SW8941017_HISTORICAL FILE_19950106

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 oI'�l10 ��1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
�q�}rjp10�
YYYYMMDD

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
January 6, 1995
Mr. Frank H. Kenan
Post Office Box 2729
Chapel Hill, North Carolina 27515-2729
Subject: CERTIFICATION OF COMPLIANCE
with Stormwater Regulations
Stormwater Project No. SW8 941017
Landfall Center Expansion
New Hanover County
Dear Mr. Kenan:
This Certification is pursuant to the application for Landfall Center Expansion received on October
31, 1994, with additional information received on December 27, 1994. Staff review of the project plans
and specifications has determined that the stormwater control system as proposed for Landfall Center
Expansion will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1003(i): The
runoff from 606,960 square feet of impervious area will be treated in a detention pond sized to achieve
85% reduction in Total Suspended Solids. Lots 5A, 5B, 5C, 5D, and 5E are limited to 90% of the lot
area as impervious. Lots 5G and 5F must provide their own onsite stormwater control.
Any modification of the plans submitted to and approved by this Office or further development
of this site regardless of the fact that the modification may be less than 1 acre, will require an additional
Stormwater Submittal/Modification and approval prior to initiation of construction. Modifications include
but are not limited to; project name changes, transfer of ownership, redesign of built -upon surfaces,
addition of built -upon surfaces, redesign or further subdivision of the project area.
This Certification shall be effective from the date of issuance until rescinded. The project shall
be constructed and maintained in accordance with the plans and specifications approved by the
Wilmington Regional Office. This Certification supersedes the one issued to Mr. Jonathan S. Butters on
April 21, 1989. The developer is responsible for obtaining any and all permits and approvals necessary
for the development of this project. This could include the Division of Coastal Management under CAMA.
requirements, the Division of Environmental Management under Wetland 401 Water Quality Certification
and/or a dredge and Fill Permit and/or a Sewer Extension/Collection Permit, U.S. Army Corps of
Engineers 404 Wetland Permit, NPDES Stormwater Permit if disturbing five acres or more, local County
or Town Agency Permits under their local ordinances, or others that may be required.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Kenan
January 6, 1995
Stormwater Project No. SW8 941017
A professional engineer must certify that the stormwater system has been installed in accordance
with the approved plans and specifications upon completion of construction. The attached certification
must be received by this Office within 30 days of completion of construction.
The detention pond must be constructed in it's entirety, operational for it's intended use, and
permanently vegetated prior to the construction of any impervious surfaces proposed for this project,
except roads.
3900.
If you have any questions concerning this matter, please call Ms. Linda Lewis or me at (910) 395-
Sincerely,
Dave Adkins
Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\CERTIMC\941017.JAII
cc: Rick Bond, P.E.
Sky Conklin, New Hanover County Inspections
Bradley Bennett
Beth Easley, New Hanover County
Linda Lewis
Wilmington Regional Office
Central Files

DIVISION OF ENVIRONMENTAL MANAGEMENT
PROJECT DATA
Project Name:
Project Number:
Location:
Applicant:
Mailing Address:
Submittal Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth:
Permanent Pool Elevation:
Total Impervious Surfaces Allowed:
Offsite Area entering Pond:
Green Area entering Pond:
Required Surface Area at Permanent Pool:
Provided Surface Area at Permanent Pool:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice Type/Diameter:
Landfall Center Expansion
SW8 941017
New Hanover County
Mr. Frank H. Kenan
Post Office Box 2729
Chapel Hill, North Carolina 27515-2729
October 31, 1994
Bradley Creek
"SC HQW"
N/A
5.5 feet
19.5 MSL
606,960 square feet
0 square feet
105,851 square feet
33,288 square feet
33,582 square feet
57,315 cubic feet
61,476 cubic feet
21.2 MSL
3.0" pipe

WET DETENTION POND EVALUATION
1. Yes No The design storage is for the runoff from all impervious surfaces resulting from
1-inch of rainfall and is located above the permanent pool.
2. Yes No The permanent pool is designed for 85 % TSS removal.
3. Yes No The runoff completely draws down to the permanent pool in 5 days, but not less
than 2 days.
4. Yes No The mean depth of the permanent pool is a minimum of 3 feet.
5. Yes No The inlet structure is designed to minimize turbulence and short circuiting.
6. Yes No All overflow and discharge flows evenly over the length of a natural grass or
artificially planted wetland vegetated filter at least 30 feet in length, with a slope
of 5 % or less, and which provides a non -erosive flow velocity for the 10-year,
24-hour storm with a 10-year 1-hour intensity.
7. Yes No An appropriate operation and maintenance plan has been provided for the
system.
8. Yes No THIS PROJECT MEETS THE STORMWATER CONTROL REQUIREMENTS
OF 15A NCAC 2H.1003 (g), (i), 0), (k), and (1) (For Yes, 1 through 8 must
all be highlighted Yes.)
Brief Explanation: This detention pond is designed to remove 85 % total suspended solids and will
therefore be operated with a vegetative filter.
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN -OFF
Wilmington Regional Office
6o 7AU 9 ,5 1 ems'.
Date Individual Evaluating Form/Plans
"V*jt4j
195J
Date I Water Quality Supervisor
cc: Applicant/Bradley Bennett/arl/WiRO/CF

Landfall Center Expansion
New Hanover County
Stormwater Project No. SW8 941017
Engineer's Certification
1, , as a duly registered Professional Engineer in the State
of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project,
for (Project Owner) hereby state that, to the best of my
abilities, due care and diligence was used in the observation of the project construction such that the
construction was observed to be built within substantial compliance and intent of the approved plans and
specifications.
Signature
Registration Number
Date

POND MAINTENANCE REQUIREMENTS
Project Name: Landfall Center Project No. SCU 9 `-ICE''
Responsible Party: Frank H. Kenan Phone No. [phone]
Address: PO Box 2729, Chaepl Hill, NC 27515-2729
Monthly, or after every runoff producing rainfall event,
first: whichever comes
A. Inspect the trash rack; remove accumulated debris, repair/replace if it
is not functioning.
B. Inspect and clear the orifice of any obstructions.
C. Inspect the pond side slopes and grassed inlet swales; remove trash,
and repair eroded areas before the next rainfall event.
D. The vegetated filter, will be checked for sediment accumulation, trash
accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales)
for proper functioning. Accumulated trash will be cleared from basin
grates, basin bottoms, and piping will be checked for obstructions and
cleared as required.
B. Pond inlet pipes will be checked for undercutting, riprap or other
energy dissipation structures will be replaced, and broken pipes will
be repaired.
Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be
removed.
B. The pond depth will be checked at various points. If depth is reduced
to 75% of original design depth or 3 feet whichever is greater,
sediment will be removed to at least the original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be
reseeded twice a year as necessary. ��� ��v� ` ! �YER
�j NOV 0 g 1994 U
OEM
"�.T #- 5w 8--�_

�l
POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. General
A. Mowing of the side slopes will be accomplished according to the
season. Maximum grass height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will
be removed when they cover more than. 1/2 the surface area of the
pond.
C. The orifice is designed to draw down the pond in 2-5 days. If
drawdown is not accomplished in that time, the system will be
checked for clogging. The source of the clogging will be found and
eliminated.
D. All components of the detention pond system will be kept in good
working order. Repair or replacement components will meet the
original design specifications as per the approved stormwater plan.
V. Special Requirements:
NIA
I, Frank H. Kenan hereby acknowledge that I am the
financially responsible party for maintenance of this detention pond. I will perform
the maintenance as outlined above, as part of the Certification of Compliance with
Stormwater Regulations received for this project.
Signature: V ��� Date: November 3, 1994
I> a Notary Public for the State of
C
ounty ofdo hereby certify that
personally appeared before me this J4. day of
V,±22.,,,!� 19 9� and acknowledge the due execution of the
foregoing instrument. Witness my hand and official seal,
SEAL
My commission expires / 99s

