SW8180705_Historical File_20181025

Drainage Calculations
for
Lot 45-A J H Batts Division
Owner:
A `N' A Builders, Inc.
13480 NC Highway 50
Surf City, NC 28445
Engineer:
Stroud Engineering, P.A.
102 D Cinema Drive
Wilmington, NC 27858
ECEIVEr
_ OCT 02 2018
MAL° r
+ ° 1"77
• - BY:
David L. Menius, P.E.
2� 'Zp1jd'
Date

NCDEQ Stormwater Design Calculations
Wet Pond
Pmyect: Lot 45-A JH Batts Division
Job#: PW 1335
Engineer: DLM
Date: 6/6/2016
Rational Method
(See accompanying figures and tables as noted)
Predevelopment Land Use
Description
C
Area ac
Total area
2.10
Impervious
0.95
0.00
Pervious
0.2
2.10
Weighted C: 0.20
Impervious (ex`, 0.0%
Postdevelopment Land Use
Description
C
AreaJac)
Total area
2.10
Impervious
0.95
1.11
Pervious
0.2
0.99206
Weighted C: , 0.60
Impervious (prop) 62.69%
Curve Number
Drainage Area (ac):
Net Impervious Area (so):
% Impervious:
Curve Number (CN):*
Predevelopment
Postdevelo ment
2.10
2.10
0.00
1.11
0.00
52.69
60
70
0
drainage area input
total area
91350 at
sidewalks
0 sf
roads
0 sf
buildings
0 sf
other
0 sf
total ex SUA
0 sf
drainage area input
total area
91350 sf
sidewalks
271.7 sf
parking
30769 sf
building
9900 sf
other
0 sf
reserve
4750 sf
total prop BUR
48136 sf
`where CN„. is type B soils and CNpost is a weighted average of impervious and lawn (good condition, We A soils)
Runoff Q
Fre uency year
1
Rainfall, P aka Rd 24 hour)*
3.75
Pre -Runoff, Q (in)—
0.64
E2.68
PosL-Runoff, Q 0-
1.17
Intensity, 1(24 hour)*
0.166
Pre Development Peak runoff from 1 year 24 hour storm = C * I * A =
Pre Development Peak runoff from 10 year 24 hour storm = C * I * A =
Post Development Peak runoff from 1 year 24 hour storm (w/o detention) = C * 1 * A =
Post Development peak runoff from 10 year 24 hour storm (wlo detention) = C * I * A =
*Rainfall data per NOAAAtlas 14
-where Q = ((P - 0.2S)s I (P + 0.8S) and S = (10001 CN) - 10
0.07 US
0.12 GFS
0.19 CFS
0.37 CFS
,,b

DEQ 1 yr 24 hr Pre/Post Method
Pre R,= 0.05 4 0.9 • Impervious Ratio Rv =
0.050
Post R, = 0.05 s 0.9. Impervious Ratio Rv =
0.524
Control Volume -3630-Rd`R,.•A where Rd =
3.75
Predevelonmentrunofl=
1427 cf
Postdevelopmentrunoff=
14966 cf
Water Quality Required Storage=
13538 cf
Schuler's Simple Method
CONTROLS
R, = 0.05 4 0.9 . Impervious Ratio Rv , 0.524
Control Volume = 3630' Rd ` R,' A where Rd = 1.5 in.
Water Quality Required Storage= 5986 cf NA
USE: i3538 CF FOR POND DESIGN
Basin Dimensions
Rnlnw Parrnanenl P-1
a
SA Forebay
Inc. Volume
Forebay
Total Volume
Forebay
SA Pond
Inc. Volume
Main Pond
Total Volume
Main Pond
-9.0
0
0
0
0
0
0
-8.0
0
0
0
0
0
0
-7.0
0
0
0
0
0
0
-6.0
0
0
0
0
0
0
-5.01
0
0
01
0
-4.0
0
-- —o
_ 0
0
0
0
-3.0
0
0
0
0
0
0
-2.0
12
0
0
910
0
0
-1.0
103
58
58
1333
1122
1122
0.0
258
181
238
1781
1557
2679
1.0
412
3351
573
2254
2018
4696
2.01
591
502
1076
27541
2504
7200
3.0
1213
9021
1977
43481
35511
10751
% Forebay=
18.4% % Is 15% - 20%, OK
:-Pond Bottom El
~Sediment Removal El
'Permanent Pool El

State Reauired Denth/Surface Area Calculation
V,,p (main pnrd)-
Amr, .,: _, (main pond)=
Shelf Widtt:
Pedmeterp, ,,, ,,,,a(main pcnd)=
DaveRCe'
Desired TSS Remove: Caoadiy=
Enter Table 2 SAIDA lower depth interval:
Impe!vio.:s Cover =
Enter Table 2 SAIDA lower%6UA interval:
Enter Table 2 SAIDA values for depth and %SUA:
Calculated SAIDA=
Required Surface Area=
Aa:,„, -j,,„!(main pond;=
A!,,..,e ne.-- o..,a
5.35
3083 sf
4348 of
El.
Stage
SA
Inc Vol. Pond
Total Vol. -bond
3.0
0.0
6561
0
0
3.5
0.5
6154
2929
2929
4.0
1.0
6766
3230
6159
4.6
1.5
7397
3541
9700
5.0
2.0
80471
3861
13551
5.5
2.5
8716
4191
17751
6.0
3.0
9404
4530
22281
is > 30, OK •(submerged shelf)
Is > required SA, OK
State Stage=
State El.=
Tap El.=Freeboard--
a
ft
is - 1.0', OK
[Aft
2-5 Day Drawdown for State Volume
Max (2 Day) Flow- 0.08 ds
Min (6 Day) Flow-- 0.03 ds
Slot Stage= 2.00 ft
Avo Head= I 0.67 1t
2 Day Area= 0,020 sf
6 Day Area= 0.008 sf
2 Day Diameter- 1.913 In
5 Day Diameter- I 1.210 in
Provide Orifice= 1.50 In
Drawdown Flow-- 0.06 Ole Is < predevelopment discharge from 1 year 24 hour storm, OK
Drawdown Time= 3.3 days is within 2.5 days. OK
Jhours

