SW7080414_HISTORICAL FILE_20080418

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Akpw
JA
NCDENR
For DENR Use ONLY
North Carolina Department of Environment and Reviewor: fL Ar
Natural Resources Submit:
Request for Express Permit Review
FILL-IN all the Information below and CHECK the Permit(a) you are requesting for express review. FAX or
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity Mao (same items
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;a11son.devldsonCDncmall.net
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.1900ncmail.nef
• Mooresville & -Patrick Grogan 704-883-3772 or patrick.orogan(awcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardisonCdncmall.net
• Wilmington Region -Janet Russell 910-350.2004 or lanet.russeliftricmail.net
NOTE. Project application received after 12 noon will be stamped in the following work day
Time: � nn
Confirm: �-ASty
EXPRESS
APR 18 20,,,,
Project Name: STATE FARM INSURANCE OFFIC E County: CRAVEN �� ®���
Applicant: _ Company: COMER FAMILY, LLC
Address: 107 GREENFIELD HEIGHTS BOULEVARDCity: HAVELOCK, State: NC Zip: 28532
Phone:[phone] Fax: Email: _
Project Drains into CEDAR CREEK waters — Water classification SC: SW, NSW (for classification see-
hftp://h2o.enr.state.nc.us/bims/reporistrepoftsWB.html)
Project Located in NEUSE River Basin. Is project draining to class ORW waters? N , within''/2 mile and draining to class SA waters N or
within 1 mile and draining to class HOW waters? N
Engineer/Consultant: JOSEPH C. AVOLIS, P.E. Company: AVOLIS ENGINEERING, RA.
Address: P.O. BOX 15564 City: NEW BERN, State: NC Tip: 28561
Phone: [phone] Fax::[phone] Email: AVOLISENGaLPMONLINE. NET
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems [:1High Density—Stonmwater Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems ❑ MODIFICATION ❑ REVISIONS SW _ (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply Isolated wetland on Property ❑ Yes N No
Wetlands on Site ❑ Yes N No Buffer Impacts: N No ❑ YES: acre(s)
Wetlands Delineation has been completed: N Yes ❑ No Minor Variance; N No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes N No Major General Variance N No ❑ YES
404 Application in Process w/ US ACOE: ❑ Yes N No 401 Application required: ❑Yes N No It YES, ❑ Regular
Permit Received from US ACOE ❑ Yes N No Perennial, Blue line stream, etc on site ❑ yes N No
For DENR use only I
Fee SDlit for multiple permits: [Check # 1 R?�d 1 Total Fee Amount $ 4D0 0
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
MA
$
Variance Me]; Min)$
SW HD, ❑ LD, ❑ Gen
$ 4 DDD
401:
$
LQS
$
1 Stream Deter,_
$
NCDENR EXPRESS January 2008

North Carolina Secretary of State
http://www. secretary. state. nc. us/corporations/Corp.aspx?Pitemld=...
Elaine F. Marshall
Secretary
CORPORATIONS
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North Carolina
DEPARTMENT OF THE
SECRETARY OF STATE
PO Box 29622 Raleigh, INC 27626-0622 [phone]
Date: 4/18/2008
View Document Filings I Sign Up for
E-Notifications I
nA Print apre-populated Annual Report
Form I Annual Report Count 1 File an
Annual Report I
Corporation Names
Name Name Type
NC COMER Legal
FAMILY, LLC
Limited Liability Company Information
SOSID: 1016192
Status: Current -Active
Date Formed: 12/10/2007
Citizenship: Domestic
State of Inc.:
Duration:
Registered Agent
Agent Name:
Registered
Office
Address:
Registered
Mailing
Address:
Principal
Office
Address:
NC
12/31 /2035
Comer. Donna H.
107 Greenfield Heights
Blvd.
Havelock NC 28532
107 Greenfield Heights
Blvd.
Havelock NC 28532
107 Greenfield Fits
Blvd
Havelock NC 28532
1 of 2 4/18/2008 9:32 AM