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
December 20, 1994
DEC 'L 1 1994� D
---------------------------
ST cm)
ii3 V
Ms. Linda Lewis
Division of Environmental Management 1 Ill U I n
127 Cardinzl Drive Extension I��uJn`��(111 U
Wilmington, North Carolina 28405-3845 DEC 2 ? 1994
Re: Stormwater Project No. SW8941017 E Ill
Landfall Center Expansion 17
10J J Swg q ¢/p(7
KNN 94000
Dear Linda:
The enclosed plans have been revised to address your comments as follows:
1. Three sets of plans are submitted herewith.
2. A sketch of Wendy's parking is enclosed.
3. Comment three deleted per our conversation.
4. Orifice size changed from 4" to 3".
We appreciate the quick review response time you have given us on this project.
Please feel free to call me if you have any questions. Have a happy holiday.
Sincerely,
THE JOHN R.
M,cADDAMS� COMPANY, INC.
Rick Bond, PE
Project Manager
RB/dcg
cc: Jack Graham

CONCRETE HEADN1AM—�SEE DETAIL)
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-
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\ WENDYS
1 T C 27.50 �O Q GRAVEL CONSTRUCTION
INV OUT 24.08 Apo ENTRANCE/EXIT
'-., �\
EX. SMH
26 RIM 28.7'
- - _ _ •;. - 1 INV IN 20.3'
.F LOT 5D /
EX. C.B.
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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
December 14, 1994
Mr. Rick Bond, P.E.
The John R. McAdams Company
Post Office Box 14005
Research Triangle Park, North Carolina 27709-4005
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 941017
Landfall Center Expansion
New Hanover County
Dear Mr. Bond:
The Wilmington Regional Office received a Stormwater Submittal for the Landfall Center
Expansion on December 13, 1994. A preliminary review of that information has determined that the
submittal for the subject project is not complete. The following information is needed to continue the
stormwater review:
1. Three sets of revised plans are required for all initial submittals and any subsequent
revisions.
2. Please provide a site plan of the Wendy's, or draw in the existing building and parking so
that impervious area may be verified.
3. Your calculations indicate that a volume of 54,233 cubic feet is provided at the 1" design
storage elevation of 21, however, the calculations go on to say that a volume of 55,042
cubic feet is required to be stored. You must provide a minimum of 55,042 cubic feet of
storage at elevation 21.
4. The orifice of 4" is oversized. This Office uses a static condition under average head to
determine orifice size. Both 2 day and 5 day sizes are calculated, then a size is chosen
in between. The volume used to calculate orifice size is the volume being provided in the
pond, not what the minimum required volume is. This allows for additional storage if
desired, and maintains the required drawdown.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal opportunity Affirmative Action Employer

r
Mr. Bond
December 14, 1994
Stormwater Project No. SW8 941017
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to January 14, 1995, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\941017.DEC
cc: (2) Linda Lewis
Central Files

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
2525 MERIDIAN PARKWAY, SUITE 60 [phone]
P.O. BOX 14005, RESEARCH TRIANGLE PARK NORTH CAROLINA 27709 FAX [phone]
LETTER OF TRANSMITTAL
To: Ms, %.I A LGW10 Date: I:LI12I
O• • M I.• u I
Firmaw-ITHU
f / I low.,12MIEWMIL
Re: LMd All 6&11fc '
SW 89+1017
Dear Sir or Madam:
We are sending you the following item(s):
COPIES
DATE
NO.
DESCRIPTION
O
11.5
These are transmitted as checked below:
Remarks:
As requested
For approval
For review and comment
O��1��� ATER
DEC 1 3 J"4
OEM
— Foryouruse
Copy to: Signed:

•ii

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
December 12, 1994
Ms. Linda Lewis
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Re: Additional Information
Stormwater Project No. SW8941017
KNN 94000
Dear Ms. Lewis:
Please find enclosed the following additional information you requested regarding
the Landfall Center Expansion:
1. Engineer's seal on plans
2. Completed, signed, and notarized submittal forms
3. Lots 5F and 5G are labeled
4. The pond is sized for all of Lot 5 with the exception of Lots 5F and 5G
which will have on -site stormwater detention.
5. The volume calculation includes grassed areas.
6. The 21.0 contour is delineated.
7. The trash guard is extended below the permanent pool level.
8. Catch basins 3 and 4 have been relabeled.
Please feel free to call me if you have further questions regarding this project.
Sincerely, " 1,
THE JOHN R. McADAMS COMPANY, INC. SKY, j',,� L��1� �VAY 1' a
CL14 C44 E C E V E
Rick Bond, PE 9
Project Manager DEC 1 3 1994
D E M
nROJ

>�' •s•.+�,u a�..l:a. faa i,uuYNY,aa:LlLa,a
DENSITY.
PROJEDATA
t' ,
Project Name
Location (County, Township/h
Address, State
ENGINEERED_
Owner's Name Yiztn 1 N, l (r,tg n
MailingAddrn�SU BOX .2.7 21 Q!h P,- I 14 Il-' A/C 2751 — ZZZ`i
� QL7—B22/ Submittal Date
Phone Number9/�1
�—�
Brief Description (include map and appropriate drawings) E,c j2"i nn of hujad" Cote/',
Name of Water Body Receiving Stormwater Runoff _,/�W/, c ezt
Classification of Water Body_SCI} Q 41) If SA waters, engineered system, and distance is <0.5
miles, attach.report of chloride sampling results mg/l
State/Federal Permits/Approvals Required (Check appropriate blanks)
CAMA Major Sedimentation/Erosion Control
404 Permit DEM/DHS Sewage Disposal
Other (Specify)
CALCULATION OF BUILT UPON AREA
Built upon area means that portion of a development that is covered by impervious or partially pervious cover
including buildings, pavement, recreation facilities• gravel, etc., but not including wood decking. If the project
includes areas draining to different water classifications, please note them separately below.
• - Subwp=shed Subwatershed
Classification 67C H 0 W—
Built upon areas t5 " 1-7. A &,
Total Project Area 'S / L, O ar✓
% Built upon Area go 7,
Allowable B/U Area ' 3o 7,
Is the Project B/U Area,!-. the Allowable B/U Area? V&6 _ (If no, an engineerei
% Built upon area = (built upon area / total project area' )) *`.,,0
Built upon area limits for projects to meet density: SA waters — 25 %, Other —30%
STORMWATER COLLECTION SYSTEM
a 7�Sf ■ . i r'd r l . i-
1 ., / vim.. /.1.: 1, . .MPUM
Sy9CCm Is
Ny Office use,,only
�UR
ECEM IunU( 1 3 1994 D-
DEC
DB4?Rol #SG

/l ' BUFFER AREA
'-
Is the built upon area at least 30 feet from mean high water of all surface waters?' GS If no, please
provide a description
(Note: Only boat ramps, public roads, public bridges, and walkways to water related facilities are allowed
within 30 feet of the mean high water line if the project is intended to meet stormwater control
requirements through density limits.)
DEED RESTRICTTONS 'AND PROTECTIVE COVENANTS
U :�•.. -
By my signature below, I certify that the recorded deed restrictions and protective covenants for this project
shall limit, the allowable.built-upon area per lot to square feet inclusive of right -of --way,
structures,- pavement; walkways or patios of brick, stone, or slate, not including wood decking, state that
the covenants will be binding on all parties and persons claiming under them, that they will run with the
land, and that beaefits'may be enforced by the State of North Carolina, therefore. the covenant cannot be
changed or deleted without consent of the State.
CERTIFICATION'
I. 12#N l< /T • KE/VHIy certify that the information included on this
submittal form is correct, that the project will be constructed in conformance with this information, and
that to the best of my knowledge, the proposed project complies with the requirements of 15 NCAC
2H.1003 (b). I authorize the below named person or firm to submit stormwater plans on my behalf, and
agree to abide by the deed restriction statement above.
Owners Signature Date
Prfirm authorized person or m name and address below:
,rolcK So n d
The fJhn R, Mc 44,t &" Co m pAA � � -rite,
. D, go% 1400 tr
�iGS�cnh Trnunjle, Pcu-!c Al e, Z?Zo 'I- 40015
I•—��,�/�i.r-4 . �--� ,a Notary Public for the State of
County of d22=Af== do hereby certify that ��,�/,1�_ bS��..,y personally
appeared before e this day of 19 j�4 _, and acknowiedges the due execution
of the foregoing instrument. Witness my hand and official seal,
2 - i
commissionMy // �r
DIVISION OF ENVIRONMENTAL MANAGEl1UNT SIGN -OFF
Regional Office
i
L.t
bate Individual
..
Date
�r
oa�•,.r�t
cc: Applicant/WiRO/Bradley Bennett/Central Files
Supervisor
) cc attach 5+afcrv�rrf