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POND/SEDIMENT BASIN EMERGENCY OUTFALL CALCULATIONS
Prajed E OT 45-A J-! BAITS DI413ION
Jcb R PP: ;335
Engineer. D LM .
Date: 61, 4:2016
NOTE: T,; ;30 MIN (-OST DETENTION)
POND
_
OUTPUT
iNPL"
?
OUTPUT
j
DESIGN
_ -INPUT
DRAINAGE
RUNOFF ; LONGI UO:NA'- SIDESWPE
BOTTOM
RIPRAP
FLOW
FLOVJTOP
FLOW
STORM
AREA (AC)
C
RATE 'CFS)
SLOPE FT/F,)
HN
W JTH (FT)
n VALUE
DEPTH (FT)
WIDTH (FT;
VELOCITY
1
I 1.52
2.77
0.7
2.95
0.200
3
10.0
0.04
0.09
10.5
3.25
10
1.52
4.58
0.7
( 4.87 i
0.200
3
'.O.0
0.04
0.12
10.7
3.94
50
1.52
6.82
0.7
I 6.19
0.200
3
10.0
0.04
0.14
10.9
4.32
;03
1.52
6.37
0.7
I 6.78 I
0.200
3
10.0
0.04
GA5
10.9
4.47
TEMPORARY DIVERSION SWALE CALCULATIONS
ESTMATED TIME OF CONCENTRATON = 10 MIN
RESULTING 2 YEAR STORM INTENSITY = 5.72 iN/HR
CONSTRUCTION PHASE"C"= 0.3
INPUT
OUTPUT
I INPUT
I
OUTPUT
SWALE
DRAINAGE
RUNOFF
I LONGITUDINAL SIDE SLOPE BOTTOM
MANNING
I FLOW
FLOW TOP
FLOW
NUMBER
AREA AC I
C
RATE (CFS)
SLOPE FT/FT' HN WIDTH FT
nVALUE
DEPTH (FT)
WIDTH P
VELOCITY
1
0.4 5.72
0.3
0.63
0.002 3 1.0
0.025
0.33
3.0
0.95
5
0.9 5.72
0.3
1.49
0,002 3 1.0
0.025
0.50
4o
1.20
FOREBAY WEIR OVERFLOW CALCULATIONS
INPUT
OUTPUT I INPUT
I OUTPUT
POND
NUMBER
DRAINAGE 10 YR
AREA (AC) I C
RUNOFF (LONGITUDINAL SIDE SLOPE BOTTOM RIPRAP
RATE CFS SLOPE(FT/FT) HN WIDTH FT nVALUE
FLOW FLOW TOP FLOW
I DEPTH (FTQ WIDTH F VELOCITY
1
1.2 5.72 0.3
2.13 1.000 3 25.0 0.04
0.03 25.2 3.26
SEDIMENT BASIN CALCULATIONS
BASIN ;f 1
DISTURBANCE AREA=
2.10 AC
DRAINAGE AREA--
2.10 AC
ESTMATED TIME OF CONCENTRATON =
30 MIN
RESULTING 10 YEAR STORM INTENSITY =
4.68 IN/HR
CONSTRUCTION PHASE "C" =
0.3
Q=CfA=
2.89 CFS
SURFACE AREA =325'Q=
938 SF
STORAGE = 1800CF PER AC DISTURBED =
3760 OF
APPROX LENGTH
175 FT
APPROX WIDTH
45 FT
PROVIDE ACTIVE DEPTH
2.00 FT
SURFACEAREA= 7875»REQUIRED. OK
VOLUME PROVIDED = 14870 » REQUIRED, OK
3 DAY DEWATERING FLOW RATE
4957 CF/OAY
PROPOSED ORIFICE DIAMETER
1.6 IN
RESULTING AREAA=3.14/4' DA2=
1.76626 SQ IN
0.012265625 SQ FT
DRIVING HEAD TO CENTROID OF ORIFICE
0.67 FT
STORAGE VOLUME DRAWDOWN RATE PER
THE
ORIFICE EQUATION Q=Cd'A"(2' G " h)A.5
0.05 CFS
4164 OF PER DAY
STORAGE VOLUME DRAWDOWN TIME
3.6 DAYS
ORIFICE EQUATION NOTE:
SKIMMER DRAWDOWN RATE CALCULATED PER THE ORIFICE EQUATION
Q=Cd'A'(2'g'h)A.5 WHERE:
A = PROPOSED ORIFICE AREA= VARIES (SQ FT)
Cd = DISCHARGE COEFFICIENT = 0.6 (UNITLESS)
g = GRAVITATIONAL ACCELERATON = 32.2 FTISA2
h = DRIVING HEAD (0.33 X ACTIVE DEPTH) = VARIES (FT)
Q = POND OUTFLOW = VARIES (CFS)
DISSIPATOR SIZING
ZONE 2 CLASS B APRON MATERIAL
LENGTH = 6 X DIAMETER
WIDTH = 3 X DIAMETER
PIPE APRON
APRON
DIAMETER LENGTH
WIDTH
12 6.00
3.00
15 7.50
3.75
16 9.00
4.50
24 12.00
6.00
30 15.G0
7.50
36 18.00
9.00

/Jb7a5-0
Pusey, Steven
From: Luke Menius <[e-mail]>
Sent: Tuesday, October 02, 2018 12:28 PM
To: Pusey, Steven
Subject: [External] Fwd: Lot 45-A JH Batts Subdivision; SW8 180705 RFAI
Attachments: SUPPLEMENT revised.pdf, CALCULATIONS revised.pdf
iCAUTION. :. i.; - RP a • • • •
Report Spam.
From: Luke Menius
Sent: Tuesday, September 25, 2018 4:11:33 PM
To: Pusey, Steven
Subject: FW: Lot 45-AJH Batts Subdivision; SW8 180705 RFAI
I just realized the attachment names were reversed. Also, when I updated the spreadsheet to use only the surface area
of the main pond for the permanent pool, it created an error in the temporary pool areas/volumes. Please use the
attached PDFs and disregard the previous ones.
Again, no changes to the plans were necessary. Let me know if you want hardcopies of these documents.
David L. Menius, P.E.
Stroud Engineering, P. A.
102-D Cinema Drive
Wilmington, NC 28403
910-815-0775 ext 225
From: Luke Menius
Sent: Tuesday, September 25, 2018 1:05 PM ECEp '
To: 'Pusey, Steven' <[e-mail]> ��A
Cc:'Mo Afify' <[e-mail]> OCT 0 x
Subject: RE: Lot 45-A JH Batts Subdivision; SW8 180705 RFAI 9
ft
Steve,
Please find the attached PDFs of the requested additional information and revisions. These revisions did not affect the
plans. If desired, I can deliver hardcopies once the Cardinal Drive office reopens.
I've attempted to address your concerns as follows:
The property area is 2.10 acres. There are no surface waters or coastal wetlands; so the total project area is
2.10 acres as well. This is reported correctly on the SWU-101.
The requested PDF of the revised supplement form is attached.
The SCM is designed to treat the difference in runoff between the pre and post development 1 year 24 hour
storm. The calculations and pond sizing were correct. I've corrected the supplement to report the 3.75" 1 year,
24 hour storm precipitation. Note that the DEQ spreadsheet rounds this value to 3.8.

