0.00 0.00 46.04 46.20 0.08
57.17 0.00 0.00 45.87 46.04 0.08
57.25 0.00 0.00 45.71 45.87 0.08
57.33 0.00 0.00 45.55 45.71 0.08
57.42 0.00 0.00 45.39 45.55 0.08
57.50 0.00 0.00 45.23 45.39 0.08
57.58 0.00 0.00 45.06 45.23 0.08
57.67 0.00 0.00 44.90 45.06 0.08
57.75 0.00 0.00 44.74 44.90 0.08
57.83 0.00 0.00 44.58 44.74 0.08
57.92 0.00 0.00 44.42 44.58 0.08
58.00 0.00 0.00 44.26 44.42 0.08
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
58.08 0.00 0.00 44.10 44.26 0.08
58.17 0.00 0.00 43.94 44.10 0.08
58.25 0.00 0.00 43.78 43.94 0.08
58.33 0.00 0.00 43.62 43.78 0.08
58.42 0.00 0.00 43.46 43.62 0.08
58.50 0.00 0.00 43.30 43.46 0.08
58.58 0.00 0.00 43.14 43.30 0.08
58.67 0.00 0.00 42.98 43.14 0.08
58.75 0.00 0.00 42.82 42.98 0.08
58.83 0.00 0.00 42.66 42.82 0.08
58.92 0.00 0.00 42.50 42.66 0.08
59.00 0.00 0.00 42.34 42.50 0.08
59.08 0.00 0.00 42.18 42.34 0.08
59.17 0.00 0.00 42.03 42.18 0.08
59.25 0.00 0.00 41.87 42.03 0.08
59.33 0.00 0.00 41.71 41.87 0.08
59.42 0.00 0.00 41.55 41.71 0.08
59.50 0.00 0.00 41.40 41.55 0.08
59.58 0.00 0.00 41.24 41.40 0.08
59.67 0.00 0.00 41.08 41.24 0.08
59.75 0.00 0.00 40.93 41.08 0.08
59.83 0.00 0.00 40.77 40.93 0.08
59.92 0.00 0.00 40.61 40.77 0.08
60.00 0.00 0.00 40.46 40.61 0.08
Maximum outflow (cfs) = 0.11
Maximum storage (cu ft) = 18023
Maximum elevation (ft) = 106.58
I HYDROLOGIC REPORT
0
10 YEAR 24 HR STORM...
INFLOW ................
......................
Hyd. No. 11
Hydrograph type
Storm frequency
Basin area
Ave basin slope
Basin lag
Total precip.
S.C.S. RUNOFF
10 yr
7.42 ac
2 %
31.3 min
5.80 in
Peak discharge
Time interval
Basin curve No.
Hydraulic len
Time of concen
Distribution
11.04 cfs
5 min
70
2000 ft
52.31 min
S.C.S. II
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
11.75 1.17 11.83 1.79 11.92 2.94 12.00 4.42
12.08 5.95 12.17 7.48 12.25 8.94 12.33 10.21
12.42 11.04 12.50 11.03 12.58 10.51 12.67 9.91
12.75 9.22 12.83 8.47 12.92 7.66 13.00 6.81
13.08 5.93 13.17 5.05 13.25 4.18 13.33 3.38
13.42 2.73 13.50 2.38 13.58 2.21 13.67 2.07
13.75 1.95 13.83 1.84 13.92. 1.75 14.00 1.68
14.08 1.60 14.17 1.54 14.25 1.48 14.33 1.42
14.42 1.37 14.50 1.33 14.58 1.29 14.67 1.25
14.75 1.22 14.83 1.19 14.92 1.16 15.00 1.13
15.08 1.11 15.17 1.09 15.25 1.07 15.33 1.05
15.42 1.03 15.50 1.02 15.58 1.00 15.67 0.98
I HYDROLOGIC REPORT
0
10 YR 24 HR ST.ORM.....
ROUTED ................
......................
Hyd. No. 12
Hydrograph type = RESERVOIR ROUTE Peak discharge = 9.35 cfs
Storm frequency = 10 yr Time interval = 5 min
Inflow hyd. no. = 11 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
11.75 1.17 1.79 12.25 12.35 0.05
11.83 1.79 2.94 15.09 15.21 0.06
11.92 2.94 4.42 19.70 19.82 0.06
12.00 4.42 5.95 26.93 27.06 0.07
12.08 5.95 7.48 37.15 37.30 0.08
12.17 7.48 8.94 50.41 50.58 0.08
12.25 8.94 10.21 66.65 66.83 0.09
12.33 10.21 11.04 85.61 85.80 0.10
12.42 11.04 11.03 106.64 106.85 0.11
12.50 11.03 10.51 128.19' 128.71 0.26
12.58 10.51 9.91 138.60 149.73 5.56
12.67 9.91 9.22 141.50 159.02 8.76
12.75 9.22 8.47 141.94 160.63 9.35
12.83 8.47 7.66 141.67 159.63 8.98
12.92 7.66 6.81 141.17 157.80 8.31
13.00 6.81 5.93 140.59 155.65 7.53
13.08 5.93 5.05 139.81 153.33 6.76
13.17 5.05 4.18 138.96 150.79 5:91
13.25 4.18 3.38 138.09 148.18 5.05
13.33 3.38 2.73 137.19 145.65 4.23
13.42 2.73 2.38 136.32 143.30 3.49
13.50 2.38 2.21 135.62 141.43 2.90
13.58 2.21 2.07 135.17 140.22 2.52
13.67 2,07 1.95 134.89 139.45 2.28
13.75 1.95 1.84 134.64 138.90 2.13
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
13.83 1.84 1.75 134.39 138.43 2.02
13.92 1.75 1.68 134.17 137.99 1.91
14.00 1.68 1.60 133.97 137.60 1.82
14.08 1.60 1.54 133.79 137.25 1.73
14.17 1.54 1.48 133.63 136.93 1.65
14.25 1.48 1.42 133.48 136.64 1.58
14.33 1.42 1.37 133.34 136.38 1.52
14.42 1.37 1.33 133.22 136.14 1.46
14.50 1.33 1.29 133.10 135.92 1.41
14.58 1.29 1.25 133.00 135.72 1.36
14.67 1.25 1.22 132.91 135.54 1.31
14.75 1.22 1.19 132.82 135.37 1.27
14.83 1.19 1.16 132.75 135.23 1.24
14.92 1.16 1.13 132.68 135.09 1.21
15.00 1.13 1.11 132.62 134.97 1.18
15.08 1.11 1.09 132.56 134.87 1.15
15.17 1.09 1.07 132.51 134.77 1.13
15.25 1.07 1.05 132.47 134.67 1.10
15.33 1.05 1.03 132.42 134.59 1.08
15.42 1.03 1.02 132.38 134.51 1.06
15.50 1.02 1.00 132.34 134.43 1.05
15.58 1.00 0.98 132.30 134.35 1.03
15.67 0.98 0.96 132.26 134.28 1.01
Maximum outflow (cfs) = 9.35
Maximum storage (cu ft) = 22693
Maximum elevation (ft) = 107.15
I
0
l
HYDROLOGIC REPORT
100 YR 24 HR STORM....
INFLOW ................
Hyd. No. 7
Hydrograph type
Storm frequency
Basin area
Ave basin slope
Basin lag
Total precip.
S.C.S. RUNOFF
100 yr
7.42 ac
2
0
31.3 min
8.40 in
Peak discharge
Time interval
Basin curve No.
Hydraulic len
Time of concen
Distribution
20.55 cfs
= 5 min
= 70
= 2000 ft
= 52.31 min
= S.C.S. II
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
11.08 0.99 11.17 1.07 11.25 1.17 11.33 1.28
11.42 1.40 11.50 1.55 11.58 1.76 11.67 2.15
11.75 2.82 11.83 4.04 11.92 6.22 12.00 8.93
12.08 11.73 12.17 14.49 12.25 17.06 12.33 19.22
12.42 20.55 12.50 20.35 12.58 19.27 12.67 18.05
12.75 16.70 12.83 15.24 12.92 13.69 13.00 12.08
13.08 10.43 13.17 8.78 13.25. 7.19 13.33 5.75
13.42 4.60 13.50 4.00 13.58 3.70 13.67 3.46
13.75 3.25 13.83 3.07 13.92 2.92 14.00 2.79
14.08 2.67 14.17 2.55 14.25 2.45 14.33 2.36
14.42 2.27 14.50 2.20 14.58 2.13 14.67 2.06
14.75 2.01 14.83 1.96 14.92 1.91 15.00 1.87
15.08 1.83 15.17 1.80 15.25 1.76 15.33 1.73
15.42 1.70 15.50 1.67 15.58 1.64 15.67 1.61
15.75 1.58 15.83 1.55 15.92 1.52 16.00 1.49
16.08 1.46 16.17 1.43 16.25 1.40 16.33 1.37
16.42 1.35 16.50 1.32 16.58 1.30 16.67 1.28
16.75 1.26 16.83 1.24 16.92 1.22 17.00 1.21
17.08 1.19 17.17 1.18 17.25 1.17 17.33 1.16
17.42 1.15 17.50 1.14 17.58 1.12 17.67 1.11
17.75 1.10 17.83 1.09 17.92 1.08 18.00 1.07
18.08 1.06 18.17 1.05 18.25 1.04 18.33 1.03
18.42 1.02 18.50 1.01 18.58 0.99 18.67 0.98
I
0
HYDROLOGIC REPORT
100 YR 24 HR STORM....
ROUTED ................
......................
Hyd. No. 8
Hydrograph type = RESERVOIR ROUTE Peak discharge 19.70 cfs
Storm frequency = 100 yr Time interval 5 min
Inflow hyd. no. = 7 Reservoir no. 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs ,. cfs cfs cfs
11.17 1.07 1.17 24.88 25.01 0.07
11.25 1.17 1.28 26.99 27.12 0.07
11.33 1.28 1.40 29.29 29.43 0.07
11.42 1.40 1.55 31.83 31.97 0.07
11.50 1.55 1.76 34.63 34.78 0.07
11.58 1.76 2.15 37.79 37.94 0.08
11.67 2.15 2.82 41.54 41.70 0.08
11.75 2.82 4.04 46.34 46.51 0.08
11.83 4.04 6.22 53.04 53.21 0.08
11.92 6.22 8.93 63.12 63.29 0.09
12.00 8.93 11.73 78.08 78.27 0.10
12.08 11.73 14.49 98.54 98.74 0.10
12.17 14.49 17.06 124.53 124:75 0.11
12.25 17.06 19.22 140.71 156.08 7.69
12.33 19.22 20.55 154.13 177.00 11.44
12.42 20.55 20.35 170.17 193.90 11.86
12.50 20.35 19.27 177.93 211.07 16.57
12.58 19.27 18.05 178.15 217.55 19.70
12.67 18.05 16.70 178.19 215.48 18.64
12.75 16.70 15.24 178.22 212.94 17.36
12.83 15.24 13.69 177.79 210.15 16.18
12.92 13.69 12.08 177.27 206.72 14.73
13.00 12.08 10.43 176.71 203.05 13.17
13.08 10.43 8.78 174.27 199.22 12.48
13.17 8.78 7.19 169.78 193.48 11.85
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
13.25 7.19 5.75 162.43 185.75 11.66
13.33 5.75 4.60 152.58 175.37 11.39
13.42 4.60 4.00 142.56 162.93 10.19
13.50 4.00 3.70 139.08 151.15 6.03
13.58 3.70 3.46 137.61 146.78 4.58
13.67 3.46 3.25 136.87 144.77 3.95
13.75 3.25 3.07 136.42 143.57 3.58
13.83 3.07 2.92 136.11 142.74 3.31
13.92 2.92 2.79 135.87 142.10 3.11
14.00 2.79 2.67 135.68 141.58 2.95
14.08 2.67 2.55 135.51 141.13 2.81
14.17 2.55 2.45 135.36 140.73 2.68
14.25 2.45 2.36 135.23 140.37 2.57
14.33 2.36 2.27 135.10 140.04 2.47
14.42 2.27 2.20 134.99 139.73 2.37
14.50 2.20 2.13 134.89 139.46 2.29
14.58 2.13 2.06 134.80 139.21 2.21
14.67 2.06 2.01 134.68 138.98 2.15
14.75 2.01 1.96 134.56 138.75 2.09
14.83 1.96 1.91 134.44 138.52 2.04
14.92 1.91 1.87 134.33 138.31 1.99
15.00 1.87 1.83 134.23 138.11 1.94
15.08 1.83 1.80 134.14 137.93 1.90
15.17 1.80 1.76 134.06 137.77 1.86
15.25 1.76 1.73 133.98 137.61 1.82
15.33 1.73 1.70 133.90 137.47 1.78
15.42 1.70 1.67 133.83 137.33 1.75
15.50 1.67 1.64 133.76 137.20 1.72
15.58 1.64 1.61 133.70 137.07 1.69
15.67 1.61 1.58 133.63 136.95 1.66
15.75 1.58 1.55 133.57 136.82 1.63
15.83 1.55 1.52 133.51 136.70 1.60
15.92 1.52 1.49 133.44 136.58 1.57
16.00 1.49 1.46 133.38 136.45 1.54
16.08 1.46 1.43 133.32 136.33 1.51
16.17 1.43 1.40 133.25 136.20 1.48
16.25 1.40 1.37 133.19 136.08 1.45
16.33 1.37 1.35 133.13 135.96 1.42
16.42 1.35 1.32 133.07 135.84 1.39
16.50 1.32 1.30 133.01 135.73 1.36
16.58 1.30 1.28 132.96 135.63 1.34
16.67 1.28 1.26 132.90 135.53 1.31
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
16.75 1.26 1.24 132.86 135.44 1.29
16.83 1.24 1.22 132.81 135.35 1.27
16.92 1.22 1.21 132.77 135.28 1.25
17.00 1.21 1.19 132.74 135.21 1.23
17.08 1.19 1.18 132.70 135.14 1.22
17.17 1.18 1.17 132.67 135.08 1.20
17.25 1.17 1.16 132.65 135.02 1.19
17.33 1.16 1.15 132.62 134.97 1.18
17.42 1.15 1.14 132.59 134.92 1.16
17.50 1.14 1.12 132.57 134.87 1.15
17.58 1.12 1.11 132.54 134.83 1.14
17.67 1.11 1.10 132.52 134.78 1.13
17.75 1.10 1.09 132.50 134.74 1.12
17.83 1.09 1.08 132.48 134.69 1.11
17.92 1.08 1.07 132.45 134.65 1.10
18.00 1.07 1.06 132.43 134.61 1.09
18.08 1.06 1.05 132.41 134.56 1.08
18.17 1.05 1.04 132.38 134.52 1.07
18.25 1.04 1.03 132.36 134.47 1.06
18.33 1.03 1.02 132.34 134.43 1.04
18.42 1.02 1.01 132.32 134.38 1.03
18.50 1.01 0.99 132.29 134.34 1.02
18.58 0.99 0.98 132.27 134.29 1.01
18.67 0.98 0.97 132.25 134.25 1.00
Maximum outflow (cfs) = 19.70
Maximum storage (cu ft) = 29678
Maximum elevation (ft) = 107.94
0:=
lhll f#M , wil :4 ?, v # 1-1, ;? I a- ?4
CALCULATIONS
Culvert Calculator Report
6" PVC Outlet from Pond
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 108.50 ft Headwater Depth/ Height 0.51
Computed Headwater Elevation 103.35 ft Discharge 0.11 cfs
Inlet Control HW Elev 103.33 ft Tailwater Elevation 103.12 ft
Outlet Control HW Elev 103.35 ft Control Type Entrance Control

Grades
Upstream Invert 103.10 ft Downstream Invert 102.62 ft
Length 95.00 ft Constructed Slope 0.005053 ft/ft

Hydraulic Profile
Profile CompositeS1S2 Depth, Downstream 0.50 ft
Slope Type Steep Normal Depth 0.16 ft
Flow Regime NIA Critical Depth 0.16 ft
Velocity Downstream 0.56 fUs Critical Slope 0.004184 ft/ft .

Section
Section Shape Circular Mannings Coefficient 0.010
Section Material PVC Span 0.50 ft
Section Size 6 inch Rise 0.50 It
Number Sections 1

Outlet Control Properties
Outlet Control HW Elev 103.35 ft Upstream Velocity Head 0.06 ft
Ke 0.50 Entrance Loss 0.03 ft

Inlet Control Properties
Inlet Control HW Elev 103.33 ft Flow Control Unsubmerged
Inlet Type Square edge w/headwall Area Full 0.2 ft=
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1
C 0.03980 Equation Form 1
Y 0.67000
Project Engineer: Bobby L. Joyner, PE
cNny documents\02084 willow creek\projectl.cvm Appian Consulting Engineers, PA CulvertMaster v1.0
06/04/03 05:51:32 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Culvert Calculator Report
15" RCP Outlet Pipe from Pond
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 108.50 ft
Computed Headwater Elevation 107.25 ft
Inlet Control HW Elev 106.16 ft
Outlet Control HW Elev 107.25 ft Headwater Depth/ Height
Discharge
Tailwater Elevation
Control Type 2.94
9.24 cfs
104.00 ft
Outlet Control

Grades
Upstream Invert
Length 103.58 ft
80.00 ft Downstream Invert
Constructed Slope 103.34 ft
0.003000 f 1ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream CompositeM2Pressure
Mild
Subcritical
7.77 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 1.16 ft
N/A ft
1.16 ft
0.017698 ft1ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
15 inch
1 Mannings Coefficient
Span
Rise 0.013
1.25 ft
1.25 ft

Outlet Control Properties
Outlet Control HW Elev
Ke 107.25 ft
0.20 Upstream Velocity Head
Entrance Loss 0.88 ft
0.18 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type
K
M
C
Y 106.16 ft
Groove end w/headwall
0.00780
2.00000
0.02920
0.74000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form Submerged
1.2 ft'
1
2
1
Project Engineer: Bobby L. Joyner, PE
c:\ny documents\02084 willow creek\project1.cvm Appian Consulting Engineers, PA CulvertMaster v1.0
06104/03 05:50:13 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

OUTLET PROTECTION
CALCULATIONS
Outlet Protection (15" RCP from Detention Pond)
KNOWN:
Q1o= 9.24 cfs
v = 7.77 fps
do = 1.25'
FIND:
From Fig. 8.06.b
La = 20'
d5o = 0.3', use 6" Class A Rip Rap
20'
12'
Place Class A Rip Rap
Over Mirafi 140N
Depth = 9"
15" RCP ::)
Outlet Protection (6" PVC from Detention Pond)
KNOWN:
Q1o= 0.11 Cfs
v = 0.56 fps
do = 0.5'
FIND:
La=5'
use 6" Class A Rip Rap
5'
5'
Place Class A Rip Rap
Over Mirafi 140N
Depth = 9"
6" RCP ::::)
9"
WAW
n
3Do
T
Outlet W = Do + OALa
pipe -??
diameter (Db) L
a
110,
T i r ?.SDo ••,
- - - - 100
90 l1l,

Discharge (O/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Twit 0.5 diameter).
2
m
N_
U)
Q_
co
Q.
1 ?
0
'a
8.06.4 Rev. 12/93
Re: to Pete Sokalski
Subject: Re: to Pete Sokalski
From: "Todd St. John" <[e-mail]>
Date: Fri, 29 Aug 2003 09:05:32 -0400
To: Peter Sokalski <[e-mail]>
CC: "Todd.St.John" <[e-mail]>
See below:
Pete, I could not locate much of the information you described....
Peter Sokalski wrote:
Sure thing boss man! I am writing this email back to you to try and slow
you down and waste your time with a bunch of jibber jabber! In case you
have not found the reference number for the project, it is DWQ# 02-1336
(Harrison Property or Willow Creek). If you need additional information,
please email me back!
Thanks for your help and time!
Peter W. Sokalski , E.I.
Appian Consulting Engineers
[phone]
[phone] (fax)
REUSE OF INFO CONTAINED ON THIS E-MAIL WILL BE AT THE SOLE RISK OF THE USER.
IF CONFLICT EXISTS BETWEEN THE HARD SEALED COPY AND THE CAD INFO SUPPLIED,
THE SEALED DRAWINGS CONTROL. APPIAN WILL NOT BE HELD LIABLE FOR ANY DESIGN
PERFORMED USING COMPUTER DATA SUPPLIED HEREIN
**************************************************************************
The information transmitted herewith is sensitive information intended only
for use to the individual or entity to which it is addressed. If the reader
of this message is not the intended recipient, you are hereby notified that
any review, retransmission, dissemination, distribution, copying or other
use of, or taking of any action in reliance upon, this information is
strictly prohibited. If you have received this communication in error,
please contact the sender and delete the material from your computer.
-----Original Message-----
From: Todd St. John [mailto:[e-mail]]
Sent: Thursday, August 21, 2003 1:15 PM
To: Peter Sokalski
Subject: Re: to Pete Sokalski
Pete,
could you please use our DWQ # when responding to our stuff??? it saves
me time and it's all about me right? ok, just kidding but the DWQ # does
make things go quicker...
Peter Sokalski wrote:
Todd,
1 of 4
8/29/03 9:05 AM

Re: to Pete Sokalski
Thanks for reviewing the information so quickly. I know that you stay
pretty busy. The following response/questions are in the same order as
stated in your letter:
1. The calculation for routing the lyr, 24 hour storm was submitted
in the
original package on June 6. The routing information is part of the Site
Calculations 2 package under the Extended Dry Detention Basin
Calculations
section.
I could not locate the routing for 1 year 24 hour storm in any of the information submitted.
Please submit.
2.A. The detail for the outlet structure is also included in the same
location as the routing information as stated in item 1. The detail is
hand
drawn on a calculation sheet and will be incorporated into the final
drawings when the stormwater management is approved. The sketch gives
the
dimensions of the outlet structure and the different sizes and locations
of
openings
I could not locate this drawing. Please submit.
2.B. On the drawing (LS-12) the drainage from the 15" rcp is separated
by a
earth mound (as depicted on by the contour lines showing the grade
separations). As far as erosion down slope, rip rap is installed at the
end
of the outlet pipe and is sufficient to reduce the erosive velocity of
the
runoff. Disturbance will stop approximately 50 feet from the pipe
outlet,
with existing vegetation to remain. This will also aid to protect the
down
slope from erosion.
It is my opinion the contours indicate that the flow paths of the the two discharges may not
remain discreet. It is also not clear that the discharge of the RCP through the undisturbed
vegetation will not cause erosion. Reducing the velocity of the discharge in the dissipator does
2 of 4 8/29/03 9:05 AM
Re: to Pete Sokalski
not guarentee that the resulting concentrated flow will not cause erosion in the undisturbed
vegetated area. Please redesign or provide addtional information
3. I will send you a copy of the level spreader detail, both by fax
and by
mail. Please let me know if this will be sufficient to resolve this
comment
or if you are looking for more information.
The detail provided is not consitent with the plan view of the level spreader. Will any of the
level spreader have to be located in zone 2? Please provide the specific legths, widths, etc,
that would apply to this typical detail.
Again, thank you for your review and please let me know if you have any
comments or questions to the above. If you need additional information,
please email or call me and I will try to get a response to you ASAP. I
hope to hear from you soon!
Peter W. Sokalski , E.I.
Appian Consulting Engineers
[phone]
[phone] (fax)
REUSE OF INFO CONTAINED ON THIS E-MAIL WILL BE AT THE SOLE RISK OF THE
USER.
IF CONFLICT EXISTS BETWEEN THE HARD SEALED COPY AND THE CAD INFO
SUPPLIED,
THE SEALED DRAWINGS CONTROL. APPIAN WILL NOT BE HELD LIABLE FOR ANY
DESIGN
PERFORMED USING COMPUTER DATA SUPPLIED HEREIN
**************************************************************************
The information transmitted herewith is sensitive information intended
only
for use to the individual or entity to which it is addressed. If the
reader
of this message is not the intended recipient, you are hereby notified
that
any review, retransmission, dissemination, distribution, copying or other
use of, or taking of any action in reliance upon, this information is
strictly prohibited. If you have received this communication in error,
please contact the sender and delete the material from your computer.
3 of 4 8/29/03 9:05 AM
Re: to Pete Sokalski
-----Original Message-----
From: Tonya Nelms
Sent: Tuesday, August 19, 2003 10:13 AM
To: Pete Sokalski
Subject: FW: to Pete Sokalski
-----Original Message-----
From: Todd St. John [mailto:[e-mail]]
Sent: Tuesday, August 19, 2003 8:52 AM
To: [e-mail]
Subject: to Pete Sokalski
4 of 4 8/29/03 9:05 AM
Project No. DWQ 0.2 13 3 g
DIVISION OF WATER QUALITY ;P A, ?l
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review: JUN 1 2 2003
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP ~,c?esigr rlyl pas? Mans and
+
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully execbted?p? tlJO jnag ter
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
1. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person:
Phone Number: tM) 1*72 - 7703
For projects with multiple basins, specify which basin this worksheet applies to:_
Drainage Area:_acres Percent Impervious Area: _%
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
ADolicants Initials
- M-3 Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
_ A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
Vegetation plan prepared is specified on plans.
Basin to be stabilized within 14 days of construction is specified.
/ Sediment storage (20% of detention volume) in addition to detention volume is provided.
S inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
T Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORM ION (please complete the followin
Project Name : W 1 U.C7tw1 LB.??I? `?
Contact Person:
Level Spreader ID:. jrtJ.
Level Spreader Length
Drainage Area *7.4-Z ac.
Impervious Area 2 51 ac.
Maximum Filter Strip/Buffer Slope 10 %
grass
Max. Discharge from a 10 Year Storm a-11 cfs
Max. Discharge to Level Spreader /J.11 cfs
Filter Strip/Buffer Vegetation 'FOg9f4`
Phone Number:
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
It. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
?t3Ei Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
IR4X7 Bypass method is specified (if applicable) and plan details and calculations are provided
17 LS Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
& No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
5 The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INI
Project Name :
Contact Person:
Level Spreader ID:.
TION (please complete the following information):
?7- Z
Level Spreader Length 4z ft.
Drainage Area 157. on ac.
Impervious Area G7.3?1- ac.
Maximum Filter Strip/Buffer Slope 7 %
grass
Max. Discharge from a 10 Year Storm 3.17 cfs
Max. Discharge to Level Spreader ?. 17 cfs
Filter Strip/Buffer Vegetation iEtiC lc. 6Qo41ic>
Pre-treatment or Bypass Method
REQUIRED ITEMS CHECKLIST
Phone Number: Wc5Za 1-17Z •7703
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
'Croy, Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
c 5 No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
r W Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

I. PROJECT I'
Project Name :
Contact Person:
Level Spreader ID
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
DWQ Project
,TION (plepse complete the following information):
Irh- ??
Level Spreader Length 2-1 ft.
Drainage Area *7 34 ac.
Impervious Area Z2 ,'Lo ac.
Maximum Filter Strip/Buffer Slope %
grass
Max. Discharge from a 10 Year Storm f • ?1 cfs
Max. Discharge to Level Spreader / . 5G7 cfs
Filter Strip/Buffer Vegetation TJfll (dgwa
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
Phone Number:
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
12PAb Pre-Form Scour Holes are on flat slopes only
ZA5 No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
'Fob Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
?s No structures are located in protected buffers.
Plan details for the bypass and outlets are provided,
261..' The operation and maintenance agreement includes annual erosion and vegetation repair.
?w, : The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
...
1. PROJECT It
Project Name :
Contact Person:
Level Spreader ID:
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
DWQ Project No.
(please. complete the following information):
b?;;-4
Level Spreader Length !07 ft.
Drainage Area 2.? ac.
Impervious Area 0, E2!!?2 ac.
Maximum Filter Strip/Buffer Slope f!5
grass
Max. Discharge from a 10 Year Storm J5 D8 cfs
Max. Discharge to Level Spreader 51ce3 cfs
Filter Strip/Buffer Vegetation - ICIL C-3QOdNS?
Pre-treatment or Bypass Method
REQUIRED ITEMS CHECKLIST
Phone Number:
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
VIA! Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
PV6 Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
The operation and maintenance agreement signed and notarized by the responsible party is provided.
discharge.
5 No structures are located in protected buffers.
S Plan details for the bypass and outlets are provided.
5 The operation and maintenance agreement includes annual erosion and vegetation repair.
Bypass method is specified (if applicable) and plan details and calculations are provided
P Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
W ATFAQG
OF
> y
'C
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
August 19, 2003
Mr. Pete Sokalski, E.I.
Appian
PO Box 7966
Rocky Mount, NC 27804
Subject:
Willow Creek
DWQ Project No. 021336
Wake County
Dear Mr. Sokalski:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
1. Temporary Water Quality Pool
Please provide either the volume of the runoff from a 1" rain to be stored or the routing for the 1 yr 24 hr. storm.
2. Pond Outlet
Please provide the details for the pond outlet.
Also, the discharge from the level spreader must be clearly segregated from that of the remaining runoff. In this
case it is not clear that the discharges are segregated or the that discharge from the 15" rcp will not cause erosion
down slope.
3. Level Spreaders
Please provide the level spreader typical detail.
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NC DENR Stormwater Best Management Practices Manual as well as other documents and information can be
downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htmi.
Sincerely,
h P E
Tod9?t`
Environmental Engineer
cc: Raleigh Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), httpJ/h2o.enr.state.nc.us/ncwetlandst