STORM WATER MANAGEMENT
and
EROSION CONTROL REPORT
for
LANDFALL CENTER EXPANSION
WW DEC 1 3 1994
nRoj�€sws q,;((>/
TAROIf
,
SSi g:
SEAL
17578
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
'— J R MCA JOB NO
,
CLIENT
SUBJECT
DATE
PAGE OF
BY CHECKED BY
(Date)
This e_roslo� conir0l p/a�J rs subm�-�co( -{ate
I+k,, _ LAnd-1 ll Cc.i—u- pro j cct of Ne+,/ Ha vvu-
Cbu,i+y al- 7Afc pi-t-cr-6ecW0,1 0-� Fg6twoocC Road (14uy74-)
Glad .Mifilt y Cut-o-4 Road,
The prcLjccf will be cxog4sl01) a-
'>�ie 2x[S}Jit9 /-andF�.1/ Shopprr�j' Cc�1*r c,litli addifivntt,l
rcfail �pacr, a�Q as�socra,ftQ park�� a�a( 6�arm dia��iayc ,
mac. cxr5t,n9 cua4c/-,?0a1ify 00,1d a✓ill be expandcc(
13 k7alldlc sform a)Ouk-r r✓u no -ff . A,10,n 1)�-G pro p a5 eel
lmprau&-OcAf-s� 7i>c. pond i-Jill dcMi'n liZ frrst Inch
0-� rar-;6 Cf -(ram Ail impe/ ilo-ils surfaces for 48 hours
,rind Will pass tfrc /ov yr, 5iar-.-1 C✓ilnaut 0Ve1-topr0j
r is ban K5 ,
The praiect will be dk'wdcd (eta -Fwo p&scs hci
- pl se I'J'il( c11cJryl(J455 ttc, cyn-Stcucn_on_of T c
Siam, d/zt(✓t�t Collcchon syskm frDnl ti-C prop3.5e,4
aid aflsclojL stivcbl t , 71FC
tic dlscha�e prpci I a�Q 'tic
r3t (z7o ' of e
- — (nG SCCo� d p�tG se u r 1I e/1COM pa�j$ �$1 �L�GtLt/G/o pmC/7T
fDr t'Tc /iuJ Sfarrs 17 e rr-yya1r&X.*^ 07 /eG s-iZrr'L.
GLrctrnQgG_Goi/cchori. 5 n1_I lh7 rC.rratndz✓— 04
I�1fcJ�1Al_dr7VcS and -P� k(�y 6VYa-5 end c6a5bwetl54
of j c__rcizii 1 bur(di- _ l __
� Thc_ pond _is 61zcd -For a,!l. of- l-ot S_ coin. �►c_ex�ccc�tco� -.
of-outp�-as__,5_E-,F 5�. an M��li-Fwy__(�',rt_a,�-F uhrc.G,_w.�ll.%tWc._a✓I _ ...
— __- On - fi i 16 00net ,

THE JOHN R. MCADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
J R McA JOB NO
t
CLIENT
SUBJECT
DATE
PAGE OF
By CHECKED By
The_ 1'I l S-r phase of 7�C& Pro jc cf w l 11 d/.s--urlo
ap pro.X_I'rnq kly-- 2. 9 aCKs—and_ apprwcl mafcl
a-uts ;jlll be, d15turbcd ih Phase 2 ,
(Date)
Erosion Con-tyvl mcasu/c6�nfro
jill Iclude, lil�pfz11 c17o
0-- cal( ca+zl�l_baslits / 0- -r 14cu" checK �(am in �i2
swalC ) and tic ex/50yi9 scd7inc41"0' 4
�04e1_,-7110 5nzvcl eonshvC+ion Cntl'z<ncc./ex its al-C sh"-n i
Thy, SC9vencc b� G�nst/c/cho.I wtll he as �o//ocls;
A 064-1i1 still approvals artd 17ccCs6al-y
-b b1�egl/,'i /Glad clampiciC Ih2 project,
- 2 J /15raCtl l�2LVLl �tJn6FYticlr0✓1XilS GtnG�
P -1 --u- Check D4,yi
3, cSchCduk-, and ho Id a, p1-eco45t(VC-17,0'11
con-FtIr4ee, c,JiiA erosion un"/ personncj
4, Co1),5fYvc+ S-lzr-m. G(rulir�� pond PXpans /o n,
5, 51nigi 1) i & all de4(ldzd a eAs vith i;� 30 days ,
!o. 7ha_contt -shall ,marnfni� ?// orosion
. oOmr :l /if�Jpx ocrt Ph4-SC /. �} f
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I�:s pis l io(1 i�j o•{'_�'IG _.PJ�se_2 e�O nT/uei7! /'.

THE JOHN R. McADAMS COMPANY, INC.
LmP.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
J R MCA JOB NO. DATE BY
CLIENT
SUBJECT
PAGE
CHECKED BY_
OF
(Date)
,5cc CQluc�a�larts)
36'' .RAP ;i3m Pond Q) a = 567 cis
V/6
vcge-fa- i ✓e' Swale' 010 = 551
V,o = 3.?[* �Ps
2,90 ac, x zS /a c - �%3

MEJOxN R. McADAMS COMPANY, INC.
SOILS MAPA
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park North Carolina 27709 ,f_ Q PAGE / OF
J R MCA JOB NO, K,�/I 'y�Q DATE B l2 S 19T BY „� CHECKED BY
t (Date)
CLIENT PROJECT
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PROJECT: LANDFALL CENTER
JOB NUMBER: KNN9400
LOCATION: WILMINGTON
DATE: 11/20/94
1. DRAINAGE AREA
Drainage Area 17.80 Acres
Impervious area 16.00 Acres
% Impervious 90 %
2. POND SURFACE AREA
Surface Area to Drainage Area Ratio (SAIDA) For Permanent Pool Siang
85% Pollutant Removal Efficiency
SA/DA% FOR BASIN DEPTHS
Impervious%
Permanent Pool Depths (feet)
3
3.5 4
80
8.80
6.00 5.20
90
7.50
6.50 5.80
100
8.20
7.40 6.80
4.5
5
5.5
6
4.70
4.20
3.70
3.20
5.30
4.80
4.30
3.80
6.20
5.60
5.00
4.40
Surface Area to Drainage Area Ratio (SA/DA) For Permanent Pool Sizing
W6 Pollutant Removal Efficiency
SA/DA% FOR BASIN DEPTHS
ImpeMous% Permanent Pool Depths (feet)
3 3.5 4
80 9.40 8.00 7.00
90 10.70 9.00 7.90
100 12.00 10.00 8.80
4.5
5
5.5
6
6.40
5.70
5.20
4.60
7.20
6.50
5.90
5.20
8.10
7.30
6.60
5.80
For Depth= 5.5 feet SA/DA= 4.30%
ImpMwruub GeD- q 6 % 00.000 0^. oo,~w b+mw a.
85%Pollutant Removal Efficiency 54 = 33, 34-1 squ�rc -(-1;