FROM FAX NO. Feb. 11 2002 04:25PN P3
c4 wAviTf�.g��O; Form CS-SSO
Sower Overflow Reporting Form
ColleetWn Sy
PART I I
ANSWER THE FOLLOWING QUESTIONS FOR EACH RELATED CAUSE CHECKED IN PART I OF THIS FORM
AND INCLUDE THE APPROPRIATE DOCUMENTATION AS REQUIRED OR DESIRED +(`
COMPLETE ONLY THOSE SECTIONS PERTAINING TOITHE CAUSE OF THE SSO AS CHECKS! N PART I
In the check boxes below, NA = Not Applicable and NE = Not I=valusted
A HARDCOPY OF THIS FORM SHOULD BE SUBMITTED TO THE APPROPRIATE DWQ REGIONAL OFFICE
UNLESS IT HAS BEEN SUBMITTED ELECTRONICALLY THROUGH THE ONLINE REPORTING SYSTEM
Severe Natural Condition hum ane tornado etc. t,
Desa'ibe the "severe natural contlioon' In stall.
How much advar+ce warning did you have an at eCicn9 WorB taken in prepareUan for the ont7
Comments:
:r
C7reas9 Documentation suG1 as cleanl ins ions enforcernen
actions ast overflow re orts educational maten I and dlstnbutio data
etc. should be available upon request)
When wee the last time this specific line (or wet well} was Clain 7
,dam;.,,1 Le&jV * 1
toT Va afintemaptors? LIIyeN__r Na❑NA❑NE
-- Do you have an enforceable grease ordinance that requires new Or.. g .re89e P
Have there been recent 09paesons and/or enforcement actions on n rby fasfeurent9 Of Other EIVJR Ne❑NA❑NE
nonresidential grease Contributors? '/i • "t
Vfi' Ir ,
Explain. rt—'l1
Have there bean othar SSOs or blockages in this a that wore olse caused by grease? Yeau No ❑NA ❑NE
Whan? J7.67t/o 4
1
If yes, describe tfrem:
r r SgmM+F OSGR 11�-�
Hava cleaning and Imp ons ever bean increased at this location? Yent.:r No ❑NA ❑NE
Explaln.
CS-SSO Forth October 9, 2003 Page 2

AVOLIS ENGINEERING, P.A.
L-77.3 P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
April 16, 2008
APR 18 2008
Mr. At Hodge
Environmental Engineer`p�n ent�®
NCDENR - Water Quality Section `t �V
943 Washington Square Mall
Washington, NC 27889
RE: State Farm Insurance Office
U.S. 70 Service Road/Stratford Drive, Havelock, Craven County, North Carolina
AE Project No. 08009
Dear Al:
Enclosed please find the following for the above -referenced project for your review and
approval:
• Stormwater Permit with Narrative (Original and One Copy)
• Project Plans (2 Copies)
• Stormwater Calculations (2 Copies)
Soils Report (Two Copies)
• $4,000 Permit Fee
It is requested that you review the permit package at your earliest convenience.
Should you have any questions relating to this matter or need any additional information, please
do not hesitate to call.
Sincerely,
lis, P.E.

Google Maps
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Google-
maps
@2007 G
Get Google Maps on your phone
Texttheword "GMAPS"to 466453
loft
4/17/2008 3:50 PM

u , u' : '.1• - z.

STORMWATER SUBMITTAL REQUIREMENTS
WET DETENTION POND
Objective
A. V Collect all runoff from all BUA (proposed and/or existing and/or offsite) as the case may be,
by any means including piping or swales, and direct it to the pond.
B. V Check the proposed pond design to make sure it meets or exceeds the minimum design
criteria for surface area, volume and drawdown.
II. What makes up a complete wet detention pond application package?
A. Two sets of sealed, signed & dated layout & grading plans with appropriate details.
J (Additional sets of plans may be requested for protects in certain counties)
B. Completed application with supplement(s), SWU-101, SW401-Wet Pond, and inspection and
maintenance agreements.
C, 1 Deed restriction document, if applicable (for subdivisions & projects with out parcels)
D. Sealed, signed & dated calculations.
E. Estimated seasonal high water table elevation at all pond locations.
F.0-Chlorides test results must be provided if the project is within''/2 mile of SR waters (Phase 11).
(This is only required to test out of SR water treatment requirements)
III. BIMS entry (for DWQ use only)
Enter & track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area info. Best done after the add info letter is written and before sending
permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:\wqs\stormwater\shells\highcompond
s:\wqs\stormwater\shells\highsubpond
s:\wqs\stormwater\shells\HDhybrid
Spreadsheet: s:\wqs\stormwater\excel spreadsheets\pond
VI. Review Procedure
A. APPLICATION
1. �.A
An original signature is required. Photocopied signatures cannot be accepted.
2. completed wet detention pond supplement and a signed, dated and notarized wet
detention pond Inspection and Maintenance Agreement with an original signature.
3. V/The numbers on the supplement match up to the numbers used in the calculations and
/ shown on the plan details.
4. vVV Built -upon areas are reported in square feet in Section 111.6.
5. Receiving stream name and classification. This is important because in the non -Phase
II counties, a wet pond cannot be used on a project that is within'h mile of and draining
/�to SA waters. For Phase I I, a wet pond is allowed within '/z mile of SA waters.
6. ✓ Section 111.6 is filled in -cannot be left blank. One column must be filled in for each
/ proposed wet pond.
7. t/ If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member -managed LLC, or the manager of a manager -managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs, then a letter of authorization is needed from the
8.0 president, vice president, general partner, member or manager.
For subdivided projects, a signed and notarized deed restriction statement must be
provided.