ADMINISTRATIVE PROCESS- EXPRESS REVIEW PROGRAM
VERSION 3.0
September 1, 2003
1. APPLICANT AND CONSULTANT TRAINING
Divisions will develop a training program (primarily using existing staff or the
private sector for the initial training process) to train new staff and interested consultants
with respect to:
1. Application and review processes for each Division as well as permitting
policies for each Division. This should be a one-day course with a manual
that should be required for applicants or their consultants in order to be
eligible for the Express Review Program. This course will address 401
Certification, Isolated Wetlands, Riparian Buffer and Water Supply Watershed
rules as well as DWQ's stream standards.
2. Specific technical procedures including the following. Attendance in these
classes should be strongly urged for applicants or consultants in the Express
Review Program. It will probably be most effective if DWQ staff develop and
teach these classes with the assistance of NCSU Educational Outreach
Program in order to recover the cost of the classes for the private sector and
to ensure that DWQ staff time is used effectively.
a) Stormwater management and design policy - one day class.
b) Determination of stream origins (intermittent and perennial and bug
collection techniques) - four day class.
c) Coastal stormwater permitting (Wilmington only) - one-half day class.
d) Wetland and stream mitigation policy - two day class including site visits.
e) Instream activities - one-half day class.
II. HIRING AND TRAINING OF STAFF
Divisions will conduct the interview and hiring process for these positions in as
fast a manner as possible. Depending on the qualifications of the candidates, Division
staff will need to be trained before the Express Review Program can begin.
Alternatively, existing, qualified staff can be used initially until new staff are fully trained.
All staff and Division management directly responsible for the program must attend
regular, day-long meetings (at least quarterly) to discuss the Program and potential
improvements with the operation of the program. The Administrative staff will schedule
these meetings.
III NARRATIVE OUTLINE (Note that these outlines are for the 401 Certification
Process and Riparian Buffer Protection rules - the other programs can modify
this outline as needed to reflect their specific permitting responsibilities.
program) :
f ej ffgVf

A. 401 Water Quality Certification Program:
1. Contact from potential applicant Ewe or email) for entry into the
Express Review Program. Contact to existing Administrative personnel in
WiRO or Wetlands Unit for work in WiRO or remainder of state, respectively.
Administrative staff track all potential applicant contacts and their outcome.
j
J Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
July 28, 2003
DWQ Project No. 02-1336
Nash County
Page 1 of 2
Frank S. Harrison
1701 Sunset Avenue
Rocky Mount, NC 27804
Subject Property: Willow Creek S/D, Club View Road, Rocky Mount, NC
Goose Branch [03-03-07, 28-70, C NSW (nutrient sensitive)]
APPROVAL of 401 Water Quality Certification and AUTHORIZATION CERTIFICATE per the Tar-Pamlico River
Buffer Protection Rules (15A NCAC 2B .0259) with ADDITIONAL CONDITIONS
Dear Mr. Harrison:
You have our approval, in accordance with the attached conditions and those listed below, to place fill within or
otherwise impact 0.17 acres of wetlands, 145 feet of streams and approximately 14,500 square feet (fe) of protected
riparian buffers for the purpose of constructing a road at the subject property, as described within your application dated
June 4, 2003. After reviewing your application, we have decided that the impacts are covered by the N.C. Division of
Water Quality (DWQ) General Water Quality Certification Number(s) 3402 (GC3402). The Certification(s) allows you to
use Nationwide Permit(s) 39 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as
your approved Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 213 .0259. In
addition, you should obtain or otherwise comply with any other required federal, state or local permits before you go
ahead with your project including (but not limited to) Erosion and Sediment Control and Non-discharge regulations.
Also, this approval will expire when the accompanying 404 permit expires unless otherwise specified in the General
Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your project,
you must notify us and you may be required to send us a new application. If the property is sold, the new owner must
be given a copy of this Certification and approval letter and is thereby responsible for complying with all conditions. If
total fills for this project (now or in the future) exceed one acre of wetland or 150 linear feet of stream, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and any additional conditions listed below.
Conditions:
1. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all properties and lots with retained jurisdictional
wetlands, waters and protective buffers in order to assure compliance for future wetland, water and buffer impact.
These mechanisms shall be put in place prior to impacting any wetlands, waters and/or buffers approved for impact
under this Certification Approval and Authorization Certificate. You can obtain a copy of a sample deed notification
from our web site or by contacting the DWQ.
2. Stormwater Management
An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office
before the impacts specified in this Certification occur per Condition No. 4 in GC No. 3402. The stormwater
management plan must include plans and specifications for stormwater management facilities that are appropriate for
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
919-733-1786 (phone), 919-733-6893 (fax), httpJ/h2o.enr.state.nc.us/ncwebands
Page 2 of 2
surface waters classified as "C NSW' and designed to remove 85% TSS according to the most recent version of the
NC DENR Stormwater Best Management Practices Manual. These facilities must be designed to treat the runoff from
the entire project, unless otherwise explicitly approved by the Division of Water Quality. Also, before any permanent
building is occupied at the subject site, the facilities (as approved by this Office) shall be constructed and operational,
and the stormwater management plan (as approved by this Office) shall be implemented. The structural stormwater
practices as approved by this Office as well as drainage patterns must be maintained in perpetuity. No changes to the
structural stormwater practices shall be made without written authorization from the Division of Water Quality.
3. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and any
subsequent modifications, the applicant is required to return the attached certificate of completion to the
401/Wetlands Unit, North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in criminal and/or
civil penalties. This Certification shall become null and void unless the above conditions are made conditions of the
Federal 404 and/or coastal Area Management Act Permit. This Certification shall expire upon expiration of the 404 or
CAMA permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or stream impacts),
you may ask for an adjudicatory hearing. You must act within 60 days of the date that you receive this letter. To ask for
a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina General Statutes to the Office
of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final
and binding unless you ask for a hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved buffer impacts)
shall be referred in writing to the Director for a decision. The Director's decision is subject to review as provided in
Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the Tar-
Pamlico riparian buffer protection rule as described within 15A NCAC 213.0259. If you have any questions, please
telephone John Dorney at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Sincerely,
Attachments: Certificate of Completion
GC 3402
PKI k, E.,
ector
Cc: John R. Davis, Appian Consulting Engineers, 841 South Wesleyan Blvd., Rocky Mount, NC 27804
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
DWQ # 02-1336
Date: July 28, 2003
bz
O?O? WA TFRQG Michael F. Easley, Governor
William G. Ross Jr., Secretary
? y North Carolina Department of Environment and Natural Resources
- r
Alan W. Klimek, P. E. Director
Division of Water Quality
° Coleen H. Sullins, Deputy Director
Division of Water Quality
Harrison Property (a.k.a., Willow Creek S/D)
DWQ Project No. 02-1336
File Summary
Bob Zarzecki
July 25, 2003
08-21-02 PCN Received (dated 08-19-02)
09-04-02 DWQ Request for Permit Fee
09-12-03 Permit Fee Received
09-17-02 Triage (Beth & Todd) More Info
10-01-02 DWQ More Info Letter (no signed copy or return receipt in file; Beth printed copy of unsigned letter for file)
10-14-02 Additional Info Received (via Fax)
10-23-02 Additional Info Received re: Stormwater
10-24-02 Stormwater Review (Todd)
10-24-02 Triage (John D. & Todd)
10-31-02 DWQ More Info Letter
11-05-02 Return Receipt Signed
12-09-02 Mike faxed 10-31-02 letter to Appian
01-29-03 Additional Info Received re: Stormwater
01-29-03 Triage (Larry & ?(assume John D.))
01-31-03 DWQ More Info / Return Application Letter
02-25-03 Return Receipt Signed
06-12-03 New PCN (dated 06-04-03)
06-18-03 Sent to Region (RRO)
07-14-03 WRC Comments Received
07-15-03 RRO Comments Received (Stormwater? & Deed Notifications)
07-21-03 to 07-23-03 Stormwater Review (Todd)
07-25-03 Review by Danny, Todd & Bob (Recommend Issue w/ Stormwater & Deed Notification Conditions)
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
919-733-1786 (phone), 919-733-6893 (fax), httpJ/h2o.enr.state.nc.us/ncwetiands
7(Dn(j? W AT ?RQG Michael F. Easley
Governor
rte-- William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
July 23, 2003
To: Bob
From: Todd
Re: Willow Creek
DWQ# 021336
Nash County
I looked over the stormwater plans. They have proposed a pond (wet or dry is not clear) followed by a forested filter strip
for part of the site and level spreaders for part of the site. It was hard to tell from the plans if the runoff from the homes
would be treated, too. Since the impervious cover is greater than 30%, they should provide 85% TSS for sensitive
watersheds, etc. for the entire site including the homes. It's kind of a strange site. This may be hard to achieve.
The applicant should specify whether the pond with filter strip is supposed to be a dry or wet pond and precisely what area
it is treating. The remaining areas need similar BMPs.
C04 -
rnrwA? We- Ca, &0 C, CxVx&A-A, ,,, 4?e.
40 11 (S ?? C??V?? O-L CIO L,? Veve?N 6,/U?6rv"?
6-? dxkA--?? .

North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), hftp://h2o.enr.state.nc.us/ncwetlands/
MEMORANDUM
TO: John Dorney Regional Contact: Steve Mitchell
Non-Discharge Branch WO Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
I
Facility Name Harrison Property (Willow Creek) County Nash
Project Number 02 1336 County2
Recvd From APP Region Raleigh
Received Date 6/12/03 Recvd By Region
Project Type subdivision road access i
Certificates Stream Stream Impacts (ft.)
Class A
Perm
it Wetland Wetland Wetland Stream Acres Feet Type Type Impact Score Index Prim. " Supp. Basin Req. Req. 39 6TH FT-0-
Y O N I 28-70 r C NSW 30,302. 0.17 145.00 F F-
TPBR Buffers O 1' Q N F_F_F-r_30,302. 0.16r- r-F__
Mitigation Wetland
MitigationType Type 'Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue 0 Issue/fond 0 Deny
Provided by Region: Latitude (ddmmss) 354929 Longitude (ddmmss) -775912
Comments:
cc: Regional Office
Central Office Page Number 1
COO .x
tug (elk
LUUL
k ? ? ??er• ... ? on-w ?
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1
i -
2++
® North Carolina Wildlife Resources Commission
Charles R. Fullwood, Executive Director
MEMORANDUM
TO: John Dorney, Administrator
401/Wetlands Unit, Division of Water Quality
North Carolina Department of Environment and Natural Resources
FROM: David McHenry, Northeast Coastal Region Coordinator
Habitat Conservation Section
DATE: July 14, 2003
SUBJECT: Section 401 Water Quality Certification for Frank S. Harrison, Willow Creek Subdivision,
Rocky Mount, Nash County, North Carolina.
DWQ No. 02-1336
Biologists with the North Carolina Wildlife Resources Commission (Commission) reviewed the
application with regard to impacts of the project on fish and wildlife resources. The project site was visited
on July 11, 2003. Our comments are provided in accordance with provisions of the Fish and Wildlife
Coordination Act (48 Stat. 401, as amended; 16 U.S.C. 661 et. seq.) and the Clean Water Act of 1977 (as
amended).
The applicant is requesting certification for wetland and Tar-Pamlico Buffer impacts on Goose
Branch to construct the main road for the Willow Creek Subdivision. The subdivision will be densely
developed with approximately 90 lots on the long and narrow 35.15-acre tract. For the roadway, wetland
impacts include filling a total of 0.17 acres and buffer impacts include crossing 95 linear feet of Goose Branch
and 50 linear feet of an unnamed tributary to Goose Branch.
The vegetated wetlands and buffers along Goose Branch are important for a variety of terrestrial and
aquatic life both locally and in downstream areas. During the site visit, numerous green frogs (Rana
clamitans) and small fish were observed in Goose Branch or the wetland pools along the creek. The creek
was turbid and mud stains noted on floodplain vegetation show that substantial flooding and sedimentation
occurs in this watershed. These impacts are probably exacerbated by the loss of wetlands and vegetated
buffers that have occurred in upstream areas. Sedimentation in the Tar River from small tributaries like
Goose Branch degrades habitats for rare mussels such as the state-listed endangered yellow lampmussel
(Lampsilis carosus), which has been found between Goose Branch and Rocky Mount. Several other federally
and state protected mussels that are susceptible to sedimentation are known to occur in the Tar River
downstream of the project area and Rocky Mount.
Mailing Adllress: Division of Inland Fisheries • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] ext. 281 0 Fax: [phone]
401 Harrison Page 2 July 14, 2003
DWQ 02-1336
Based on these concerns, the Commission feels that project impacts, including those facilitated by
this project, should be minimized to the extent practicable. The series of three culverts will constrict creek
flow and, because of a clustered placement to the west, will longitudinally isolate the wetland on the east side
of the creek. Nevertheless, the culverts should allow some passage of aquatic life because the inverts will
range from one foot below to one foot above the creek bottom; the latter of which would incorporate the
floodplain elevation and much of the flood elevations. However, more detrimental aspects of the project that
should be addressed in the certification include secondary impacts on buffers. Large portions of some lots
such as lots 17 in section D and 6 in section C occur within the Tar-Pamlico Buffer zones. Development of
these lots would likely result in unnecessary removal of buffer vegetation, which because of the steep terrain
bordering the creeks, would greatly reduce the water quality functions they provide. Therefore, the
Commission recommends that protective covenants be established on all buffers in the tract as a condition of
the certification. Although buffers of 100 or 200 feet are warranted on this creek to provide multiple habitat
and water quality functions, effective protection of the 50 foot buffers as established by the Tar-Pamlico
Buffer Rule should be required as a minimum measure to primarily protect water quality.
We appreciate the opportunity to comment on the impacts of the project on fish and wildlife
resources. If you need to discuss these comments please call David McHenry at [phone] ext 345.
Triage Check List
Date: 6 g-u Project Name: (N + j
DWQ#: d o? - /3 34
County: Gi S
To: ? ARO Mike Parker ? WaRO Tom Steffens
? FRO Ken Averitte ? WiRO Noelle Lutheran
? MRO Alan Johnson ? WSRO Cyndi Karoly (Central Office)
5k RRO Steve Mitchell
From:
Telephone : (919)
The file attached is being forwarded to your for your, evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
,? etland determination and distance to blue-line surface waters on USFW topo maps
Lvl 'nimization/avoidance issues
I 1 Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman? fill
Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy.
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments:
OCT 2 3 2002
wr rn IAS tTMfU'TION i
STORM DRAINAGE &
EROSION CONTROL CALCULATIONS
FOR
NC 43, ROCKY MOUNT,
NASH COUNTY, NORTH CAROLINA

- --Joyner, Keeny & Associates.
P.O. Box 7533, 209 N. Pearl St.
Rocky Mount, N.C. 27804

4'i Gr?; '6,y

G
oV )
z
RUNOFF CALCULATIONS WILLOW CREEK SUBDIVISION 020033
INDIVIDU AL BASIN 'C' VALUES

BASIN IMPRV RESID ENT. CROPS TOTAL AC
Al 0.60 1 1.60
2.25 2.25
A3 0.32 0.32
A4 _ 0_10 0.10
A5 0.22 0.22
A6 1.25 1.25
A7 0.14 _ _
- 0.14
A8 0.11 0.11
A9 0.10 _ 0.10
A10 _ 0.40 0.2 0.60
All 0.12 0.12
A12 0.22 0.22
Al3 _ 0.30 0.41 0.71
TOTAL 1.41 5.13 1.2 7.74

COMPOS ITE' C's
MULTIPLYING CONSTANTS: 0.9 FOR I MPERVIOUS, 0.18 FOR CROPS,
AND 0.36 FOR RESIDENTIAL

ROUTE IMPRV_ x0.9 RES. 0.45 SOIL x0.18 TOTAL = 'L"
61-1 CB1 0.60 1.00 1.60 0.28-
C132 C133 _ _ 2.25 _ 2.25 0.45
CB3 CB4 0.32 2.25 _ 2.57 0.51
CB4 C65 0.42 2.25 2.67 0.52
CB5 CB7 0.42 2.47 2.89 0.52
CB6 C137
- _
-- 1.25 1.25 0.45
CB7 CB8 _
0.56 3.72 4.28 0.51
CB8 CB9 0.67 3.72 4.39 -- -- 0.52
C610 CB-9 0.40 0.20 0.60 0.36
C69?_-.?_
FES-1 _ FES-1
D-1 0.77
0.77 4.12
412 0.20
0.20 5.09
5.09 0.51
p
51
-` .
PHASE 2
C89 C1311 0.77 4.12 0.20 5.09 0.51
CB12
C613

C311 CB13
___ . C©11

FES 2 0.22
0.52

1.41
0.41

4.53

.20 0.22
0.93
_.__._ _._
6.14 T 0.90

0,70
0.54

Page 1
RUNOFF CALCULATIONS WILLOW CREEK SUBDIVISION 020033
FLOW BASI

LINE N AREA C TC 12 110 125 Q2 Q10 Q25

5-1 A2-A11 5.09 -05 14 4.2 5.7 6.5 10.9 14.8 16
9
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WING PAGES FOR PIPE NETWORK CALCULATION S

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m co
0
C14 M
'2 MT
T-? Tr-
0 cU u`_ OU
000000
VU 40co co M M
(00
FES-1
FES-1

1. DESIGN Q FROM RUNOFF CALCULATIONS
Q= 14.8 cfs

Ii. PIPE CALCULATIONS - SEE PIPE SIZING CHART

III. HEADWATER DEPTH
H/W = N/A ft (from Chart SD-b Roc ky Mount)
HW= N/A ft ` -

IV. OUTLET PROTECTION
From Figure 8.06.b.1: Zone 3, Class 1 T =
dmax = 20" for Class 1 ?
Apron Thickness = 1.5 x 20" = 30", Use 48"
ExitApron Len th=8xDo=8X1.25'=10'
Page 1
D-1
DITCH: D-1
Q(10): 14.8 cfs
Q(2) 10.9 cfs
Gradient: 0.0463 ft/ft
Side Slop 2
Proposed Vegetation: Tall Fescue & Rye Mix ture
Soil:Ra
Permissible Velocity; 4.5 fps

Retardance Class: C for Final Conditions _
_
Design to meet V and Q(10): Permissible Velocity Procedure

d (ft) A (s ft) li (ft) VpR "n V (fps) Q (cfs) Comments:
1.29 3.33 0.58 2.60 0.05 4.44 14.8 V> Vp
Q > Q10

Velocity > 4.5fps ditch requires Permanent liner.

Calculate d itch design with Class B stone liner
n= 0.04 (Table 8.05e). Td = 4 (Table 8.05 g)

d (ft) A (sqft) R (ft) V (fps) Q (cfs) Comme
nts:
1.19 2.83 0.53 5.25 14.9 __ Q >--Q 2

Calculate s hear stress for Q2 conditions: --

T= ds= 3.44 T<Td
Page 1
FES-2
FES

1. DESIGN Q FROM RUNOFF CALCULATIONS
Q= 21 cfs

II. PIPE CALCULATIONS - SEE PIPE SIZING CHART

III. HEAD WATER DEPTH
E
E E
H/W =
HW= EN/A ft
ft (from
Chart SD-b Roc ky Mount)

IV. OUT LET PROTECTION
From Figure 8.06.b.1: Zone 3, Class 1
dmax = 20" for Class -1
Apron Thickness = 1.5 x 20" = 30", Use 48"
Exit Apron Length = 8 x Do = 8 X 2'= 16'
NOTE: UTILIZE RIP-RAP ALREADY IN PHASE
FROM PHASE 1 TAIL DITCH
Page 1

1 - National -10 Yr - Cep = 20.03 cfs
J._
25
20
O
1
- i
18 20
Time (min)
Hyd. 1

5
5
D
0 2 4 6 8 1 0 12 14 1 6 1 8 ??

2 - Reservoir -10 Yr - Cep = 0.94 cfs
25
2
1
CY
10
5
0
6.0 7.2 8.4 9.6 1 0.8 12.0
Time (hrs)
Hyd. 1' Hyd. 2

F

.0 1.2 2.4 3. 6 4. 8 0
Reservoir Report
Page f
Reservoir No. 1 - Pro. Basin Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 104.00 00 0 0

1.00
2.00
105.00
106
00
5,394
2,697 ,
2,697

3.00 .
107.00 5,980
6,596 5,687
6,288 8,384
14
672
4.00 108.00 7,241 6,919 ,
21,591

Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise In = 18.0 5.0 0.0 0.0 Crest Len ft = 2.00 0.00 0
00 0
00
Span In = 18.0 5.0 0.0 0.0 Crest El, ft = 106.50 0.00 .
0.00 .
0
00
No. Barrels = 1 1 0 0 Welr Coeff. = 3.33 3.33 0
00 .
0
00
Invert El. ft = 104.00 104.00 0.00 0.00 Welr Type = Rect - . .
Length ft = 16.0 2.0 0.0 0.0 Mulu-Stage = Yes No No No
Slope % = 1.00 0.40 0.00 0.00
N-Value = ,013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exflltratlon Rate = 0.00 in/hr/sgft Taliwater Elev. = 0.00 It

Stage / Storage / Discharge Table Note: All outflows have been analysed under Inlet and outlet control.
Stage Storage Elevation Civ A
ft cult ft Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cis cis cis cfs cfs cis cis Cfs cfs cis
0.00 0 104.00 0.00 0.00 - - 0
00 -
--

1.00
2,697 105.00 0.55
0.54 - .
- 0
00
--
- 0.00

2.00
8,384 106.00 0.84
0.83 - .
- 0
00
- -
-
- 0.54

3.00
14,672 107.00 3.29
0.91 - .
- 2
35
- - 0.83

4.00
21,591 108.00 12.36
0.70 - .
- 11
66
- 3.27
. - - - 12.36
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TWO PIPES 8'-9' J T2 OF T3 TOP L BOTTOM
Z-17 , r- THREE PIPES 13'-0• I T5 a 6' TOP d BOTTOM
I I 1 I 'Z BARS IN
TOP OF FOOTING
o iD '-ZI
?Z2
Y
•? 4 ' l 4'-3• I Two
v y.h PIPES
/:6, 4 L 8'-6' (THREE 3-NI 5• V
PIPES 1 T4 Z3 a
IA, 1 5 SPA, a P* •N' BARS
.9 2'-1%2 2'-113W' 3 - N2 IN BOTTOM OF FOOTING
''? 'PLAN
17'-6' Two PIPES
THREE PIPES
N 2-VI a 1'-6' iv 2-G2 OR G3
Q T STR FACE
rn 2-& y 2-VI a 9' FILL FACE
/ I-VI STR. FACE
I I I 2-B2
N
n ? f ?•
C, 3' r c_ 6? r ?) 1 toy m
6- ABOVEWS
FLOW LINE
SEE STD. u 838.45 FOR GENERAL NOTES.
0'
2- 10•

FIL
L FACE
2'
?F
ILL FACE
J
a WW WA L Y'O0•
PIPE NOT SHOWN
-4•

lG WALI 6 '

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_..r Z.