3. TIME OF CONCENTRATION
Use the Mrpich Eq. Tc= (LA 311H) ^ 0.385
128
L=Hydraulic length of watershed (Tt)
H=Height of ridge above watershed
outlet (ft)
Tc=Time of concentration (min)
L= 1280
H= 8
Tc= 13.6 minutes
Use To = 14 minutes
4. RUNOFF COEFFICIENT
Developed Conditions
Area (ac)
Cover Description
C" Factor
CA
1.51
Roofs
1.00
1.51
13.86
Parking lots
0.95
13.17
2.43
Lawn, sandy soil, flat
0.20
0.49
Composite C 0.85
5. RUNOFF VOLUME FOR WATER QUALf1Y
Detain 1" runoff from Impervious areas for 2-5 days.
Runoff Volume = 17.8 acres * 1 "J12 * 453560 sf * C
Runoff Volume = 55,042 cf
&P ' (¢ (4'

TABLE 4
DETENTION OF 1" RUNOFF
(ft)
(co
(ft)
1.67
55042
1.67
1.00
29434
1.00
0.80
22382
0.80
0.60
15724
0.60
0.40
9559
0.40
0.30
6716
0.30
0.20
4083
0.20
0.10
1744
0.10
0.00
0
0.00
TOTAL DRAWDOWN TIME
FLOW AVG FLOW
INC VOL
TIME
VOL
(cfe)
(cfs)
A
mr1
(ct)
0.542
0.481
25608
14.78
25608
0.420
0.398
7051
19.70
32660
0.376
0.351
6658
24.98
39318
0.325
0.296
6164
30.77
45482
0.265
0.248
28"
33.96
48326
0.230
0.209
2633
37.46
50959
0.188
0.160
2339
41.51
53298
0.133
0.066
1744
48.80
55042
0.000

6. POND STAGE -STORAGE FUNCTION
Since we will be working with pond volumes and depths above permanent
pool only, take the permanent pool elevation as the bottom of the pond.
S
Z
CONTOUR
CONTOUR
INCR
ACCUM
STAGE
In S
In Z
Zest
AREA
VOL
VOL
19.5
33582
0
0
0
0.00
20
35288
17217.5
17217.5
0.5
9.753681
-0.69314
0.65
21
38743
37015.5
54233
1.5
10.90104
0.405465
1,65
22
42257
40500
94733
2.5
11.45881
0.916290
2.59
24
49458
91715
186448
4.5
12.13590
1.504o77
4.50
26
58M
108348
292796
6.5
12.58723
1.871802
6.50
b=
1.23
Ks=
29434
BASIN WATER OUALfIY DETENTION TIME
Low Flow Orifice Data
ola,=
?,00
CL Elev.=
0.00
Cd=
0.60
Storage
Elev.=
1.67
Min.Det.
Hours=
48
EsImatea onfee area(sf)=
Estimated orifice dia.(in)=
orifice Area=
;Water duality Stage z = tV/lq -1/b Z=
0.09
3.98
0.09
1,67

S. POND STAGE -DISCHARGE FUNCTION
Design principal and emergency spillways based on the orifice and weir
equations.The principal spillway is sized to pass the 10 year
storm. The emergency spillway shall pass the 100 year storm.
Orifice Eq. Q=CdA(2gH) ^ 0.5
Weir Eq. Q=CLH ^ 1.5
TABLE 2
OUTLET STRUCTURE DESIGN PARAMETERS
PRINCIPAL SPILLWAY RISER
BARREL
EMERGENCY WEIR
(3)
LIDia
H
Dim.=
4
3 Dia.=
36
Dim.=
20
Inv Elev=
21.20
Inv Elev=
19.40
Inv Elev=
24.10
Cwr =
3.33
Cdb =
0.60
Corr =
3.33
Cdr =
0.60
Cdr =
0.60
CL Elev =
22.7
Orifice
Orifice
Orifice
Area(rect)=
12.00
Area=
7.07
Area(rect)=
Area(dia)=
0.09
Area(dia)=
Weir
Pipe CL
Weir
Length=
4,00
Elev=
20.90
Length=
20.00
TABLE 3
POND STAGE -DISCHARGE
STAGE PRINCIPAL SPILLWAY
BARREL PRIN.SPILL.EMER. SPIL
TOTAL
(weir)
(orifice)
DISCH.
DISCH.
DISCH.
(ft)
(cfs)
(S)
(cf S)
(S)
(S)
(CfS)
21.20
0.00
0.00
18.84
0.00
0.00
0.00
21.50
2.19
2.24 -
26.36
2.19
0.00
2.19
22.00
9.53
9.74
35.70
9.53
0.00
9.53
22.50
19.74
20.19
43.05
19.74
0.00
19.74
23.00
32.17
31.66
49.32
31.65
0.00
31.65
23.50
46.46
51.68
54.88
46.46
0.00
46.46
24.00
62.41
65.88
59.92
59.92
0.00
59.92
24.50
79.85
77.52
64.58
64.50
16.05
81.43
25,00
98.67
87.633
6121.92
60.92
58.85
125.78
25.50
118,77
96.68
73.00
73.00
110.32
183.32
26.00
140.08
104.96
76.86
76.86
174.42
251.29

9. POND ROUTING
The SCS dimensionless unit hydrograph for the 24 hour storm
will be used for routing and runoff volume computations.
A small watershed hydrograph formulation method developed
by H. Rooney Malcolm will be used for pond routing.
Runoff Volume
Use SCS methods
Q= (P-0.2S) ^ 2 Q = Runoff depth (n)
P+0.8S P = Precipitation depth (n)
S = Ultimate soil storage (in)
S= 10001CN — 10
CN = Curve NUmber
Soil
Area (ac)
Cover Description
CN
CA
15.37
Parking lots, roots
98
1506.26
Mu "t7"
1.61
Open space
8o
128.80
To "C'
0.65
Open space
74
48.10
Le "D"
0.17
Open space
80
13.60
17.80 Composite CN 95.32
1696.76
P 10=
7.1 In
10 year storm precipitation
P100=
10.2 In
100 year storm precipitation
S=
0.49 In
010=
6.54 In
10 year storm runoff depth
0100=
9.63 In
100 year storm runoff depth
V10 — 010*A
V10— 110.47 as —In — 42279701
V100 = 0100*A
V100= 171.49 ac—In -- 62249301

Developed Condition Peak: Discharges
Use Rational Method to calculate peak discharges
De,= CiA C= 0.85 A= 17.3 ac
i10 = 5.1
i100 = 7.
DeIO = 77.3 cf=
De1o0 = 109.2 cfs
Time to Peak:
Tp = V/(1.390)
Tp10= 3933 s 66 min
Tp100= 4102 s = 68 min

10 Year Storm
0 STAGE ELEV
19.5
Time to peal::
66
min
Peak discharge
77.3
cfs
Time Step
7
min
420
ser
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
PRINCIPAL
SPILLWAY
BARREL
(min)
(cfs)
(cu ft)
Oft)
Q fs)
(weir)
(orifice)
(cfs)
(cfs)
(cfs)
0
0. ou
0
0
0.00
0.00
0.00
0. 00
7
2.16
905
0
0.00
0.00
0.00
0.00
14
8.38
4425
19.7
0.00
0.00
0.00
n , g( )
21
17.98
7945
19.8
0.00
0.00
0.00
0.00
28
29.89
15498
20.1
0.00
0.00
0.00
0.00
35
42.7B
28051
20.5
0.00
0.00
0.00
0.00
42
55.20
46017
20.9
0.00
0.00
0.00
E.74
49
65.79
69202
21.5
2.26
2.26
22.63
26.51
56
73.35
95882
22.1
11.71
11.71
39.14
37.55
63
77.04
121771
22.
23.99
23.99
49.71
45.41
70
76.46
144053
23.1
36.19
36.19
57.01
51.02
77
71.66
160967
23.5
46.23
46.23
61.86
54.80
84
63.45
171650
23.7
52.37
52.37
64.69
5/.02
?1
55.22
1/6094
23.8
E'5.Q9
55.69
K4.BS
57.'41
98
48.07
173e97
23.8
55.57
55.57
65./7
57.87
105
41.84
172748
2-.7
53.56
53.56
G4.97
57.24
112
36.41
167323
23.6
50.46
50.46
G3.69
76.24
119
31.69
161923
23.5
46.81
46.81
62.12
55.00
126
27.59
155574
23.4
42.96
42.96
60.36
53.G3
133
24.01
149118
23.3
39.13
39.13
38.51
52.11
140
20.90
142769
23.1
35.45
35.45
56.62
50./2