Wet Detention Pond, cont.
B. CALCULATIONS
1. ✓ The orifice is sized based on drawing down the calculated minimum volume in 2-5
days. The average head to use in the orifice equation is approximately one-third of
the distance between the permanent pool elevation (PPE) and the elevation of the
next available outlet above the permanent pool. The elevation of the next available
outlet must be either the elevation where the minimum volume is provided, or it can
be higher. The temporary pool elevation (TPE) to report on the supplement will be
the elevation of the next available outlet above the PPE. The temporary pool volume
(TPV) to report on the supplement is the volume between the specified PPE and the
��{{ TPE.
2.1"�kor Phase II projects that are within''/3 mile of and draining to SR waters, the
difference in runoff from the predevelopment and post -development conditions for
3 u)the 1 year 24 hour storm must be controlled and treated.
,kFor Phase II projects, the discharge rate leaving the pond can be no more than the
pre -development discharge rate for the 1 year 24 hour storm.
For Phase II projects draining to SA water, no discharge to surface waters may occur
from wet ponds. The discharge leaving the orifice must be effectively infiltrated prior to
✓reaching surface waters.
5. The average pond depth is the permanent pool volume divided by the permanent pool
surface area. The result must be between 3 ft. and 7.5 ft. Parts of the pond can be
deeper than 7.5 ft., but in no case can any part of the pond be less than 3 ft deep.
64/ If the 85% TSS chart is used a 30' vegetated filter must be provided at the outlet of the
pond. If the 90% TSS chart is used, no filter is required.
7. ✓ Use the correct SA/DA TSS chart from the BMP Manual noting that there are different
charts for different areas of the State.
8. ✓Required surface area at permanent pool.
9. ,Provided surface area at permanent pool (Based on pond dimensions)
10. Required volume calculation based on 1.5" storm for Phase II projects* and 1" storm for
all others projects. *unless the project is Phase 11 and within '/z mile of and draining to
SR waters then the volume calculation must be based on difference between the pre
and post development conditions for the 1-yr 24-hr storm.
1'hvTable of elevations, areas, incremental volumes and accumulated volumes for overall
pond and for forebay, to verify volumes provided.
12. VForebay designed to hold 20% of the permanent pool volume. (Range of 18%-22%
OK.)
13V Non -erosive flow for 10 yr. storm in the vegetated filter, if using 85% TSS.
14. ✓The seasonal high water table must be at or below the proposed permanent pool
elevation to assure that the necessary volume will be available above the permanent
pool.
15Y Rounding numbers off during the calculation process can result in deficiencies. Do not
✓round the numbers until you get to the final result.
16. An additional one foot must be excavated below the bottom elevation of the pond. The 1
foot sediment accumulation depth is not included in the average depth calculation.