.
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N 1
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e'
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{

3,-0. .-

SECTION - AA
SECTION - Bb
8ILL MATERIAL '-OR ENDWALL
REI NF, STEEL 7 PtDCc z oroi
?6• I "?6.
jCONST. JT• 2-83 2-BI ?4-NI 5 SPA, a IY FILL
I 2FACE 0 1'-101 STR, FACE 1-V2.2-V3.2-V4
4-0 m ?I 3 SPA, a 1•-3• FILL H2
ELEVATION FACE 3-M. I-H2 2 SPA, a 1•-p•
V2 STR-FACE
z I-V2. I-V3.I-V4
I V4
ZI 3•_9• T' V4
N er Z2 3'-3• T' ?-
HI 5•_5•
H2 3'-5• Z3 2'-8' 6• i•, NT4 Z.
"H" BARS "N" BARS -? K' 3-NI 3-N2
5 SPA. a W
REVISIONS "Z" BARS-
DATE- No. DESCRIPTION WING ELEVATION
A t-1K ADDED TAPERED -INLET TO CSP 'H •'?+'• & •Z• BAR DIMENSIONS
ARE OUT TO OUT.
STANDARD REINFORCED CONCRETE ENDWALL
FOR DOUBLE d TRIPLE.607 PIPE - 90• SKEW
STATE OR NORTH . CAROLINA
DIVISION ` OF_? HIGHWAYS
RALEIGH, N.C.
STD. NO. RE
838.28 A
612 1 Q
Office Use Only: o iuiayzra?
USACE Action ID No. T7 DWQ No. N 1 CiiU3
(If any particula .dtVn °-is not applicable to this project, please enter "Not Applic,'ble-'40
Mop
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Frank S. Harrison
Mailing Address: 1701 Sunset Avenue
Rocky Mount, NC 27804
Telephone Number: [phone] Fax Number:
E-mail Address: NA
2. ' Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: John R. Davis
Company Affiliation: Appian Consulting Engineers, PA
Mailing Address: 841 South Wesleyan Blvd.
Rocky Mount, NC 27804
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Page 5 of 5
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Willow Creek
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): 3841.12 86 1082 and 3841.12 96 5149
4. Location
County: Nash Nearest Town: Rocky Mount
Subdivision name (include phase/lot number): Willow Creek
Directions to site (include road numbers, landmarks, etc.): From Golden East Mall in Rocky
Mount, which is at the intersection of Hwy 301 and Hwy 43 about 1 /2 mile north of the intersection of US Hwy
64 and Hwy 301. From the mall, travel North on Hwy 43 for about 1/2 mile, turn left on Northern Blvd (Dairy
Queen is on the right). Go about 1/4 mile and turn right on Club View Road. Site is at the end of Club View
Road. See vicinity map on Preliminary Plat.
5. Site coordinates, if available (UTM or Lat/Long): N35d 49'29" & W 77d 59'12.4"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 35.15
7. Nearest body of water (stream/river/sound/ocean/lake): Goose Branch
8. River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is forest and agriculture fields with existing subdivisions to the
North and South. The wetlands are in the forested area.
Page 6 of 6
10. Describe the overall project in detail, including the type of equipment to be used: Desire to
construct a subdivision road that will need to cross a perennial stream and an intermittent stream in order to
access the property. Equipment to be used will be bulldozers and other road construction equipment
11. Explain the purpose of the proposed work: The prope is very long and narrow, so in order to
access the inner acreage, a road crossing will be needed. It will be constructed at a right angle to the stream
features and where the topography is the steepest to minimize impacts to wetlands and other low lands.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
Previously submitted as Harrison Property and obtained DWQproiect number 02-1336
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Construction of a subdivision road
Page 7 of 7
with approximately 7,405 sqft of wetlands/waters to be impacted by the installation of culvert and back fills and
7,250 sqft of buffer will be impacted with two road crossings. Sewer crossing (20' wide) shall also take place within
the first road crossing- and included in total impact to site.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
1 (Sheet LS-1) Grading/Fill 0.16 No 0 Forest/Riparian
2 (Sheet LS-1) Grading/Fill 0.010 No 10 Forest/Riparian

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.52 Acres
Total area of wetland impact proposed: 0.17 Acres (or 32.7% of total)
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please seci )
1 (Sheet LS-1) Grading/Fill 95 Goose Branch 9' Perennial
2 (Sheet LS-1) Grading/Fill 50 UT to Goose Branch 3' Intermittent

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.tooozone.com.
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 145 LF
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Page 8 of 8
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name
(if applicable) Wat) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
NA

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Excavation with embankment, installation of drawdown orifice
and emergency drain/valve with spillway
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Stormwater requirement based on City of Rocky Mount
Size of watershed draining to pond: 7.42 Ac Expected pond surface area: 0.22 Ac.
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Crossing of Goose Branch at designated location will avoid a snrine discharge at point 1-20 and a water hole at
points 1-6 and 1-8. Wetland number 5 is partially in a sewer easement and has been disturbed. Also, secondary
crossing is not contiguous to Goose Branch, but due to its location in a flood plain, it is considered as riparian and
isolated.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
Page 9 of 9
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/newetlands/stnngide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): NA
Amount of buffer mitigation requested (square feet): NA
Amount of Riparian wetland mitigation requested (acres): NA
Amount of Non-riparian wetland mitigation requested (acres): NA
Amount of Coastal wetland mitigation requested (acres): NA
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Page 10 of 10
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 4350 3
2 2900 1.5
Total 7250
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
Page 11 of 11
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
No existing impervious acreage. Impervious area includes houses, driveways, roads, patio, sidewalks that totals
12.33 acres of the 36.49 project area, yielding - 33.79% impervious area. An extended detention pond is designed
to slow the inflow of water into stream to match predevelopment flow conditions.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Sewer to be tied into the municipal sewer system of Rocky Mount.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
?q (-),- /?
'Agent's Signature Date
is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
. *d?l?." i?? {3t

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-41nIMINF LETTER OF TRANSMITTAL
0 0 0 0
apipan
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL S STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount, North Carolina 27803
Telephone [phone]
Fax [phone]
e-mail: admineappianengineers.com
Web: AppianEngineers.com
DATE: Auqust 19, 2003 I APPIAN JOB NO.: 02-084 1
Todd St. John, PE
NCDENR, DWQ - 401 Wetlands Unit
1650 Mail Service Center
Raleigh, INC 27699-1650
GENTLEMEN: We are sending you ® herewith ? under separate cover:
SUBMITTAL FOR: CODE
FOR APPROVAL 1
FOR YOUR USE 2
AS REQUESTED 3
BID TAB DISTRIBUTION 4
APPROVED PERMITS 5 ?,
ACTION - CODE
APPROVED A ?
APPROVED AS NOTED B
NOT APPROVED C
REVISE AND RESUBMIT D
PLEASE SIGN AND RETURN E
PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
1 Level spreader detail
5 t
lAn
Mow
a
AUG 1 2003
N
SE IO
N
r

REMARKS:
Todd, -
The enclosed is the hard copy of the level spreader detail in case the faxed version is illegiblel Thanks.
Sent by: First Class Mail ® If enclosures received are not as listed above, kindly notify at once.
UPS Next Day I AM ? Thank you.
Federal Express ? c?7
Faxed ?
Hand Delivered ? y: Date:
cc: File
Last ri0 nted August 19, 2003 10:57 AM
C:iDetallsA03-06.dwg, 11/11100 09:17:08 AM
MATTING MATERIAL.
STAPLED. IN PLACE
1. FIBERGLASS MATTING, 4.0' WIDE, SHOULD EXTEND 6"
OVER THE LEVEL LIP AND BE BURIED 6" DEEP AT THE
LOWER EDGE.
2. ENSURE THAT THE SPREADER UP IS LEVEL THROUGHOUT
ITS LENGTH.
3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL
(NOT ON FILL)
4. CONSTRUCT A TRANSITION SECTION FROM THE DIVERSION
TO BLEND SMOOTHLY TO THE WIDTH AND DEPTH OF THE
SPREADER.
5. IMMEDIATELY AFTER CONSTRUCTION, APPROPRIATELY
SEED AND MULCH THE ENTIRE DISTURBED AREA OF THE
SPREADER.
6. SEE SCHEDULE FOR LEVEL SPREADER DIMENSIONS.
.`%: ?• t•'`•-?=? ,/? TRANSITION TO 0 GRADE
..?::±'• .t • : `_? IN LAST 20 FEET.
VEGETATED ----••'f'•...,..
DIVERSION ;. 'i•? ?' r?:.'•,lt?' •-'?
STABLE UNDISTURBED
OUTLET
CONSTRUCTION SPECIFICATIONS
ENTRANCE WIDTH
(SEE SCHEDULE)
6` 3'-0'
SLOPE
103,06
CROSS. SECTION
LEVEL SPREADER
NOT TO SCALE
REV. 5-15-00
Aug-19-03 1038A
P.O1
FAX TRANSMISSION
?nnnr '?0 0 u a
jipinan
CONSULTING ENGINEERS, PA
CIVIL. MUNICIPAL i STRUCTURAL ENGINEERS
COMPREMENSrvn ENVIR otiME ITAL SERVICES
Number of pages to follow including this page: 2
TO: Todd St. John
DATE: 8/19103
WITH: DWQ - Wetlands Unit
FAX NO.: [phone]
FROM: Peter W. Sokalski
RE: Willow Creek
Level Spreader Detail
COMMENTS
URGENT a
PLEASE REPLY,
AS REQUESTED
0 z Mb
Todd,
The enclosed is the level spreader detail as requested. Please review. Thank you!
Post Office Box 7966
Rocky Mount, North Carolina 27804
[phone] Fax [phone]
ACE 0-20
Aug-19-03 10:38A P.02
A -
C:\Detslls1103-06.dwg, 11/11/00 09:17:08 AM
CONSTRUCTION SPBCARCAMONS
1. FIBERGLASS MATTING, 4.0' WIDE, SHOULD EXTEND G`
OVER THE LEVEL LIP AND BE BURIED 6° DEEP AT THE
LOWER EDGE.
2. ENSURE THAT THE SPREADER UP IS LEVEL THROUGHOUT
ITS LENGTH.
3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL
(NOT ON FILL)
4. CONSTRUCT A TRANSITION SECTION FROM THE DIVERSION
TO BLEND SMOOTHLY TO THE WIDTH AND DEPTH OF THE
SPREADER.
5. IMMEDIATELY AFTER CONSTRUCTION, APPROPRIATELY
SEED AND MULCH THE ENTIRE DISTURBED AREA OF THE
SPREADER.
6. SEE SCHEDULE FOR LEVEL SPREADER DIMENSIONS.
TRANSITION TO 0 GRADE
IN LAST 20 FEET.
VEGETATED -- --. ?' .r.*': •? ?'--
DIVERSION '?' i • •? 1
STABLE UNDISTURBED
OUTLET \
ENTRANCE WIDTH
(SEE SCHEDULE)
6"
MATTING MATERIAL
STAPLED IN PLACE - - -- - - - - - - -' - - - -1 ?,
DEPTH -If
6' WIN. _-
I 3:1 SLOPE
LIP OF SPREADER I I=I - ' I= i MAXIMUM
TO 9E LEVEL BURIED 6" MIN.
CROSS SECTION
103.06 - LEVEL SPREADER
NOT TO SCALE REV- 5-15-00
imap://todd.st.john%40dwq.denr.ncmail.net @nplex I mcmail.net:143/f...
Subject: RE: to Pete Sokalski
From: "Peter Sokalski" <[e-mail]
Date: Tue, 19 Aug 2003 10:45:25 -0400
To: <[e-mail]>
CC: "Bobby Joyner" <[e-mail]>
Todd,
Thanks for reviewing the information so quickly. I know that you stay
pretty busy. The following response/questions are in the same order as
stated in your letter:
1. The calculation for routing the 1yr, 24 hour storm was submitted in the
original package on June 6. The routing information is part of the Site
Calculations 2 package under the Extended Dry Detention Basin Calculations
section.
2.A. The detail for the outlet structure is also included in the same
location as the routing information as stated in item 1. The detail is hand
drawn on a calculation sheet and will be incorporated into the final
drawings when the stormwater management is approved. The sketch gives the
dimensions of the outlet structure and the different sizes and locations of
openings.
2.B. On the drawing (LS-12) the drainage from the 15" rcp is separated by a
earth mound (as depicted on by the contour lines showing the grade
separations). As far as erosion down slope, rip rap is installed at the end
of the outlet pipe and is sufficient to reduce the erosive velocity of the
runoff. Disturbance will stop approximately 50 feet from the pipe outlet,
with existing vegetation to remain. This will also aid to protect the down
slope from erosion.
3. I will send you a copy of the level spreader detail, both by fax and by
mail. Please let me know if this will be sufficient to resolve this comment
or if you are looking for more information.
Again, thank you for your review and please let me know if you have any
comments or questions to the above. If you need additional information,
please email or call me and I will try to get a response to you ASAP. I
hope to hear from you soon!
Peter W. Sokalski , E.I.
Appian Consulting Engineers
[phone]
[phone] (fax)
REUSE OF INFO CONTAINED ON THIS E-MAIL WILL BE AT THE SOLE RISK OF THE USER.
IF CONFLICT EXISTS BETWEEN THE HARD SEALED COPY AND THE CAD INFO SUPPLIED,
THE SEALED DRAWINGS CONTROL. APPIAN WILL NOT BE HELD LIABLE FOR ANY DESIGN
PERFORMED USING COMPUTER DATA SUPPLIED HEREIN
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1 of 2 8/21/03 1:18 PM
imap://todd.st.john%40dwq.denr.ncmail.net@nplex Lncmail.net:143/f...
-----Original Message-----
From: Tonya Nelms
Sent: Tuesday, August 19, 2003 10:13 AM
To: Pete Sokalski
Subject: FW: to Pete Sokalski
-----Original Message-----
From: Todd St. John [mailto:[e-mail]]
Sent: Tuesday, August 19, 2003 8:52 AM
To: [e-mail]
Subject: to Pete Sokalski
2 of 2 8/21/03 1:18 PM

iikA no
01
_n
CONSULTING ENGINEERS, PA
Friday, June 6, 2003 COMPREHENSIVE ENVIRONMENTAL ENGINEE
SERVICES
Mr. Danny Smith ; .I?Q o"
(?UP
North Carolina Department of Environment & Natural?Reources
Division of Water Quality - 401 Wetlands Unit JUN 1 7 'NO
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260
?, ER
Re: Willow Creek Subdivision
Resubmission for Approval
Dear Mr. Smith:
Thank you for working with us on this project. We are resubmitting this project to you for review
and approval. During our last meeting the following items were discussed and included in this
resubmission package:
• 7 sets of applicable drawings showing the locations of disturbance and amounts. The
drawings (sheets LS-1 and 12) are included, LS-1 showing the overall project site with
future level spreaders shown on the future Phase 3 of the project and LS-12 showing the
blowup of the most critical area with culvert crossing of Goose Creek.
• 7 copies of the Preconstruction Notification (PCN). The PCN has been modified to
reflect some changes in the culvert design and amounts of disturbances. The
attachments (wetland maps, USGS topo map and soils map) are the same from the
previous submission.
• 1 executed Operation and Maintenance Agreement for the stormwater BMP's designed
and placed throughout the project (level spreaders and extended dry detention pond).
• 7 copies of the stormwater worksheets of each BMP used onsite.
• $200 check for application fee.
The following items were changed in the plans as stipulated in the January 31, 2003 letter of
denial:
• The sewer line as shown within the Phase 3 location of the project is already in place
and being operated by the City of Rocky Mount. The encroachment into zone 2 of the
Tar-Pamlico Buffer on Lot 23 is already in place and will not be included in this
submission.
• The aquatic passage per US Army Corps of Engineers is 1 foot of bury into the creek
bed by the proposed culvert. On LS-12, the middle 60" RCP is lowered one foot into the
streambed to account for.the aquatic life passage.
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966 • Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]

The total percent impervious for Phase 1 & 2 of the project is calculated as 33-79%.
• Based on discussions with Mr. Todd St. John, the detention pond was converted to a
extended dry detention pond, coupled with the level spreader at the exit to diffuse flow
into the existing buffer, which consists of wetlands is sufficient to meet the 85% TSS
removal requirements. The pond calculations have been modified to reflect the new
orifice designed and is included in the Appian Calculations package (Site Calculations -
2). The discussion also concluded that a wet detention pond in the vicinity was not
necessary with the above changes incorporated.
• Diffuse flow has been achieved at every point source prior to entering the buffer area.
LS-1 shows the different level spreaders throughout the project that has been designed
to contain the flow from street and lot runoff through the storm drainage system. Also,
the amount of impervious for Phase 3 is slightly less at 20%, which precludes the next
phase from a wet detention pond and only required diffuse flow through the buffers.
Please review the above and let us know as soon as possible if you have any questions. We
will strive to get a response back to you quickly as not to hold you up on your review of this
project.
Again, thank you for your time and efforts. We appreciate your support and taking the time to
meet with us. We hope to hear from you soon.
Sincerely,
Appian Consulting Engineers, P.A.
Peter W. ski, E. 1.
PM: C:WIy
Creek\Letter\6-6-03 to Danny Smith of DWQ.doc
'c
' OPERATION AND MAINTENANCE AGREEMENT
The extended dry detention basin system is defined as the dry detention basin, a shallo ermanent pool at
the orifice inlet, the outlet structure with emergency spillway and drain.
Maintenance activities shall be performed as follows:

After every significant runoff producing rainfall event and at least every six months inspect the extended
dry detention basin system as follows:
a. Inspect the system for sediment accumulation and the need for removal. See Item 3 if sediment
removal is necessary.
b. Inspect the banks and around the inlet and outlet pipes for erosion. Repair eroded areas immediately
and reseed as necessary to maintain good vegetative cover.
c. Check the embankments for woody vegetation. Remove as necessary.
d. Inspect the system for trash accumulation. Remove and clean as necessary.
e. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed. Also check to ensure that water is not being released too quickly.
f. Check the condition of the emergency spillway and drain. Operate the valve to ensure proper working
order. Check that the valve is in the "OFF" position. Make repairs to both the emergency spillway and
drain as necessary.
2. Mow vegetative cover at least twice annually or to maintain a maximum height of six inches, whichever is
more restrictive.
3. Remove accumulated sediment from the extended dry detention basin system annually or when depth is
reduced to 80% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the main pond depth reads 103.67 feet, the sediment shall be removed.
When the forebay depth reads 103.8 feet, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Maximum Pond Elevation 107.94
Sediment moval El. 103.8 800/0
----------------- Sediment Removal Elevation- 103.67 80%
Bottom E vation 103.0 20% ----------------------------------- ---------i -----
FOREBAY MAIN POND
Page 1 of 2
'4. ' If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
5. All components of the extended dry detention basin system shall be maintained in good working order.
The Level Spreaders are used to diffuse flow through the protective buffers from concentrated stormwater
inflows and shall be maintained as follows:
1. Level spreaders shall be maintained every six months. All accumulated sediment and debris shall be
removed from the structure, and a level elevation shall be maintained across the entire flow spreading
structure. Any down gradient erosion must be repaired and/or replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: 1'710
Title: GGvvr s,?
Address: 0
Phone: --21`?2- 11412
Signature:
Date: C / / l
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have Ib"e'en sold and a resident of the subdivision has been named the president. /?
1, 1 \(®nrle- W • Robtn S40 -? , a Notary Public for the State of ?D'04 ccwol ins ,
County of N ccSh , do hereby certify that EiLK 5 - fla,m I 50V?
personally appeared before me this 12 day of --VjLh e_ , _2003 , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
NOTE •°c?.
Z : -0 'P? • cn
y. Genic : z
SEAL
My commission expires )a 190 anO rl
Page 2 of 2
t
?V_\ ?nnnr
oaoo
Appun
CONSULTING ENGINEERS, PA
Monday, August 11, 2003 CIVIL, MUNICIPAL &STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
Mr. John Domey
North Carolina Department of Environment & Natural Resources
Division of Water Quality - 401 Wetlands Unit
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260 'INETI N )1 f MI C2 a U P
Re: Willow Creek Subdivision AUG 1 2 2003
Stormwater Management Plan - Letter of Clarification
Dear Mr. Domey:
Thank you for reviewing this project and as discussed with Mr. Todd St. John over the
telephone on August 6, 2003, this letter it to clarify the stormwater management plan
information originally sent with the June 6, 2003 package to your office. Mr. St. John stated that
he had questions regarding the information supplied and the issues are as follows:
1. The pond shown on sheet LS-1 does not match the pond shown on sheet LS-12 (blown
up version) and there is a question as to the type of pond shown, whether it is dry or wet
pond due to a forebay showing on the latter, sheet LS-12, which is not shown on the first
drawing, sheet LS-1.
2. The assumption was made that the entire subdivision is greater than 30% impervious
and therefore, will require 85% TSS removal from both sides of Goose Creek. Additional
information and BMPs will be required for the subdivision.
Appian has thoroughly reviewed the information supplied to your office on June 6, 2003 and our
response is as follows (in the same order as shown above):
1. Typically, the overall map shows the location and position of items, such as the pond,
and the blow up or smaller scaled drawing is used to show the details of such item. The
pond shown on LS-1 and LS-12 are different in that a forebay on sheet LS-12 was
added. This is the only difference in the pond and if necessary, we can modify and send
you an updated map of LS-1 showing the forebay in the pond. In regards to the type of
pond being proposed, the pond is an Extended Dry Detention Pond, with the use of a
0.5' permanent pool at the orifice inlet and a forebay. The design of the pond was based
on the NCDENR BMP regulations for Extended Dry Detention Pond and per the
Extended Dry Detention Pond Worksheet, which was submitted with the original
package in June. Also, clarification was made within the Stormwater Operation and
Management Agreement, also submitted in the June package, which states that the
pond used within the site will be an Extended Dry Detention Pond.
2. As stated on sheet LS-1, approximately in the middle of the drawing, the total percent
imperviousness for the subdivision was given for each phase. Appian realizes that a
mistake was made in not adding the two totals together and giving a total percent
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966 • Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
To: John Dorney, DWQ
Letter of Clarification
Page 2
imperviousness for the entire subdivision, which could cause confusion. As stated on
LS-1, the total area for the entire subdivision is shown as follows:
Table for % Impervious of Willow Creek Subdivision
Location Total Area Built Upon Area % Impervious
Phase I & II (east of Goose
Creek) 14.12 Acres 4.60 Acres 32.58%
Phase III (west of Goose
Creek) 11.01 Acres 2.20 Acres 20%
Total for Subdivision 25.13 Acres 6.80 Acres 27.06%
As shown on the above table the total built upon area yields a 27.06% total impervious
for the entire subdivision. This is less than 30%; however, it is understood that Phases I
& II yield an impervious area of 32.58%, which is greater that the 30% limit. The
following BMPs were then determined:
Phases I & II: As shown on the information provided and as clarified above in
item 1, an Extended Dry Detention Pond is proposed with level spreader, which
goes through an existing filter strip and existing wetlands area prior to entering
the Tar-Pam Riparian Buffer. This process was discussed with Mr. Todd St.
John on June 3, 2003 on the telephone and was deemed acceptable to obtain
the 85% TSS removal for Phases I & II.
Phase III: As shown in the above table, the entire subdivision contains less then
30% impervious area and in conjunction, Phase III contains less than 30%
impervious area and therefore does not need to follow the 85% TSS regulation.
Based on discussions with Mr. St. John, again on June 3, 2003, on this issue and
in combination with the original meeting held with Mr. Danny Smith at your office
on May 12, 2003, the stormwater discharge points are proposed with level
spreaders prior to entering the Tar-Pam Riparian Buffer. The worksheets for
each level spreader were attached with the original submission in June.
To clarify the matter of built upon area, see the attached sheet showing the average
breakout of the amount of house footprint, patio and driveway for the subdivision.
With the above responses to the comments made from Mr. St. John over the telephone on
August 6, 2003, we feel that the issues have been properly resolved and under close scrutiny,
all the information needed was presented in the original submission as requested by your office.
In such, we feel that your office should provide the owner with a letter of approval on the
stormwater management plan and should be allowed to commence construction without any
further delay.
To: John Domey, DWQ
Letter of Clarification
Page 3
If you have any additional questions or comments on the above, we would appreciate being
notified as soon as possible, in such that the issues can be resolved in a timely fashion. We
appreciate your support and we hope to hear from you soon.
Sincerely,
Appian Consulting Engineers, P.A.
Tter E.I. Bobby L. Jo ner, .E.
Pws: C:UMy Documents102084 Willow Creek\Letterl8-11-03 to John Domey on Stormwater.doc
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STORM DRAINAGE &
EROSION CONTROL CALCULATIONS
FOR
PAASF 1, WILLOW CREEK SIMMSTON
NC 43, ROCKY MOUNT,
NASH COUNTY, NORTH CAROLINA
p-
ON, ?
??Q
SEAL
L-3402
Joyner, Keeny & Associates
P.O. Box 7533, 209 N. Pearl St.
Rocky Mount, N.C. 27804
?tSj?pyS,UFI ???`
w»?a?10
r
1 -- -3- 0-3

r

7

J

RUNOFF CALCULATIONS WILLOW CREEK SUBDIVISION 020033
FLOW BASIN AREA C Tc 1(2) 11(10) ; 1(25) Q2 Q10 Q25
LINE
DI-1 Al 1.6 0.28 5 7.5 3.4
CB2 A2 1.34 0.39 7
CB3 A3 0.15 0.9
CB4 A4 0.1 0.9
CB5 A5 0.22 0.63
CB6 A6 1.25 0.36
CB7 A7 0.14 0.9
CB8 A8 0.11 0.9
CB9 A9 0.1 0.9
CB10 A10 0.6 0.55
CB11 A11 0.11 0.9
CB12 A12 0.69 0.56
CB13 A13 0.18 0.90
CB14 A14 0.57 0.52
CB15 A15 0.32 0.31
CB16 A16 0.17 0.90
CB17 A17 0.61 0.51
CB18 A18 0.05 0.90
CB19 A19 0.29 0.60
A20 0.45 0.33 5.00 5.50 7.50 8.50 0.8 1.10 1.3
D-1 A21 7.20 0.21 14.00 4.2 5.7 6.5 6.4 8.60

BASIN A2-A20 26.35 cfs H dra flow + 1.10 = 27.45 cfs Desi n Fl ow into Basin

Page 1
PROPOSED PIPE AT SUBDIVISION ENTRANCE
DESIGN STORM RETURN PERIOD: 10 YEAR PER CRM STANDARDS
n = 0.012 Concrete Pipe Coefficient of friction.
C values are computed composite values.

Coll 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

From To Areas Total Inlet Pipe Tc I C Q Slope Dtheo Pro. Pipe V Len. Segment Upper Lower
Area Time Time Dia. Time Invert Invert

[inlets] [ac] [min] [min] [min] [in/hr] [cfs] ft/ft] [in] [in] ft/sec] [ft] [min] [ftj [ft]
DI-1 CB-1 Al 1.6 5 0 5 7.5 0.28 3.4 0.004 13.9 15 3.3 15 0.08 132.31 132.25
a

Hydrafl®w Plan View

,? a1:?-,_x.11
tall I, t%rj 5
a.:,., <i 4
7
I
Project file: WILLOW CREEK PHASE 1.stm IDF file: ROCKY MOUNT. IDF No. Lines: 18 12-30-2002 1
ydrafl® Summary Repot Page 9

u

7

1
0

H

Line Line ID Flow Line Line Invert Insert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (1t) No.
1 FES1 - C819 26.35 30 c 22.0 105.44 105.55 0.500 107.16 107.42 1.05 End
2 CB19 - C811 21.06 30 c 27.0 106.18 106.38 0.741 108.46 108.49 0.53 1
3 CB11 - CB18 20.36 24 c 239.0 106.48 114.56 3.381 109.02 116.16 1.33 2
4 CB18 - CB9 17.69 24 c 109.0 114.66 119.44 4.385 117.49 120.93 1.16 3
5 CB9 - CB8 14.98 24 c 196.0 119.54 124.90 2.735 122.09 126.27 0.33 4
6 CB8 - CB7 14.29 24 a 257.0 125.00 126.86 0.724 126.60 128.20 0.95 5
7 CB7 - CBS 10.83 24 c 414.0 127.36 129.88 0.609 129.15 131.05 0.25 6
8 CBS - CB4 9.84 18 c 70.0 129.88 130.30 0.600 131.38* 132.00* 0.72 7
9 CB4 - CB3 8.50 18 c 159.0 130.30 131.30 0.629 132.72- 133.76' 0.54 8
10 CB3 - CB16 2.91 15 c 165.0 131.34 132.00 0.400 134.30* 134.63* 0.13 9
11 C816 - CB14 1.55 15 c 27.0 132.10 132.21 0.407 134.77* 134.78* 0.02 10
12 CB3 - CB2 4.27 15 c 27.0 131.34 131.61 1.000 134.30' 134.42* 0.19 9
13 CB4 - CB15 0.71 15 c 27.0 130.30 130.42 0.444 132.72* 132.72* 0.01 8
14 CB7 - CB6 2.57 15 c 27.0 127.36 127.61 0.926 129.15* 129.19* 0.07 6
15 CB9 - CB10 2.06 15 c 27.0 119.54 119.79 0.926 122.09* 122.12* 0.04 4
16 CB18 - CB17 2.35 15 c 27.0 114.76 114.86 0.370 117.49* 117.53* 0.06 3
17 CB19 - CB13 3.90 15 c 59.0 106.28 106.52 0.407 108.46* 106.68* 0.24 1
18 CB13 - CB12 2.75 15 c 27.0 106.62 106.71 0.333 108.91* 108.96* 0.08 17
Project File: WILLOW CREEK P E 1OFnFile: ROCKY MOUNT.ID Total No. Lines: 18 Run Date: 12-30-2002
NOTES: c = circular, e = elliptical; b = box Return period = 10 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewer Inventory Report
Page 1
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Deft Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time El On slope El Up size type value coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (it) (in) (n) (K) (ft)
1 End 22.0 90.0 Comb 0.00 0.29 0.60 5.0 105.44 0.50 105.55 30 Cir 0.013 1.50 110.54 FES1 - CB19
2 1 27.0 0.0 Comb 0.00 0.11 0.90 5.0 106.18 0.74 106.38 30 Cir 0.013 1.50 110.54 CB19 - CB11
3 2 239.0 -90.0 Comb 0.00 0.05 0.90 5.0 106.48 3.38 114.56 24 Cir 0.013 1.50 119.58 C611- CB18
4 3 109.0 0.0 Comb 0.00 0.10 0.90 5.0 114.66 4.39 119.44 24 Cir 0.013 1.50 123.12 C818 - CB9
5 4 196.0 0.0 Comb 0.00 0.11 0.90 5.0 119.54 2.73 124.90 24 Cir 0.013 0.50 129.09 CB9 - CB8
6 5 257.0 0.0 Comb 0.00 0.14 0.90 5.0 125.00 0.72 126.86 24 Cir 0.013 1.50 130.94 CB8 - CB7
7 6 414.0 -17.4 Comb 0.06 0.22 0.63 5.0 127.36 0.61 129.88 24 Cir 0.013 0.50 137.50 CB7 - C85
8 7 70.0 0.0 Comb 0.00 0.10 0.90 5.0 129.88 0.60 130.30 18 Cir 0.013 1.50 136.62 CB5 - CB4
9 8 159.0 0.0 Comb 0.00 0.15 0.90 5.0 130.30 0.63 131.30 18 Cir 0.013 1.50 134.95 CB4 - CB3
10 9 165.0 5.1 Comb 0.00 0.17 0.90 5.0 131.34 0.40 132.00 15 Cir 0.013 1.50 135.50 CB3 - CB16
11 10 27.0 -90.0 Comb 0.00 0.57 0.52 5.0 132.10 0.41 132.21 15 Cir 0.013 1.00 135.50 CB16 - CB14
12 9 27.0 -90.0 Comb 0.00 1.34 0.39 5.0 131.34 1.00 131.61 15 Cir 0.013 1.00 134.95 CB3 - CB2
13 8 27.0 -80.5 Comb 0.00 0.32 0.31 5.0 130.30 0.44 130.42 15 Cir 0.013 1.00 136.62 CB4 - CB15
14 6 27.0 -98.7 Comb 0.00 1.25 0.36 5.0 127.36 0.93 127.61 15 Cir 0.013 1.00 130.94 CB7 - CB6
15 4 27.0 -90.0 Comb 0.00 0.60 0.55 5.0 119.54 0.93 119.79 15 Cir 0.013 1.00 123.12 CB9 - CB10
16 3 27.0 -90.0 Comb 0.00 0.61 0.51 5.0 114.76 0.37 114.86 15 Cir 0.013 1.00 119.58 CB18 - CB17
17 1 59.0 90.0 Comb 0.00 0.18 0.90 5.0 106.28 0.41. 106.52 15 Cir 0.013 1.50 110.04 CB19 - CB13
18 17 27.0 -90.0 Comb 0.00 0.69 0.56 5.0 106.62 0.33 106.71 15 Cir 0.013 1.00 110.04 CB13 - CB12
Project File: WILLOW CREEK PHASE 1.stm IDF File: ROCKY MOUNT.IDF Total number of lines: 18 Date: 12-30-2002

Storm Sewer Profile Proj. file: WILLOW CREEK PHASE 1.Stm
Elev. (ft)
149
0
.
144
0
.