• Inlet and outlet erosion are controlled by properly sized riprap aprons. Calculations are included. Note that the
inlet pipe is submerged, which serves to reduces scour adjacent to the FES. Also note that the
headwater/tailwater conditions on the calculations were incorrect. The revised calculations confirm the 10 year
flow velocity in the 24" outfall pipe is < 3 FPS.
• The SA/DA method is used. I've revised the calculations to report only the main pool SA.
• The SA/DA ratio is interpolated for both depth and percent impervious. Linear interpolation is used.
• The SA/DA table values have been corrected and the new table has now been used.
• The average depth is between 3-8 feet. The average depth calculation excludes the submerged shelf. Equation
3 was used.
• The forebay volume is 15-20 percent of the main pool volume. I've reviewed the percent forebay calculations
and found them to be correct.
• The forebay volume and depths in the supplement have been revised.
• The forebay weir is lined with riprap to prevent erosion. Overflow calculations are provided.
David L. Menius, P.E.
Stroud Engineering, P. A.
102-D Cinema Drive
Wilmington, NC 28403
910-815-0775 ext 225
From: Pusey, Steven <steven.p-t.![e-mail]>
Sent: Wednesday, September 12, 2018 4:16 PM
To: Luke Menius <lm. [e-mail]>
Subject: Lot 45-A JH Batts Subdivision; SW8 180705 RFAI
Luke,
Please reference the attached Request for Additional Information (RFAI) on permit application SW8 180705.
Regards,
Steve Puseu
Steve Pusey, Ell
Environmental Engineer 11
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7334 direct
steven.pusey(a ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
E-i170i1 CO!"rB '%Cl Ce?C:^.o i ? ?f?_1 r:+ ri e') -s" i.' <:.' t `;, :> > hi 10 2'00-
C'L'roll!-a L17' ! a.7': iT t' i! .. : _ r t0 iJIV j:'aet . S.
2

Pusey, Sven
From: Pusey, Steven
Sent: Wednesday, September 12, 2018 4:18 PM
To: 'Mo Afify'
Subject: FW. Lot AS -A JH Batts Subdivision; SW8 180705 RFAI
Attachments: 2018 09 addinfo 180705.pdf
FYI,
&re '�,
DEQ-DEMLR Stormwater
From: Pusey, Steven
Sent: Wednesday, September 12, 2018 4:16 PM
To: Luke Menius <[e-mail]>
Subject: Lot 45-A JH Batts Subdivision; SW8180705 RFAI
Luke,
Please reference the attached Request for Additional Information (RFAI) on permit application SW8180705.
Regards,
Steve PvLed
Steve Pusey, El
Environmental Engineer II
Division of Energy, Mineral and Land Resources — State Stomiwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7334 direct
steven. Dusev(-ncden r.aov
127 Cardinal Drive Ext.
Wilmington, NC 28405
,�na�ia Omw.
i+m�rpxw{wrw, pl7witrz
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
IMP Before printing this email, please consider your budget and the environment.

ROY COOPER NORTH CAROLINA
Governor Environmental Quality
MICHAEL S. REGAN
Secretary
WILLIAM E. (TOBY) VINSON, JR
Interim Director
September 12, 2018
A'N' A Builders, Inc.
Attn: Mohamad Afify, Secretary
13480 NC Hwy 50
Surf City, NC 28445
Email: [e-mail]
Subject: Request for Additional Information
Stormwater Project No. SW8180705
Lot 45-A JH Batts Division
Pender County
Dear Mr. Afify:
The Wilmington Regional Office received and accepted a State Stormwater Management Permit
Application for the subject project on July 5, 2018. A preliminary in-depth review of that information
has determined that the application is not complete and that additional information is needed. To
continue the review, please provide the following additional information:
Project / Application Requirements and Permitting Process:
1. 15A NCAC 02H.1003(1)(c): Please exclude surface waters and coastal wetlands measured landward
from the normal high waterline from the total drainage area presented in Section IV.10 of the
application. The total drainage area presented in Section IV.10 should be consistent with the total
project area presented in Section IV.7 of the application.
2. 15A NCAC 02H.1042(2): Please email the supplement form to the email address provided below so
that it can be preserved electronically per the regulatory requirements.
Requirements for SCMs
15A NCAC 02H.1019(6):
a. For SA waters, SCMs must be designed to store, control and treat the stormwater runoff
from all surfaces generated by the difference between pre and post development 1-yr, 24-
hour storm. The rainfall depth shown in the calculations is 3.75 inches, however the design
depth shown on the Supplement is 1.5". Please revise and resubmit this document.
General MDCs:
15A NCAC 02H.1050(4):
a. Please provide engineering calculations demonstrating that the inlets of the SCMs shall be
designed to protect the SCM from erosion resulting from stormwater flow into the SCM
during the peak flow from the 10-year storm event.
b. Please provide engineering calculations demonstrating that the outlets of the SCM will not
cause erosion downslope of the discharge point during the peak flow from the 10-year storm
event.
z. - o �--R RLI PEQ�
�9Mmm .- prtld�
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, North Carolina 28405
910.796.7215