Wet Detention Pond, cont.
C. PLANS- Due to storage space constraints, plan sheets should be kept to a minimum. For
small commercial single wet pond projects, the plan set could consist of only 2 or 3 sheets,
layout, grading and details. For larger projects, show as much information as possible on as
few sheets as possible, without cluttering them up.
1. y/ Development/Project Name
2. v/Engineer name and firm.
3.✓Legend
4. ✓North Arrow
5. ✓Location Map with nearest intersection of two major roads shown. Major road is any 1,
2, or 3 digit NC, US or interstate highway.
6.r/Revision
Scale- standard engineering scale, no off-the-wall stuff.
7. Date
8. number and date, if applicable.
9. Original contours, proposed contours, spot elevations, finished floor elevations, pipe
nverts, swale inverts, etc.
10. Existing drainage (piping, swales, ditches, ponds, etc.), including off -site. Include a map
delineating the offsite drainage areas.
11. Property/Project boundary lines, bearing & distances.
1211� Mean High Water Line or Normal High Water Line, if applicable.
n 13The permanent pool elevation must be above the SHWT and above the lowest
elevation of adjacent wetlands. Evaluate the need for a liner and/or berm/slurry wall to
prevent dewatering the wetland.
14.0 Drainage easement widths, pipe sizes and swale inverts are provided.
15� Wetlands delineated, or a note on the plans that none exist. Get a copy of the wetlands
delineation map signed by the Corps of Engineers, or have the applicant include a copy
of the unsigned delineation map submitted to the Corps. Wet ponds may not be located
in wetlands unless a permit to fill those wetlands has been obtained.
16. �Detailsforthe roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions &
slopes.
17.0A, partment / Condo development- Provide a typical building footprint with dimensions
and note all concrete and wood deck areas.
18. The drainage area for each wet pond is clearly delineated and numbered to match up to
the calculations and supplement. Drainage area delineation is best done as a separate
/plan sheet.
19. A pond section detail to include the forebay, a 10 foot wide vegetated shelf, pertinent
elevations for the bottom, permanent pool, temporary pool, and SHWT, 3:1 slopes
above the permanent pool, and the weir elevation between the main pond and the
✓forebay.
20. The 10 vegetated shelf extends 6" below and 6" above the permanent pool elevation.
21.�An outlet structure detail showing a trash rack with <_6" square openings, the necessary
orifice invert elevation (i.e., the permanent pool), orifice size and temporary pool
elevation.
22. Dimensions for each line and arc formed by the permanent pool contour.
23��here the 85% TSS chart was used, a 30 ft. vegetated filter strip is required to be
shown on the plans & detailed (elevations, inverts, slopes, and flow spreader
mechanism). Please note that the filter strip is not a ditch.
24.,A, forebay is provided for each inlet and located so as to prevent short-circuiting.
25. VThe pond must have a minimum 1.5:1 length to width ratio and a minimum 3:1 flow path
length. Artificial "baffles" of timber, vinyl, or earth can be used to create a longer flow
path. The top elevation of the baffle should be set at the temporary pool elevation or
26YA Vegetation plan is specified for the pond, including slopes. Wetlands species are
listed for planting on the 10:1 shelf. Weeping Love Grass is not suitable as a permanent
vegetated cover for pond slopes.
27.l�All roof drainage must be directed to the pond. Show the roof drain collection lines on
the plan. This is necessary for projects where the buildings back up the property lines
where roof drainage may leave the site prior to going through the pond.

i
, . "t, XJF�
APR 1 6 2"b
Stormwater & Erosion Control Calculations
State Farm Insurance Office
US 70 Service Road/Stratford Road
Havelock, NC
Prepared for:
Comer Family, LLC
107 Greenfield Heights Boulevard
Havelock, NC 28532
Prepared by:
Avolis Engineering, PA
PO Box 15564
New Bern, NC 28561
[phone]
FAX [phone]
April 1, 2008

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Hydrograph Summary Report
Page 1
rHyd.
type
(origin)
HydrographW6732)0
to
k
n)
Volume
(cuft)
Return
period
(Y rs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
SCS Runoff2
5,424
1
—
1-YR, 24-HOUR PRE-
SCS Runoff.2
15,888
10
—
—
10-YR, 24-HOUR PRE
3
SCS Runoff
2.23
6
732
9,637
1
—
—
1-YR, POST DEV
4
SCS Runoff
4.90
6
732
21,986
10
—
--
10-YR, POST DEV
5
Reservoir
1.06
6
750
9,438
1
3
47.87
4,232
1-YR POST DEV
6
Reservoir
3.71
6
738
21,787
10
4
48.24
6,396
10-YR POST DEV
Proj. file: STATEFARM.GPW
OF file: STATEFARW ADF
Run date: 03-30-2008

p-f;---9E"�cLafCA&Ur r3j) bt�S
1 - SCS Runoff -1 Yr - Qp = 1.24 cfs
Fl. 5
1.
C1
0.5
0.0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 1

2 - SCS Runoff -10 Yr - Qp = 3.72 cfs
4
3
CJ 2
JL
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 2

Y�C�� C— Tc>ti:p
3 - SCS Runoff -1 Yr - Qp = 2.23 cfs
2.5
2.
1.5
CY
1.0
0.5
0.0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 3