139
0
.

134
0
.
129
0
.

124.0
0 100 200 .300 400 500 600 700 800 900
Reach (ft)

Rim: 137.50 (ft)

Up Inv: 129.88
O CB5 - C

Dn Inv: 127.36 (
Len: 414.00 (ft)
) Rim: 13
Up Inv: 1 62 (ft)
30.30 (ft) CB4 -
B3
C83 - CB16

24 (in) Dn Inv: 1 9.88 (ft) Rim: 1 34.95 (ft) Rim: 135.50 ft)
e : 7 0 Up Inv: 132. 0 (ft)
18 (in) Dn In 130.30 (ft) un Inv: I J1.-' 4 (n)

_
Len: 1
9.00 (ft) Le
n: 165.00 1 11)

18 (in) 15 (in)

M M M M M M M =.= M M M M M M M IMI M
Storm Sewer Profile Proj. file: WILLOW CREEK PHASE 1.stm
Elev. (ft)
149.0

139
0
.

129
0
.

24 (in)

119.0

109
0
.

99.0
0 100 200 300 400 500 600 700 800 900
Reach (ft)
CB8 CB7
CB9 - CB Rim: 130.94 (ft)
m: 129.. 9 p up
Up Inv: 1 4.90 (ft) Dn i v: 125.00 (ft)
Dn Inv: 1' 9.54 (ft) Len: 57.00 (ft)
618 -CB9 Len: 196. 00 (ft) 24 (i )
im: 123.12 (ft) 24 (in)
CB11 - C618 p Inv: 119.44 (ft) -------
Up Inv: 114.5 (ft) L n: 109.00 (ft)
Dn Inv: 106.4 (ft) 2 (In) _.- ?,? _ - ---- --
Len: 239.00 O
L

M M M M M M M M M M M M M M M M M M M
Storm Sewer Profile Proj. file: WILLOW CREEK PHASE 1.stm
Elev. (ft)
118
0
.

115
0
.

112
0
.

109
0
.

106.0
103.0
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
FES1 - CB 9 CB1 - CB11
Rim: 110.5
LIP Inv- 105 (ft)
-55 (ft) Rim:
Lip In 10.54 (ft)
i:-JDU8-(ft1
Dn Inv: 10 .44 (ft) Dn In v: 106.18 (ft
Len: 22.00 (ft) Len: 7.00 (ft)
30 (in) 30 (in )

` 9

Storm Sewer Profile Pro}. fife: WILLOW CREEK PHASE 1.stm
Elev. (ft)
140.0
138.0
136.0
134.0
132.0
130.0
CB16
Rim: 1
Up Inv CB14
35.50 (ft)
132.21 (fl

)
Len: 2
,15(in) .00 (ft)

0 10 20 30 40 50 60 70 80 90
Reach (ft)
I %J V
Storm Sewer Profile Proj. file: WILLOW CREEK PHASE 1.stm
Elev. (ft)
139.0
137.0
135.0
133.0
131.0
Rim: 134.95 (ft)
Up Inv 131.61
Dn Inv 131.34
15 (in)
'1
129.0 L
0
10 20 30 40 50 60
Reach (ft)
70 80 90 100

Storm Sewer Profile Proj. file: WILLOW CREEK PHASE 1.stm
Elev. (ft)
143
0
.
C134-, M15

140
0 Up Inv 130.42 (
.

137
0
.
1
4
0
.
3

131.0

128.0
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Rim:1 6.62(ft)
)
n Inv
Len: 2
15 (in) 130.30 f
.00 (ft) }
a

Elev. (ft)
135.0
133.0
131.0
129.0
127.0
125.0 L
0
10 .20 30 40 50
Reach (ft)
60 70 80 90 100
Rim: 130.94 (ft)
Up Inv 127.61
Dn Inv 127.36
Len* 2
15 (in)

Storm Sewer Profile Proj. fife: WILLOW CREEK PHASE 1.stm
Elev. (ft)
128.0
126.0
124.0
122.0
120.0
CB9 - 610
Rim: 1
U
Inv, 23.12 (ft)
119 79
p
Dn Inv 119.54
Len: 27 .00 (ft)
15 (in)
II_Cf

118.0 L
0
10 20 30 40 50
Reach (ft)
60 70 80 90 100

Storm Sewer Profile Proj. file: WILLOW CREEK PHASE 1.stm
Elev. (ft)
CB18 - CB17
D- -1 n
123.0
.
Up Inv 114.86 (f
Dn Inv 114.76 (f
Len: 27.00 (ft)
121.0
119.0
4
117.0
115.0
113.0
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
M M IMI M M M M MM M M M M M
Storm Sewer Profile Pr0j. file: WILLOW CREEK PHASE 1.stm
Elev. (ft)
114
0
.
112
0
Rim: 110.04
Up Inv: 106. 1,
ft)
12 (ft)
Rim: 110
Up Inv: 1
04 (ft)
6.71 (ft)
.
110
0
Len: 27.C
0 (TE)
.
108
0
.

106
0
.
104
0
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
B19 - CB1
n Inv: 106. 2
,8 (ft) CB13 - C
Dn Inv: 1 12
6.62 (ft)
5 (in) 15 (in)
9

Hydraflow Inlet Section (Line 1 - Combination Inlet)
Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 0.98 (cfs)
Q Carryover = 0.02
Q Total = 1.00
Q Captured = 1.00
Q Bypassed = 0.00
I v
0.2 (ft) 1z
_..._2.0 (ft)
SW
Inlet Section
C1319
Gu er
Gutter Width = 2.00 (ft)
Gutter Slope = 0.03 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.95 (ft)
Oa3eJ o4 Yee"
5f 0'r 1" F, v I-.

l-lydraflow Inlet Section (Line 2 - Combination Inlet)
Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 0.56 (cfs)
Q Carryover = 0.00
Q Total = 0.56
Q Captured = 0.58
Q Bypassed = 0.00
0.16 (ft)
i

2.0 (ft)_ -_.
_ Sw I
Inlet Section
CB11
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.03 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.57 (ft)

Hydraflow Inlet Section (Line 3 - Combination Inlet)
Proj, file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 0.25 (cfs)
Q Carryover = 0.00
Q Total = 0.25
Q Captured = 0.25
Q Bypassed = 0.00
- ---------------------
I
0.11 (ft)
Sw '
Inlet Section
CB18
u er
Gutter Width = 2.00 (ft)
Gutter Slope = 0.05 (wit)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.08 (ft)

Hydratlow Inlet Section (Line 4 - Combination Inlet)
Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 0.51 (cfs)
Q Carryover = 0.00
Q Total = 0.51
Q Captured = 0.51
Q Bypassed = 0.00
I
0.17 (ft) i
I
Inlet Section
CB9
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.02 (f /ft)
Cross Slope, SW = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.61 (ft)

Hydratlow Inlet Section (Line 5 - Combination Inlet)
Proj. file: WILLOW CREEK PHASE tstm
Inlet Frows
Q Catchment = 0.56 (cfs)
Q Carryover = 0.00
Q Total = 0.56
Q Captured = 0.56
Q Bypassed = 0.00
0.23 (ft)
i
I '
I I '?
2.0 (ft)--- _. _ 0.97 {ft)„? ---
SW I SX
Inlet Section
CBs
Gutte
Gutter Width = 2.00 (ft)
Gutter Slope = 0.01 (ftift)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 2.97 (ft)

dratlow Inlet Section (Line 6 - Combination Inlet)
Inlet Flows
Q Catchment = 0.71 (cfs)
Q Carryover = 0.00
Q Total = 0.71
Q Captured = 0.71
Q Bypassed = 0.00
0.19 (ft)
Inlet Section
CB7
Proj. file: WILLOW CREEK PHASE 1.stm
u to
Gutter Width = 2.00 (ft)
Gutter Slope = 0.02 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.81 (ft)

Hydraflow Inlet Section (Line 7 - Combination Inlet)
Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flowe
Q Catchment = 0.78 (cfs)
Q Carryover = 0.00
Q Total = 0.78
Q Captured = 0.78
Q Bypassed = 0.00
I?
0.21 (ft)
2.0 (ft
-) .. _. _7ff? _..
-sw rx
Inlet Section
C65
utter
Gutter Width - 2.00 (ft)
Gutter Slope = 0.01 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 2.27 (ft)
M M M M M M M M M M M M M M M M M M M
raflow Inlet Section (Line 8 - Combination Inlet)
Inlet Flows
Q Catchment = 0.51 (ds)
Q Carryover = 0.00
Q Total = 0.51
Q Captured = 0.51
Q Bypassed = 0.00
?* .. _ ?--
0.18 (ft)
2.0 (11)
Sw
Inlet Section
C64
Proj. file: WILLOW CREEK PHASE 1.stm
utter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.01 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.75 (ft)

Hydraflow Inlet Section. (Line 9 - Combination Inlet)
Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 0.76 (cfs)
Q Carryover = 0.16
0 Total = 0.92
0 Captured = 0.92
0 Bypassed = 0.00
0.14 (ft)
Inlet Section
CB3
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = Sag
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 1.35 (ft)

ratlow Inlet Section (Line 10 - Combination Inlet)
Inlet Flows
Q Catchment = 0.86 (cfs)
Q Carryover = 0.36
Q Total = 1.22
Q Captured = 1.06
Q Bypassed = 0.16

0.29 (ft)
I
2.0 (ft)
Sw
i
4.12 (ft) --
SX
Inlet Section
CB16
Proj. file: WILLOW CREEK PHASE 1.stm
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.01 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 6.12 (ft)

rtydraflow Inlet Section (Line 11 - Combination Inlet) Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment =1.67 (cfs)
Q Carryover = 0.00
Q Total = 1.67
Q Captured = 1.32
Q Bypassed = 0.35
I
i
0.31 (ft) I
i
V-
----
............
I
2.0 (ft)
- i.-----Sw
-
- --- ...._._5.42 (--)-
Sx
Inlet Section
CB14
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.01 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 7.42 (ft)

r
Hydraflow Inlet Section (Line 12 - Combination Inlet) Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 2.95 (cfs)
Q Carryover = 0.35
Q Total = 3.29
Q Captured = 3.29
Q Bypassed = 0.00
0.23 (ft)
I
I
i
v
Sw Sx.
Inlet Section
CB2
Gutte
Gutter Width = 2.00 (ft)
Gutter Slope = Sag
Cross Slope, SW = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 3.17 (ft)

Hydraflow Inlet Section (Line 13 - Combination Inlet) Proj. file: WILLOW CREEK PHASE I-stm
Inlet Flaws
Q Catchment = 0.58 (cfs)
Q Carryover = 0.00
Q Total = 0.58
Q Captured = 0.56
Q Bypassed = 0.00
I
0.19 (ft) f
Inlet Section
C615
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.01 (ft/ft)
Cross slope, Sw = 0.40
Cross Slope, Sx = 0.02
Spread width, T = 1.81 (ft)

I?vdraflow Inlet Section (Line 14 - Combination Inlet) Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 2.54 (ds)
Q Carryover = 0.00
Q Total = 2.54
Q Captured = 2.18
Q Bypassed = 0.36
0.29 (ft)
I
I
Inlet Section
CB6
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.02 (ftlft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 5.97 (ft)

Hydraflaw Inlet Section (Line 15 - Combination Inlet) Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 1.86 (cfs)
Q Carryover = 0.00
Q Total = 1.86
Q Captured = 1.72
Q Bypassed = 0.13
i
0.26 (ft)
I
i
Inlet Section
CB10
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.02 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 4.82 (ft)

Hydraflow Inlet Section (Line 16 - Combination Inlet) Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment - 1.75 (cfs)
Q Carryover = 0.13
Q Total = 1.89
Q Captured = 1.87
Q Bypassed = 0.02
0.24 (ft) II
Inlet Section
CB17
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = 0.05 (ft/ft)
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread Width, T = 3.42 (ft)

Hydrafl®w Inlet Section (Line 17 - Combination Inlet) Proj, file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment - 0.91 (cfs)
Q Carryover = 0.00
Q Total = 0.91
Q Captured = 0.91
Q Bypassed = 0.00
0.14 (ft)
Inlet Section
CB13
Gutter
Gutter Width = 2.00 (ft)
Gutter Slope = Sag
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread Width, T = 1.35 (ft)

Hydraflow Inlet Section (Line 18 - Combination Inlet) Proj. file: WILLOW CREEK PHASE 1.stm
Inlet Flows
Q Catchment = 2.18 (cfs)
Q Carryover= 0.00
Q Total = 2.18
Q Captured = 2.18
Q Bypassed = 0.00
I
i
0.25 (ft)
I
Inlet Section
CB12

r
Gutte
Gutter Width = 2.00 (ft)
Gutter Slope = Sag
Cross Slope, Sw = 0.10
Cross Slope, Sx = 0.02
Spread width, T = 4.17 (ft)

C
L

i

u

FES-1
FES-'l : 30" RCP ? N ? 0 A ? N

1. DESIGN O FROM RUNOFF CALCULATIONS
Q= 26.4 cfs V= 7 fps

Il. PIPE CALCULATIONS - SEE l- YDRAFLOW CALC.'S

Ill. HEADWATER DEPTH
H/W = N/A ft (from Chart SD-b Roc ky Mount)
HW= N/A ft

IV. OUT LET PROTECTION .
From Figure 8.06.b.1: Zone 2, Class B
dmax =12" for Class B
Apron Thickness = 1.5 x 12" = 18", Use 22"
Exit Apron Length =8xDo=8X2.5'=20'
Page 1
r
Reservoir Report
Page 1
r Reservoir No. 1 - DETENTION BASIN Hydraflow Hydrographs by Intelisolve
Pond Data
r Pond storage is based on known contour areas. Average end area m ethod used.
Stage I Storage Table
r Stage (ft) Elevation (ft) Contour area (sq t) Incr. Storage (cuft) Total storage (cuff)
0.00 104.00 1,786 0 0
1.00 105.00 2,398 2,092 2,092
2.00 106.00 3,086 2,742 4,834
r 3.00 107.00 3,798 3,442 8,276
4.00 108.00 4,533 4,166 12,442
5.00 109.00 5,309 4,921 17,363
r Culvert I Orifice Structures Weir Structures
[A] [13] [C] [®] JAI [B] [C] [D]
Rise in = 24.0 12.0 0.0 0.0 Crest Len ft = 3.00 4.00 0.00 0.00
' Span in = 24.0 12.0 0.0 0.0 Crest El. ft = 106.50 107.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. ft = 103.51 104.00 0.00 0.00 Weir Type = Red Ciplu - -
r Length It = 22.0 4.0 0.0 0.0 mum-stage = Yes Yes No No
Slope % = 0.40 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
r Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No
ExHitration Rate
00 irdhr/sqft Tailwater Elev. = 0
0017
= 0
. .
Note. All outflows have been analyzed under Inlet and outlet c w;b a.
Stage I Storage I Discharge Table
r Stage Storage Elevation Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Exfel Total
ft cult ft cis ds cis cis cis cis Cfs cfs cis efs
0.00 0 104.00 0.00 0.00 0.00 0.00 0.00
1.00 2,092 105.00 2.69 2.67 0.00 -
0.00 2.67
2.00 4,834 106.00 4.11 4.06 - 0.00 0.00 - - 4.06
3.00 8,276 107.00 8.01 4.47 - - 3.53 0.00 - - - 8.00
4.00 12,442 108.00 24.48 3.53 1624 4.71 - - 24.48
5.00 17,363 109.00 31.36 1.65 16.98 12.74 31.36

11
11

2 - Reservoir - 2 Yr - p --lA74 cfs
25-
20-
15
CY
1
5
0.0 15.5 31.0 46.5 62.0 77.5 93.0 108.5124.0139.5155.0
Time (rein)
Hyd. 1 / Hyd. 2
t
. - Reservoir 2 Yr - Max. Et. = 106.54 ft
107.0-
106.4- 105.8-
105.2--
104.6-
104.0,
0 11 22 33 44 55 66 77 88 99 110
Time (miry)

2 Reservoir - 1 0 Yr - Cep ® 8.47 cfs
3
2
2
1
CJ
10 A
33.9 45.2 56.5 67.8 79.1 90.4 101.7113.0
Time (rein)
Hyd. 1 Hyd. 2

).0 11.3 22 .6 33 .9 45.2 56 .5 67.8 79 .1 90 101.711:

108.
2 - Reservoir -10 Yr o Max. 1. - 107.04 ft
107.
106.
as
105.
104.
104.
0 10 20 30 40 50 60 70 80 90 100
Time (min)

2 - Reservoir - 25 Yr o Cep ? 11.09 cfs
40
30
1102
2
CY
i
1
0.0 10.6 21.2 31.8 42.4 53.0 63.6 74.2 84.8 95.4 106.0
Time (rein)
' Hyd. 1 ,' Hyd. 2
1
1
2 - Reservoir - 25 Yr - ax. El. ®107.25 ft
108.
107.2
106.4
w 105.6-
104.8-
104.0 0 9 18 27 36 45 54 63 72 81 90
Time (min)

2 - Reservoir -100 Yr - p =15.78 cfs
4
-
30
20--t
a
10
0.0 9.8 19.6 29.4 39.2 49.0 58.8 68.6 78.4 88.2 98.0
Time (rein)
Hyd. 1 Hyd. 2

2 - Reservoir -100 Yr - ax. 1=71. =107.56 ft
106.
107.
106.
as
105.
104.
104.
0 9 16 27 36 45 54 63 72 61 90
Time (main)
t
t
t
I
1
D ET EN TI ON B ASIN
5
Total
1 Culv A
Culv B
Cult' C

Cu Culv D
.
Weir A
1 /Weir B

L ® Weir C
Weir D

7 1 11 .6 15 .5 19 .3 23 .2 27 .0 30.9 •? Exfiltration
Dis charg e (cfs)
G
s

i
).0 3.9 7.7 1.6 15.5 19 23 .2 27.0 30

l

lJ
n

FES_2
FES-2: PROPOSED 24"RCP OUTLET FROM BASIL

1. DESIGN Q FROM RUNOFF CALCULATIONS
Q= 11.06 cfs V= 5 fps

iI. PIPE CALCULATIONS - SEE NEXT SHEE T

IH. HEADWATER DEPTH
H/W = N/A ft (from Chart SD-b Roc.? cy Mount)
HW= N/A ft

IV. OUT LET PROTECTION
From Figure 8.06.b.1: Zone 2, Class B
dmax =12" for Class B
Apron Thickness = 1.5 x 12" = 18", Use 22"
Exit Apron Length = 6 x Do = 6 X 2' = 12'
Page 1
BALLAST CALCULATIONS
DETENTION BASIN OUTLET STRUCTURE BALLAST CALCULATIONS
BOUYANT FORCE = 4' x 3' x 3' x 62.4 lb/cf = 2246 lbs
GRAVITY WEIGHT OF BASIN =
2 walls x 3' x 4.5' x 0.5' x 150 lbs/cf - 2025 lbs
+ 1 wall x 3' x 3.5' x 0.5' x 150 lbs/cf = 1013 lbs
+ 1 wall x 3' x 3' x 0.5' x 150 lbs/cf = 900 lbs
- (pi x 1' x 1' ) x 0.5' x 1501bs/cf x 1 pipe = 236 lbs
- (pi x 0.5' x 0.51) x 0.5' x 150 lbs/cf x 1 = 59 lbs
= 3643 lbs
SAFETY FACTOR = 3643 / 2 246 = 1.6, OK. (MIN. SF = 1.1)
* NEGLECTS SKIN FRICTION AND RESISTANCE OFFERED BY OUTLET PIPE.
Page 1

D-1

0
fl
0

0

DITCH: D-1
Q(10): 8.6 cfs
Q(2) 6.4 cfs
Gradient: 0.004 ft/ft
Side Slop 2
Proposed Vegetation: Tail Fescue & Rye Mixture
Soil:Ra
Permissible Velocity: 4.5 fps
Retardance Class: C for Final Conditions
Design to meet Vp and Q(10): Permissible Velocity Procedure

d (ft) A (sgft) R (ft) VpR *n V (fps) Q (cfs) Comments:
1.6 5.12 0.72 3.22 0.045 1.67 8.6 V < Vp
Q > Q10

Retardance Class: E, 0-2" Beginn ing condition.
Permissible Velocity: 2 fps
d (ft) A (sgft) R (ft) *n V (fps) Q (cfs) Comments:
1.06 2.25 0.47 0.02 2.86 6.4 V > Vp
Q >= Q2

Velocity > 2fps ditch requires temporary liner.

Calculate d itch design with straw with net as temporary li ner.
n= 0.033 (Table 8.05e). Td = 1.45 (Table 8 .05g)

d (ft) A (sqft) R (ft) V (fps) Q (cfs) Comments:
1.28 3.28 0.57 0.033 1.97 6.4 Q >= Q2

Calculate s hear stress for Q2 conditions:

T=yds= 0.32 T<Td

Use straw with a Fiberglass net and asphalt tack. Roll out lining parallel to the d irection of flow
and over the protective mulch and seed bed. Anchor and bury the upstream end in a 6 inch trench
and tam firmly. Join and Staple adjacent ends by an 18 inch overia .

0

10
Page 1

SEDIMENT TRAP DESIGN S1
Area Disturbed = 0.9 Acres
Volume of Sediment = (0.9 Acres)(1800 CF/AC-YR)(1 YR) =1620 cult
Assume 4' Deep Pit: Area = 405 sqft.
Try 30' Long x 15' Wide x 4' Deep Pit
SPILLWAY DESIGN
Depth of Spillway =1.5' - 0.5'Freeboard = P
Lmin = Q/CH^1.5 = 8cfs / (2.68) (1)^1.5 = 3'
Try 8' Long Spillway
Acting Depth = (Q/CL)^0.67
_ (8/ (2.68 * 8))^0.67
= 0.52'
Velocity = Q/A '= 8 / (0.52 * 8) =1.9 fps < 4 fps OK
RESULTS
USE 30' LONG x 15' WIDE x 4' DEEP PIT
WITH 8' LONG x 1.5' DEEP SPILLWAY
CLEANOUT BASIN IF BASIN IS OVER 1/2 FULL.
NOTE: Q WAS FIGURED BASED ON BARE EARTH CONDITIONS
DURING CONSTRUCTION
C=0.2
I = 6.0 (10 YEAR STORM)
A = 6.7 Ac.
P
a,

,
l
w
il
C? -
PC,
__-
4 /V
._
. ,
? rti ?t? d v ??
„ r C.
/ r
f
C 1? ? i ?(? G'"l Gt I C O ( ?I Vi, o 1 ) ?a / (Y F? : c s 1 u r w , ?' c S )
- --- I _- - ---- - -- -- ------- _. J
,
r
?? Cj Lrva err I r A'n / _.
? ? I T- ?1 G c f' (ter r L-P.?f? = ?3? (>U(1 .f.;i
/000
C t \\/
12.5 rJ- Fl.
fr
C 'J
.. G
---------- - -----
x
CJ y e/vi0Vs CGCfvr l.ia (F?t'rC
0 G h G nn e/ J r-, l r 8 2 /., P n/ ,v+ a ?'
r ..-.-
i 10. n r
jI
C?

