SW8021037_COMPLIANCE_20030114

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
o�GZY�jOl�GY��J%J[l�^
YYWMMDD

DETENTION POND ANALYSIS FILE NAME: G:IDATAIWPDATAIWQSIPOND1021037.WK1
PROJECT #: SW8 021037 REVIEWER: L. Lewis
PROJECT NAME: Bridge Mill Professional Park
DATE: 14-Jan-03
Receiving Stream: Calico Creek Class: SC
Drainage Basin: White Oak Index No. WOK03 21-32
Site Area 2.83 acres
Drainage Area 1v �77. Q0`: square feet Area = 2.45 acres
IMPERVIOUS AREAS
Buildings
22000.00 square feet
Parking
47447.00 square feet
Misc.
1900.00 square feet
square feet
square feet
square feet
TOTAL
7134 00 : square feet
SURFACE AREA CALCULATION
% IMPERVIOUS 66.94%
Des. Depth 5.5
TSS: 90
VOLUME CALCULATION
Rational C
Rational Cc= 0.07
SAIDA Ratio 4.32%
Req. SA 4601 sf
Prov. SA ..... ;.::. i.502 sf
* place a "1" in the box if Rational is used
Rational ?*
FOREBAY
Des. Storm
::;:::1>Of3:;>
inches
Perm. Pool Volume=
12108
Rv=
0.65
Req. Forebay Volume=
2421.6
Bottom
8.5 msl
Provided Volume=
2792.00
Perm. Pool
14 00 msl
Percent=
23',°gip
Design Pool
15 msl
Design SA
6985 sf NEED TO VERIFY
Req. Volume
5795
cf
SA @ _
lElevation=
Pray. Volume
6405:
cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
COMMENTS
Surface Area Volume and Orifice are within Design Guideline:
in
1.46 sq. in.
0.58 sq. in.
1.23 sq. in.
0.028 cfs
x
a

COMMUNICATION RESULT REPORT ( JAN.14.2003 12:09PM )
TTI
FILE MODE OPTION -ADDRESS (GROUP)
---------------------- ---- - RESULT
--------------
825 MEMORY TX --- ---------------------
8-2522474098 ---------OK--
---------------------------------------------
REASONFORERROR E-1) HANG UP OR LINE FAIL
E--3 ). NO ANSWER
()'� \N- r
�C� G
D 'C
P. 1
NCDENR WIRO
PAGE
-------------
P. 2/2
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, RE., Director
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Plate: January 14, 2003
To: Ron Cullipher, P.E.
Company: Stroud Engineering
FAX #: [phone]
No. of Pages: 2
From: Linda Lewis )AI
Water Quality Section - Storlrtitwater
FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 021037
Project Name: Bridge Mill Professional Park
MESSAGE:
Dear Ron:
Please revise the entrance road elevations circled on the attached sheet. If there is indeed an
inverted crown on the road, the edges must be higher than the middle.
Please provide calculations of how you determined that 6,005 cubic feet of volume has been
. .. ..-- -- _, __. 4:..,, 1 n ft ,A 1 S T„,,.1114P the anrface area of the pond at

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
FAX COVER SHEET
Date: January .14, 2003
To: Ron Cullipher, P.E.
Company: Stroud Engineering
FAX #: [phone]
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
No. of Pages: 2
From: Linda Lewis
Water Quality Section - Stormwater
FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 021037
Project Name: Bridge Mill Professional Park
MESSAGE:
Dear Ron:
Please revise the entrance road elevations circled on the attached sheet. If there is indeed an
inverted crown on the road, the edges must be higher than the middle.
Please provide calculations of how you determined that 6,005 cubic feet of volume has been
provided in the pond between elevations 14 and 15. include the surface area of the pond at
elevation 15.
According to the Secretary of State, Mr. Varner is identified only as the registered agent of the
LLC, and is not a member. The LLC is member managed, therefore, he must be a member in
order to sign the application. Please either provide documentation that he is a member of the
LLC, or provide a signed letter of authorization from a legitimate member of the LLC allowing
him to sign on their behalf.
S:\WQS\STORMWAT\ADDfNFO\2003\021037.JAN03
XXT
NCDENR
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748