D�' Teycupx6d+ av,)➢1-rtbr35
4 - SCS Runoff -10 Yr - Qp = 4.90 cfs
0 5 10 15 20 25
Time (hrs)
/ Hyd. 4

65r VFnELbefOE-JT
7-Reseirvoir -1 Yr - Qp = 1.06 cfs
2.5
2.
u) 1.5
a
1.
0.5
0.0
0 20 40 60 80
Time (hrs)
/ Hyd. 3 / Hyd. 5

a
�A�P
6 - Reservoir -10 Yr - Qp = 3.71 cfs
5
4
3
U 2
1
0
0 10 20 30 40
Time (hrs)
/ Hyd. 4 / Hyd. 6

Hydrograph Report Page 1
English
Hyd. No. 1
1-YR, 24-HOUR PRE-DEV
Hydrograph type
= SCS Runoff
Peak discharge =
1.24 cfs
Storm frequency
= 1 yrs -
Time interval =
6 min
Drainage area
= 1.15 ac
Curve number =
74
Basin Slope
= 0.5 %
Hydraulic length =
240 ft
Tc method
= USER
Time of conc. (Tc) =
10 min
Total precip.
= 3.70 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Total Volume = 5,424 cuN
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
690 0.07
780 0.22
870 0.12
960 0.08
... End

Hydrograph
Report
Page 1
English
Hyd. No. 2
10-YR, 24-HOUR PRE-DEV
Hydrograph type
= SCS Runoff
Peak discharge =
3.72 cfs
Storm frequency
= 10 yrs
Time interval =
6 min
Drainage area
= 1.15 ac
Curve number =
74
Basin Slope
= 0.5 %
Hydraulic length =
240 ft
Tc method
= USER
Time of cone. (Tc) =
10 min
Total precip.
= 7.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Total Volume = 15,888 cult
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
654 0.19
744 2.36
834 0.35
924 0.23
End

Hydrograph
Report
Page,
English
Hyd. No. 3
1-YR, POST DEV
Hydrograph type
= SCS Runoff
Peak discharge =
2.23 cfs
Storm frequency
= 1 yrs '
Time interval =
6 min
Drainage area
= 1.15 ac
Curve number =
88
Basin Slope
= 0.5 %
Hydraulic length =
300 ft
Tc method
= LAG
Time of conc. (Tc) =
13 min
Total precip.
= 3.70 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Total Volume = 9,637 cult
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
636 0.11
726 2.03
816 0.22
906 0.14
End

Hydrograph Report Page
English
Hyd. No. 4
10-YR, POST DEV
Hydrograph type =
SCS Runoff
Peak discharge =
4.90 cfs
Storm frequency =
10 yrs
Time interval =
6 min
Drainage area =
1.15 ac
Curve number =
88
Basin Slope =
0.5 %
Hydraulic length =
300 ft
Tc method =
USER
Time of conc. (Tc) =
10 min
Total precip. =
7.00 in
Distribution =
Type III
Storm duration =
24 hrs
Shape factor =
484
Total Volume = 21,986 cuff
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
606 0.25
696 0.74
786 0.59
876 0.32
.End

Hydrograph Report
Page 1
Hyd. No. 5
1-YR POST DEV
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 3
Max. Elevation = 47.87 ft
Slomge Indicetion method used,
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 1.06 cfs
= 6 min
= STATEFARM
= 4,232 cuft
Total Volume = 9,438 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(min)
cfs
ft
cfs
cfs cfs
cfs cfs cfs cfs cfs
cfs
810
0.23
47.72
3.79
0.03 --
-- 0.31 - - - -
0.33
900
0.14
47.67
3.48
0.03 -
- 0.14 -- - -
0.17
990
0.09
47.65
3.32
0.03 --
- 0.08 - - -
0.11
1080
0.06
47.63
3.20
0.03 -
- 0.05 - - -
0.08
1170
0.05
47.62
3.12
0.02 -
- 0.03 - - -
0.06
End