(? ?vS? Ear ?? pl is G, Pr Grp g 7U/ Gv Wc.4e - S L> ?? >1U C
G. f-- f_Ync-Io/ = O, 71 Wile, 2.U3 d
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ARE OUT TO OUT. CON./R.C. CU. YOS 7.9 9.9
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¦ Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
¦ Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to: 1?wQ G Z _ 1330
Fr o n i? 11 c=?r r i U n;
signa
A.
X r"
B. Received by (Printed Name) C.
D. Is delivery address different from item 1? ? Yes
if YES, enter delivery address below: -..ONO
R 3. Servi Type
i `J C'r15e Certified Mail ? Express Mail
RC,Ck L Tnour)-l i MC Z-]SC% ? Registered ?11-etumReceiptforMerchandise
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
2. Article Number
(TtAsrer from service 7002 2 410 0003 0275 0744
PS Form 3811, August 2001 Domestic Return Receipt 2ACPRI-03-Z-0985
r
UNITED STATES POSTAL SERVICE - First=Class Malt
Postage & Fees Paid
LISPS
Permit No. 1
• Sender: Please print ygu-t4&,#ddresWFlt
FEB 2 7 2003
NC DENR Division of Water QuWATER QUALITY SEC,
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
I I _,
?. lillil?!lill!{ilil3litM ilt{?tlt11i?7{lililFliflll{llFiiiliit? '
_ W A T Michael F. Easley, Governor
O , F' William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
C' r Alan W. Klimek, P.E., Director
Division of Water Quality
o ~c
January 31, 2003
DWQ # 02-1336
Nash County
CERTIFIED MAIL
RETURN RECIEPT REQUESTED
Frank S. Harrison
701 Sunset Avenue
Rocky Mount, NC 27804
Dear Mr. Harrison:
On August 21, 2002 the Division of Water Quality (DWQ) was notified by receipt of your application
regarding your plan to fill wetlands for the purpose of two road crossings in Nash County. Approval from
DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the
DWQ # listed above in your response. In particular, we will require you to address the below mentioned items
in order to process your proposed project pursuant to 15A NCAC 2B .0500.
1) Please include a written cover letter in your response that addresses each of below mentioned items
(2-5).
2) Please provide a cross sectional details that shows provisions for aquatic life passage at each
respective stream crossing.
3) The sewer line indicated on lot # 32 is within the Zone II of the buffer zone. Please explain why this
sewer line may not be located outside of the protected buffer. If it can be relocated, please indicate
the final design in a new set of plans. If it can not be relocated you must clearly explain in writing
why can not be relocated.
4) You have indicated in a response letter that impervious surfaces of the site (including the roads) is at
36%. As such, a stormwater management plan is required. The stormwater management plan must
include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified and designed to remove 85% TSS according to the most recent version of
the NC DENR Stormwater Best Management Practice Manual.
Accordingly, please provide a stomwater management plan. These management plan must include
site plans that detail the location of the control structures and design specifications. (If you have
additional Stormwater questions, you may wish to call Todd St. John at [phone])
(Note: These facilities must be designed to treat the runoff form the entire project, unless otherwise explicitly approved
by the Division of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office shall be constructed and operational, and the water management plan (as approved by this
Office) shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patters
must be maintained in perpetuity. No changes to the structural stomwatwer practices shall be made without written
authorization form the Division of Water Quality.)
5) The Tar-Pamlico Buffer Rules (15A NCAC 2B .0259) apply to the streams on this site. These rules
requires that stormwater is routed through the riparian zone in a manner achieving diffuse flow.
t ENR
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
3iaa
DWQ # 02-1336
Nash County
Page 2
Cc:
Your project was initially received by this office on August 21, 2002. Since that time, this
Office requested additional information on October 1, 2002 and October 31, 2003. However your most
recent (January 29, 2003) correspondence has still failed to provide adequate information necessary for
an appropriate review of this project. Therefore, we hereby return your application and will consider it
withdrawn since you have repeatedly failed to address the issues raised in our earlier letters. You may
choose to resubmit your application with the additional information outlined earlier in this letter with a
new application fee and we will then begin processing it.
Thank you for your attention to this matter. If you have any questions please do not hesitate to
contact me at [phone].
US Army Corp of Engineers - Amanda
Raleigh Regional Office -DWQ- Steve Mitchell
Wetlands Unit - File Copy
Central Files
Danny Smith, DWQ
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
January 31, 2003
DWQ # 02-1336
Nash County
CERTIFIED MAIL
RETURN RECIEPT REQUESTED
Frank S. Harrison
701 Sunset Avenue
Rocky Mount, NC 27804
Dear Mr. Harrison:
On August 21, 2002 the lvision of Water Quality (DWQ) was notified by receipt of your application
regarding your plan to fill wetlan for the purpose of two road crossings in Nash County. Approval from
DWQ is required to disturb these areas. Please provide 7. copies of the following information and refer to the
DWQ # listed above in your response. In particular, we will require you to address the below mentioned items
in order to process your proposed project pursuant to 15A NCAC 2B .0500.
1) Please include a written cover letter in your response that addresses each of below mentioned items
(2-5). -
2) Please provide a cross sectional details that shows provisions for aquatic life passage at each
respective stream crossing.
3) The sewer line indicated on lot # 32 is within the Zone H of the buffer zone. Please explain why this
sewer line may not be located outside of the protected buffer. If it can be relocated, please indicate
the final design in a new set of plans. If it can not be relocated you must clearly explain in writing
why can not be relocated.
4) You have indicated in a response letter that impervious surfaces of the site (including the roads) is at
36%. As such, a stormwater management plan is required. The stormwater management plan must
include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified and designed to remove 85% TSS according to the most recent version of
the NC DENR Stormwater Best Management Practice Manual.
Accordingly, please provide a stomwater management plan. These management plan must include
site plans that detail the location of the control structures and design specifications. (If you have
additional Stormwater questions, you may wish to call Todd St. John at [phone])
(Note: These facilities must be designed to treat the runoff form the entire project, unless otherwise explicitly approved
by the Division of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office shall be constructed and operational, and the water management plan (as approved by this
Office) shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patters
must be maintained in perpetuity. No changes to the structural stomwatwer practices shall be made without written
authorization form the Division of Water Quality.)
5) The Tar-Pamlico Buffer Rules (15A NCAC 2B .0259) apply to the streams on this site. These rules
requires that stormwater is routed through the riparian zone in a manner achieving diffuse flow.
SAM
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
.1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://li2o.enr.state.nc.us/ncwetlands

DWQ # 02-1336
Nash County
Page 2
Cc
Your project was initially received by this office on August 21, 2002. Since that time, this
Office requested additional information on October 1, 2002 and October 31, 2003. However,your most
recent (January 29, 2003) correspondence has still failed to provide adequate information necessary for
an appropriate review of this project. Therefore, we hereby return your application and will consider it
withdrawn since you have repeatedly failed to address the issues raised in our earlier letters.. You may
choose to resubmit your application with the additional information outlined earlier in this letter with a
new application fee and we will then begin processing it.
Thank you for your attention to this matter. If you have any questions please do not hesitate to
contact me at [phone].
US Army Corp of Engineers - Amanda Jo.freg
Raleigh Regional Office DWQ- Steve Mitchell
Wetlands Unit - File Copy
Central Files
Danny Smith, DWQ
NNATF IVlluwcl caaicy, vuvc1uUi
Q R William G_ Ross Jr., Secretary
\O? QG North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Cc) 7-1
.5 v
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone [phone]
Fax #: [phone]
Fax o: ' Fax
Company: Date:
Number of pages including cover sheet:
Notes or special instructions:
n

A
q t. J f -x
yak ??•S
< < //
1l;s
? F s r ;

on Unit,
ling Address)
.nr.state.nc.us/ncwetlands
W RTF rvuu?aci r. i.aaicy, wvciu?i
0` ?Q William G. Ross Jr., Secretary
`O? pG North Carolina Department of Environment and Natural Resources
Vj 7 Alan W. Klimek, P.E., Director
Division of Water Quality
Dw
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address:
Mailing Address:
Contact Information:
Fax To:
Company:

2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
1650 Mail Service Center
Raleigh, NC 27699-1650
Phone #: [phone]
Fax #: [phone]
t
Number of pages including cover sheet: - 3
Notes or special instructions:
Fax #:
Date:
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
iM"
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
January 31, 2003
DWQ # 02-1336
Nash County
CERTIFIED MAIL
RETURN RECIEPT REQUESTED
Frank S. Harrison
J701 Sunset Avenue
Rocky Mount, NC 27804
Dear Mr. Harrison:
On August 21, 2002 the. Division of Water Quality (DWQ) was notified by receipt of your application
regarding your plan to fill wetlands for the purpose of two road crossings in Nash County. Approval from
DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the
DWQ # listed above in your response. In particular, we will require you to address the below mentioned items
in order to process your proposed project pursuant to 15A NCAC 2B .0500.
1) Please include a written cover letter in your response that addresses each of below mentioned items
(2-5).
2) Please provide a cross sectional details that shows provisions for aquatic life passage at each
respective stream crossing.
3) The sewer line indicated on lot # 32 is within the Zone II of the buffer zone. Please explain why this
sewer line may not be located outside of the protected buffer. If it can be relocated, please indicate
the final design in a new set of plans. If it can not be relocated you must clearly explain in writing
why can not be relocated.
4) You have indicated in a response letter that impervious surfaces of the site (including the roads) is at
36%. As such, a stormwater management plan is required. The stormwater management plan must
include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified and designed to remove 85% TSS according to the most recent version of
the NC DENR Stormwater Best Management Practice Manual.
Accordingly, please provide a stomwater management plan. These management plan must include
site plans that detail the location of the control structures and design specifications. (If you have
additional Stormwater questions, you may wish to call Todd St. John at [phone])
(Note: These facilities must be designed to treat the runoff form the entire project, unless otherwise explicitly approved
by the Division of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office shall be constructed and operational, and the water management plan (as approved by this
Office) shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patters
must be maintained in perpetuity. No changes to the structural stomwatwer practices shall,be made without written
authorization form the Division of Water Quality.)
5) The Tar-Pamlico Buffer Rules (15A NCAC 2B .0259) apply to the streams on this site. These rules
requires that stormwater is routed through the riparian zone in a manner achieving diffuse flow.
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://li2o.enr.state.nc.us/ncwetlands
ME(

t
DWQ # 02-1336
Nash County
Page 2
Your project was initially received by this office on August 21, 2002. Since that time, this
Office requested additional information on October 1, 2002 and October 31, 2003. However your most
recent (January 29, 2003) correspondence has still failed to provide adequate information necessary for
an appropriate review of this project. Therefore, we hereby return your application and will consider it
withdrawn since you have repeatedly failed to address the issues raised in our earlier letters. You may
choose to resubmit your application with the additional information outlined earlier in this letter with a
new application fee and we will then begin processing it.
Thank you for your attention to this matter. If you have any questions please do not hesitate to
contact me at [phone].
Cc:
US Army Corp of Engineers - Amanda J6ed
Raleigh Regional Office -DWQ- Steve Mitchell
Wetlands Unit - File Copy
Central Files
Danny Smith, DWQ

W A T? Michael F. Easley, Governor
\O?C 9QG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
tom-- Alan W. Klimek, P.E., Director
>_ 1 Division of Water Quality
60
January 30, 2003
DWQ # 02-1336:='
Nash County
CERTIFIED MAIL
RETURN RECIEPT REQUESTED„ ti ?-t W? n 1 163
Frank S. Harrison e' Gl'f? q7
.3
701 Sunset Avenue ILS? VA alp
tv
Rocky Mount, NC 27804 ?- ?
Dear Mr. Harrison: aY'
On August 21, 2002 the Divisio /purpose (DWQ) was notified by receipt of your4pplication
regarding your plan to fill wetlands for road crossings in Nash County. Approval from
DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the
DWQ # listed above in your response. In particular, we will require you to address the below mentioned items
in order to begin/properly address compliance of your proposed project pursuant to 15A NCAC 2B .0500.
1) Please include a written cover letter in your response that addresses each of below mentioned items
(2-5).
2) Please provide a cross sectional details that shows provisions for aquatic life passage at each
respective stream crossing.
3) The sewer line indicated on lot # 32 is within the Zone II of the buffer zone. Please explain why this
sewer line may not be located out side of the protected buffer. If it can be relocated please indicate
the final design in a new set of plans. If it can not be relocated you must clearly explain in writing
why can not be relocated.
4) You have indicated in a response letter that impervious surfaces of the site (including the roads) is at
36%. As such, a stormwater management plan is required. The stormwater management plan must
include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified and designed to remove 85% TSS according to the most recent version of
the NC DENR Stormwater Best Management Practice Manual.
Accordingly, please provide a stomwater management plan. These management plan must include
site plans that detail the location of the control structures and design specifications. (If you have
additional Stormwater questions, you may wish to call Todd St. John at [phone])
(Note: These facilities must be designed to treat the runoff form the entire project, unless otherwise explicitly approved
by the Division of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office shall be constructed and operational, and the water management plan (as approved by this
Office) shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patters
must be maintained in perpetuity. No changes to the structural stomwatwer practices shall be made without written
authorization form the Division of Water Quality.)
5) The Tar-Pamlico Buffer Rules (15A NCAC 2B .0259) apply to the streams on this site. These rules
requires that stowmater is routed through the riparian zone in a manner achieving diffuse flow.
January 30, 2003
WKY.
NCDENR
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
DWQ # 02-1336
Nash County
Page 2
Your-pr-oJect was im is y 'ved is ug • Since that time this Office has
requested additional information on October 1, 2002 and October 31, 2003. A review of the file
subsequent to your most recent, January 29, 2003 correspondence has failed to provide adequate
information necessary for an appropriate review of this project to proceed lIf ,fiy ch 15 003, a
com ete response to this letter i of receive by this o i (a respo th en es s ntiale 'ress
wi es the p je t revie th s offi int nts return`you rcje?t. u'in (then, t yqur leisure,
r ubmi your project Toffic be hay to revisit cQricerns noted on your prort;t'once you have
Zen able to gather inf ation n?Cessary fo' an appro? fate review. -
Thank you for your attention to this matter. If you have any questions please do not hesitate to contact
Danny Smith at [phone].
Sincerely,
John Dorney
Cc: US Army Corp of Engineers - Amanda Jones
Raleigh Regional Office -DWQ- Steve Mitchell
Wetlands Unit - File Copy
Central Files
t,

11? \I \1? \11
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ji?.?ian
CONSULTING ENGINEERS, PA
CIVIL, MUNICPAL & STRUCTURAL ENGINNERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
r1 jrfi)
a ; I7r vle 1' S?a f f ,OW 0 ?V a) U JAN 2 9 2003
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?919? 218 -352
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966• Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
¦ Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
¦ Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
Frank Harrison
1701 Sunset Avenue
Rocky Mount, NC 27804
A. Sign re
? Agent
Received by (Prippd Namgy I C. Date of Delivery
Is delivery address different from item 1? ? Yes
If YES, enter delivery address below: ? No
3. Service Type
Er Certified Mail ? Express Mail
? Registered ? Return Receipt for Merchandise
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
2. Yticle Number
(Transfer from service label)
70112 1000 0005 648cr 8239
PS Form 3811, August 2001 Domestic Return Receipt 102595-02-M-1035
UNITED STATES POSTAL SERVIC
*Sender: Please print-yourffa
-First Mass tVlaik ,
i' y s.s osta AWZes.Raid
Hsu„?,,?. ??r?mt No G ]Q .x,
•
pe, address, and,ZlPt4,in`this-box,
NC DENR Division of Water Quality
Wetlands/401 Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
cJ It 1111111Ali: 11A M111111111, li?t:I i..hl
Q
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax M 919-733-6893
.x To:
impany:

ember of pages including cover sheet:
ttes or special instructions:
Fax M .57
Date: c?Z
WDEW
Division of Water Quality, 401 Wetlands Certification Unit,
Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
733-1786 (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/newedands
Fisher Farm / Willow Creek
Subject: Fisher Farm / Willow Creek
Date: Mon, 9 Dec 2002 08:13:20 -0500
From: "John Davis" <[e-mail]>
To: <[e-mail]>
Mr. Horan, Please fax the Oct 31 hold letter to us at 919-562-4675. Thanks
John
t of 1 12/9/2002 9:24 AM
`O?QF VAT Michael
RQG Willia G. Ross Jr., Secretary
, North Carolina Department of Environment and Natural Resources
> Q q Alan Klimek, P.E., Director Division of Water Quality
p •?
October 31, 2002
DWQ # 02-1336
Nash County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Frank S. Harrison
1701 Sunset Avenue
Rocky Mount, NC 27804
Dear,Mr. Harrison:
On August 21, 2002 the Division of Water Quality (DWQ) was notified by receipt of your
application regarding your plan to fill wetland for the purpose of two road crossings in Nash County.
Approval from DWQ is required to disturb these areas. Please provide 7 copies of the following
information and refer to the DWQ # listed above in your reply.
Please indicate the diffuse flow provision measures on the site plan. Please use level
spreaders (see web site) not detention pond and riprap dissipaters.
Please telephone me at 919-733-1786 if you. have any questions or would require copies of our
rules or procedural materials. This project will remain on hold as incomplete in accordance with 15A
NCAC 2H .0505(c). The processing time for this application will begin when this information is
received. If we do not hear from you by writing within three (3) weeks we will assume you no longer
want to pursue the project and will consider it withdrawn.
Program
JRD/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Joyner, Keeny Associates, 209 N. Pearl Street, PO Box 7533, Rocky Mount, NC 27804
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
NCOERR
DWQ# O" " I Pr4,x, Date Z d-
$$) Plan Detail Incomplete
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipators, and bank stabilization on the site plan.
(3 Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage.
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stonmwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out conditions.
? Please indicate all stormwater ouffalls on the site plan. ?3 CSC
edo"Please indicate the diffuse flow provision measures on the site plan.
P 1t* tl1'1 ?Q
? Please indicate whether or not the proposed impacts already been conducted. V
3) Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional information as to why
it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the . Please
revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the . Please
revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because . Please
revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it is not possible to achieve diffuse
flow through the entire buffer then it may be necessary to provide stormwater management practices that remove nutrients before the stonmwater
can be discharged through the buffer.
$) Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impact was request. Please provide $
This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide copies of the application, copies of the site plans and other supporting information.
0 Mitigation
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The plan must conform
to the requirements in 15 A NCAC 2H.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
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OCT-14-2002 11:43 AN STEVEN EUIE 252 1641 4700 P.01
r ? 1!
JOYNER. KEENY & A OCIATES
101 N. MAIN ST. - TARBORO, N.C. 270M - USA
PI NX C252)8414400 -FOX (262)•841-4770
October 14, 2002
Raleigh DWQ Regional Office
attention 11fichael Horan
subject: Diffusing storm water from proposed subdivision,
Fax Number: 919-733-6893
Dear Mr Horan,
Per our conversation today, I've enclosed drawings of the proposed sub'd in Rocky Mount for
you to review. I specifically want to know if a water quality pond will be requirod or can I
dispurse the storm water *om the proposed street across the area indicated on the drawing across
the slope of the land before it gets to the wetlands. The calculated impervious surfaces for all lr is
would be approx. 36%, however, the lots in Blocks A, B, and C would be sheet flow away from
the street based on existing topography which lowers the imprevious amount to approx 26% for
the street and lots in Block E. I need an answer today if possible. Please call me as soon as you
can about this.
Sincerely,
,,.,& f, I&.
Steven L. Buie, PLS
OCT-14-2002 11:45 AM STEVEN BUIE `252 641 4700 P.03
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OF WAr??9 Michael F. Easley, Governor
?O? pG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
> - Alan Klimek, P.E., Director Division of Water Quality
October 1, 2002
DWQ # 02-1336
Nash County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Frank S. Harrison
1701 Sunset Avenue
Rocky Mount, NC 27804
Dear Mr. Harrison:
On August 21, 2002 the Division of Water Quality (DWQ) was notified by receipt of your application
regarding your plan to fill wetland for the purpose of two road crossings in Nash County. Approval from DWQ is
required to disturb these areas. Please provide 7 copies of the following information and refer to the DWQ #
listed above in your reply. In particular as described in 15A NCAC 2B .0502, we will require you to locate all
streams and ponds on the property. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we
can begin to determine your projects' compliance with 15A NCAC 2H.0500.
1. Please indicate the location of the protected buffers and show that they extend from the stream banks
as opposed to the centerline of the channels.
2. Please clearly locate all buffers as overlays on the site plan.
3. Please provide cross section details showing provisions for aquatic life passage.
4. Please locate any planned sewer lines on the site plan.
5. Please specify the percent of project imperviousness area based on the estimated built-out conditions.
6. Please indicate all stormwater outfalls on the site plan.
7. Please indicate measures, which ensure diffuse flow on the site plan.
Please telephone me at 919-733-1786 if you have any questions or would require copies of our rules or
procedural materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H
.0505(c). The processing time for this application will begin when this information is received. If we do not
hear from you by writing within three (3) weeks we will assume you no longer want to pursue the project and
will consider it withdrawn.
Sincerely,
Z S?G3
John R. Dorney
401 Water Quality Certification Program
JRD/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Joyner, Keeny Associates, 209 N. Pearl Street, PO Box 7533, Rocky Mount, NC 27804 NZbENq
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.uslncwetlands
d'/'ndo ? /y??
$$) Plan Detail Incomplete
? P[3ase provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipators, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout. 1? 40
me*? Pl se indicate the location of the protected buffers.?t??` SJ?41M •?tN S
Please Iocatb all i as overlays on the site
plan. A CC./
lease provide cross section details showing the provisions for aquatic life passage.
;/Please locate any planned sewer lines on the site plan.
? PI a provide detail for the stormwater management practices as required by GC
PI se specify the percent of project imperviousness area based on the estimated built-out conditions.
lease indicate all stormwater outfalls on the site plan.
Please indicate the diffuse flow provision measures on the site plan.
$$) Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or
provide additional information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the
impacts to the . Please revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize
the impacts to the . Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through
the buffer because . Please revise the plans and provide calculations to show that diffuse flow will be
achieved through the entire buffer. If it is not possible to achieve diffuse flow through the entire buffer then it may
be necessary to provide stormwater management practices that remove nutrients before the stormwater can be
discharged through the buffer.
$$) Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impact was
request. Please provide $ . This additional fee must be received before your application can be
reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
$$) Mitigation
of compensatory mitigation is required for this project. Please provide a compensatory
mitigation plan. The plan must conform to the requirements in 15 A NCAC 2H .0500 and must be appropriate to the
type of impacts proposed.
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
9/4/2002
Wednesday, September 04, 2002
Joyner, Keeny & Associates
209 N. Pearl Street
P.O. Box 7533
Rocky Mount, NC 27804
Subject: Return Fee for Fisher Farms and Harrison Property - Hwy 43
Attn: Christy Bailey
On 08/27/02 & 08/29/02, the N.C. Division of Water Quality received the fee application for 401 Water
Quality Certification for a project in Nash County.
Please note the following conditions:
1. Please note that the following checks are being sent back to you.
Check # 13130 Fisher Farm
Check #13152 Harrison Property
In order for DWQ to review the application, you must send a check in the appropriate amount
made payable to the N.C. Division of Water Quality.
2. Please reference the checks with the appropriate DWQ #'s
Harrison Property - DWQ # 02-1336 I
Fisher Farms- DWQ # 02-1295
Please call me at 919-733-3575 or visit our web site at http://h2o.enr.state.nc.us/ncwetiands if you have
any questions regarding this fee.
Sincerely,
Michael Horan
cc: Central Files
File Copy
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone]
6,
Service
1 800 623-7748

MEMO
tnnnr
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Blvd.
Rocky Mount, North Carolina 27803
1-800-248-9290 - Engineering Division
[phone] - Environmental Division
[phone] - Fax
DATE August 20, 2002
TO John Dorney
FROM John R. Davis, Jr.
RE PCN for Tar Pamlico Buffer Rules
Mr. Dorney,

The following application is for approval for two road crossings in the proposed
subdivision. We are seeking buffer approval only since the total impact to waters and
wetlands are less than 1 /10 acre and less than 150 of stream. We are going to use curb and
gutter and try to keep the impact to 40 feet or less; however, the crossing of Goose Branch is
not exactly perpendicular, which is mainly why we are submitting this application.
I
Thanks
Office Use Only: Fomi Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
Check all of the approval(s) requested for this project:
? Section 404 Permit Riparian or Watershed Buffer Rules
? Section 10 Permit N Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39 (0.0619 Acres/ 107 `)
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is
not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
H. Applicant Information
Owner/Applicant Information
Name: Frank S. Harrison
Mailing Address: 1701 Sunset Avenue
Rocky Mount, NC 27804
Telephone Number: Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must
be attached if the Agent has signatory authority for the owner/applicant.)
Name: John R. Davis Jr.
Company Affiliation: Appian Consulting Engineers PA
Mailing Address: 647 Wait Avenue
Wake Forest NC 27587
Telephone Number: 919-562-4673:
E-mail Address:_jdav__is@appianengineers:com
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Harrison Property
T.I.P. Project Number or State Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): 3841.12 86 1082 and 3841.12 96 5149
4. Location
County: Nash Nearest Town:Rocky Mount
Subdivision name (include phase/lot number): NA
Directions to site (include road numbers, landmarks, etc.):From Golden East Mall in Rocky
Mount, which is at the intersection of Hwy 301 and Hwy 43 about '/2 mile north of the
intersection of US Hwy 64 and Hwy 301. From the mall travel North on Hwy 43 for about
'/z mile, turn left on Northern Blvd.(Daily Queen is on the right). Go about '/a mile and turn
right on Club View Road. Site is at the end of Club view road See vicinity map on
Preliminary Plat.
5. Site coordinates, if available (UTM or Lat/Long): N 35d 49' 29" & W 77d 59' 12.4"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 36.49
7. Nearest body of water (stream/river/sound/ocean/lake): Goose Branch
8. River Basin: Tar Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http;//h2o,enr:state nc,us/admin/maps/.)
Page 6 of 13
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is forest and agriculture fields with existing
subdivisions to the north and the south. The wetlands are in the forested area.
10. Describe the overall project in detail, including the type of equipment to be used: Desire to
construct a subdivision road that will need to cross a perennial stream and an intermittent
stream in order to access the property. Equipment to be used will be bulldozers and other
road construction equipment.
11. Explain the purpose of the proposed work: The property is very long and narrow, so in
order to access the inner acerne a road crossing will be needed. It will be constructed at a
right ankle to the stream features and where the topography is the steepest to minimize
impacts to wetlands and other low lands.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
Page 7 of 13
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: Construction of a subdivision road
with proposed impacts to be approximately 3781 sgft of wetlands/waters to be used to
install culverts and back fill. Also, 8800 sgft of buffer will be impacted with two road
crossings.
2. Individually list wetland impacts below:
Wetland
Impact
Site Number
(indicate on
map)
Type of
Impact* Area
of
Impact
(acres) Located within
100-year
Floodplain**
(yes/no) Distance to
Nearest
Stream
(linear feet)

Type of Wetland***
5 Grading / Fill 0.0245 no 10 Forest / Riparian
1 Grading / Fill 0.0274 no 10 Forest / Riparian
6 Grading / Fill 0.010 no 0 Forest / Riparian

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.52 Acres
Total area of wetland impact proposed: 0.0619 Acres or 11.9 percent of total
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact

Site Number
(indicate on
map)

Type of
Impact* Length of

Impact
(linear
feet)

tream Name** Average
Width of

Stream
Before
Impact
Perennial or

Intermittent?
(please specify)
3 Grading/ Fill 67 Goose Branch 9' Perennial
6(s) Grading/ Fill 40 UT to Goose B 3' Intermittent

Page 8 of 13
" List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www,usgs,goy. Several internet sites also allow direct download and printing of USGS maps (e.g., w?yw,topozone com_,
www.muguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 107
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U. S.) below:
Open Water
Impact

Site Number
(indicate on
ma

*
Type of Impact
Area
of
Impact

(acres)

Name of Waterbody
(if applicable)
Type of Waterbody

(lake, pond, estuary,
sound, bay, ocean, etc.)
N/A

• List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Page 9 of 13
Crossing of Goose Branch at designated location will avoid a spring discharge at point 1-20 and
a water hole at points 1-6 to 1-8. Wetland number 5 is partially in a sewer easement and has
been disturbed . Also, it is not contiguous to Goose Branch but due to its location in a flood
plain it is considered as riparian and not isolated.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
Page 10 of 13
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No X
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Tar Pamlico
Yes (f No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Page 11 of 13
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 5600 3
2 3200 1.5
Total 8800
Gone 1 extends out 3U teet perpendicular trom near bank of channel; Gone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 213 .0242 or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
No existing impervious acreaue. Proposed 2.32 acres of asphalt road ( 26' x 3900') as
impervious area or 6.37 percent of total area. Proposed to use sediment basins outside of riparian
zone 1 or zone 2 as needed with silt fences to protect surface waters and wetlands. Also,
numerous check dams will be used in the road ditches to aid in sediment retention.
XU. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Municipal Sewer
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No X
Is this an after-the-fact permit application?
Yes ? No X
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
Page 12 of 13
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
7
_/ 7--
(Kplicant/Agent's SignaVUturthori Date
signature is valid only if a zat ion letter from the applicant is provided.)
Page 13 of 13

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(Name, Address and phone f4o below this line)
Date
-- F6TAL P .X11
U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200221102
County: Nash
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property
Owner Frank Harrison
Address 1701 Sunset Avenue
Rocky Mount, NC 27804
Telephone Number
Authorized
Agent Appian Consulting Engineers, PA
Attn: John Davis
Address 647 East Wait Avenue
Wake Forest, NC 27587
Telephone Number 919-562-4673
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located on the west side of NC Hwy 43 and the north side of Raper Road (SR 1618), in Rocky Mount,
Nash County, North Carolina.
Basis for Determination: The site contains wetlands and stream channels with indicators of ordinary
high water marks, located adjacent to and including Goose Creek, in the Tar-Pamlico River Basin.
Indicate Which of the Following Apply:
X There are waters of the U.S., to include wetlands, on the above described property which we strongly suggest
should be surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
Because of the size of your property and our present workload, our identification and delineation of your wetlands
cannot be accomplished in a timely manner. You may wish to obtain a consultant to obtain a more timely
delineation of the wetlands. Once the consultant has flagged a wetland line on the property, Corps staff will
review it, and, if it is accurate, we strongly recommend that you have the line surveyed for final approval by the
Corps. The Corps will not make a final jurisdictional determination on your property without an approved survey.
X The waters of the U.S., to include wetlands, on your lot have been delineated, and the limits of the Corps
jurisdiction have been explained to you. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to
the permit requirements of. Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the
date of this notification.
Placement of dredged or fill material in wetlands on this property without a Department of the
Army Permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A
permit is not required for work on the property restricted entirely to existing high ground. If you
have any questions regarding the Corps of Engineers regulatory program, please contact
Amanda D. Jones at telephone number (919) 876 - 8441 extension 30
Project Manager Signature-
Date June 17, 2002
Date June 17, 2007
SURVEY PLAT OR FIELD SKETCH OF THE DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
s .
NORTH
7CHES 1.2

STATE OF NORTH CAROLINA
DEPARTMENT OF NATURAL AND ECONOMIC RESOURCES
RALEIGH, NORTH CAROLINA
5456 /// SE
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/ NORTH
HarrisonWetland
?° ACE Job # 02-528 Scale 1" = 40'
1r? Goose Branch Road Crossing Detail Map
v
CONSULTING ENGINEERS, PA DATE. g-2_0_02_ DESIGN BY. JOB NO. 02_-SZp
CIVIL MUNICIPAL, STRUCTURAL SCALE: / li- L1-0 i DRAWN BY: SHEET NO.
2c ENVIRONMENTAL ENGMEERS
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HarrisonWetland
ACE Job # 02-528 Scale V = 40'
I UT to Goose Branch Road Crossing Detail Map
an 11 81
ENGINEERS, Pp DATE Q-2 O " OZ
PAL, STRUCTURAL SCALE: u! i_ 0
=NTAL ENGINEERS
DESIGN BY:
DRAWN BY.,
JOB NO. 0,1-52-5
SHEET NO.
10962
Appian Consulting Engineers, P.A.
PAYMENT
RECEIVED
PCN Application Fee...... $200.00
Willow Creek 02-084
021336