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Jan 14 03 03:31p STROUD ENGINEERING Pn 252 247 4098
01f1412003 03:20 252-726-4004 VAF*CR BRO5 CONST
PAGE 01
p.4
OPERATING AGREEMENT
OF
KING ARTHUR, LLC
THIS OPERATING AGREEMENT (the "Agreement") of KINC ARTHUR,
LLC (the 'Company"), a limited liability company organized pursuant to the North
Carolina limited liability company Act, is executed effective this the 2nd day of
February, 2000, by and among the Company and the persons executing this Agreetem
as the initial Members (as defined below).
ARTICLE I
IA 1 UDAMONS. The following terms used in this Agreement slwli have the
following meanings (unless othcrwise cxprcWy provided herein):
a. "Act" shall mean the North Carolina Limitod Liability Company Act, as
the same may be amended from time to time;
b. "Adjusted Capital Account" shall mean, with respect to a Member, the
balance in such Member's Capital Account at the end of the relevant fiscal year, as
determined l0 accotdance with Treasury Regulation Section 1304-1(b)(2)(iv);
c. "Articles of Organization" shall mean the articles of organi"tion of the
Company Bled with the Secretary of State, as amended or restated from time to time;
d. "Capital Account" shall mean for each Member, the account established
pursuant to Section 8.2 hereof and maintained in accordance with the provisions of this
Agreetttcet;
e. "Capital Contributions" shall mean any contribution to the capital of the
Company in cash, property or services by a Member whenever made;
E "Code" shall mean the Internal Revenue Code of 1986, as amended from
time to time (and any corresponding provisions of succeeding Iaw);
g. "Distributable Cash" shall mean„ with respect to the Company for a period
of time, all fum b of the Company on hand or in bank accounts of the Company as, in the
discretion of the Managers, is available for distribution to the Mcmbara after provision
has been made for (i) payment of all operating expcnses of the Company as of such time,
(ii) provision for payment of all outstanding and unpaid current obligations of the
Company as of such time, and (iii) provision for such Reserves as the Managers citem
necessary or appropriate for Company operations.
h. 'Fiscal Yeah' shall mean the calendar year, provided that; the fast Fiscal
Year of the Company shall commence when the Company commences business and
continue through December 2000;
RECEIVED
JAN 14 2003
DWQ
PROJ # SU 0t; I a 3
bd SiPE2 9SL aSa 2uivaaul2u3 pnoujS dirtr-Ea 60 bi Uec

Jan 14 03 03;31p
STROUD ENGINEERING Pp 252 247 4098
01/14/2083 03:20 252-726-4BO4 VAgWR WDS CONST
PAGE 02
P.5
17
and the Company. any legal or equitable right, remedy, or claim undo or in respect of
this Agreanezu or any covenant, coadition or provisions herein contained, and such
provisions arc and shall be held to be for the sole alad exclusive belt& of the Members
and the Company. `
10.14 C01Aj=ARTS. This Agreement maybe executed in multiple counterparts,
cash of which sha13 be dermod tin original for all purposes and all of which whcu taken
together shall constimte a single counterpart instrument. Executed si&nsturt pages to any
caunterpart instrum w may be dmrhed and affixed to a single counterpart, which single
counterpw with multiple executed signature pages affixed thereto constitutes the original
counterpart instrument All of these cvuntetpatt pages shall be read as though one and
they shall have the same force and effect as if all of the pasties had executed a single
signature page.
IN WITNESS WHEREOF. the uadersigped. being the initial Members of the Company,
have all caused this Agreement to be duly adopted by the Company as of the 2nd day of
February. 3000 and do hereby assume and agree to be bound by and to perform all of the
terms and provisions set forth in this Agreement, which Agreement is executed in (4)
duplicate originals, with cash mcsnbtr retaining an original.
J05 H F. Z
Mom
—IzjttA- zL
RdUtRT B. PEARCE.1u
Member
AVTp P. ROBERTSON
Member
V & G PROPERTIES (a North Carolina
Geneaal wtucrWp), Member
Y
B : !/
D l,_ Varner
(General Partnt t of V & G Properties)
S•d
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— Jan 14 03 03:3 p STROUD ENGINEERING P9
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RECEIVED
JAN 14 2003
, DW(
PROJ # SWCTO 205
. ............................
St'Ca 99L 290
2ujjBauj2u3 pnoilS dipir:60 60 bl Uec