• I
Reservoir Report,
Page 1
Reservoir No. 1 - STATEFARM
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft
sqft
cuft
cult
0.00 47.00
3,675
0
0
0.50 47.50
5,175
2,213
2,213
1.00 48.00
5,664
2,710
4,922
2.00 49.00
6,696
6,180
11,102
3.00 50.00
7,800
7,248
18,350
English
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 18.0
1.1
0.0
0.0
Crest Len ft = 2.4
0.0
0.0
0.0
Span in
= 18.0
1.1
0.0
0.0
Crest El. ft = 47.60
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff. = 3.00
0.00
0.00
0.00
Invert El. ft
= 46.80
47.00
0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00
0.00
Length ft
= 40.0
0.1
0.0
0.0
Multi -Stage = Yes
No
No
No
Slope %
= 1.00
0.10
0.00
0.00
N-Value
= .011
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -
Yes
No
No
Tailwater Elevation =
0.00 ft
Note: All otAlms have been analyzed
uMe, inlet and
outlet control.
Stage I Storage 1 Discharge
Table
Stage Storage Elevation Clv A
ft
cuft
ft
cfs'
0.00
0
47.00
0.24
0.50
2,213
47.50
2.39
1.00
4,922
48.00
5.65
2.00
11,102
49.00
10.24
3.00
18,350
50.00
13.32
CIv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
cfs cfs
cfs cfs cfs cfs cfs
cfs
0.00 -
- 0.00 - - -
0.00
0.02 -
- 0.00 - - -
0.02
0.03 -
- 1.82 - - -
1.85
0.00 -
- 11.93 - -- --
10.24
0.00 -
--- 26.77 - - -
13.32

Hydrograph Report
Page 1
Hyd. No. 6
10-YR POST DEV
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 4
Max. Elevation = 48.24 ft
Storage Indicetion method used
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 3.71 cfs
= 6 min
= STATEFARM
= 6,396 cuft
Total Volume= 21,787 cuft
Hydrograph Discharge Table
I
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(min)
cfs
ft
cfs
cfs cfs
cfs cfs cfs cfs cfs
cfs
720
3.10
47.95
5.36
0.03 --
— 1.47 — -- --
1.50
810
0.48
47.79
4.24
0.03 —
— 0.61 — — —
0.63
900
0.29
47.72
3.79
0.03 —
— 0.30 — -- —
0.33
990
0.18
47.68
3.58
0.03 —
— 0.18 — — —
0.21
End

Reservoir Report Page 1
English
Reservoir No. 1 - STATEFARM
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
ft
ft
sqft
cuft
cuft
0.00
47.00
3,675
0
0
0.50
47.50
5,175
2,213
2,213
1.00
48.00
5,664
2,710
4,922
2.00
49.00
6,696
6,180
11,102
3.00
50.00
7,800
7,248
18,350
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[D]
[A]
[B]
[C]
[D]
Rise in =
18.0
1.1 0.0
0.0
Crest Len ft =
2.4
0.0
0.0
0.0
Span in =
18.0
1.1 0.0
0.0
Crest El. ft =
47.60
0.00
0.00
0.00
No. Barrels =
1
1 0
0
Weir Coeff. =
3.00
0.00
0.00
0.00
Invert El. ft =
46.80
47.00 0.00
0.00
Eqn. Exp. =
1.50
0.00
0.00
0.00
Length ft =
40.0
0.1 0.0
0.0
Multi -Stage =
Yes
No
No
No
Slope % =
1.00
0.10 0.00
0.00
N-Value =
.011
.013 .000
.000
Orif. Coeff. =
0.60
0.60 0.00
0.00
Multi -Stage =
--
Yes No
No
Tailwater Elevation =
0.00 ft
Note. All outlaws have been analyzed under inlet and order control.
Stage I Storage I Discharge
Table
Stage Storage
Elevation Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C
Wr D
Discharge
ft cuft
ft
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs
cfs
0.00 0
47.00
0.24
0.00
- - 0.00
-
-
-
0.00
0.50 2,213
47.50
2.39
0.02
- - 0.00
-
-
-
0.02
1.00 4,922
48.00
5.65
0.03
- - 1.82
-
-
-
1.85
2.00 11,102
49.00
10.24
0.00
--- - 11.93
--
-
-
10.24
3.00 18,350
50.00
13.32
0.00
- - 26.77
-
-
-
13.32