¦ Complete Items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
¦ Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the maiipiece,
or on the front if space permits.
1. Article Addressed to
? ?
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B. Received by (Printed Name)
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C. Dat :o ellvep
D. Is delivery address different from item 1 ? ? Yes
If YES, enter delivery address below: ? No
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1-7o( (n L7 " ? 6 0 Certified Mail
V(, C l 1YlC? ? ? nl I IQ( 2 ? rc l ? Registered
? Insured Mail
? Express Mail
O<eturn Receipt for Merchandise
? C.O.D.
4. Restricted Delivery? (Extra Fee) 0 Yes
Z. Article Number
(TiAster from service 7002 2410 0003 0275 0744
'S Form 3811, August 2001 Domestic Return Receipt 2ACPRI-034-09
WNW
UNITED STATES POSTAL SERVICE I
• Sender: Please print yourfi H&' eddre
First-Class Mail
Postage & Fees Paid
USPS
Permit No. G-10
FEB L 7 7003
NC DENR Division of Water Q CATER QUALITY
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
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J~ ~,~,a o;~~~ . U D E~ G 0 UN D OUN D 1~IAE AT PUBLlC STREET DIAME r E TH H Y uo N v AREAS TO 8E SEEDED SHALL 8E OROUC L L SE E
, rt ~,,td,,~~:~ ~ ~ :,4~~r, AN K TO A MINIMUM DEP1H OF AT LEAST 5 INCHES. U WOR ED ,
, ~ i ~ y, -
11iE AREA SHALL THEN 8E RACKED OR 01HERWISE CLEARED OF ROCKS, D
f. ~ U LARGER THAN 2 INCHES IN DIAMETER, STICKS OR OTHER DEBRIS. POS D DPI vEwAY D1A MET EP, .
_ NDFRGI~OUND )UND PIPE Ar PRO E
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u,~ _ C~~ MA IN lf~lN~ U t 0 hf?EV ENT ~l~
<<,,~ ~ . T~~CK(NG OR Ff.Uw1NG ao a/ ac, TALL FESCUE
4000 N/ AC AGRICULTURAL LIME 1000 AC 10-10-10 FERTILIZER
~ ~ti ~ , ~ i~f~ ~ ('~G ! S C D I ~1 E N t QN i Q V L M ~ N T, 500 fl/ AC 0-20-0 SUPERPk~SPHATE
a~, 1'l. .)t;; r ~ E~ t-1/2 TN/ AC STRAW MULCH
~~~I', ~~:<<~: Cll• ~1 ,.~rd~ ~(l~l C~ ~Ct. 5EDJM~.1U7" SI'(LLEI? ~~~OPC~D ' DING (7L' QUIRtMEN! S 2P5 GAL/ AC ASPHALT TIE-pOWN SCE .SCE .
,r ~ ~ l~ ~-~7 (1~~'f N T I s. r _ ~ ~ r~ _f~ ~s c~~ ~r , pus are , lz/~CJ~ oN ro s1 R~ ~ 30 q/AC RYE GRAN (NOVEMBER THROUGH FEBRUARY)
r~", ' r. i~~' I r r W[)RK LIME AND FERTILIZER INT[3 SAIL
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\ ~ i;"' i'. ~ ~ r i ~ / _ ~ / . \ / /i~ / f ~ ? 1N AREAS THAT WILL NUT BE WELL,
r. I i' t.. S l L ~t~'OUN MAINTAINED, ALSO ADD 50N/ AC UNSCARIFIED
at aEP~ H SERICEA LESPEDEZA tAUGUST THR[7UGI~
NOVEMBER) DR 40 II/ AC SCARIFIED SERICEA
! ~ t ~ ~ . ~~,,t, ~ r~~h~~~ v~ .:~EOI~,1E'NT ~~(oF~ l0 E~~ t ~ NG ~U~Gic sr(~tET rll1.>(i(NG (.r 4~if~.~~.,, ~ ~t~ ( ~ LESPEDEZA (DECEMBER -JULY). '
- ~ n , r i ~ / - f~,~,~`~ .1/~l1J l~ w~(1f~ t~t....b(~1.. ~'~NlC(~ !~l;~(~,~ (N 1 Q /~N 2 ~E 'FNOVtD E11
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1' THIS lS ONLY A PROPOSAL 15 NOT

P FINAL NOR SEAt.ED D ,WGS.
M
ENT11?E PROJEC ~ I S r 0 6E REVIEWED
_ _ ~ - R a T N Q R 1 T t E S 13 F O R E ~ !3Y pRC~AE U E
of ~Ar l = 1 P ~ ~r ~ ~ IC. 1 ?t~ 1 ~ v L f ~ T ~ -c P i r N 1 if ~ ~ ~ IL I l D~TnIL H
J ~ ) ~ ~ N TAK"-5 PLACE. ANY CONSTRUCilO L
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c '1 ~ ~ Ll~ hr E ~ ~L,J/ / - 1 Fl~L ~L~.-N( A I f~ C AJDI~S. F . 5 MIN
TOP 01' QERM
1.. T V R E f~M TOP ELEV, OI~ SPI LL Wl~ y ~
Ol?ED~,E ~ I 2 MA SFLr /~ASTCN~~S ~`(i _ _~w T P ~ 0 TOP CCIv I/ OF ST u (~MWA T ER O
y; ~ _T,...,,,~ ~~~,,f., ~ 4 2 M SQL 1~ Fly S ~ N R S ~LDIM EN i t3ASIN DATA ~
f ~ ~ ~ FI C C _ ~ _ X. C E ~ E L 0 MA f ~ a i2 # 5 WA S i-I E D S TON t p P - E ~ c.IVIL E.NGlNtt
, COCCECTED SEDII~?~NT
_ , ~ ~ - 1- _ . ~ ~ , _ W ~ ~~E CHI~I~G Cdr LAND 1a1 ANNiN ~ _
C'~EAN OUT 13/~ SIN bvflEN ~.4 MAX, SEUfMCNT
TJIIS ~tv~L !s ~~E~~'J-~tU, Ik l ~ I'I P- R A P
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i _ VAR! E S vI~R~ES
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i ~.1~1I (l.iN ~ ~ 5 til~X. i~ ('i~ 1 ~ A (N, 3? WIOTfI ~ 1- ~ I ~I o~~- 2 GENEPAL NOTES ~
4 ~ E ~ - RI P RA P
f ~ ~ ~ , . - nntcac EMQANI~M NT T D POND W'!LL l3F GUT POND U(~a~INED. ~ E ~
~ I ~ Fl? ~l~ ~ II~D . ANY FI SN WILL QE TRANSAOn TED TO LAKE , Q
`~i 12 MIN, EEl30 D
~ ~ ~ , ~ n ~ , ~ h(~F;r~. ~,JGI~J~kF~ , ME POOL AR~4 WILL t3E CLE/~RED STPIPPED Oh ~ ~
1.4.;c j ' ~ No, ~ W/~ SHE D ~ n c LL VEGETATION ROOTS D ~ ~
____..-_......__~..__._._._...~_.__.__.___.___-~r._.._,. r l- ~ r ~ ,rat hONO - _ THE QERM FILTER SHAt1. QE CONSTRUCTtD AS DIAGRAMED..,
~ ~ ~ l ~ SJ'ONE r • rll ~ F ~ t ~ (:M13/~NIIMENT
UU(_ ~ ~ rYvfS t ,Y '.r w-- A M l l~ Af T R ~A C M I? TKE TR P ~ SEDI ENT w Lt Dk CNEC ED E t
RAIN ~ REPAIRS MADE AS NEEDED. I
r ~ ~ vAR(E$ ! (41((~/~1.1 S DIMENT WI(.L h3E CLEANED OUT WREN IT P,EACNES ONE it E
l~lA L F r"!-! E DESIGN DEPTH OF TRAP. ; ~ ,I ,i ~
N H(~ U Q ~ 1ll ~ l~! S~Cr 10 T C~ ~ ~ i'I T l; ~ AD R Sr D wrER r0 DErERMTNE;I L E USE f01~MUCA FO D O C E E
s ! ~,J L = C L ~ ~ 0 I
EfIUSIUN CUNTilUL MAINTENANCE NOTES DOTES ~ 4. SAFFrY FENCING 3 IIIt111 SUOULU BF PLACED ARt~UNU All 5EU]MENT BASINS. { ni
[ RI{T1NAL 01NENSlUNS VAIEti IIIF SUINEtIC WAS ~ n ~n(T~ tt?
i SEUI~~IENT SNAIL BE AE~~OVED ANU 1{l~P 1~ESIOAEU lU I[S UAI{i1NAl Oli A(;CUMUTAIED t0 ONE HALF IItE DESIGN t?EP1I1 OF tHE 1AAP. AENO'lED SU P R '1 F11h1EN1 SHAt1 BE UfPJS11EU 1N A ~ FUR i?FS111N Uf RISET~ 1tiPE SEU111EF1T BhSIN$, REFEA fU THE NUBTN CAAGLINA UEPARIMFNi „f ENr, )1dE IBA ENO ED S.C ~ 1 AL J
SU1IABlE MEA [N SUCH A ~dlJINEA IUAi I1 Wlll NO1 EADDE. ERUUE. HEALTH, AND NAIURA! I:S0URCE5, ER031UN AN4 SEDINENi CONTROL PLANNItra_N~U DESIGN dM U _ ~ O `
2. 1HE SED1~aEN( TAMP SIIAIt BE INSPECIEb AFIEA EACH AA1N NID AEPAi w rI +AS S IA L BE SEEDED ONCE F1NAl ORAOE HAS BEEN PEACHED, TILE SILT FENCE u.^+'; RAIN Nr0 REPAIRS hU1DE AS NF(,ESSAAr 9 THE BER~1 ON SEDIM II I IN, SI L
~ I ~ N ANTED 8V ftlE. CIlY1CWNTY IANU DEYELGPNENI INSPECTOR AFTER tI~F~ ~ BE RE>aOVEL I~ PER1 . ~N HAS AEE OR
3. CIElJi0U1 STAKES SNAIL BE PLACED IN N_I 5ED1MENi BASINS At ]NE SIIALI BE 1AAAKED SHOWING THE HALF tUll.,%CIEAlIOUf POINT, OF iNE' N AT ]H PAINT IN INE BAaiN THE STAKE ~ GRASS HAS OFRNINAI„~ AND STAALE GROUND HAS BEEN ESTAAl1SHED. BAS1 S E lUW P01NT OF iNE BASIN. I
h
I n~TQ~L EX/SrING POND
D/ - IL -GE SO r~ ~ PAGE AND CONVERTED TO
;'r , R-:~IIC r- /FILL Al TEMPORARY I i! GARY SEDIMENT TRAP
2 of 2

NOT TO SCALE ~ >m ~,r.......,.,..,.. - ,.~z~~...
~~N LEGEND VICINITY MA P
T~~.~CT ~`+CREAGE: 3~ 15Ac. P/P POWER POLE and
_ _ _ _ _ _ _ _ _ _ EXISTING CURB & GUTTER TEE ~ G.V, W/BLOCKING PHASE 1: 1 ~ .92 Ac. ANCH R x 132.56 ~ _ , . ~ 0 {GW) . , _~T L.LEVATION
1. CONSTRUCTION PLAT shown hereon is subject to; 132.56 PF;C~~ ,i r, FINISHED GRADE A Cit of R
No. OF LOTS: 90 - PROPOSED CURB & GUTTER ? i -QED T.~ED TELEPHONE PEDESTAL « ) y ocky Mount Review and A proval
53 (~H 1 B NCDOT R vi P e ew and Approval
0 CC ~ LINEAR FOOTAGE oo OHW' EXISTING OVERHEAD UTILITY W OF T 14717 DRAINAGE PIPE, FES (FLARED CC SEWER CLEAN OUT 132 - PROPOSED CONTOURS 2. Street construction shall conform to the requirements of the City of Rocky Mount Standards and Specifications fcr Roadwo and
G~, S BEET: o0o END SECTION WIRES ~a ) & RIP RAP ? CE Structures, latest revision. Y CE STORM DRAINAGE TREE - DECI~EOUS
~ g~ o`~ f 1973 LF!PH 1) Q , AREA OF EXISTING SEWER MAIM 3. Topographic Data t;;Ken from actual field surve and CRM MAPS. CATCH BASIN , y
° SITE ~a STREET R W: 3.73 Ac. ~ / W EXISTING WATER MAIN - contour Interval is 2. Reference Datum is based on Meon Sea level. I TREE CONIFER 4. Boundary Information taken from field
~ 1.92 Ac. PH 1 ~ Di ~ ~ CATCH ~ D DRAINAGE INLET survey.
z BASIN, DRAINAGE G EX~STING GAS MAIN 3 CURRENT ZONE: R6-CU PIPE & JUNCTION BOX 5. Existing Zone = R-6.
D4 W~ F MINIMUM BUILDING SETBACK ® PROPOSED W~LL W~ WATER VALVE ~ AREA LIGHT POSE Proposed Minimum Lot Size (R-6S) = fi,000 S . Ft. 6. An ~ house dim n " P q y e sions shown heron shall be verified by the contractor:'
R ~ ~ h~ a~' m o REQUIREMENTS: © GV GV GAS VALVE owner prior to construction.
t Rp Q ° ~ ST PROPOSED STREET SIGN 7. Lot Dimensions shown are approximate.
~ NORT ~ a HERN B~vo. FRONT. 25 Feet ~ TEE G.V. & FIR ® EXISTING WATER METER ~ SIGN 8. Electric Power is proposed to be placed UNDERGROUNC. SIGN GENERAL SIGN
~ E HYDRANT t~ a S;DF _ _ tl,10 Feet _ ' W/BLOCKING ~ , 9. Property is located inside the City of Rocky Mount.
TBR TO BE R_MOJED S,I PROPOSEI ~ REAR 20 Feet PRO°OSED ST P I 10. Subdivision entrance signs shall not exceed 32 0 S GN 11. A 5 enm Sq. Ft. and b in he~gr„
~ e p eter drainage & utility easement shall be laced alon th P g e oerirnete~ of each 'ot,
~ m~ SI T S ~ o ~ ~ DE S REET: 12,5 Feet „TP,EET CENTERLINE PC,PT,PI o ~ 12. This is a Construction Plat and is NOT to be used for RECORDATION,
3 MIN. FRONTAGE SEWER MALN W/MANHOLE CONVEYANCE or SALES.
AT MBL 60 Feet BM BENCH MARK 13. All Right-of-Way ore "Public" unless noted otherwise.
14. Area computed by coordinate method. 15, All distances are chord.
GENERAL ABBREVIATIONS 40' R w 16. Street Corner Radii = 20' unless noted otherwise Measurements ar
( e to the PI) i
Lines Surveyed N N 38. The City will conduct bacteriological testin of water lines which n 17. Omitted. ~
Lines Not Surveyed ~ i 3 successful) a 9 ave y p ssed hydrostatic testing and have been disin#ected in conformance with CRM and AWWA Standards. This procedure re wires five 18. Surve or D!D NOT visibl see n
o! ~ ~ ~ EIP Existing Iron Pipe ~ 5 q Y y a y cemeteries in any open areas unless O days to complete, To avoid delays, the develo er shall iv otherwise not
EIS Existing Iron Stake 4 2 23~ 2' 4' R TYPICAL Sti TYPICAL SICHT DISTANCE P g e ed adequate notice t° the City for rescheduling of work. 19. Location of Under round Utilitie - ~
EIA Existing Iron Axle EAS1 NIP New Iron P' I ipe Set (,S~ EASEMENT 9 s are APPROXIMATE and must be field 39. All wank will conform to the City of Rockv Mount Manual of S ecifi verified. Call N.C. One Call Center before di in 1-800-632-4 4
PKN P K Nail Found SIDEWALk; ROLL CURB R (~,S'DE) p cations 99 9 ( 9 9) Standards and Design, which is available in the De artment of En ine rin 20. Joyner-Keeny & Associates located utilities that are above R 40. An relocation of ex' P 9 e g' round at the '
PK5 P K Noel Set 3 Q fY Y fisting and/or natural gas utilities will be at the owner 9 time of field survey. Underground lines shown hereon ore
RRS Railroad Spike 70' " develo er / a nazi ~ p s expense. pp mate or as reported by various responsible parties.
NI 3 ~ No Iron Set or Found .02 0 02 ~ I-- 0.02 0.02 41. Property to be served b Cit Wa r 21 • Surveyor does NOT guarantee that any under round structures such y y to and Sewer. utilities tank 9 as `a s, and pipes are located hereon. ~
ECM Existing Concrete Monument R/W Rood Righi-of-Way (To be designed by Professional En meers 9 ) 22. Wetlands are shown and hove been determined.
C/L Road Centerline I I I I I F I 42. Any structures, utilities, woods lines, etc. shown on od'oinin r 23. Thi I
o Indicates Property corners A token from Cit f 1 g p operty was s map does not depict encumbrances that are found Burin a thorou h ~ cv y o Rocky Mount Aerial Topographic Map Com uter files. title search. 9 9 W i
INV Pipe Invert _ 6 ~ 43. P i ~ TAR-PAM BUFFER: 24. The r ~ ~ co p operty shown hereon is not located m a Watershed Area er Cit ? ZONE 1: 30 UNDISTURBED BUFFER of Rock Mount Plannin De a P Y ~ ' ^
FES Flared End Section SIDEWALK W= Y g p rfment. N ~ ~ W ZONE 2: 20 MANAGED BUFFER 25. Tax Parcel ID: 3841.12 86 1082 & 3841.12 ~
RCP Reinforced Concrete Pipe A) 2-t/2" (NCDOT Type S-9.5A I-2) Asphalt CMP Corrugated Metal Pipe 8 8" NCDOT ABC T ~ ~ ~ ~ 96 5149 z cv ~ 3 ~ 44. Lot 4, Block A, is to be re 26. Land Use: Zone R-6 er Cit f o
ypeAorB CONC Concrete * A do B DATA PER GEOTECHNICAL REPORT BY 4 v, served for a private driveway to Burnette Lot. P Y o Rocky Mount Planning, ~ 45. Lot 24 I 27. Address is Rock Mount N.C. ! - ~ a wo ,Bock D, is to be reserved for the detention basin as a se ante to . Y ~ ~ 0: o
ASP Asphalt TITAN ATUWIIC GROUP, 12-4-02. N ~ P t 28. Any relocation of existin electrical facilities will ~ rr
EP Edge of Pavement m z' 46. Sidewalk shall be installed by the Buildin Contractor. 9 be at the developer Q ~ w ~ 9 Since sidewalk is not expense. ~ ~ ow required b the Cit of Rock Mon ~ = N Y Y y u t a bond or letter of credit will not 29. The contractor shall be res onsible for all w r
GRAN Grovel 4' 10' 4' ~ include the cost to install sidewalk. The Gradin contr P o k zone traffic control , Y o
FC Face of Curb BC Back of Curb ~SV~nNri ~i~N~~ p/4, ~ ands li 9, actor shall slope, grade, in or adtacent to NCDOT right-of-way. All methods shall conform wi h z z t the a p ~ g a ze this area for which the sidewalk will be located. Manual on Uniform r ' T aff~c Control Devices MUTCD an 0.
TC Top of Curb i' NUMBER 4 STONE TOPPING ~ ~ z a 47. Gradin ( ) d NCDOT standards. ~ g Contractor is to remove all bornes and buildin s noted on the Ian. 30. Contractor shall be res onsible for verif ' w "
OVlL, MIAVIClML ~ STRUCTURAL BVCIN~ FL Flow Line of Curb q o 4 9 p P ying the minimum building setback ~ ~ ~M~g W z 8. Lots to be filled with approved structural fill material from sub' requirements with the Building Ins ections Office befor " o fect site. P e construction. ! o:
HGD Horizontal Ground Distance o. 0.02 0.02 WATER & SEWER ONLY W 49. Coordinate electric tem anon service and lac i 31. All existin water and O w ~ NLY A P Y at on of pad-mounted 9 sewer information shown hereon was reported by the Cit of ' o_
~ 0.08 3 ( ) TBR To Be Removed a_ . `..z•j. ..,.;~.,~:^,..1 _ -1{ 841 S. WESLEYAN BOULEVARD y o~ transformer for permanent service with Gory Ammons, at 252 972-1 7 Rocky Mount water and sewer de arm ~ ~ ( ) 2 2. p t ent and is subject to field verification.
MSL Mean Sea Level ~ r T~.__ ~ - F_ -II ~ ~ i fir- ~ AnrKY MOUNT, 27804 LEVARD 32. Le al Referen V w ° 9 ces; o
F Face of Curb to Face of Curb ~ ~ I 7804 ~ ~ ~ o! Bung that property described in Deed Book 979 Pa a 454 less and ?xce t o i
4~ ~ (252) 972 - 7703 MBL Minimum Building Line 13 the Ri ht-af-Wa Areo f N 9 a ~ , ~ 9 Y o .C. Hw 43 and tnat property described i~l D~ed Book 708 Page 65. See Tract 7 of the Bunn Estate Division Ma Book 1
San.MH Sanitary Sewer Manhole TYPICAL: DRNEWAY FOR BURNETTE LOT P ~ Page 139. Stony Creek Township, Nash Count Re istr .
c ~ " c , CONTRACTOR: GRADE PRIVATE ORNE IN SUCH Y 9 Y l x 33. Water meter tap and/or set fee may be due. Contact Elaine P ~ ' °
i AWAY THAT SURFACE WATER WILL NOT CROSS apr-- ~ BURNEiTE LOT. at 25 ate m ( 2) 972-1126 to determine fees. V
34. Fire protection water supply system includin fire h drants shall be o
~ installed and in 9 Y ' service prior to recording the subdivision, or if no a.
' ~3s. ~ ~ '•~s subdivision is involved the \ s s ~ placing of combustible pre-tested fabricated
~ r ! ~ ~ f ~ ass ~ h 13s 5~ building assemblies on the project site or utilizin them in the constr ' v' ~ ~ of bu,ldin struc g uct~on I
t, 7 ~ ~ ~ ~ g tunes. If phased development is planned, installation of ' r the f re r
r i ~ z5 p otection water system is permitted. c ~ sire Department vehicular access to all structures under construction shat'
~y ~ ~ ~ ~ ~$A ~ be rovided at all times. In r ~ P areas where noun Z ~ g d surfaces are soft or I~kel Y I
~ , y _ _ _ ~ ~ d...ome soft, hard all weather surface roads shall be provided.
lta9~'a I ~.av~~ ~;.a~s- - 1~ ~ ~ ~ ' ` utilities are to be lace ~i4 ~ 1(~ _ p d under round. 9 a tn, developer desires underground electrical service, he should call
- Gar} Ammons at [phone]. If the develo r ~ y~ ~ Z.-r~ a pe desires underground
-Ur L = ~v ~ ~ natural gas service, he should call Kim Ramse , "Utilities Marketin
S,•c ~ T ~ , - u d Re resentatwe y 9 P at [phone]. All under ro n ,r_ g City electric and gas , ,
- _ _ ~ facilities are to be installed before installing curb and gutter and street ~ I
s ~marovements. If curb, gutter and street improvements are installed rior ; , tc r;ectric n a d gas utility fines, the City will not accept responsibility for I
_ ~ _ ; ccmages to curb and utter and stre
~ ~,t_ ~ ~ _ r'J~~t ~iL t~lflk+vR . ~ _ rd~'~ ~r4 = 2.20 ~ r 9 et improvements. If curb ord g~tte and street improvements are installed prior to electric and as utilit lines
i ' ~ , : it will not acce t res on ' i ' g Y ' _ _ Y P p sib hty for damages to curb and gutter or
~ _ t~s h lull ~ ~ i a. _ ~ ~ l~J = ~D ~~~~~:vent, nor will the %~t absorb th Y e cs,ut vi ~.res o - ~ or Landscaping. i
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TEMPORA- R,,, - - 4: Cftit.~ • BEHIND _URB, SEE NOTES I~ 6c 20 O
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LIU, P,. 9 'A Z o w.. DE30RAH BANGLE-. 'e` zletc
~ TIE NEW 6 O O o P, 3C5 ~a': i'- 6. 159 ~ _ 7 'W e c~-'e BLJ S51 DRIVE TO A
\ i 0 MAR E N Ar h - g 4 42 N \ 0' \ / - _ . z - - . , r . ~ - 163• fA EX PATH F p r J
N o r"E TAYLOR' EAR? o N ETT
AN Z, MLRi ' AN E~ ANA 6ARREt' Lf.T 0. CE w>-w-C)zul
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r V1fa J, -.e _ NLV_c3_R ( p ,c.; Ch DISTANCE
tv YFe ! Enant4' L1 ; 011'32'04"* 30.00
meets 1, - c . I , ,~h ~ - IOrNEP, KEENr & ASSOCa1Es L2 tt9T52 22 50.41, LAND PLANNING do SURVErNc
gate - 13 td01.40'05"~ 30.03 • P.0 BOX 7533, 209 N. PEARL ST
C'1 Er,g;ree I NUMBERDIRECTION DISTANCE - C R ROCKY MOUNT, N.C. 27804 a••'• [phone] VOICE
L4 S82'51'22" E 204.33 M • aEES3, [phone] FAX
L5 S032350 E 152.78 } fi cl;on o ' SEAL r
L8 S00'25 28' E 44.47 t ' t Jed r Ia n ny L'PY?fsjrt+-a'.' ir-t fh' ;crstruct,Or~ P!O- r u? PHASE 1 t 8421 mu
L7 S14'52 58 31.13 0 ALLJ Gpproved br :..r ' annirg Gera cr L8 N75'0710 eq CA
4 44.37 A - day of N2:. 5 r 43 W 5.43 CONSTRUCTION PLAT
L10 N43 5"W 1 40.16 p~ M p (ROCKY MOUNT, NASH COUNTY, N.C.) pr 0 QO 1i $
Director Li 1 N74'41 55 71.26 (STONY CREEK TOWNSHIP) r ~ 9
l12 NOT08 38-E 30.97 100 , -3402 0 100 7 -01 _ 300 Q
"PRELjMj NARY Amu_ DO NOT USE FOR SUA
CONSTRUCTION,
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Copyright 2001 Appian Cansullinq Enginee P A. Thesr Kirov ~ irr,:r~ pll•~,nc ~r~~,tlulnr:~l~ ~:.~f rrvice t;,r a (n~• Iii ~J.lr > ~ ~ n. la~ii~f~ ~ ~ fA~, - ~ ,~rc~c~n..,,l .•;~.1 ~r tie p~~..- _ i ' ~ i i ~ S I ~ I i 1 i I
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FIELD SURVEY ~ I REPORTS ALMOST ~ III / I w Z ~ ~ ~ ~ ~ ~ ~ I
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F GOOSE REEK wE .A.Ti I I . ~ 1, CIVIL, MUNICIPAL & I s
as- ~ AT ROAD CROSSING • I f., ° ~ I STRUCTURA t L ENGINEERS ~ , ~ ~ J ~ 1 ~ COMPREHENSIVE
« , I l t a f g I i ~ ENVIRONMENTAL SERVICES ° r' I i I ~
s I I ~ ~ f' t,~P ~ ~ - ROCKY MOUNT: -
~ ,r L.F GI ~ ~ I Ir 841 SOUTH WESLEYAN 6LVD.
F':.'.. ~/.I.~ ~ ~ ~ ROCKY MOUNT, N.C. 21804 11J '!4. ~ ' 1~, !$u 103.5 W ,