STROUD ENGINEERING, P.A.
Hestron Plaza Two
` 151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
STORMWATER DETENTION PUNU Ut:WUN
DRAINAGEIAREA-__ _ _ 106,577 SF
a 1 INCI
DRAINAGEi�70[SC WATERS =
IMPERI10U5-AREA I —
$UILDINGS= ___..__...__.-.._22,000 F
2.__ __ �_ _....__..,._F
PARKINGIDR�IVES = I 47,4147 SF
-M,ISCELUA! N�OUS = -! I -- l-,900-SF-
i k �
.....TOTAL I l ......... 7-1,347...5_F....
% IMPERVIOUS
67. 00% �o � TSS REMtVA
U
USE A 5.5 DEEP POND WITH 90 /°
n .I SVDb r4.32%
... . -, ... _.......
MIN. REO'D SA 9 PERMANENT
POOL 4604 5F
SAIPROVIDED--- .................._..�.__._..._...__......,..._......._......5025..$F..-
N. REQ'D VOLUME
Rv-
M' �="0:5 + 0:009(%IMP)= --
MI-j J- —0 65-
VOLUME.REQ`D - I. 5773 CF
`--t I I I I 6005 CF VhE 11MF RRi7VIDFD = i
JOB 1/l J D ' i- + v ul Gt-I !\
SHEET NO. I OF j MM
CALCULATED DATE ! VG
CHECKED
SCALE +� `' ..... . jo
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STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
JOB t Er lu.' ilk t U L .u"
SHEET NO. OF
CALCULATED 8Y DATE A 6 Z
r
CHECKED BY DATE,
SCALE S I ' • •,i
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per WQ 1 •.ply ••..1..••'Q�w,�' 11
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1 1767
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SAj SF
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Vol.l(CF.)
114.00
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1
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I 1 I I I I ! 16005 1.00 1.....-1..60.5,..-.
15.00 Storage pool # 1 6984 1 i 1 1 1 1 ! 1 1