State Stormwater Permit No. SW8180705
Page 2 of 3
General MDCs: (cont'd.)
The discharge velocity from 10-yr storm calculations shows that the velocity to the "OS"
outlet structure to FES 2 is 8.42 ft/s. How is this dissipated?
Wet Detention Pond MDCs:
2. 15A NCAC 02H.1053(1):
a. Please confirm that the chosen sizing method (SA/DA or HRT) is being used to only size the
main pool surface area and volume and does not include the forebay. The surface area
presented and compared against the minimum required surface area is for the entire pond,
including the forebay.
b. When determining the appropriate SA/DA ratio and the percent of impervious area is in
between the options available, the next larger percent may be selected or the ratio at the
proposed percent of impervious area can be determined by interpolation.
c. Please provide documentation and/or calculations to support the identified SA/DA ratio and
the associated required surface area for the permanent pool. The project has been designed
with a percent of impervious area of 52.7% and the pond is shown to have an average depth
of 3.5 ft in the calculations; however, the selected SA/DA ratio is associated with a percent
of impervious area of 70% and an average depth of 3.0 ft. Please refer to Table 2 in Chapter
C-3 of the Stormwater Design Manual, which was last revised on April 18, 2017.
d. The SA/DA ratios used in the calculations are not consistent with the ratios provided in
Table 2 of Chapter C-3 of the Stormwater Design Manual, which was last revised on April
18, 2017. Please confirm that the latest design criteria are being used.
3. 15A NCAC 02H.1053(2):
a. The average depth of the main pool shall be 3-8 feet below the permanent pool elevation.
b. If it desired to exclude the submerged potion of the vegetated shelf from the average depth
calculation, Equation 3 on page 8 in Chapter C-3 should be used. Alternative calculations
may be presented for consideration as a variation per .1003(6).
4. 15A NCAC 02H.1053(5)(a):
a. Forebay volume shall be 15 to 20 percent of the volume in the main pool.
b. The calculations based the percent of forebay volume provided against the total permanent
pool volume provided (main pool and forebay). Please compare the forebay volume against
the main pool volume only.
c. Please demonstrate that the forebays have been sized appropriately for their respective
contributing drainage areas.
d. and 15A NCAC 02H.1003(6): The supplement and calculations indicate that the forebay
will exceed 20% of the main pool volume. Please provide technical justification in
accordance with the reference rule to demonstrate that the proposed design will provide
equal or better stormwater control and equal or better protection of waters of the State than
the requirements of the MDC and that it will function in perpetuity. Please include an
abbreviated version of this justification in the additional information section of the
supplement.
5. 15A NCAC 02H.1053(5)(c): Please demonstrate that the water flowing over or through the structure
that separates the forebay from the main pool shall flow at a nonerosive velocity.

State Stormwater Permit No. SW8180705
Page 3 of 3
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also
remember to provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
The requested information should be received in this Office prior to October 3, 2018, or the
application will be returned as incomplete. If the project is returned and you wish to re -submit later,
you will need to resubmit all required items at that time, including the application fee.
If additional time is needed to submit the requested information please e-mail, mail, or fax your
extension request, prior to the original due date, to the Division using the contact information
available in this letter. The extension request must include a justification and a date of when the
requested information will be submitted to the Division. Please remember that extension requests
delay the issuance of the final permit. The Division is allowed 90 days from the receipt of a complete
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned application number on all correspondence. If you have any
questions concerning this matter, please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
s q. ;V
Steven G. Pusey, El
Environmental Engineer II
GDS/sgp: \\\Stormwater\Permits & Projects\2018\180705 HD\2018 09 addinfo 180705
cc: Luke Menius PE; via email
Wilmington kegional Office Stormwater File

Pussy, Steven
From: Pusey, Steven
Sent: Monday, July 16, 2018 2:38 PM
To: 'Mo Afify'
Subject FW. Lot 45-A JFI Batts division; SW8180705
Sorry, I got your email address wrong the first time. Here's a forwarded copy of the acknowledgment.
Regards,
ASS V�
From: Pusey, Steven
Sent: Monday, July 16, 2018 2:36 PM
To:'[e-mail]' <[e-mail]>; Luke Menius <[e-mail]>
Subject: Lot 45-A J H Batts Division; SW8180705
Gentlemen:
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) accepted
the Stormwater Permit Application for a new project on July 5, 2018. The project has been assigned to Steve Pusey and
you will be notified if additional information is needed. Please be advised that the construction of built -upon area may
not commence until the Stormwater Permit is issued.
Thank you.
Steve Pusey, El
Environmental Engineer II
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7334 direct
steven. r)usey0,ncdenr.Qov
127 Cardinal Drive ExL
Wilmington, NC 28405
aria
sMnrspenrsa. ru 9nwua * x
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
Before printing this email, please consider your budget and the environment.

Application Completeness Review Checklist
Project Name: 1.0 �- �j [� �jf� 1 r 5 r Date Delivered to WIRO
BIMS Received/Accepted Date:
Project Couni:y/Location: ��Z� *BIMS Acknowledged Date:
IRule(s): Ti017 Coastal ®2008 Coastal ®1995 Coastal ®Phase II ®Universal ®1988 Coastal
Permit Action New>r Major Mod / Minor Mod / Renewal / Transfer '+ , '`New Permit #:
Permit Type• HU LD / LD Overall / HD &LD Combo
General Permi / Offsite / Exemp�t-7/ Rescission
SCM Type(s):floc_
Development Type: ommerci / Residential % Other
Subdivided?: Subdivision or Simile Lot
For New or Transferred Permits Permittee is:
Property Owner(s) ❑Developer Lessee Purchaser �tiOA.
Paperwork
Emailed Engineer on -
Existing Permit #:
❑PE Cert on File?
Offsite to SW8:
�uppiement(s (1, originai per BMP) ZfZ
&M with correct/,original signatures (1 original per BMP except LSJVFS and swaies)
application with correct/original signatures �f,-�►
EE Forp or LLC: Sig. Auth. per SoS or Si natu uthorization letlet er r report
$505 [within 6mo) Check#(s): i DC, 3) No Fee
'❑Sol#s Report: w/SHWT or General Report
culations (signed/sealed)
❑Deed Restrictions, if subdivided:
"Signed & Notarized Template
Correct Template Comm Res & HD LD or
Recorded Covenants
Master PE Cert on File?
Stream Class: _
I! SA Map E]ORW Map
mail Address: Design Engineer
mail Address: Property Owner
eed
Email Address: Lessee
Lease Agreement
Email Address: Purchaser
Purchase Agreement
Email Address: Developer
Email Address: HOA Representative
Recorded Plats
F150% or more Lots Sold List
c• roject Narrative
015GS Map
Plans
El`-ts
OWet#ands: Delineated or No Wetlands
e c-r icinity Map
[�roject Boundaries
Legend
ElL3yout
(proposed BUA dimensions)
MDA
Maus
retails
(roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Existing Conditions
Landscape Plan
Grading
Seal
REVIEWER NAME:
NOTES TO REVIEWER: *Enter BIMS Acknowledged Date on this Sheet
**FOR NEW Projects -Enter New Permit # on
Supplements & Deed Restiction Templates.
,Checklists\Comp!eteness Review Cnecklist_2018 03 13