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~ r n ~ CONSTRUCTION SAFELY AERIAL SEWER _ _ ~ ~
These drawings do not contain the requirements for _ _ _ _ E?.117?.1a C ldAIN N CONC. ^ A. - _ -
job safety. All provisions for safety shat! be the sole Wfk R OEK16N - - - rl BY AP IAN ENGINEERS
responsibility of the contractor.
itlese pions c,la for u.ddint; purp<,sn unlr nnJ _ CONDI110NS~ l~.~. not to used ~,a C~r,xtrucion 19rawin .s 100
The contractor shall be res onsible for r,wiewin all r ° ? inith)!+Ga~t nd d t rgF - P 9 ~ y a a o~ as upprovod o 100 _ - - I _ _ _ _ Q - -
existing job conditions. Any adverse existi pct conditions o tion below i,y Iha En ineer. affecting work shown on these drawings shall be ~ i - - - _
brought to the attention of the engineer for possible ~ ,fur Cor~sll,ctlol~. 1 _ NOTE: I ICE INVERT IS LOWER THAN w
clarification or reconciliation. •,,,NS" ,r._„ .....J. Gute~ j
ppCC~5yy~~,,~~r~ +t.i t ~ • • • FOR AQUATIC U PASSAGE
r1L\iVr71J LJfV+~Re1VMT ri"x, ;li. ~ ~y A~A ~ LEGAL DISCLA~IEfl Then. dro»in s lire bofiMVeu to rzar 'o' r~~ IBOrTOY CREEK - ~ ~ _ _ BOR_ QY !~F K- - o - _ _ _ 95 ~ p --a N
This document is not represented to comply with all g be o rest I ~ represontu+tlon ~;t ocfl:rl 'ieht ~on+titlor~~ but b•I requirements conta(ned (n the ADA or n her laws. aro n!,' warr{,Ilted ><uch. - 2 Neu ~ - - - o G~-
Engineen are not licensed to interpret laws or glue ~ ;II, + ~ CC _.~_~.1._ 1~ .n . _ . _ _ . u
advice concerning laws, the owner should have this _ _ w ~ \ r~l € I __.v i __1~~ . . o,
.w..l w...~J L.. Vt. .il.... 1_ J_1____i_ _ n w hl.~l. i~~:
uv%-uiiwFn rorionou ur ins uilumay To uciermine Vy: 1041e: to .1 legal compliance.
90
"This certifies that this copy of this plat accurately depicts the boundo(Y of 00 N
the jurisdiction of Section 404 of the Cle,. n Water Act as determined r)y the undersigned on this date. Unless there Is change in the law or our p"boahed ~ O
regulations, this determination of Section +04 jurisdiction may be relied upon BOLNDARY , O
fora period not to exceed five ears fror,' this date. This determination was v
made utilizing the 1987 Corps of En in--jrs Wetlands Delineation Manual." IS NOT g _ FOR RECORDATION. 85
NAME: 85 ° 02-084 11+20 11+00 10+80 10+60 10+40 10+`.;
TITLE: DATE: 10+00 9+80 9+60 9+40 9+20 9+011) D-0000 Y
LS-12
10

r~ w. - _ . . , .
. T
NOT TO SCALE LEGEND SITE INFORMATION
YICINfT~ ~fA:P PP - - - - - - - - EXISTING CONTOURS P/P POWER POLE and
_ /
TRACT :4CREAGE: 35.15AC. r . , , _ _ . _ _ _ TEE & G.V. W/Sl4~,l~~lvt; ANCHOR GW x 132.56 EXISTING SPOT ELEVATION A ( } i ~',~NSIft~~t;Tit~r~ P:.AT s~;~.~r~= 1,erew~, ~ a ~
PHASE i : 11.92 Ac. - - - - - - - - - EXISTING CUFis~ & GUTTEfZ A Ci of Rock Mount Review and r 132.56 PROPOSED FINISHED GRADE ~Y Y APP oval
? T.PED 1 T.PED TELEPHONE PEDESTAL ~ H NGJOT Review and Approvak
No. OF LOTS: 90 PROPOSED CURB dr .GUTTER 2. Street construction shall conform to the requirements of the CO SEWER CLEAN OUT 132 PROPOSED CONTOURS Cit of Roc Mount Standards and S ecifications for Roadwa and
53 PH 1 ~ CO ( ) OHW EXISTING OVERHEAD UTILITY LINEAR FOOTAGE ° o DRAINAGE PIPE, FES (FLARED WIR Y kY P Y Structures, latest revision.
F TR 14717 °00 ES ? CH 0 S EET: END SECTION) ~ RIP RAP CH STORkf DRAINAGE TREE - DECIOEOUS 3. To o ra is Dato taken from actual field surve and CRM MAPS. P 9 Ph Y
c~' ~ t 1973 LF(PH 1) SS EXISTING SEWER MAIN CATCH BASIN Contour Interval ~s 2 . Reference Datum is based on Mean Sea level.
< ~ a, AREA OF ' TREE -CONIFER 4. Boundary Information taken from field survey.
srrE STREET R/W: 3.73 Ac. W EXISTING WATER MAIN ? ~ Df I DI DRAINAGE INLEt 5. Existing Zone = R-6.
1.92 Ac.(PH 1) CATCH BASIN, DRAINAGE G EXISTING GAS MAIN U Proposed Minimum Lot Size (R-6S) = 6,000 Sq. Ft.
M IN 1f Y CURRENT ZONE: R6-CU PIPE do JUNCTION BOX WV WATER VALVE AREA LIGHT POLE 6. Any house dimensions shown hereon shall be verified b the contractor Y / • owner prior to construction. •
Qj PROPOSED WEIL MINIMUM BUILDING SETBACK ® GV GV GAS VALVE 7. Lot Dimensions shown are approximate. -
. ~ REQUIREMENTS: ST PROPOSED STREET SIGN o m ~ 8. Electric Power is proposed to be placed UNDERGROUND.
J ~ ~ SIGN NORTHERN BLVD. FRONT: 25 Feet ®1 EXISTING WATER METER SIGN GENERAL SIGN 9. Property is located inside the City of Rocky Mount.
TEE, G.V. & FIRE HYDRANT 10. Subdivision entrance signs shall not exceed 32 Sq. Ft. and 6' in height.
c SIDE : 10 Feet W/BLOCKING TBR TO BE REMOVED S PROPOS Q Q E[ P ~ PROPOSED STOP SIGN 11. A 5 perimeter drainage & utility easement shall be placed along the
REAR ~ 20. Feet._.._ perimeter of each lot. 1 ? ?`,is is a !'onstruction Plat and iS "1~T 'n he ~;sQd for RFCORDA?!ON, ,
g'~ ~ ~ SiRFF~' CENTERLINE PC,t'T,PI ~ ~ SIDE STREET: i 2.5 Feet CON':.`lr~.;iCE or SALC:i. ,
$ ~ MiN. FRONTAGE SEWER MAIN W/MANHOLE 13. All Ri ht-of-Wa are "Public" unless noted oth rwi g y e se.
' 3 AT MBL 60 Feet ~ BM BENCH MARK 14. .Area computed by coordinate method.
15. All distances are chord. i 6. Street Comer Radii = 20' unless noted otherwise (Measurements are
40' R/W to the Pi)
GENERAL ABBREVIATIONS 38. The City wilt conduct bacteriological testing of water lines, which have 17. Omitted.
N N successfully passed hydrostatic testing and have been disinfected in
Unes Surveyed 3 ~ \ conformance with CRM and AWWA Standards. This procedure requires five 18. Surveyor DIO NOT visibly set any cemeteries in any open areas unless
' 3 Lines Not Surveyed ~ I t ~ (5) days to complete. To ovoid delays, the developer shall give otherwise noted. ~ ,
EIP Existing Iron Pipe ~ ~ , ~ R TYPICAL SIt TYPICAL SICXT DISTANCE adequate notice to the Ci for reschedulin of work. 19. Location of Underground Utilities are APPROXIMATE and must be field tY 9 EASEMENT verified. Call N.C. One Call Center before digging, (1-$00-632-4949).
EIS Existin Iron Stake 4 2 23 2 4 EAS! 9 EIA Existin Iron Axle S1 39. All work will conform to the City of Rocky Mount Manual of Specifications 20. Jo net-Keen & Associates located utilities that ar a v y y e bo e (SDE) Standards and Oesi n, which ~s available in the De artment of En meerin .
9 ~ NIP New Iran Pi a Set R p ROLL CURB 9 P g g ground at the time of field survey. Underground lines shown hereon are ~ R 40. Any relocation of existing and/or natural gas utilities will be at the owner/
I , PKN P K Noil Found SIOEWALN p? lY deveh~ er's ex ense. approx~mote or as reported by various responsible parties. P P 21, Surveyor does NOT guarantee that any undercJround str~ Mures such as tD
3 ~ d PKS P K Nail Set ~ 7v 41. Prupt:rty to be served by City Water and Sewer. utilities, tanks, and pipes ar'e located hereon.
RRS Railroad S ike ~ 1 ~ p 3 .02 ' (To be =Jesi ned by Professional En ineers 22. Wetlands ar shown and hav oe n r in ~ 9 9 ) s e e dete m ed. ~
NI No Iron Set or Found 0.02 0.02 0.02 CM xi tin on r e M um n 1 I- E E s g C c ct on e t 42. Any structures, utilities, woods lines, etc. shown on adjoining property was 23. This map does not depict encumbrances that are found during a thorough ~ N
R W Rood Ri ht-of-Wa taken from City of Rocky Mount Aenai Topographic Map Computer files. title search. G~ ~
/ g y III III C/L Road Centerline A ~ 43. TAR-PAM BUFFER: 24. The property shown hereon is not located in o Watershed Area per City ~ ,
o Indicates Property corners co = ZONE 1: 30' UNDISTURBED BUFFER of Rocky Mount Planning Department. ~
INV Pi a Invert B P SIDEWALK ~ W - ~ 25. Tax Parcel ID: 3841.12 86 1082 & 3841.12 96 5149 z cv ~ ZONE 2: 20 MANAGED BUFF.R o v ~ ~ 26. Land Use: Zone R-6 per City of Rocky Mount Planning. ~ ~
FES Flared End Section RCP Reinforced Concrete Pipe A) 2-1/2' (NCDOT Type S-9.5A 1-2) Asphalt ~ 4 ~ 44. Lot 4, Block A, is to be reserved for o private driveway to 8urnette Lot. 27. Address ;s Rx Mount N.C. I
~ CMP Corra ated Metal Pie e) s" NCOOT ABC Type A or 8 9 P o W~ 45. lot 24, Block D, is to be reserved for the detention basin as o separte lat. 28. Any relocation of existing electrical facilities will be ct ii~e c ~ s I Q h
GONG Concrete A dt B DATA PER GEOTECHNICAI. REPORT 8Y N 46. Sidewalk shall be installed b the Buildin Contractor. Since sidewalk i not ex ense. ~ T mZ Y 9 s P
TITAN ATLANAC GROUP, 12-4-02 ASP Asphalt o required by the City of Rocky Mount a bond or letter of credit will not 29. The contractor shall be responsible for all work zone traffic contra! Y ~
EP Edge of Pavement ~ ~ include the cost to install sidewalk. The Gradin contractor shall sloe tads in or adjacent to NCDOT right-of-way. Alt methods shall conform with the Q Z 0 9 p'g
GRAV Gravel 4' 10' FC Foce of Curb ~V~~ a ~ and stablize this area for which the sidewalk will be located. Manual on Uniform Traffic Control Devices (MUTCD) and NCDOT standards. W zN 47. Gradin Contractor is t r v ~ 30. Contractor shall be responsible for verifying the m~mmum buildin setback ~ g o emo a all Barnes and bwldm s noted on the Ian. 9 A
BG Back of Curb 9 P re uirements with the Buildin Ins ections Office before construction. ~ ° 4 ~ 48. Lots to be filled with approved structural fill material from subject site: q 9 P 6=' w ~
r Nu 4 sroNE ToPPI?+s ~ MUNfCfMt ~ fi~UClU~~t B~C~ TC Top of Curb ~ 1 31. All exi n w 'r ~ 49. Coordinate electric tem ora service and location of ad-mounted str g ate? and sewer information shown hereon was reported by the City of o
FL Flow Line of Curb (WATER & SEWER ONLY) P ry P ~ VLY transformer for permanent service with Ga Ammons, at 252 972-1272. Rocky Mount water and sewer department and is subject to field verification. `j w v
HGD Horizontal Ground Distance o.oe o.os o.02 0,~ a 3 , 841 S. WESLEYAN BOULEVARD rY ( ) o 32. Legal References: ~ ~ rr LEVARD
TBR To Be Removed • ~ ~ 1 1~ _ ROCKY MOUNT, NC ~,7>30~ Being that property described in Deed Hook 979 Page 454 less and except ° 750 the Ri -of-W Area o~ N.G ~ and that roe descrbed m Oeed ~ ~
MSC Mean Sear Leven- ! ~ P P ~Y 13 Book OS Page 65. See Tract 7 of the Hunn Estate Division, Map Hook 1 ~ ~
F-F Face of Curb to Face of Curb 4• ABC (252) 972 - 7703 ~IBL Minimum Buildin Line: Page 139. Stony Creek Township, Nash County Registry. x
g TYPICAL: San.MH Sanitory Sewer Manhole- pR~y ~ ~ 33. Water m t r t an r s f m t~~t Elaine Pate ~ m
~ w , CONTRAC70R: GRADE PRNATE DRNE IN SUCH e e ap d/o et et ay be due. Con V at [phone] to determine fees.
~ AWAY THAT SURFACE WATER NALL NOT CROSS 34. Fire protection water sup I system including fire hydrants, shall be ~ P Y n.
~ \ BURNETTE LOT. installed and in service prior to recording the subdivision, or if no
~ 1 o ~ ~ ~ ~ \ \ ~ ~ ; subdivision is" involved,: they placir y of combustible pre-tested fabricated f 139. J 1?9.?
r ~ 9 buildin assemblies on the ar~•ect site or utilizin them in the construction ~ 1 \ \ ~3s.s g 1 g ~ ~3 ) ? ~ of buildin stru t r . If °hased develo merit is tanned installation f
,c. 9.~ \ ~ o g cues, a P P o ~ ~ 7 ~ l t ' the fire protection weer system is permitted. ~ i j' I J -,1
I ~ ~ ~ ~ ~ ~ ~ ~ ~ r.~ ~ ~ ~ ` 35. Fire Department wnicular access to all structures under construction shall r 4 r
I ~ _ ~ ` ~ ' b vi at all times. In areas whets round surfaces ore of r I' LI.r. 1¦ ~ t ~ ~?r a pro ded g s t o ~kely
s ~ ~ _ tt , ~ 7'• • ~ ~ • ~ /J.... ~ , '~G?. ~ to become soft hard all weather surface roads shall be rovided. ;
- !P ~ - ~ - t ~ . ~ , ~ ~ _ ~r ' ~ • 36. All utilities are to be laced under round. I,ld! ~ _ _ ~ P 9 _ 37. f tr,e develo er desires under round electrical service he should call
m s A ~ ~ ~ ~ _ ' I Cary Ammons at [phone]. If the developer desires under round >a.
I ~ ~ ~ ~ ~ ~ ~ ~ ~ _ ~ I \ I ~ Z ~ , ~ naturak as service, he should cal! Kim Ramse Utilities Morketin ~ ~ ~.3 g y' g
. ~ !r ~ pls ~ ~ ~ A t r'`~, \ r 1 I + R esentatrve at 252 972-1274. A~ under round G electnc and as ~ ( ) g tY 9 `r.... + ~ ~ ~
~ zoo. ~ ~ ` ~ a. ~ I 1 G`~ \ ~ q ~ ~ ~ ~ ~ focitiGes are to b installed before inst Ilin curb an t r n ~ a o g d gut s a d street
' l ~ ~ f v ~ \ .1i ~ ~ ~ ~ i ~ F ~ / $~P ~ ~ ~ ~ r ~ ' ~ A V ~ r ' ~ ~ I ~ ~ • / ~ im vements. If cur utter and street im rovements are installed riot ~ , ~ ~6. ~ ~ Pro b, g P P ;O~ ' ! .a - to electric and as utili lines, the Ci will not acce t res onsibili for .
~ 9 tY tY P P tY / ~ damages to curb and gutter and street improvements. If curb and gutter
r ~ - , - ; ~ and strew! improvements are Installed pnoe to electnc and> gas ut?hty lines.
a'' ~ _ ~ the Ci will not acce t responsibili for damages to curb c+nd nutter or . ; ~ ~ - ~ ~ tY P tY
~ r ~ ! ~ pavement. nor will the City absorb the cost ofrbores or pavement patching, t * to
or landscaping
i - - _ ~ ~ r - ia. I 1 1 ,
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ram„ f j\~ ~ 1, r dt xf. JOYCE BUN~F / ~ I , ~ ~ ~ ~ ~ n ~ ~ t ~ ~ G-e"•. _ P .798 ~ ~i • ~ ~
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s ~ S?~ ~ 3~ JC8 NUMBER ~ Ot~K4 ~ 020033
I _ ~ No'ar 4b ~ N48'14 ti so o 24 E ,
ca ~ 8~3.! ~ RAWIN FIL N sarza z1 E +,l~.s~s 1.aa D G E
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49*V o iW •0` 6 65~ 7J 65.0 4 HP GAS LINE 80.0 72 BEHIND CURB; SEE Z
'4111, ~1110 Ac? SAN. 20.31 Z SCST X03 4 .0 5b NOTES 19 dt 20 Q -
-H. BUNN, jj. tEMaoitaRr , SQfT READ- a s, i w w w
TRUSTEE FOR B. H:`JNN HEIRS T_ TURM+~IttPq PIER ) q j it lp $,PC A"ko1"Us A I'I r, 87' 72' r , - f i"""_n` I gt o' I pl Q U Q L7
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az w Q _ ec c'' 9, $8 1'^ X5..7 u.. 9 b r' N N
see Awl5k- 10D. 6S0 . t. N 2156 /9 '
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vEtl - GARY w; cHANDL j 28.32 w r o
' -h d. DE300M 8. CHANDLER N8 TIE NEw WMEW 0 9 3*1 g. 386 4 DRIVE. a
' 19 8J N\ e~2A r N u1 t01 t BLOCK A TO N t,4Z 0• Ex.. PATH s jkOM9
ACT i r 1: M8 TA e 4n a! ~12S oa SIG N N 0 Z 0 J
r ~n1 i M HAT'IE TAYLOR 9AARETT ~ ~ ~
3g AND 6 kiEt ANNA BAARETT LCT 7, 8uxo 5 / I
D.B, 1481 P9.926° '*Ile ~iuruEl 0 6~1:?0 bit r10nS J r 1
T9
4C1N'
_ ti#M+ ~f 'MC 1 v r Z" PLASTIC ;AS c.; V o^Ad, ~J
ti AA^ - t-4E IN P E:t D '~EAf> Y AEI'
~4 DISTANCE
s.8. t 3 Pg..~ 32'04"W 30.00' IOYNER, KEENr a ASSOCIATES 4r~, - LANO PLANNNG It SURVEflNG
e.12,0';ony the City Engreer -g ~srSt 22"w 50.41
oepcrmA t that this CorstrJction r.,n P 0. BOX 7533, 209 N. PEARL ST. 3y I tJ i•4O 05"~ 0,0 - C ROCNi uOUNT, N.C. 2788,4 L- w. R [phone] VOCE
meets ?he ro ate rP Pr r aand;rc- O OpES6, [phone] F?X
City Engireer NUMBER OIRECt10lf SEAL _ _ w r
_ DISTANCt r L4 S62'3122"E 204.33 PHASE 1 8421
LS S0X23 15276 • s :r• ii_o?Eon by the Ceporrnent A paonning _ _ yQ1NEE4.• Q ~ OJ
L6 SW25E 44.47 evelopment !rat this onstruc'ion Plat e . P 1 CONSTRUCTION PLAT - - ti
s L7 S14'S2 31.1 nus approved by the City P!annirg Be--rd cn 3 0 N - ~r day of .2702. w ROCKY MOUNT, NASH COUNTY, N.C.) r,Bp 'y o
LS 750 04 44;37 « LS N22'61 176.43 (STONY CREEK TOWNSHIP) • (o• 0 = '
L10 N4T5103 40,16 Director 0 ' 00 200 30:~
L11 N74 41 S.i 71.28 "PREIIMff NARY ~ S w a
L12 N07-06 E 30.97 - DO NOT USE FOR U J CONSTRUCTlON"
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TOP Of BANK-~ ~I / I ~ I E ~ , , , I ~ - a ' I 1~- / i' oI I I F ~I~i ~ f~„~ J I ,~~,~a i~ ~ , . ' ti ~ ~ 1. i 4l 2 ~
,t , -I I ~ ,~h'~ ~ ~ li/ I t., ~~r ,L ~/~~1
RVEY ~ r p I ~ ' ~ i t. J FIELD SU t ~ ' ~ I P ~ ~ ' REPORTS AEkt?ST o ! i i ~
i ~ , ~ r I VERTICAL SLGi ' I - µ / o ~ ~ ~ o. ~ ~N I Q 2 ~ OT ~ CONSULTING ENGINEERS, P.A.
/ u _ ~ ~ I.,,, a ) I f III_ - - =iii-lii-err--,,_I~j-_ / / _-Y ~'.•,,~c `I ,~Fp ~ W o ~IwI~aY, ~ 1 .75 , , H ~ CIVIL, MUNICIPAL &
/ UON, ~ ~ ~ ~ STRUCTURAL ENGINEERS ~ off' t COMPREHENSIVE
/ WEtt.nwa5l ~ ; ~ SECTION OF GOOSE CREEK / ~ . ~ / ~ >r . , ENVIRONMENT L SERV ES
i ~ ~ ? - !OL•7S'. -ROCKY MOUNT: - t~P I ~ ,
AT ROAD CROSSING , ~ - I ~ ~ , .~ti ~ , ? , r ~ I { ~ ~ ,lp ~ 841 SOUTH WESLEYAN BLVD.
~ ~ - ~ t I ' w ~ ~ a ; t-F (w ~ r ~ ~o~,~ ~ ~1~ IAI~C~(' lob o ~ (-$3 ~i ~ ~ z I ROCKY MOUNT, N.C. 27804
! / • ~ ; . ~ ?J V. M1 v. j. t ~ ~ ~ ~ ~ , q ~ ~ 1 GI,J{~, PHONE: [phone] v. t1 I; ~ ~ ~ FAX: [phone]
1 ~ .r i i- G~ ~I~f) ,1' 4-
r` - r ~f m I (j ~ ~ 1j ~ ~ ~ -WORLD WIDE WEB: - (,~o ~ ~ www.a gineers.com
f ~ ,'j ~ ~ odmi eers.com ~ ~
~/0~ ~ J C 4T:~.~. ~ 99.73 t r ~ ' r' I
0
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~ r, _ _
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I I ~ ~ ` ' ~ 110 „ - _ _ _ - 110
F,a _ _
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- y
105 - _ _ _ _f 105 I;
z ~ t - _ AERIAL SEWER En?DyJ A l.t, CT
o , ~ ~ MAIN N CONC.
CONSTAUCTION SAFETY -PIER- P R tIESIGN - _ - _ _ - _ _ . - - BY AP IAN ENGINEERS n
These drawin s do not contain the requ;rements for _ 9 f t . All rovisions for sofa shell be the sole - job sa e y p h' I
responsibility of the contractor. 1 IVN1/1 I _ _ _ _ f - - - - - ~ 100
0$a IV, Vi~.i.. j.:;;rd$ Only IJr: tj 1/~/~ C(~p~ a~ i:~n drawings ~C~+~'~ not ..sad os _ ; _
The contractor shall be responsible for reviewing all `~y inU . ~ 3r,d dcaeu o: ;.,.proved ter I NOTE:
existing job conditions. Any adverse existing condrtions o fio+, .rs b/ tha Eny,_ _ _ i PIPE INVERT IS LOWER THAN L
affecting work shown on these drawings shall be t ' _ _ _ _ - _ _ - o orP~o ~rnr . fOR AQUATIC U E PASSAGE `
brought to the attention of the engine~t~ for possible ~ ~ for i:ur.,::r~„u ion: _ oate:___ 95 . clarification or reconciliation. N _ . ~E 801TOM CREEK -
I ~IL -
~..,:L,~~ Dh~~ _ ,ti ~~1r~ ADA AND LEGAL D~S~CL.AIMER l • ~ swings u~"~ ;.a? e,ed Io ,~e , orre,.r w~ _ if - _ - dl a Q., i, li ~ L y _
This document Is not represented to c<,rnply wrih all ,;~~ration „r o,.:., : +~a~d c~,~.:.~..r~s Gut a~i<g . _ ~ _ E !L _ -
requirements contained in the ADA or other laws. - • ~ ~ , ,i warrarlrrd as s.li h n,r! _ _ _ - _ _ II-_--L _~.~z - - - - t _ _
Engineers are nat licensed to interpre~ laws or give
advice concerning laws, the owner she uld have this
document reviewed by his attorney 'o determine -
lega': compliance. ---90 J
"1his certifies that this copy of this PIsar accurately depict un~ar; f
the jurisdiction of Section 404 of the Clean Water Act as ' ed by it . undersigned on this date. Unless there is a change in the lu~ publish.-.
regulations, this determination of Sectioe 404 jurisdiction may Ld relied upon GARY DESCRh'TION 6HO6N i 4 85 02-084
fora *riod not to exceed five ears from this date. This deldi minafion was 85
made P utilizing the 1987 Corps years of Engineers Wetlands Duhnaution Manual." IS NOT FOR RECORDA NON. NAME: _ 1 1 10+80 10+60 10+40 10-+20 10+00 9+80 9+60 9+40 9+20 9+0t D-0000 11+20 11+00
TITLE: DATE: LS-12

r
' ~ \ ~ .
i i - ~ ~ \ ~ ^ ~ ~;1 ~ ~ ~ DAT \ ~ 1 E
. ~ ~ _ ~ m TEMPORARY H BONN, JR'tt HEIRS / 1 _ 1 E H BRIM ~ A .Mi4 , ~ OCT. 19, 2002
~ SON BULLU ,III t~ T-N rEll ~STEE c0~ B. I ~ 1 TR N v ~ ~ ~
ATTIE TAY R B . E~ ~ Q ~ ~ Ai~1TU! OELYI \ ND ~ dt wt. ANNE BUL CK ~ Ao~Ds 1 piVIS10 I ~ ~ ~ 1 I EsT^TE REVISIOivS