NCDENR Stormwater BMP Manual Chanter Revised 07-02-07
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll,1986
Percent
Permanent Pool Average
Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5'
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
0.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
0.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
607
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100%
12
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
The engineering design of a wet detention basin must include a 10-foot-wide (minimum)
vegetated shelf around the full perimeter of the basin. The inside edge of the shelf shall
be no deeper than 6" below the permanent pool level, and the outside edge shall be 6"
above the permanent pool level. For a 10' wide shelf, the resulting slope is 10:1. With
half the required shelf below the water (maximum depth of 6 inches), and half the
required shelf above the water, the vegetated shelf will provide a location for a diverse
population of emergent;wetland vegetation that enhances biological pollutant removal,
provides a habitat for wildlife, protects the shoreline from erosion, and improves
sediment trap efficiency. A 10' wide shelf also provides a safety feature prior to the
deeper permanent pool.
Short-circuiting of the stormwater must be prevented. The most direct way of
minimizing short-circuiting is to maximize the length of the flow path between the inlet
and the outlet: basins with long and narrow shapes can maximize the length of the flow
path. Long and narrow but irregularly shaped wet detention basins may appear more
natural and therefore may have increased aesthetic value. If local site conditions prohibit
a relatively long, narrow facility, baffles may be placed in the wet detention basin to
lengthen the stormwater flow path as much as possible. Baffles must extend to the
temporary pool elevation or higher. A minimum length -to -width ratio of 1.5:1 is
required, but a flow path of at least 3:1 is recommended. Basin shape should minimize
dead storage areas, and where possible the width should expand as it approaches the
outlet.
Although larger wet detention basins typically remove more pollutants, a threshold size
seems to exist above which further improvement of water quality by sedimentation is
negligible. The water treatment volume within a wet detention basin is calculated as the
total volume beneath the,permanent pool water level, and above the sediment storage
volume, including any such volume within the forebay.
Wet Detention Basin 10-8 July 2007

Erosion Control Calculations
State Farm Insurance Office
US 70 Service Road/Stratford Road
Havelock, NC
Prepared for:
Comer Family, LLC
107 Greenfield Heights Boulevard
Havelock, NC 28532
Prepared by:
Avolis Engineering, PA
PO Box 15564
New Bern, NC 28561
[phone]
FAX [phone]
April 1, 2008

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Nitrogen Calculations
State Farm Insurance Office
'US 70 Service Road/Stratford Road
Havelock, NC
Prepared for:
Comer Family, LLC
107 Greenfield Heights Boulevard
Havelock, NC 28532
Prepared by:
Avolis Engineering, PA
PO Box 15564
New Bern, NC 28561
[phone]
FAX [phone]
April 1, 2008

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5W 1,70g0LI
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM APR 18 2008
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any larid-disturbing activity on one or more acres as covered by the AAct#befo'reyths 0
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name State Farm Insurance Office
1
2. Location of land -disturbing activity: County Craven City or Township Havelock
Highway/Street U.S. 70 Service Road Latitude N 34°54.178' Longitude W 760 55.880'
3. Approximate date land -disturbing activity will commence: June 15, 2008
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or�uncovered (including off -site borrow and waste areas): 1.2 Acres
6. Amount of fee enclosed: $ 130.00 The application fee of $65.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $585).
7. Has an erosion and sediment control plan been filed? Yes X No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
i
Name Joseph C. Avolis, P'.E. E-mail Address avoliseng(g�lpmonline. net
Telephone [phone] Cell# 252-671-9333 Fax # [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Comer Family, LLC
Name
107 Greenfield Heights Boulevard
Current Mailing Address
Havelock, NC 28532
City State Zip
252-444-1700
Telephone
Current Street Address
City
252-447-3596
Fax Number
Zip
10, Deed Book No. 2698 Page No. 94 Provide a copy of the most current deed.
Part B.
Person(s) or firm(s) who are financially responsible for the land -disturbing activity Provi
comprehensive list of all responsible parties on an attached sheet): V E
D
Comer Family, LLC E
Name E-mail Address
107 Greenfield Heights Boulevard Same APR t k 2008
Current Mailing Address Current Street Address —
LAND QUALITY SECTION
Havelock. NC 28532 ING1ON O°GIn off.! GED
City State Zip City St ip
i
Telephone [phone] Fax Number 252-447-3596

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name E-mail Address
Current Mailing Address Current Street Address
City State Zip City State
Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent
Current Mailing Address
City
State Zip
E-mail Address
Current Street Address
Telephone Fax Num
State Zip
The above information is true,and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there be any change in the information provided herein.
n A... L­/R A___-.__
a Notary Public of the County of
State of North Carolina, hereby certify that appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
Witness my hand and notarial seal, this LL day of -f ;' 20 ('
%A'y tSIM4f6/* Notary
NMRY
PUBLIC My commission expires_,