100 Year
Storm
Time to pea{::
68
min
Peak discharge
109.2
cfs
Time Step
7
min
420
sec
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
PRINCIPAL
SPILLWAY
BARREL
(min)
(cfs)
CCU ft)
(ft)
(cfs)
(weir)
(orifice)
(rfs)
Q s)
fcf)
O
C).i10
0
ri
G.On
r:),00
0.00
0.00
7
2.80
1176
19.6
0.00
0.00
0.00
0.00
14
10.91
5759
19.8
0.00
0.00
0.00
0.00
21
23.50
10341
19.9
0.00
0.00
0.00
0.00
28
39.28
20213
20.2
0.00
0.00
0.00
0.00
35
56.63
36712
20.7
0.00
0.00
0.00
0.00
42
.77
60498,
21.3
0.41
0.41
0.42
21.49
49
88.95
91310
22.0
9.81
9.81
10.03
35.94
56
100.59
124548
22.1
25.44
25.44
26.01
46.iu
63
107.32
156113
23.4
43.28
43.28
60.52
53.75
/0
109.02
183094
23.9
59.28
60.21
67.55
59.23
77
104.94
203983
24.2
71.07
74.18
72.42
63.14
d4
95.69
218207
24.6
30.24
34.07
75,50
(G5 . E( )
l
93.97
220495
24.7
03.82
35.69
75 %
e5 91?
98
/3.51
216359
24.6
87.44
32.7/
75.11
105 5
64.34
210508 15I )8
24.5
79.14
78. 68
73.86
64.29
112
56.33
204294
24.3
71.42
74.40
,2.49
E3.0_1
119
49.31
197954
24.2
65.01
70.08
71.06
62.06)
..2E
43.1E
191361
24.1
60.85
65.66
69.53
60.35

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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
November 15, 1994
Mr. Rick Bond, P.E.
John R. McAdams Company
Post Office Box 14005
Research Triangle Park, North Carolina 27709-4005
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 941017
Landfall Center Expansion
New Hanover County
Dear Mr. Bond:
The Wilmington Regional Office received a Stormwater Submittal for the Landfall Center
Expansion on October 31, 1994. A preliminary review of that information has determined that the
submittal for the subject project is not complete. The following information is needed to continue the
stormwater review:
✓1. North Carolina registered Professional Engineers seal on the plans.
✓2. Completed, signed and notarized submittal form.
A. Please show the locations of lots 5F and 5G. — SQPorlAe, POrA
4. Your calculations indicate that all of Lot 5B is accounted for at 90% impervious. What
about Lots 5E and 5D? Where are the calculations for those lots? Were they purchased
by Mr. Kenan at the initial sale? If yes, then please account for that additional impervious
area in the calculations. You must deed restrict Lot 5B to 5.93 acres of impervious area
and Lots 5E and 5D to whatever you are willing to account for in the pond.
5. The volume calculation does not include the grassed areas that flow to the pond. These
areas must be accounted for unless you are able to separate the grassed area flow from the
impervious area flow to the pond.
✓ 6. Please delineate the 21.0 contour on the plan, and indicate it's surface awe in the
calculations.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affimutive Action Employer

Mr. Bond
November 15, 1994
Stormwater Project No. SW8 941017
7. Please extend the trash guard down below the permanent pool level.
8. There are two CB 4's. At station 4+60, the invert is higher that at station 5+78. How
will water flow?
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to December 15, 1994, or the submittal
will be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAnADDINFO\941017.NOV
cc: (2) Linda Lewis
Central Files
PA

0
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
November 7, 1994
Mr. Paul Boney
Boney Architects
120 South Fifth Avenue
Wilmington, North Carolina 28401
Subject: Lanfall Center Outparcel
Landfall Center Expansion
Stormwater Project No. SW8 941017
New Hanover County
Dear Mr. Boney:
This letter is in response to your question concerning stormwater requirements for the Coastal
Photo outparcel at Landfall Center. I will repeat to you what I explained to Rick Bonds with McAdams;
if the parcel was part of the tract that Mr. Kenan bought from Mr. Bailey, then yes, the site's stormwater
runoff must be directed to an appropriately sized detention pond. A recent submittal for the expansion
at Landfall Center indicates that the new pond is sized for all of Lot 5B, except for outparcels 5F and
5G, however, neither of those two outparcels is shown on the plans, so I cannot tell if one of them is the
Coastal Photo outparcel. I will be contacting Mr. Bonds in a few days in response to the project review.
If you have any other questions concerning this matter, please do not hesitate to call me at (910)
395-3900.
Sincerely,
Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\LETTERS\941017.NOV
cc: (2) Linda Lewis
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal opportunity Affirmative Action Employer

L TIE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCHNORTH CAROLNA
(919) 6RI50 0 TANGLEPARK. FAX [phone] W Z92T9 D
I OCT 311994
LETTER OF TRANSMITTAL
To: Ms. Linda Lewis
Division of Environmental Mana¢ement
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Re: Landfall Center
I am sending you the following item(s):
Date: October 28 1994
D U OCT 3 t 1994 D
D.EM
PROJ 5�4)5 W/0l7
Job No: KNN-94000
COPIES
DATE
NO.
DESCRIPTION
3
Construction Plans
1
Calculations
These are transmitted as checked below:
As requested
For approval
For review and comment
Remarks:
.. n . AA
X Foryouruse
Copy to: p)221e-&p Signed:
Rick Bond, PE
Project Manager

STORM WATER MANAGEMENT
and
EROSION CONTROL REPORT
TE
ECEou�D
OCT 3 ! 1994
PROj � SDEM w8 c!4 1017
for
LANDFALL CENTER EXPANSION
�k caRo6,,
sESSlii: �. 9
SEAL
17578
s q4-

THE JOHN R. McADAMS COMPANY, INC.
P O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
J R McA JOB NO
CLIENT
SUBJECT
t
DATE —
BY
PAGE OF
CHECKED BY
. __Th%s_eros�o� _con�rvl plate rs submrffcci �a�
-- 7e--Land fall_ Cc.1tu- project rn New 1-hnovci-
Coun+y _at.Ip% lntcrscc;-h-O'l of F-asfwooQ Road
___•_Glna(_..Mc7)fofy_Ct.1,t-.o�f Road,
--The-. przucct-will Ao comprised a�
-ft—e.. 2Xrs trn9- /La id-l';l/ Shoppl;-j Cc']�-
--r c•fni1 space, 0,1d AWocra,tcQ 10'a"-kliq
(Date)
(Nwy 74-)
-mis cxpansran of
tijdt &Uoiy7on j
al)e( 67arm dlAi /7a6c
lnG GXr5frn9 clap G�ual;�y rooid a✓ill
fa Jut7dle 6jDrm wa4e_r ratho-ff -("m
_ - m' p✓bucmc.n t3s 7_7)c pond ali 11 .dGiAt n
04 rar)64f -from all rmpelvio-Us 5ul--6cez
and will pass tM, lo0 yr-, starry, l./ittiout
its ban k5 t
he expandca(
7�e proposeey
t first rnch
{ar SS hours
oVertopp /"
The project will be dt'vidca( (nto -hoo phases, %{,�
-F is+ phase ( )•)11 encompass /tC" C'ons(vc-hon of ME
staryh O(raiiLa4-G C011eGi7b4 Sya%m 1'�Z✓n ttiC prOpasea4
p�1tc y_ ta_ ftTc explande4 pollen tie pond eXpaAscon
aid - otlsch e stivo-bre , 1pie v efaY'►*Clc 54)a/e
_laic dtschajr, pr'prir aAdt -this rst Z70' of fft
can-vyxneC d/cVG,
--'�- %tic Sceond phase _will e�.Cvmpass �Si�cfevc(opmcn�-
-FDr-'tt'fc n uJ S*rrs � . 7Ve- r_KyW1 n1d4C#^ D_� fee StDr rVL
- G(rarrlage .coGlccito„_5ysk�n_� 7'—K6-rc.raiiidzr o-F .tie
_--•--(�t-lt�aUri_dnvcb _a„� _P�-K(�y cvra3 .,_.�it�t - -- can5lniet»n. -- ---
`The_ pond_is _612cd_%r _a.11 _0f__/..ot_51wi-1fi _*C cxccp�ton__
F_d-.54-0n M lilwy_Cc,t 6,cF Uhcch will have —an -_

® THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
i Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
JRMcA JOB NO
DATE
BY
PAGE OF
CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT
_re )i3.Y_phaBG O 7 iL._pro je.e+___ij i I( d s--ur/o--
_apprax-6.fcly_2,�.acres_._a,�C_apPiac,mafc�y._ 3,_z
_rucd__WIII_be, ct'5tucbeA in.Phaaa 2
_Erosr'on._ Con1YoL mcasu�s will (nclv�(L �•i/�{ p,bfzcfio�
co'+zli basins.._._GL �Ifv- ChecK dam ,n tfic
e x('5 h-19 swab ( and trio _ e /5t]ri9 5edlin'f4l 04
POnd,-ro 9nav0 construc+ron cn+yzmcc,/uits evc.sh" -y'
- . _Th&_5C9r/encc 6- C�n5flWC*0,7 W)ll be as -fo11oWs;
Ob fr,,n c l ( approvals a/td perm !s /I cccssary
-b begi aid comp)cicG tl'2 project,
2, 1A6�njj 67121Wcl 6045frVC,- 70-4 'xit5 011
71 u- Check Dan ,
3, Sehcdulr, a4d hole) _a, pfreo4stiv&*-0'A
c&)fc,rcr)cc� c,liM erosion eon"I Personnel ,
-4, Con,struc+ 5-fzrm df?z,irzje, , Pond &<,oans,o n,
- and G)()fiancc. fWd,
67, - (5+n.b, i) i & all denuded axa.s V;7h';� ao days ,
- ---lm _ThG---.Coo�'ia�fa�_shall _.mgin �n -all-Gros]on ..
66AtT01 deVIcea .ltfroujk ocrt Ph"e !, At
e�uvon-.
uAV-o 1 dov"Cc.-s shall be, W-f place -far-
____..._._�ust Z_Co�►.stn�cfzo>1_at,nc(, sha.11___bc.cvnc_7h"c--
_ - - . -- ms Potts i e l 14y - 0� _ 45 Z. 2_ co Bich r, ..

i
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
' Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
J R McA JOB NO. DATE BY
CLIENT PROJECT
SUBJECT
PAGE OF
CHECKED BY
(Date)
___.�umma.r�/- �_ �AS�.hGIAG�FilOClfit� _(sc�ca(ucla�ficrts�
_ 24'' RAP__ -Fi'bm Pond Qt o = !l, 09 cis
- - - V/ 6 = 3, S Fps
✓e, SWaIG Qro = //, 09 c-fs
V, o = /, 0 L -Fp5
vrW) O!A l ,rfn i FGG
2,90ac, x ZS� /C _ �73

SOILS MAP
THE JOHN R. McADAMS COMPANY, INC.
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]

LATHE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
/,�l q,{_ �Q
i`N
J R McA JOB NO. N 11000 000 DATE b ZZ S/ 1 T BY , `lg
CLIENT 1 PROJECT
SUBJECT EX OA/1LiGL� Sform
PAGE � OF
CHECKED BY
(Date)
Gl
GA - - _q ,3 1, a-c -
9, 3,5- ac� _ t.m p.wia Lb 90 7
/0 %
ac -
5,93
az lrnprrvi60s �10�
—__ ---. _ f}.cccss.scrYc�f b,l8ar✓ —
0, I ] ac
�mprivlovs_ -
----
he autWccfs
------/1�oad _wl1/___ha✓c__7_�G�.r�Or�n_.
(�n�L_._o-�d__th-�c�a�_ _-_--
-- - ------.mac. ho-r 1' cludzW /,� !7i_i3_alca-,
_Omrll-QyC - -
-- -----mac ._tWO ootparuls Yzi
/si�c. ex«finij--P-O'-'`d- - - -
--- --.ls Hof%-51/�IL .�- -----------------
-------- —

PROJECT.
LANDFALL CENTER
JOB NUMBER:
KNN9400
LOCATION:
WILMINGTON
DATE:
10/07/94
1. DRAINAGE AREA
Drainage Area 16.00 Acres
Impervious area 14.45 Acres
% Impervious 90 %
2. POND SURFACE AREA
Surface Area tD Drainage Area Ratio (SAIDA) For Permanent Pod Sizing
85% Pollutant Removal Efficiency
SA/DA% FOR BASIN DEPTHS
Impervious%
Permanent Pool Depths (feet)
3
3.5 4
80
6.80
6.00 5.20
90
7.50
6.50 5.80
100
8.20
7.40 6.80
4.5
5
5.5
6
4.70
4.20
3.70
3.20
5.30
4.80
14.30
3.80
6.20
5.60
5.00
4.40
Surface Area to Drainage Area Ratio (SA/DA) For Permanent Pool Sizing
90% Pollutant Removal Efficiency
SA/DA% FOR BASIN DEPTHS
Impervious%
Permanent Pool Depths (feet)
3
3.5 4
BO
9.40
8.00 7.00
90
10.70
9.00 7.90
100
12.00
10.00 8.80
4.5
5
5.5
6
6.40
5.70
5.20
4.60
7.20
6.50
5.90
5.20
8.10
7.30
6.80
5.80
For Depth= 5.5 feet SAIDA= 4.30%
Inlpw%4ous %- e9.9 % aA- 00,119 equnre 1t.
85% Pollutant Removal Efficiency 30, 119 SF

MIME OF CONCENTRATION
Use the I(irplch Eq.
To=I^3/H)^0.3%
128
LmHydraulic length of watershed (M
H=Height of ridge above watershed
outlet (to
Tc=Tlme of concentration (min)
L= 1280
H= 8
To= 13.6 minutes
Use To = 14 minutes
4. RUNOFF COEFFICIENT
Developed Conditions
Area (ac) Cover Description C" Factor CA
14.45 Parking lots, roofs 0.95 13.73
1.03 Lawn, sandy soil, ilat 0.1 0.16
EGY
S. RUNOFF VOLUME FOR WATER QUALITY
Detain 1" Runoff from Impervious areas for 2-5 days.
Runoff Volume = 14,45 acres' 1"/12 * 43W sf
Runoff Volume = 52,454 of

6. POND STAGE -STORAGE FUNCTION
Since we wiA be working with pond volumes and depths above permanent
pod only, lake
the permanent pod elevation as the bottom of
the pond.
Permancnt
P001
E/cvat:ovn
= 1q,5'
Pond(
Softom =
14-'
S
Z
CONTOUR
CONTOUR
INCR
ACCUM
STAGE
In S
In Z
Zest
AREA
VOL
VOL
19.5
31823
0
0
0
0.00
20
35615
16834.5
1e834.5
0.5
9.731185
-0.69314
0.50
22
40426
75940
92774.5
2.5
11.43792
0.91e290
2.42
24
48W
88992
181766.5
4.5
12.11047
1.504077
4.50
26
54940
103507
295273.6
0.5
12.50120
1.871802
e.82
b=
1.08
Ks=
35e59
7. BASIN WATER QUALITY DETENTION TIME
Low Flow Orifice Data
Dla.= 4.00
Estimated orifice area("= 0.10
CL Elev.= 0.00
Estimated orifice dia.(in)= 4.24
Cd- 0.60
Storage
Odfice Area= 0.09
Elev.= 1.43
MIn.Det.
Hours= 48
Water Quality Stage z = (V/K) ^
1/b z= 1.43

TABLE 4
DETENTION OF 1" RUNOFF
STAGE STORAGE HEAD
00
(00
(m
1.43
52454
1.43
1.00
35M
1.00
0.90
20005.
0.80
0.80
20500
0.60
0.40
13221
0.40
0.30
9882
0.30
0.20
6241
0.20
0.10
2947
0.10
0.00
0
0.00
TOTAL DRAWDOWN TIME
FLOW AVG FLOW
INC VOL
TIME
VOL
(cre)
(cre)
(co
mr>
(co
0.502
0.401
16794
10.12
16794
0.420
0.398
7655
15.46
24449
0.376
0.351
7496
21.40
31945
0.325
0.296
7288
28.24
39233
0.266
0.248
3539
32.21
42771
0.230
0.209
3441
36.78
46212
0.188
0.100
3295
42.49
49507
0.133
0.006
2047
54.81
52454
0.000
54.81 HRS.