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
,oB !`M5,�5-13 RvijA-e N111 blk-SSIWAJ N4-tk
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CALCULATED DATE -11 016)2-
CHECKED B 3 0-
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it
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Initial
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T_.
A.
EJ
Narrative
Erosion and Sedimentation Control Plan
Stormwater Management Plan
Bridge Mill Professional Center
October 1, 2002
Owner: King Arthur, LLC
c/o Danny Varner
P.O. Box 1652
Morehead City, NC 28557
[phone]
Engineer: Stroud Engineering, P.A.
151-A I-lwy 24
Morehead City, NC 28557
[phone]
Description of Project
RECEIVED
OCT 3 0 2002
DW
1'ROJ # �SGU ed'y 103 �-
1. Type of Development
Bridge Mill Professional Center is a commercial development project located in Morehead City,
Carteret County, North Carolina on a 2.83 acre tract off of Bridges Street. The professional center consists of
seven buildings and the necessary parking required by the Town of Morehead City. This project is proposed
as high density utilizing a wet detention basin as means of controlling and treating stormwater runoff.
2. Earth Disturbing Activities
a. Excavation and grading for the installation of the drive, parking, drainage, and utility
improvements.
b. Grading for the construction of buildings.
3. Drainage
The site presently drains north to into Calico Creek, classified as SC waters, which requires the
design for a one -inch rainfall.
Erosion and Sedimentation Control Measures
The following measures are proposed for the site. If it becomes evident that additional erosion and
sedimentation control measures are needed, they shall be installed immediately. It is intended that all grading and
excavation activities within a certain area will be protected as soon as that activity is complete.
1. Sediment hence - Sediment fence will be utilized as necessary in locations as shown on plans or as deemed
necessary by the engineer to insure that off -site sedimentation in controlled.
2. Sediment Basins- Stormwater detention pond proposed for the site will serve as a
sediment basin during the construction phase of development. Once construction is completed basin shall be
cleaned to the original design depth.
3. Riprap outlet protection- Riprap to be installed at locations shown on plans to reduce energy at high velocity
areas.
4. Seeding - All disturbed areas will be seeded within 14 days following construction in accordance with the
seeding schedule shown on plans.
5. Stone Construction Entrance - Stone construction entrance(s) will be used to reduce transport of sediment off
site.
6. Drop Inlet Protection - Inlet protection will be used to reduce the amount of sediment entering the storm
drainage piping system during construction.

C.
0
E.
F.
Time Sequence of Operations
1.
2.
3.
4.
5.
b,
7.
8.
9.
l0
11
12
13
14
15
Remove and/or relocate existing obstructions.
Install stone construction entrance(s).
Install silt fencing at specified locations.
Clear and grub tract area for construction.
Excavate, rough grade, and seed stormwater detention basin,
Rough grade drive and parking area and begin preparation of building site.
Seed and mulch all areas of disturbance not to be paved within 14 days of land disturbance.
Install drop inlets and drainage piping within parking and drive area with sedimentation control measures as
shown on detail.
Install utility services.
Fine grade drive and parking area and place stone base course.
Construct building(s).
Pave drive and parking area.
Perform final grading, seed and mulch all remaining disturbed areas.
Remove accumulated sediment from stormwater detention basin and perform final grading of basin,
Install wet detention basin vegetation as specified.
Design Assumptions
1. Design storm is ten years,
2. The rational method was used for design.
Wet Detention Basin Operation and Maintenance
1. After every significant runoff producing rainfall event and at least monthly:
a. In, the wet detention basin system for sediment accumulation, erosion,
trash accumulation, grass cover, and general condition.
b. Check and clear the orifice and overflow device of any obstructions.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (piping, flumes, swales, rip rap) quarterly to maintain proper
functioning.
4. Remove accumulated sediment from the wet detention basin systems semi-annually or when depth is reduced
to 75% of the original design depth.
Main Basin Forebav
Pond original design depth: 5.50' 3.00,
sediment removal benchmark depth: 4.12, 2.25'
Removed sediment shall be disposed of in an appropriate manner in no way adversely impacting water
quality.
Remove cattails and other indigenous plants when they cover 50% of the basin surface.
Coastal Stormwater Regulations
The North Carolina Division of Environmental Management implemented coastal stormwater regulations in
coastal counties on January 1, 1988. these regulations arc detailed in 15 NCAC 2H.1000 Stormwater Runoff Disposal.
These rules allow for a development to he considered under various options. This project is submitted for approval
consideration under Section .1003(d)(2).
001,1)119110
'OF �Ssi••• ald D. Culiipher, P.E. Date
713 F
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STROUD ENGINEERING, P.A. JOB I .:�' rW YAAL �AA l 1,
Hestron Plaza Two SHEET NO. _ _— OF
151 A Hwy. 24 •••°° pFtTH C�b �u+Teo g DATE 3
MOREHEAD CITY, NC 28557 4a•• ?.••• ..... .� 6'pgY DATE- �
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`DRAINAGE &SEWERAGE- HYDRAULlG COMPUTATIONS-5
a = CPO55 - SecfOno I
_ — area of walerwa y
-- p= wetted perimeter
R P = Hydraulic radiu
SECTION OF ANY OPEN CHANNEL .. SECTION
V =Average or meon velociiy in /eef per .second.
Q = a V - Discharge of pipe or chonn e l in cubic feet per second (C. f. 5.).
n = Coefficient of rouyhr7ess of pipe or channel Sul -Face , see Tab/e A-P9.18-68.
S = 51cpa of Hydraulic Gradient (wafer sui•foce in open channels or yip es not'
under Pressure, some as Z10Pe of chonr'e/ or pipe invert only when flow
%S 4117i fO rrr7 in C0n3 fa n t SCC 'iOO .
For pipes iu11
or holf-full
Rtv 4
OF CIRCULAR PIPE
FIG. A- HYDRAULIC ELEMENTS OF CHANNEL SECT IONS.
90
•m+
70
w 60
4
U
3 so
0
J
LL 4o
LL
0
= 30
F_
a- 20
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n rn 7n xn .tn �cn r_n -�n An
Gr] fnn lfCf
� !9n
HYDRAULIC ELEMENTS fo4
PER CENT OF VALUE FOR FULL SECTION (APPROXIMATE)
r'"AMPLE: Given : Dischargge =12 c. f s. through, a pipe which has capacity flowing full
+ /S c. f. S. of a velocity of 7.0 f7`. p2 r scc. 1/i7ol V far Q = /2 c.f. 5.
. Percenfoge of fv// a�ischa,- - = 6070 . Enter chart cif 60/ 'of Yo'/ue
fnr fu//sec�ior7 of Hydrae/fc E/err7ei�fs,i�d Y=//2.5%x7=7.9 f'7< per sec.
FIG.B-VALUES OF HYDRAULIC ELEMENTS OF CIRCULAR SECTION
r r' n t "A PI I /\ r l e, R r m T% 1 ,- n T- r-- !' r %.

appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Trnnsportadon, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full 40
�1 (4) Vlo
! where Q = discharge in el's and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute now velocity Vo at culvert or paved channel outlet..
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and pAcd channel outlets,
Do=Ao, where A.= cross -sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10%. or.steeper, use recommendations
For next higher zone. (Zones 1 through 6).'
25
20 -
5-
Moe
Kum
- — -- —
REMAIN
r
a�lrov
�Q
10101120010
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KNEWE O
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i�i INCIALIMEWRIUM
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r� ro�mmds�rm>Qm�
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Site
rYr►r�ara+�nuor,a>Q.
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Iry arnirrrooar■�
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rumor.
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m m�:v>tmmu«�.�o�swurm
�o4rry
arm, rr■mawimas■riorr��rr
�roral
0 E r *�',..a l I I I
0' 5' 10, 15' 20, 25'
DIAMETER (FI.)
Figure 8.06.b.I
RCV, IVB 8.06.5

0
i
APWN. MATER �1
O PROTECT CULVERT
L1
TO AREYEMf SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE),:, :6L. A'-
:• 3 x De
4 x Do
2
STONE FILLING (LIGHT) CL. 8
3 x Do
6 x Do
1
STONE'FILLING (MEbIUM)`CL. 1
4 x Do
8 x Do
4
STONE FILLING (HEAVY)" CL. V-
4 x De
8 x Do
5
STONE FILLING (HEAVY) ' CL. 2
5P x Do
10 x Do
6
STONE FILLING (HEAVY)' CL. 2
6 x Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DtSSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times pipe die. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS. AND REVETMENTS`•
Step 1) Use figure 8.06.blto determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use.figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note., In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) "n" of lining_ (inches)
Fine 30.03I 9 12
Light. 6 0.035 12 18
Medium 13 0.040 18 24
Heavy �.13 0,044 30 36
(Channels) (Dissapatm)
8.06.6 Rev. 17193