STROUD ENGINEERING, P.A.
102-D Cinema Drive
Wilmington, NC 28403
[LIEVV EQ @IF U ° I nMA 044Lad
Em
[phone]
TO / C_ P'C cQ
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via
❑ Shop drawings ❑ Prints ❑ Plans
❑ Copy of letter ❑ Change order ❑
DATE
JOB NO. jam / �� � 33
ATTENTI N
the following items:
❑ Samples ❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
a>_ l u
..I Oki
if
fin r4p
l
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
❑ For review and comment
❑ FORBIDS DUE
REMARKS
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
v
COPY TO
` SP NED:
If enclosures are not as noised, kindly notify us at once.

Drainage Calculations
for
Lot 45-A JH Batts Division
Owner:
A `N' A Builders, Inc.
13480 NC Highway 50
Surf City, NC 28445
Engineer:
Stroud Engineering, P.A.
102 D Cinema Drive
Wilmington, NC 27858
`\\\111411I1!/�j�
•a SEAL -
35677 -
David L. Menius, P.E.
Iy/-ZP 18
Date
ECEIV E�
JUL 0 5 2016

NCDEQ Stormwater Design Calculations
Wet Pond
Project:
Lot 45-A JH Batts Division
Job #:
PW 1,,335
Engineer.
DLM
Date:
6/6/2018
Rational Method
(See accompanying figures and tables as noted)
Predevelopment Land Use
Description
C
Area ac
Total area
2.10
Impervious
0.95
0.00
Pervious
0.2
2.10
Weighted C: 0.20
Impervious (ex) 0.0%
Postdevelopment Land Use
drainage area input
total area
91350 sf
sidewalks
0 sf
roads
0 sf
buildings
0 sf
other
0 sf
total ex BUA
0 sf
Description
C
Area ac
drainage area input
Total area
2.10
total area
91350 sf
Impervious
0.95
1.11
sidewalks
2717 sf
Pervious
0.2
0.99206
parking
30769 sf
building
9900 sf
Weighted C:
0.50
other
0 sf
Impervious (prop)
52.69%
reserve
4750 sf
total prop BUA
48136 sf
Curve Number
Predevelo ment
Postdevelo ment
Drainage Area (ac):
2.10
2.10
Net Impervious Area (ac):
0.00
1.11
% Impervious:
0.00
52.69
Curve Number (CN):*
60
70
'where CN_ is type B soils and CNpost is a weighted average of impervious and
lawn (good condition, type A soils)
Runoff Q
Frequency (year)
1
10
Rainfall, P aka 24 hour)*
3.75
7.06
Pre -Runoff, Q (in)—
0.64
2.65
Post -Runoff, Q (in)**
1.17
3.68
Intensity, 124 hour)*
0.156
0.294
Pre Development Peak runoff from 1 year 24 hour storm = C * I * A =
Pre Development Peak runoff from 10 year 24 hour storm = C * I * A =
Post Development Peak runoff from 1 year 24 hour storm (w/o detention) = C * I * A =
Post Development Peak runoff from 10 year 24 hour storm (w/o detention) = C * I * A =
0.07 CFS
0.12 CFS
f.w.
'RECEIVE
0.19 CFS
0.37 CFS
JUL 0 5 202
*Rainfall data per NOAA Atlas 14 0 aV
**where Q = ((P - 0.25)) / (P + 0.85) and S = (10001 CN) - 10 BY:

DEQ 1 yr 24 hr Pre/Post Method
Pre R = 0.05 + 0.9 * Impervious Ratio Rv =
0.050
Post R = 0.05 + 0.9 * Impervious Ratio Rv =
0.524
Control Volume = 3630 * Rd * R * A where Rd =
3.75
Predevelopment runoff--
1427 cf
Postdevelopment runoff--
14966 cf
Water Quality Required Storage= I
13538 cf
Schuler's Simple Method
NA
R = 0.05 + 0.9 * Impervious Ratio
Rv =
0.524
Control Volume = 3630 * Rd * R * A
where Rd =
1.5 in.
Water Quality Required Storage=
5986 cf CONTROLS
USE: 13538
CIF FOR POND DESIGN
Basin Dimensions
R.1— P.—...n4 P-1
El.
I SA Forebay
Inc. Volume
Forebay
Total Volume
Forebay
SA Pond
Inc. Volume
Main Pond
Total Volume
Main Pond
-9.01
0
0
0
0
0
0
-8.01
0
0
0
0
0
0
-7.01
0
0
0
0
0
0
-6.01
0
0
0
0
0
0
-5.0
0
0
0
0
0
0
4.0
0
0
0
0
0
a
-3.0
0
0
0
0
0
0
-2.0
12
0
0
910
0
0
-1.0
103
58
58
1333
1122
1122
0.0
258
181
238
1781
1557
2679
1.0
412
335
573
2254
2018
4696
2.0
591
502
1075
2754
2504
7200
3.0
1213
902
1977
4348
3551
10751
% Forebay=
18.4% % is 15%-20%, OK
c-Pond Bottom El
=Sediment Removal El
c-Permanent Pool El
Ik-P
JUL 0 5 ,2018
uv:

State Reauired Deoth/Surface Area Calculation
Vpp (main pond)=
(main pond)=
Shelf Width
Perimeter,,,,,,,, 1pl (main pond)=
D,,,,,,,=
Desired TSS Removal Capacity--
Enter Table 10-4 SAIDA lower depth interval:
Impervious Cover=
Table 10-4 SA/DA;ower %BUAinterval:
Enter Table 10-4 SAIDA values for depth and %BUA:
10751
cf
sf
ft
ft
ft is > 3.0', OK (submerged shelf)
) 5-1 1-1
ft _ ?
!mod /
3.5
4348
6
305
90
3.5
52.7%
1 40%
1 4.0 1
Calculated SAIDA=
5.16
Required Surface Area=
4715 sf
Permanent Pool SA=
`556_1 sf is > required SA, OK
Ahnvo Pnrmanon4 Pnnl
EL.
Stage
SA
Inc. Vol. Pond
Total Vol. Pond
3.0
0.0
5561
0
0
3.5
0.5
6154
2929
2929
4.0
1.0
6766
3230
6159
4.5
1.5
7397
3541
9700
5.0
2.01
80471
3861
13561
5.51
2.51
8716
4191
17751
6.01
3.01
94041
4530
22281
Stale Stage=
State EI =
Top EI =
Freeboard=
2.00 ft
5.00 ft
6.00
1.00 ft
2.5 Day Drawdown for State Volume
Max (2 Day) Flow=
0.08 cfs
Min (5 Day) Flow=
I 0.03 ds
Slot Stage=
2.00 It
Avg Head=
0.67 ft
2 Day Area=
0.020 sf
5 Day Area=
I 0.008 sf
2 Day Diameter--
1.913 in
5 Day Diameter=
I 1.210 in
Provide Orifice=
1.50 in
Drawdown Flow--
0.05 cfs
Drawdown Time=
3.3 days
78 hours
is > 1.0', OK
is < predevelopment discharge from 1 year 24 hour storm, OK
Is within 2-5 days, OK
eGEIVE
JUL 0 52018
II
BY:

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BY:

6/14/2018
Project Narrative
Vot 45-A iH Batts Division
NC Hwy 50 Surf City, NC
The 2.10 acre site is located along NC Hwy 50 on the mainland portion of the Town of Surf City
in Pender County, NC. The site is zoned C-3. Proposed improvements are consistent with this
zoning and include an office with accessory building.
The site is presently vacant and is vegetated with a stand of 10" - 20" pine trees. No significant
trees are located onsite. The site drains to Topsail Sound via a an existing ditch leading to and
existing culvert under NC 50.
Access to the site is proposed by driveways off of NC 50. Internal drive aisle widths are
sufficient to allow fire apparatus access.
Water and sewer service will be provided by the Town of Surf City via service taps on existing
mains in NC 50.
Stormwater runoff will be collected by inlets and conveyed via pipe to an NCDE Q wet pond
designed to treat and release the difference between the pre and post development 1 year, 24
hour storm in 2-5 days. This NCDEQtreatment volume is released at a rate that does not
exceed the 1 year, 24 hour predevelopment runoff rate.
Erosion control is accomplished through the temporary use of a gravel construction entrance,
silt fence, and hardware cloth and gravel inlet protection. The stormwater pond will be used as
a skimmer basin during site construction and will be converted to a stormwater basin once the
site is stabilized. Riprap aprons will be installed and left in place at all pipe outlets.
�EGEIVE
JUL O 51018
sr:_�

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1 ✓r 1 - ,w i t.' _� � _SPIQT LN \ -V
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6Y:

6/6/2018 Precipitation Frequency Data Server
0NOAA Atlas 14, Volume 2, Version 3
Location name: Holly Ridge, North Carolina, USA*
Latitude: 34.4376', Longitude:-77.655'
Elevation: 7.21 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
C.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M. !ekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
Duration
Average
recurrence interval (years)
7
����������
2
5
10
25
50
100
200
500
1000
6.02
7.15
8.36
9.31
10.5
11.4
12.3
13.3
14.5
15.5
5-min
(5.58-6.53)
1 (6.62-7.75)
1 (7.73-9.05)
(8.58-10.1)
(9.64-11.4
10.4-12.3)
(11.2-13.3)
(12.0-14.4)
(12.9-15.7)
(13.7-16.8)
4.81
5.72
6.70
7.45
8.38
9.10
9.81
10.5
11.4
12.2
70-min
(4.46-5.21)
1 (5.30-6.20) 11
(6.19-7.25)
(6.86-8.05)
(7.68-9.04)
(8.30-9.82)
8.91-10.6
(9.49-11.4)
(10.2-12.4)
(10.8-13.2)
4.01
4.79
5.65 7
F 6.28
7.08
7.68
8.27
8.85
9.61
10.2
75-min
3.71-4.34)
1 (4.44-5.20) 11
(5.22-6.11)
1 (5.79-6.79)
1 (6.49-7.64)
1 (7.01-8.29)
1 (7.51-8.93)
1 (7.98-9.56) 11
(8.58-10.4
(9.02-11.1)
2.75
3.31
4.01
4.55
5.24
5.78
6.33
6.89
7.64
8.25
30-min
2.55-2.98)
3.07-3.59
(3.71-4.34)
1 (4.19-4.92)
1 (4.81-5.66)
1 (5.28-6.24)
11 (5.75-6.84)
1 (6.21-7.45) 11
(6.83-8.28)
1 (7.30-8.96
1.71
2.08
2.57
2.96
3.49
3.92
4.36
4.83
5.48
6.02
60-min
(1.59-1.86)
1 (1.92-2.25) 11
(2.38-2.78)
1 (2.73-3.20
(3.20-3.77)
(3.58-4.23)
(3.96-4.71)
(4.36-5.22)
(4.905.94)
(5.33-6.54)
1.04
1.27
1.62
1.90
2.31
2.65
3.02
3.42
4.01
4.51
2-hr
(0.962-1.14) 11
(1.18-1.39) 11
(1.49-1.76)
1 (1.75-2.07)
(2.11-2.51)
(2.41-2.88)
(2.73-3.28
3.07-3.72)
(3.55-4.36)
(3.96-4.92)
0.748
0.913
1.17
1.38
1.70
1.97
2.27
2.61
3.11
3.54
3-hr
(0.690-0.820)
(0.842-1.00)
1 (1.07-1.28)
1 (1.26-1.51)
1 (1.55-1.85)
1 (1.78-2.15)
1 (2,04-2.48)
(2.31-2.84)
(2.72-3.39)
(3.07-3.87)
0.460
0.562
0.719
0.854
1.05
1.23
7.42
1 ;3
1.95
2.23
6-hr
(0.422-0.507)1(0.515-0.620
(0.657-0.793)
(0.777-0.940)
(0.952-1.16)
1 (1.10-1.34)
1 (1.26-1.55)
1 (1.44-1.79)
1 (1.70-2.14)
(1.92-2.45
0.270
0.329
0.424
0.506
0.628
0.735
0.856
0.991
1.20
1.38
72-hr
(0.245-0.300)
(0.298-0.366)
(0.384-0.471)
0.456-0.562
0.561-0.695)
0.652-0.812)
(0.753-0.945)
(0.863-1.09)
1 (1.03-1.32)
1 (1.17-1.53)
0.156
0.190
0.246
0.294
0.367
0.431
0.503
0.585
0.709
0.818
24-hr
(0.144-0.172)
(0.175-0.209)
(0.225-0.270)
(0.269-0.322)
(0.332-0.402)
(0.386-0.472)
(0.446-0.551)1(0.511-0.641)1(0.607-0.782
(0.689-0.907)
0.091
0.110
0.142
0.169
0.210
0.246
0.286
0.332
0.402
0.462
2-day
0.084-0.100
(0.101-0.122)
0.129-0.156)
(0.154-0.186)
(0.189-0.231)
(0.220-0.271)
(0.253-0.316)
0.290-0.368)
(0.343-0.448)
0.388-0.519
0.064
0.078
0.099
0.178
0.145
0.169
0.195
0.225
0.270
0.310
3-day
(0.059-0.071)
(0.071-0.086)
(0.091-0.109)1(0.107-0.129
(0.131-0.159)11(0.152-0.186)
(0.173-0.215)
0.197-0.248)
(0.232-0.300)
(0.262-0.347)
0.051
0.062
0.076
0.092
0.113
0.130
0.750
0.171
0.205
0.233
4-day
(0.047-0.056)
(0.057-0.068)
(0.072-0.086)
(0.084-0.101)
(0.102-0.123)
1(0.117-0.143
0.134-0.164)
(0.151-0.189)
(0.177-0.227)
(0.199-0.261)
0.034
0.040
0.051
0.059
0.072
0.083
0.094
0.106
0.124
0.140
7-day
(0.031-0.036)
(0.037-0.044)
(0.047-0.055)
(0.055-0.o65)
(0.066-0.078)
(0.075-0.090)
(0.085-0.102)
(0.095-0.116)
1(0.109-0.137
(0.120-0.154)
0.026
0.031
0.039
0.045
0.054
0.062
0.070
0.078
0.091
0.101
10-day
(0.024-0.028)
1(0.029-0.034
(0.036-0.042)
(0.042-0.049)
(0.050-0.059)
(0.056-0.067)
(0.063-0.076)
(0.070-0.085)
(0.080-0.100)
(0.088-0.112
0.077
0.021
0.025
0.029
0.034
0.038
0.043
0.048
0.055
0.060
20-day
(0.016-0.019)
(0.019-0.022)
0.023-0.027
0.027-0.031
(0.031-0.036)
(0.035-0.041)
(0.039-0.046)
(0.043-0.052)
(0.049-0.059)
(0.053-0.066)
0.014
0.017
0.020
0.023
0.027
0.030
0.033
0.036
0.040
0.044
30-day
(0.013-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.025-0.028)
1(0.027-0.032
(0.030-0.035)
(0.033-0.038)
(0.036-0.043)
(0.039-0.047)
0.012
0.014
0.017
0.019
0.022
0.024
0.027
0.029
0.033
0.035
45-da y
(0.011-0.013)
(0.013-0.015)
(0.016-0.018)
(0.018-0.020)
(0.020-0.023)
(0.022-0.026)
(0.025-0.029)
0.027-0.031
(0.030-0.035)
(0.032-0.039)
0.011
0.013
0.015
0.017
().019
0.021
0.023
0.025
0.027
0.029
60-day
(0.010-0.011)11(0.012-0.013
(0.014-0.016)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
(0.025-0.029)
0.026-0.031
ft
https://hdsc.nws.noaa.gov/hdscipfdslpfds_printpage.html?lat=34.4376&Ion=-77.5550&data=intensity&units=engiish&series=pds 1A