8. POND STAGE -DISCHARGE FUNCTION
Design principal and emergency spillways based on the orifice a
equations.The principal spillway is sized to pass the 10 year
stormR3 the 100 year storm.
G13 "WC11
Orifice Eq. Q=CdA(2gH)^0.5
Weir Eq. Q=CLH^1.5
TABLE 2
OUTLET STRUCTURE DESIGN PARAMETERS
PRINCIPAL
SPILLWAY
RISER BARREL
RISER TOP
(3)
L/Dia
H
Dim.=
3
1 Dia.=
24
Dim.=
3
Inv Elev=
21.00
Inv Elev=
19.40
Inv Elev=
23.00
Cwr =
3.33
C:db =
0.60
Cwr =
3.33
Cdr =
0.60
Cdr =
0.60
CL Elev =
21.5
Orifice
Orifice
Orifice
Area(rect
3.00
Area=
3.14
Area(rect
6.00
Area(dia)
0.05
Area(dia)
0.05
Weir
Pipe CL
Weir
Length=
3.00
Elev=
20.40
Length=
7.00
iftVin
■\DAM
STAGE
PRINCIPAL
SPILLWAY
BARREL
PRIN.SPILL.
TOTAL
(weir)
(orifice)
DISCH.
DISC:H.
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
21.00
0.00
0.00
11.72
0.00
0.00
21.50
3.53
3.61
15.87
3.53
3.53
22.00
9.99
10.21
19.13
9.99
9.99
22.50
18.35
18.76
21.92
18.35
18.35
23.00
28.26
17.69
24.39
17.69
17.69
23.50
39.49
20.43
26.63
20.43
20.43
24.00
51.91
22.84
28.70
22.84
22.84
The SCS dimensionless unit hydrograph for the 24 hour storm
will be used for routing and runoff volume computations.
A small watershed hydrograph formulation method developed
by H. Rooney Malcolm will be used for pond routing.

THE JOHN R. McADAMS COMPANY, INC
OnP.O. Box 10005
Research Triangle Park. North Carolina 27709
J R McA JOB NO, DATE BY
CLIENT PROJECT
jK0
SUBJECT �
PAGE
CHECKED BY -
OF
(Date)
�
�
r' ------.--
- - �
� --
—
--- �-- ----can- --- -- - --
cr
r^
X
CA
- - _A.
�• � _
C
- - � �yT�
C
!
W
v
N
-------- - - -

Runoff Volume
Use SCS methods
Q= (P-0.2S)-'2
P+0.8S
S= 1000/CN - 10
Q = Runoff depth (in)
P = Precipitation depth (in
S = Ultimate soil storage (
CN = Curve NUmber
Soil
Area
(ac) Cover Description
CN
CA
14.45
Parking lots, roof
98
1416.10
Mu "D"
0.81
Open space
80
64.80
To "C'
0.65
Open space
74
48.10
Le "D"
0.17
Open space
80
13.EQ
16.08
Composite i:N 95.93
1542.6
P10= 7.1 in
P100= 10.2 in
S= 0.42 in
010= 6.62 in
0100= 9.71 in
V10 = 010*A V10=
V100 = Q Ul0*A V100=
10 year storm precipitation
100 year storm precipitation
10 year storm runoff depth
100 year storm runoff depth
33.94 ac-in 123192 cf
49.80 ac-in 180787 cf
Developed Condition Peak Discharqes
Use Rational Method to calculate peak discharges
De = CiA C= 0.86 A= 17.81 ac
i10 = 5.1
i100 = 7.2
OelO = 78.5 cfs
Qe100 = 110.8 cfs
Time to Peak
Tp = V/(1.390)
7p10= 1130 s = 19 min
TP100= 1174 s = 20 min
10 Year Storm RoUi9AQ O STAGE ELEV 19.5
Time to peak 19 min
Peak discharge 78.5 cfs
Time Step 3 min 180 sec

TIME
INFLOW
STORAGE
STAGE
OUTFLOW
PRINCIPAL
SPILLWAY
BARREL
(min)
(cfs)
(cu ft)
(ft)
Ccfs)
(weir)
(orifice)
(cfs)
(cfs)
(cfs)
0
0.00
0
0
0.00
0.00
0.00
0.00
3
4.81
867
CI
0.00
0.00
0.00
0.00
6
18.08
4120
19.6
0.00
0.00
0.00
0.0o
9
36.53
7374
19.7
0.00
0.00
0.00
0.00
12
55.65
13950
19.9
0.00
0.00
0.00
0.00
15
70.74
23967
20.2
0.00
0.00
0.00
0.00
18
76.09
36699
20.5
0.00
0.00
0.00
5.39
21
75.91
50756
20.9
0.00
0.00
0.00
10.54
24
64.92
64419
21.2
1.08
1.08
4.86
13.75
28
49.25
75911
21.5
3.63
3.63
7.29
15.93
30
42.90
84123
21.7
5.97
5.97
8.60
17.31
33
34.B7
90771
21.9
8.10
8.10
9.53
18.34
36
28.35
95589
22.0
9.78
9.78
10.14
19.05
39
23.04
9B932
22.1
10.55
10.99
10.55
19.52
42
19.73
101181
22.1
10.81
11.84
10.81
19.84
45
15.23
102608
22.2
10.97
12.38
10.97
20.03
''103272
22
11.06
2
f1
?0-14
51
10.06
103611
22
11.09
12.77
1 0
0
54
8.16
103427
22.2
11.06
12.70
11.06
20.14
57
6.65
102907
22.2
11.01
12.50
11.01
20.07
60
5.40
102123
22.1
10.92
12.20
10.92
19.97
63
4.39
101131
22.1
10.80
11.82
10.80
19.63
66
3.57
99977
22.1
10.67
11.38
10.67
19.67
69
2.90
9BG99
22.1
10.52
10.91
10.52
19.49
72
2.36
97329
22.0
10.35
10.41
10.35
19.311
75
1.92
95890
22.0
9.89
9.89
10.18
19.09
78
1.56
94456
22.0
9.38
9.38
10.00
18.88
B1
1.27
93049
21.9
8.86
8.88
9.82
18.68
84
1.03
91678
21.9
8.41
8.41
9.65
18.48
87
0.84
90349
21.9
7.96
7.96
9.47
18.28
90
0.68
89066
21.8
7.54
7.54
9.30
18.C18
93
0.55
87832
21.8
7.13
7.13
9.13
17.89
96
0.45
86648
21.8
6.75
6.75
8.96
17.71
99
0.37
85513
21.7
6.40
6.40
8.80
17.33
102
0.30
84428
21.7
6.06
6.06
8.65
17.36
105
0.24
83391
21.7
5.74
5.74
8.49
17.19
108
0.20
82401
21.7
5.45
5.45
9.34
17.03
111
0.16
81456
21.6
5.17
5.17
8.20
16.87
114
0.13
80554
21.6
4.91
4.91
8.06
16.72
117
0.11
79695
21.6
4.66
4.66
7.92
16.56
120
0.09
78875
21.6
4.43
4.43
7.79
16.44
123
0.07
78093
21.6
4.21
4.21
7.66
16.31
126
0.06
77347
21.5
4.01
4.01
7.54
16.18
129
0.05
76635
21.5
3.82
3.82
7.41
16.06
132
0.04
75956
21.5
3.64
3.64
7.30
15.94
135
0.03
75307
21.5
3.47
3.47
7.18
15.82
138
0.02
74687
21.5
3.31
3.31
7.07
15.71
141
0.02
74095
21.5
3.17
3.17
6.96
15.61
144
0.02
73529
21.5
3.02
3.02
6.86
15.51