. Q ~ snrfr >o \ 0 M RIEL NA RETT ~ D .1730 Pq 82 0, Bi AOBIIe ~ TRACT 4, Er~llN Pn i 39 I i 1 1 I JAN. 2, 2003
- P .926 ~ rn i1lE DEPT., / \ D. 14 1 \ m ` ~ EAIOt00Jf1Y i 3 6 ~ Z L 6 10' I I r ~
PORTI OF ACT 8 ~ ~ z ~ / I JAN. 10, 2003
~ BU ESTAT DIVISIO ~ ~ ; I. I N I i ~ I D PRO.MH 10' I I I ~ ~ ~ l
8 1 Pg. 1 7 , ~ ~ N S ~ , ~ ~ / STA 1 +85.28 ~"'~'1 / ~ 1 ~
~ / (TBR) LINE A ( ~ ( C ~ l~ j / I I I 1 CJ ~ I
V~ I I ~ I ~ ~~___r ~ SCALE
_ - - I I I ~ ~ C ~ ~ ~ VERTU I. , 5,
~ - I ~ ~ ~ I I I I I ' ~ CQ l ~ ~ H~RIZ~ 1' = 50' ~ ~ ~ I ~ ~
~ V • . ~ l 0 ~ ~ ~ _ - DRAWN BY ~ ~ b O I ~ ~
p ~ ~ S 1 ~ 1 , \ ~ ~ ~ v fv -P ~ I O o N ~ = SLB
_ _ 1 ~ g ~
- l 1 - - - - _ ~ , ~ ~ I 3.~ ~ ~ l ~ m., z o • . I I ~ ~ ~ _ - , - - DRAWING FILE
i ~ I t ~ ~ ~ I I r Ex. Mo ~ , , ~ ~ - - , _ ~ ~ _ _ _ _ , 020033, LS_3.DWG ~ 1 ~
1 r I o~ui \ ~ ~ 1 I ~ /l TO X102. ~ , ~ ~ ~ _ - ' ' - ; _ - _ _ ' 1 -
1 - • 8• SS ~ .INV 98.19 ~ ~ ` ~ , _ _ ; - , -
\ , - ~ I ' ~ I I 1 ~ ~ < < ~ . STA +2~ 3 1 ~ • . ' , (1} 22 1/2 5 _ ~R/w I I 23LF 1 ~ _ 0916 58 34 ~ ~ 1 ~ A 1 OPTS 8'R ~ hk k t ~I I ~ ~ SE'ME ,r_ ,,-sue ~ • • • F I ter. I ~ ~ ~i~ _
1 BEND W/ 0 0.4>r ~ 1 I I- ~ m I 28+00.30 \ PR .MH ~ ~ ~ 1 \ .STA\ +81.38 1 ~ 1 BLOCKING 1 I 10 ~ ~ ~ • V1 _
ELL TBR) ~ gpE 3pE I I 1 ST 29+08. ~ 1 LINE 1 • \ ~ - - ~ 1 C80 J - 20 ~ ~ ~ 1 1 - - I-- R \ CBt t
C87 - - - - _ ~ 0 ET 8 ~ \ . 1 1 ~ GB _
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8 - r--~' 1 10 ~ , ~ ~ ~ 1~ a cer 1 (FUTURE) ~ ~ ~ ~ ~ Q~~ X98.
~ 1 ~ 10 ~ / ~o c / ~ J 1 138 ~ _ ~ ~ ~ ~31.F 1s~i PRO.MH a II I a • 64LF TR PLE q
.o I , 0 0.47 / STA 27+ 4 ~ ~ \ II I I I ~ ~ ~ - \ ~ 9 .16 5 STUB , , I r ~ A I Cn 1 ~ 0.77% ~ ~ / ~ ~ ~ ~
1 i / STA 0+00 UNE B I I R o 0 1 y N li 8 PVC ~ ~ 1~ ~ w ~ '1
t ~ / , 00.4% / II III ~ L ~ ` 1 1~i' / / ~ I 1 ~ 1 k ~ ~ i ~ I 1 \ ~ ~ ~ ~ ~ ~ V ~ ~ ~ ~ ~ \ ~ - - -
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> / / W 1 8'i~IJ CV M ALVE BOX 11 ~ ~ / ~11r 1 , unLm EAS ~ - - (1 W 1 18 JONr~ "DIP MI RUST PRO.MH ~ , ~ 11 ~ / • • 1_ ~ • ~ SNP
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H10RNR , ~ ~ ~ 1 O2 eLOwoFF ASSEwIBLY 1 , / ~ I11 1 ~ 1 ~No I • Boa - • . ~ ~ i ~ o DITCH ~ ~ _
PRO.MH / / / ,c i, 11~ 11 1 ICJ oo• STA 22+50.74 % i 4 ~ ~ 1 I I ~ ® ~ G1 ~ ti p 4~ _ _ _ - g~ji ~ _ _ ~
~ / /o c 11 1 I ' OFFSET 8 ~ ~ ~ --11 ~ ~ SARAH CALH N RAYNOR PRO,~H 1 O G A ~ I
~ D.B. 708 Pg. 65 SfA 2 SS.4359 1 i~~~~` 11 I / / ~ 1 I - - ~ ~ 6 _ - ~
~ 0 6'R I 1 1 / ~ TRACT 7, BUN ESTATE DMSIN ~ ~ ~ I 1 A~ 11 ~ ~ ~ ~ ~ - - - ~
j i M.B. 1 - Pg. 139 ~ ~ 1 ~ ~1 _ - ~ ~ - _ _ _ '66
SMT' ~ - - _ - - E - ~ _ % i i ~ & UTIL I~ ~ ~ pRAIN. ~ ~ ~ _ _ WE NDS ~ ~ X LS.~
~ 1 15 - l_ ~ ~ ~ DIM'S C3 ~ - - j NUMBER ~ „ ~ _ _ : - - - F.HARRISO~L.----~ ~ ac's
~ 1 T'S9 58 10'0110 ~ I - ' - - ~ i DELTA I R ACTUAL BANK OF ~ BRANCH FROM
i ~ 0' 38'1150 3d'1150 ~ ~ - ~ ~ ~ WET.ANDS LOCATIONS 50 0 50 ' 00 150 '1°'"~"''~Q"'` "~N1°
CD N84'0702 W N80r0739 W BE JAMIN H, BUNN, m LAND PLMWINO k suaYErNc TODD ST. JO N WITH Q
' ~ ~ 13.15 ~ & w JOYCE B. BUN TAN 23.78 15000 / D B 1 96 TEMPORARY ASPHALT CI P.O. 80x 7533, T00 N. PEARL ST. 'ARY ASPHALT CUL- t- 7 EPO SLO E OF B ROCKY, MOUNT, N.C. 27EO4
RAp 150.00 ~ 1 ~ A TRACT BUNN ESTATE DIVISION 4712 2x.23 TO BE REVERTED TO EI REVERTED TO EACH OWNER C P TROD INTO ZO _ ~ (z5y ar,-a~2a vas:
1` / M. - P .139 ONCE THE ROAD IS E ' CHORD 48.93 2b.20 9 THE ROAD IS ExTENDED. EA UST GRASSED c a e -
i \ SHEETS L8_8
A A 30+50 M
4 . 3 PVI srA 3o+so PM STA 26+00 3 1ae.oo
PRa, C/L ~ a. 12e.e5 EL. 1ae.oo L ~ 200' m L - 300 300'
Ex, C/L d K ~ 58.6 K - 43.8 d rW d 43.8 d
20' LEFT mn ~ 8 ' w~' 20 RIGHT + ~ •
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W~ NUf~O 0O" ~ ~ w~1R~~ ~ ~ ~ A Os ~ r N
1 1 1 No ~ ~ i ~ 220 (WATER & SEWER ONLY) ~i'' - I ~i 'i ii i INV. 98.82
' ~ ~ RIPLE 60"RCP' EX. 8 PVC SS 0 0,18 „-~Q . ~ 3 S
841 S. WESLEYAN BOULEVARD 1 f0 _ c NC 7 04 - " m - iii INV. 9600
ROCKY MOUNT, 2 8 m ao N _ - ~ - - -
52) 972 - 770 PROPOSED C/L GRADG I i pj I i q
L ___.J
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O0 N p n b O O~ n Uf f N A a ONi N A Uf N N M M g I~ m n co It 0 N W. m N n M
i r% ID M1 M L I- N M l~ I co N n h t MI O Oi 00 n ~C t M N N G O O 0 i O O C C C lV =x IM 17 ~ m a0 co of of N
SEAL gj N N N Oj N N N N N N N N N V
8121 . 31 +QO 32+00 33+00 34+00 35+00 36+00 37+00 38+00
24+00 25+00 26+00 27+00 28+00 29+00 0+00 31
A 07 e a

. _ -
- 1
- 1 1
_ j
H PLAN shown hereon is subject to: EXISTING CONTOURS 1. SKETC A royal
EGEND NOT TO SCALE L P P A City of Rocky Mount Review and pp p/p POWER POLE and LEVATtON B NCDOT Review and Approval
INFORMATION SITE x 132.56 EXISTING SPOT E CHOR GW C 404 Wetland Delineation AN ( ) e
INITYMAP VIC , SED FINISHED GRADE D Field Topographical Surv y 132.56 PROPO
TEE & G.V. W BLOCKING / TRACT ACREAGE: 36.49 Ac. EXISTING CURB & GUTTER onstruction shall conform to the requirements of the ~ 2. Street c
? T.PED NE PEDESTAL Mount Standards and Specifications for Roadway and T.PED TELEPHO City of Rocky
No. OF LOTS: 9____ 132 PROPOSED CONTOURS Structures, latest revision. , 0 SEWER CLEAN OUT Data taken from CRM MAPS. Contour Interval is 2. C 3. Topogrophic
PROPOSED CURB & GUTTER Q CO EXISTING OVERHEAD UTILITY TREE - DECIDEOUS Reference Datum is based on Mean Sea level.
~ LINEAR FOOTAGE OHW ,r WIRES ? CB 13900 LF ~ FES FLARED CB STORM DRAINAGE . .
OF STREET: oo DRAINAGE PIPE, o0o D SECTION & RIP RAP CATCH BASIN _ Existin Zone (A-1) = 20,000 Sq. Ft. TREE CONIFER ~ 5 g - 00 S . Ft.
x EN ) EXISTING SEWER MAIN w SS AREA OF 14.2 Ac. MAIN ? DI Pro osed Minimum Lot Size (R-6S) - 6,0 q P hereon shall be verified by the contractor/
> STREET R' W: W EXISTING WATER / DI DRAINAGE INLET 6. Any house dimensions shown AREA LIGHT POLE owner prior to construction.
a o G EXISTING GAS MAIN ~ M WV WATER VALVE 7. Lot Dimensions shown are approximate.
NAGE ~ ~ A-1 CATCH BASIN, DRAI ' Power is ro osed to be placed UNDERGROUND. 8. Electric P P
iTE CURRENT ZONE: PIPE & JUNCTION BOX z s ® PROPOSED WELL I ING SETBACK © GV GV GAS VALVE 9. Pro ert is located inside the City of Rocky Mount. P Y
3 MINIMUM BU LD W REQUIREMENTS: S PROPOSED STREET SIGN si ns shall not exceed 32 Sq. Ft. and 6' in height. 10. Subdivision entrance 9 merit shall be laced along the
k ro > Q ~ SIGN SIGN GENERAL SIGN 11. A 5 perimeter drainage & utility ease P
jfR k~ o~. m 50 Feet ® EXISTING WATER METER ct R 3 FRONT: perimeter of each lot. ATION Sketch Plan and is NOT to be used for RECORD ,
SAO ~ Feet ~ TEE, G.V. & FIRE HYDRANT TO BE REMOVED Q NORTHERN BLVD. SIDE 15 ~ TBR 12. This ~s a CONVEYANCE or SALES.
~ ~ W/BL _ CKING ; 40 Feet All Ri ht-of-Wa are Public unless noted otherwise. 13. 9 Y hod.
d e REAR P ~ STREET CENTERLINE PC,PT,PI 14. Area computed by coordinate met
o ~ SIDE STREET: 20 Feet ~ e E 15. All distances are chord. r merits are
~ ~ MIN. FRONTAL WER MAIN W MANHOLE ~ ~ SE / M BENCH MARK rner Radii = 20 unless noted otherwise (Measu e 16. Street Co
o° ~ AT MBL 100 Feet B o ~ to the PI) er FEMA Ma Panel Pro ert is PARTIALLY located in a Flood Hazard Zone p P 17. P Y r Flood Elevation not determined).
3 ~ 0 No. 370092 0002 B (100 Yea less
Surve or DID NOT visibly see any cemeteries in any open areas un 18 Y
0 100 200 300 otherwise noted. 100 r round Utilities are APPROXIMATE and must be field
A ABBREVIATIONS PROPOSED ZONE: R-6 GENER L ~ TS ?T 60 ¦ 18 (2096) LO 19. Location of Unde g 1-800-632-4949). II N.C. One Call Center before digging, verified. Ca tilities that are above
MINIMUM BUILDING SETBACK T 65' ¦ 32 (3596) ' 0. Jo ner-Keeny & Associates can only located u
Lines Surve ed LOTS y REQUIREMENTS: - 2 Y urve .Under round lines shown hereon are - ~ ground at the time of fields y 9 C G e b various res onsible parties.
Lines Not Surveyed 70' ¦ 40 (45%) LOTS ?T E• a roximate or as reported y P ~
EIP Existing Iron Pipe 25 Feet xistin Iron Stoke FRONT: ~ PP uarantee that any underground structures such as . 21. Surveyor does NOT g
EIS - E g EIA Existing Iron Axle SIDE 10 Feet , utilities, tanks, and pipes are located hereon. ~ _ N
New Iron Pi a Set - NIP - P 20 Feet
it Found REAR _ ^ , PKN - P K Na , ve been determined. ~ 23. Wetlands are not shown and may not ha I rin a thorou h
et SIDE STREET: 12.5 Feet _ _ - i ~ ' i PK~ P K Nail S - ~ .4 , - \ ~ This ma does not depict encumbrances that are found du g 9 N . _ r. ~ ~ , ~ 24, p in - ~ ~ ~ - ~ - V • ~ i i- ;
RS Railroad Spike MIN. FRONTAGE ~ ~ - _ ~ - NI No Iron Set or Found AT MBL 60 Feet ~ S. ~ " ' _ ~ i title search. z ~ ro ert shown hereon is not located in a Watershed Area per ~ y o.,
_ ~ - _z - ~ r'' xistin Concrete Monument - - EC 9 - - 25. Thep p y u~ ~ r 'n De artment. + ( > . of Rocky Mount Planni g p ~ a_ o
R/W Road Right o y ` ` _ _ _ Q ~ 26. Tax Parcel ID: 3841.12 86 1082 & 3841.12 96 514
C/L Road Centerline , i _ _ _ - - . ~ ~ ~ , A-1 er Cit of Rocky Mount Planning. 2 N • ~ ~ - 7. Land Use: Zone p Y
o Indicates Property corners ~ _ _ _ T '1 ' , r is Rock Mount, N.C. Y (i , . ~ ~ 1 ~ 28. Address y ~ ~
INV PI e Invert , ~ ~ ~ _ ( ~ I - • _ , ~ ~ ~ P , r - - ~ l ~ti'D.. ~ ~ , h ,-i~ _ , 1 r FES Flared End Section `1_ ~ ~ r~11,;;~~. _ = y - ~ ~ / ~ i,,_. ~ , ' ` ~ ~ ~ f existin electrical facilities will be at the developers z z { ~ ~.1 ~ ~ 29. Any relocation o g Q
red Concrete Pie ~ ~ ~ ~ ~ - RCP - Re ~ ~ ~ _ , ~ t ~ •3~ ; ;1 ~ l ~ ~ i , I'~~ ~ I ~ - ~ P res ons~ble for all work zone traffic control V w c , , ~ t 30. The contractor shall be p nform with the ~
~ ~ ~ f ,•~i l CMP Corrugated Metal Pipe ~ _ _ ` ~ ~ ~ ~ 'scent to NCDOT right-of-way. All methods shall co ~ o r , , ~ in or ad1 TCD and NCDOT standards. w ~
to _ ~ ~ - ~ 4 ; _ < ,r CONC Concre ~ ; , ~ % - ~ ~ niform Traffic Control Devices (MU ) w ~ . i Manual on U a i - r verif in the minimum building setback ~ o
ASP p ~ , i ` ` ~ ~ 31. Contractor shall be responsible fo y g ~ ` ~ construction. ~ ~ ~ uildin Ins ections Office before ~ w v
EP Ed e of Pa e ~ , . t . I Gravel - _ _ ~ I~ ~ i ~ % % ~ r~ ,i. GRAY ~ ~ ; e~~ ~ , - - ~ ` _ ~ ~ requirements with the B g P o
J r' 1 r,~ ~ ~~J`~ r. FC Face of Curb _ _ _ . k~ ~ i _ ~ , ~ r r ~ ~ - wer information shown hereon was reported by the City w n: ~ > , ~ ' 32. All water and se ~ - is subject to field verification. ° rn
~ c`. ; i BC Back of Curb ~ 1 ~ ~ _ i ~ ~ ~ " , ~ ~ ~ ~ ~ ~ ~ .St. IR~~~ ~ i '1 - 1 1' ~ f `t i Rock Mount water and sewer department and I ~ ~ \ Y ~ v
TC Top of Curb A ~ ~~1 ~ I ~ y / ~ i i r;~ r ' t _ ~ ~ x
FL Flow Line of Curb ~ ~ i I ~ ~ ~ ; , ' 0
HGD Horizontal Ground Distance ~ ~ ~ ~ ~ ~ , v d - .i , ~ ~ r TBR - To Be Remo e ~ , ~ ~ ; , r ~ ~ m
MSL Mean Sea Level ~ ~ ~ ~ ~ ~ i ~ ~ ' - i , ~ ~ ~ /l ~ , ~
to Face of Curb ~ ~ ~ ~ ~ ~ ~ F-F Face of Curb ~ ~ ' , / ~ ~ ~ -
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• ~ ~ TEMPORARY--~U~-DE_SAC _ - - ~0 DATE
r`_. ~ - ~ 2 0 FEB. 20, 200 , . ~ ll~o~~
, e ~ - p o 0 0 o Q6P~~ ~ SCALE
/ ~ 70 . _ , • _ ~ ~ ~ ~ _ - , pG~OpO~C~D Q 6 ~ 1 " = 100 Feet
- - - ~ - 70 ~ r
- _ 't _ _ . 7 - _ 0' ~ ~ ~ ~ - - ~ _ . 70 \ DRAWN BY
0 _ _ . ~ , _ 7 ; - 60 ~ ~ KAW i ,A
, 5 6 I ~ . ~ - - _ Ri ~C - - \ _ A i' ~ ~ ~ t 't -
~ _ _ - 7O ~ JOB NUMBER - _
I _ 6oase Bran ~ ' ~ _ 020033 r 65 - ~
. 65 ~ 60 ;,x,70 DRAWING FILE
o w 70 ~ . - 60 5 60 70 ~ 7O ~ MPLAN03
~ _ , _ - - - 65 70 - . ¢ - 70 - ~ ,
sG_.-~-- ~G. . ~ ~h - ` / Yi 60 ? 70 - 60 60 - - s ~
, L_ ~ ~ - ~ ~ - _ - ~ _ _ - 60 0~ 70 65 _ - . 7 _ - , _ S Y - _ , ~
~ 218. y, o ~ - _ _ - - _ 6 . _
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~ ? ~ ? ~ '1 ' m CJ ? ' '8~ i' 70 : 70 r ~ - ~ 'ma 70 65, ~ 65 I ;5
70 L~•:, ~ _ 65 _ 70 ~ ~ ~ ~ - 65 ? _ ~ 60 ~
T ~ , , ~ ~ 70 M .
W - 701
70 - . ! ~I ' , 12x5' ~ 0' - '8 U U 65 1 1 _ 70 - 65 60 -
c o Z P 651 60 - ~ - 60 c o I 70
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l/110 Ro 1311 PA ) p BOOK
lve I II i u w~ DBE l - \ / N
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JOYNER, KEENY d: ASSOCIATES
O I / (V 0 LAND PLANNING k SURVEYING
sale& P.O. BOX 7513, 209 N. PEARL ST: conveyance ROCKY MOUNT, N.C. 2'80
977-3124 (2 /
Cu i
m I
a I _ j I 100 0 100 200 300
Ja I - i
m k- I m
O 1 = 100 Scale
N I I o I
N I - O I O
N
U I ~ .
t

f f

NOT TO SCALE LEGEND EXISTING CONTOURS 1, SKETCH PLAN shown hereon is subject to:
SITE INFORMATION VICINITY MAP P/P R POLE and ~ A Cit of Rock Mount Review and Approval P/P POWE ) y Y x 132.56 EXISTING SPOT ELEVATION I B NCDOT Review and Approval
ANCHOR(GW) C 404 Wetland Delineation
TRACT ACREAGE: 36.49 Ac. TEE & G.V. W/BLOCKING EXISTING CURB & GUTTER 132.56 PROPOSED FINISHED GRADE ~ D Field Topographical Survey
" ? T.PED PH NE PEDESTAL ~ 2. Street construction shall conform to the requirements of the T.PED TELE 0
No. OF LOTS: 90 PROPOSED CURB & GUTTER Cit of Rocky Mount Standards and Specifications for Roadway and 132 - PROPOSED CONTOURS Y
O CO ~ LINEAR FOOTAGE EXISTING OVERHEAD UTILITY CO SEWER CLEAN OUT Structures, latest revision.
13900 LF J OHW F OF STREET: oo DRAINAGE PIPE, FES (FLARED WIRES ? CB 3. To o ra hic Data taken from CRM MAPS. Contour Interval is 2'. TREE - DECIDEOUS P 9 P level. CB STORM DRAINAGE Reference Datum ~s based on Mean Sea
~ o0o END SECTION) & RIP RAP CATCH BASIN ~ ' '
~ AREA OF SS EXISTING SEWER MAIN TREE -CONIFER 5. Existing Zone (A-1) = 20,000 Sq. Ft.
STREET R W: 14.2 Ac. a / EXISTING WATER MAIN ? I W D o ed Minimum Lot Size R-6S) = 6,000 Sq. Ft. DI DRAINAGE INLET Props (
0 house dimensions shown hereon shall be verified by the contractor/ AREA LIGHT POLE 6. Any nstruction.
~ - CATCH BASIN, DRAINAGE G EXISTING GAS MAIN V ~ SitE CURRENT ZONE: A 1 pQ W WV WATER VALVE I owner pnor to co 7. Lot Dimensions shown are approximate.
z PIPE & JUNCTION BOX 3 MINIMUM BUILDING SETBACK ® PROPOSED WELL 8. Electric Power is proposed to be placed UNDERGROUND.
3 © GV w REQUIREMENTS: GV GAS VALVE 9. Property is located inside the City of Rocky Mount.
HU~yr S o ~ PROPOSED STREET SIGN fR N~ p~ m o SIGN 10. Subdivision entrance si ns shall not exceed 32 Sq. Ft. and 6' in height. SIGN GENERAL SIGN 9
<< ~ ~ FRONT: 50 Feet ROgp ~ ® EXISTING WATER METER 11. A 5' erimeter drainage & utility easement shall be placed along the P
Q~ NORTHERN BLVD. ~ SIDE 15 Feet TEE, G.V. & FIRE HYDRANT ~ ~P TO BE REMOVED perimeter of each lot.
~ W/BLOCKING TBR o Q REAR 40 Feet P ~ 12. This is a Sketch Plan and is NOT to be used for RECORDATION, CONVEYANCE or SALES.
a ~ ~ SIDE STREET: 20 Feet STREET CENTERLINE PC,PT,PI 13. All Right-of-Way are "Public" unless noted otherwise.
~ ~ e ~ m~ MIN. FRONTAGE 14. Area computed by coordinate method.
~ o ~ AT MBL 100 Feet SEWER MAIN W/MANHOLE 15. All distances are chord.
o ~ BM BENCH MARK ~ 16. Street Corner Radii = 20' unless noted otherwise (Measurements are
m - to the PI) 17. Pro ert is PARTIALLY located in a Flood Hazard Zone per FEMA Map Panel
P Y No. 370092 0002 B (100 Year Flood Elevation not determined).
~ ' GENERAL ABBREVIATIONS R-6 PROPOSED ZONE. ~ 18. Surveyor DID NOT visibly see any cemeteries in any open areas un ess
r ~ T 60 18 (2096) LOTS Y 0 100 200 300 100 otherwise noted.
Lines Surve ed MINIMUM BUILDING SETBACK , ~ 59(0) y LOTS T 65 32 (3 19. Location of Underground Utilities are APPROXIMATE and must be field
Lines Not Surveyed REQUIREMENTS: 'fied. Call N.C. One Call Center before digging, (1-800-632-4949). veri " ' 20, Jo ner-Keeny & Associates can only located utilities that are above
EIP Existin Iron Pipe LOTS ~T 70' ¦ 40 (4596) g 25 Feet = t y urve .Under round lines shown hereon are 1 he time of field s g c a e ground at t Y
EIS Existing Iron Stake FRONT: approximate or as reported by various responsible parties.
EIA Existing Iron Axle SIDE 10 Feet NIP New Iron Pipe Set ~ N T uarantee that an under round structures such as `0 r 21. Surveyor does 0 g Y 9 ~
P K Nail Found REAR 20 Feet PKN utilities, tanks, and pipes are located hereon. ~ j
PKS P K Nail Set SIDE STREET: 12.5 Feet _ _ - _ ~ _ ~ N ~
R Railroad S eke RS ~ ~ ~ - - _ P MIN. FRONTAGE own and ma not have been determined. ~ 23. Wetlands are not sh y
NI No Iron Set or Found AT MBL 60 Feet - - _ - ' ~ ~ ~ ~ 24. This map does not depict encumbrances that are found during a thorough N
ECM Existin Concrete Monument ~ ~ ` _ _ 9 Ri ht-of-Wa . _ _ r . R W Road y ~ ~ - . - ~ ~ title search. , Z N ~ i reon is not located in a Watershed Area per City o,.,
9 - - ~ ~ ~ ~ . - C L Road Centerline - - - / _ _ y-- - 25. The property shown he > rtment, ~ i _ , ; of Rocky Mount Planning Depa ~ ~
_ _ - - ; ,=a_- i . 0 1nd~cates Property corners - ~ - , - _Y ~ - 149 ~ ~ _ J~ ~ ' 26. Tax Parcel ID: 3841.12 86 1082 & 3841.12 ~ ~
V Pi e Invert ~ - , P _ ~ ' ` 27. Land Use: Zone A-1 er City of Rocky Mount Planning. Q ~ _ ;1 - - y P - z N
~ - ~ ! _ ~ ~ _ - ~ I ; FES -Flared End Section - _ - I / ,r ` ~ I - 28. Address is Rocky Mount, N.C. ~ ~ Y
RCP Reinforced Concrete Pipe / - - ~ ~ , r~•-~ , I CMP Corragated Metal Pipe ~ { ~ s "t. ~ ~ ~ wi I be at the develo ers ~ ` \ j ~ - 29. Any relocotion of existing electrical fac~l~t~es I P Z z
- ~ t , , CONC Concrete ~ ~ - - ; i r ~k _ r~ 1 _ r ~ ~~S ~-Fes'%'' ' V 'f ex ense. Q ; ~ ; P ~ ~ l > - 30. The contractor shall be responsible for all work zone traffic control ~ w
ASP As halt . ~ ~ h -of-wa .All methods shall conform with the ~ ; in or adjacent to NCDOT ng t y F, ~ o
'F EP Ed e of Pavement ~ ' I`~,~~~ ~ - ` r ~ ~ f 9 ~ ~ ~ -r' ` ~ ~ ~ • ! ~ Manual on Uniform Traffic Control Devices (MUTCD) and NCDOT standards. w w ~
GRAY Gravel , . ~ . ~ ~ ~ ~ ~ p; I _ • ~ 1^ i, - _ ; ' ~ ~ ~ - ~ or shall be res onsible for verif in the minimum building setback ~ _ 31. Contract Y 9 0 - P ~ _
FC Face of Curb - :k'~ ~ - ' ~ ;'i.~ _ _ _ I BC Back of Curb ~ i - ~ i - . If ( ` ~ ~ 'i~ i , ~ _ ; h Buildin Ins ections Office before construction. ~ Y re wrements with t e g p ~ ~
, TC Top of Curb ~ ~ ~ 2. All water and sewer information shown hereon was reported by the City of w ~ r _ _ .
FL Flow Line of Curb f 1 r r ' i ~ Rock Mount water and sewer department .and is subject to field verification. o rn i /
HGD Horizontal Ground Distance ,t_ ~ i ~ , ~ I / l ~ , , f~ ' - ~ ,
I TBF' To Be Removed _ ~ ~ ; "t ~ ~ ~ , " ~ ~ ~ x j, i ~ ~ o
Meon Sea Level ~ . ~ . ~ ~ ~ `l i . , ~ , I . L r ~i- " r % . ` ~ ~ , m t ~ ~ ~
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- - _ 1 _ ~ _ . 0~' DATE
1 , ~ ~ L 70' ~~o~~ ~ _ 0 FEB. 20, 2002
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6b ? ~ ~ ~ o r ~ 65 ~ 020033 r
0 70 70 , _ 9 s 7 i r 65 60 - ,
70 1 ~ : ~ ~ ~ 70 7 ~ . . . - ~ _ , , 70 65 . 60 70 r r 6O - , ,7O DRAWING FILE 65 _ ~ 70 60 ;
r._.. . ~.t- . ~ , . ~ 65 . _ 65 ~ 7O Po` MPLAN03 60 65 - ,
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sal%o% LAND PLANNING & SURVEYING 01 tion, conveyance P.O. BOX 7533, 209 N. PEARL ST. ROCKY MOUNT, N.C. 27804
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