100 Year Storm
Time to peak
Peak discharge
Time Step
TIME INFLOW
(min) (cfs)
20 min
110.8 cfs
3 min
STORAGE
(cu ft)
180 sec
STAGE OUTFLOW
(ft) (cfs)
0
0.00
0
v
0.00
3
6.30
1134
19.5
0.00
6
23.77
5412
19.7
0.00
9
48.43
9690
19.8
0.00
12
74.67
19407
20.0
0.00
15
96.53
31848
20.4
0.00
18
109.02
49223
20.8
0.00
21
109.32
68847
21.3
1.94
24
97.34
88174
21.8
7.24
28
74.83
104392
22.2
13.07
30
65.52
115508
22.5
17.63
33
53.68
124129
22.7
21.44
36
43.98
129932
22.8
23.44
39
36.04
133630
22.9
23.86
42
29.53
135823
22.9
24.10
PRINCIPAL
(weir)
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.94
7.24
13.07
17.63
21.44
24.13
25.90
26.96
SPILLWAY
(orifice)
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.99
7.41
13.37
18.03
21.93
24.66
26.48
27.57
BARREL
(cfs)
0.00
0.00
0.00
0.00
0.00
0.45
10.11
14.63
17.94
20.27
21.71
22.76
23.44
23
.86
24.10
51
16.24
136006
22.9
24.12
27.05
27.66
24.12
54
13.30
134587
22.9
23.96
26.36
26.95
23.96
57
10.90
132669
22.9
23.75
25.44
26.01
23.75
60
8.93
130356
22.8
23.48
24.33
24.88
23.48
63
7.32
127737
22.7
23.11
23.11
23.62
23.18
66
5.99
124895
22.7
21.79
21.79
22.28
22.65
69
4.91
122051
22.6
20.51
20.51
20.97
22.51
72
4.02
119244
22.5
19.26
19.26
19.69
22.17
75
3.30
116502
22.5
18.06
18.06
18.47
21.84
78
2.70
113844
22.4
16.93
16.93
17.31
21.51
81
2.21
111284
22.4
15.85
15.95
16.21
21.18

t,apoz
( ty
of 24 I' RCP
CHART
2
180
10,000
168
8,000
EXAMPLE
(2)
(3)
156
6,000
D•42 inch,* I3.5 loth
6.
6.
144
5,000
o•12o e1.
5•
4,000
�• 1tw�
6.
5.
132
D to.
4.
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4
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12 HEADWATER DEPTH FOR
HEADWATER SCALES 2a3 CONCRETE PIPE CULVERTS
BUREAU OF pVBLIC ROAO3"AL 1963 REVISED MAY 1964 WITH INLET CONTROL
5-22

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park North Carolina 27709
PAGE OF
J R McA JOB NO, DATE BY CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT
- ------ ---- - -- --------------=--
1'

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: KNN94000
Comment: DISCHARGE CHANNEL 10y YEAR STORM
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
1.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.035
0.0006 ft/ft
11.09 cfs
2.05 ft
1.06 fps
10.46 sf
9.20 ft
10.17 ft
0.92 ft
0.0244 ft/ft
0.18 (flow is Subcritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: KNN9400o
Comment: DISCHARGE CHANNEL 100 YEAR STORM
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
1.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.035
0.0006 ft/ft
24.'21 cfs
2.83
ft
1.29
fps
18.80
sf
12.30
ft
13.64
ft
1.33
ft
0.0221 ft/ft
0.18
(flow is Subcritical)
Open Channel Flow Module, Version 3.12 (c) 199C.)
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

08%16;'Ad 09:34 %2919 361 2269 JOHN R McADAMS Z 001%002
"THE
JOHN R . MCADA CIS COMPANY: INC.
CONSULTING ENGINEERS
POST Qr4ICE BOX i iO05
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
1019) 961.5000 FAX IP19) ;ic 1-2269
Facsimile. Transmittal
TO:
FROM: Iffi,
JOB NAME
JOB NUMBER: �LVN pa —~
Y
FAA PHONE:
DATE: B�Ll-l�4 _ TLME: j,'90 NO. OF PAGES:
(Excluding cover)
BARD COPY TO FOLLOW YES: NO:
REMARKS;
Irk—" I
naar✓
C1_1 L 1__,J L!! i A. n .�
s nri/ed y
L'�
r � tal bJ eC.�iatr:u�
�ad, Lot 5G �GJ�s� de(/clope� I,i+t�lacrt dram f, aJ.�
NOTE: If the folio m �i ormaiion� o�c�eaz o'i i YOU 'Ynor-rSecei1R�'
all the indicated sheers, please notify nur office immediatzly at
[phone]. Thank vou,

08/16/94 09:34 %2919 361 2269 JOHN R McADAMS
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Rosso" TrIWV0 Park MOM Carolina 27709
J R MCA JOB NO.
CLIENT
SUBJECT
DATE
BY
0002/002
CAGE OF
CHECKED By
Iowa)
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NEW HANOVER COUNTY
ENGINEERING DEPARTMENT
414 CHESTNUT STREET
WILMINGTON, NORTH CAROLINA 28401
TELEPHONE [phone]
WYA7T E. BLAN"CHARD, P.E.
County Engineer
August 1, 1994
Mr. Frank H. Kenan
143 West Franklin Street
Chapel Hill, North Carolina
RE: Grading Permit G.P. 49-94
Kenan Landfall Offices
Dear Mr. Kenan:
27514
This office has reviewed the subject sedimentation and erosion
control plan. We find the plan to be acceptable. HOWEVER, THIS IS
NOT A GRADING PERMIT.
Please be advised that a copy of the approved soil erosion plan and
a copy of issued grading permit must be available at all times at
the site.
New Hanover County's Soil Erosion and Sedimentation control program
is performance oriented. Requiring protection of the natural
resources and adjoining properties. If following the commencement
of the project it is determined that the plan is inadequate to meet
the requirements of the New Hanover County Soil Erosion and
- Sedimentation Control Ordinance, this office may require revisions
in the plan and its implementation to insure compliance with the
ordinance.
Recognizing the desirability of early coordination of sedimentation
and erosion control, I would like to arrange a pre -construction
conference with owner/agent, grading contractor, engineer, and
myself. Proceed with the placement of the planned erosion control
measures; these will be inspected at the pre -construction
conference. Please contact this office to set the date of the pre -
construction conference at which time you shall be issued the
grading permit. However, this permit will not preclude any other
permits or approvals necessary for beginning or completing this
development.

Mr. Frank Kenan
Page Number Two
August 1, 1994
Upon installation of the required control measures, the contractor
must contact this office for a site inspection and the issuance of
the permit. Erosion control measures to be installed prior to
grading:
1) All City and State drainage,requirements are adhered.
2) Rye shall not be used as a permanent cover.
3) Construction exit to be located where construction
traffic encounters a paved surface (per plan).
I look forward to working with you on this project.
Since ly,
Ji Craig
onservation Engineer
New Hanover County
JC/aj
cc: Linda Lewis, DEM
John Terrell, Inspections
Ann Hines, County Zoning
Phil Norris, Andrew and Kuske