6/6/2018 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Holly Ridge, North Carolina, USA* °
Latitude: 34.4376*, Longitude:-77.555*
Elevation: 7.21 ft**
' source: ESRI Maps ti
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bennin, D. Mart!n„ B. Lin, T Pazybek, M `lekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical j Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
2
5
10
25
50
100
200
���
500
1000
0.502
6.596
0.697
0.776
0.876
0.952
1.03
1.11
1.21
1.29
5-min
(0.465-0.544)
(0.552-0.646)
(0.644-0.754)11(0.715-0.839)
(0.803-0.946)
(0.869-1.03)
(0.934-1.11)
(0.998-1.20)
(1.08-1.31)
1(1.14-1.40
0.802
6.953
1.12
1.24
1.40
1.52
1.64
1.75
1.91
2.03
10-min
(0.743-0.868)
(0.883-1.03)
(1.03-1.21) 11
(1.14-1.34) 11
(1.28-1.51)
(1.38-1.64)
(1.49-1.77)
(1.58-1.90)
(1.70-2.07)1(1.80-2.20)
1.00
1.20
1.41
1.57
1.77
1.92
2.07
2.21
2.40
2.55
15-min
(0.928-1.09)
1 (1.11-1.30)
1 (1.31-1.53) 11
(1.45-1.70)
1 (1.62-1.91)
(1.75-2.07)
(1.88-2.23)
(2.00-2.39)
(2.15-2.60)
(2.26-2.77)
30-min
1.27-31749
1.53-61679
1.85-2.17
2. 0 2846
(2. 0 2?83) 11(2.64
3912
2.8713.42
3.11 3.72
(3.41-4.14)
(3. 5 4.48)
7.71
2.08
2.57
2.96
3.49
3.92
4.36
4.83
5.48
6.02
60-min
(1.59-1.86)
1 (1.92-2.25)
1 (2.38-2.78)
1 (2.73-3.20)
1 (3.20-3.77)
(3.584.23)
(3.96-4.71)
(4.36-5.22)
4.90-5.94)
5.33-6.54
2.09
2.55
3.24
3.81
4.62
5.30
6.04
6.85
8.02
9.01
2-hr
(1.92-2.27)
1 (2.35-2.78)
11 (2.98-3.53)
1 (3.504.14)
(4.2-5.02)
(4.82-5.76)
(5.45-6.56)
(6.13-7.43)
(7.11-8.72)
(7.92-9.83)
2.25
2.74
3.57
4.15
5.10
5.92
6.82
7.82
9.32
10.6
3-hr
(2.07-2.46)
1 (2.53-3.01)
11 (3.2-3.84)
(3.804.54)
(4.64-5.57)
(5.35-6.46)
(6.12-7.44)
(6.95-8.52)
(8.18-10.2)
(9.21-11.6)
2.75
3.36
4.31
:i.17
6.30
7.33
u.48
^a.76
77.7
73.�i
6-hr
( 2.53-3.04
3.09-3.71
3.944.75
4.65-5.63
5.70-6.92
6.58-8.05
7.55-9.30
8.60-10.
( 10.2-12.8)
( 11.5-14.7)
3.25
3.96
5.11
6.09
7.57
8.86
10.3
11.9
14.4
16.6
12-hr
(2.95-3.61)
(3.60-4.41)
(4.62-5.68)
(5.49-6.77)
(6.76-8.38)
(7.86-9.79)
(9.07-11.4)
(10.4-13.2)
12.4-15.9
14.1-18.4
3.75
4.56
5.90
7.06
8.61
10.3
12.1
14.0 7
F 17.0
99.6
24-hr
(3.454.12)
(4.19-5.02)
(5.41-6.48)
(6.44-7.73)
(7.97-9.64)
(9.27-11.3)
(10.7-13.2)
(12.3-15.4)
(14.6-18.8)
(16.5-21.8)
2-day
-18.92)
3.0)
(4.024.82)
4.865084
6. 2-87049
(7.8 11
(9.09- 1.1)
(1 .6-
1(12.4- 5.2
(13.9-1�7.7)
(16.5-21.5)
(18 6? 4.9)
4.64
5.67
7.75
8.47
10.5
12.2
74.1
16.2
19.5F
22.3
3-day
(4.265.09)
(5.15-6.16)
(6.55-7.86)
(7.73-9.30)
1 (9.46-11.5)
(10.9-13.4)
(12.5-15.5)
(14.2-17.9)
j(16.7-21.6)
18.8-25.0
4.89
5.91
7.50
8.85
10.8
12.5
14.4
16.4
79.6
22.4
4-day
(4.505.36)
(5.44-6.48)
(6.88-8.22)
(8,08-9.69)
(9.82-11.8)
(11.3-13.7)
(12.8-15.8)
(14.5-18.1)
(17.0-21.8)
( 19.1-25.0)
5.63
6.79
8.53
9.99
12.1
13.9
15.8
17.9
20.9
23. 4
7-day
(5.21-6.12)
(6.28-7.38)
(7.88-9.27)
(9.18-10.8)
(11.1-13.1)
(12.6-15.1)
(14.2-17.2)
(15.9-19.5)
(18.3-23.0)
( 20.2-25.9)
6.27
7.51
9.37
10.8
13.0
14.8
16.7
18.8
21.8
24.3
10-day
5.81-6.81
6.96-8.16)
(8.61-10.1) 11
(9.96-11.7)
1 (11.9-14.0
(13.5-16.0)11(15.1-18.2)
(16.8-20.5)
(19.2-24.0)
(21.1-26.9)
8.29
9.88
12.0
13.8
16.3
18.4
20.6
22.9
26.2
28.8
20-day
(7.75-8.92)
(9.23-10.6)
(11.2-12.9)
1 (12.8-14.8)
1 (15.1-17.5)
(16.9-19.8)
(18.8-22.2)
20.7-24.8
23.3-28.5
25.4-31.6)
10.7
12.0
14.5
16.4
19.1
21.3
23.5
25.8
28.9
31.4
30-day
(9.51-10.8)
(11.3-12.8)
(13.6-15.4) 11
(15.4-17.5)
1 (17.8-20.4)
(19.7-22.7)
(21.7-25.2)
(23.6-27.7)
(26.2-31.3)
(28.2-34.1)
72.7
15.1
77.9
20.2
23.5
26.1
28.7
31.5
35.3
38.3
45-day
(12.0-13.6)
(14.1-16.1)
(16.8-19.2) 11
(18.9-21.7)
1 (21.9-25.1)
(24.2-27.9)
(26.5-30.9)
(28.8-33.9)
(32.0-38.2)
(34.341.7)
15.4
78.2
21.4
23.9
27.4
30.7
32.8
35.5
39.1
41.9
60-day
14.6-16.4
(17.2-19.4)
20.2-22.7)
(22.5-25.4
25.7-29.1
28.1-32.0
30.5-34.9)
32.8-37.9)
(35.8-42.1)
(38A45.3)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical EC IV1E
JUL 0 51118
https://hdsc.nws.noaa.gov/hdacipfdsipfds_printpage.htmi?fat=34.4376&Ion= 'i1.5550&data=depth&units=engiish&series=pds 1/4

rlt. eD- .
Q8 APR 25 PM Z. SI
JLIYCE al. SWXtGOOD
pREGISTER OF OEEOS
..(, — PIN # L03S'3`7- tPG IO�� rY, NC
OA -a5 D8
BK345OPG183
W2 I
PREPARED BY CHARLES T. BUSBY, LAW OFFICE OF LADD GASPAROVIC, PA, P,O. BOX e1 B,
HAMPSTEAD, NORTH CAROLINA 26443
NORTH CAROLINA GENERAL WARRANTY DEED
PENDER COUNTY Revs e: $O
PIN: 4235-37-465 1 -0000
THIS DEED made this 25ei day of April, 2008, by and between SURF
CITY GATEWAY PLAZA, INC., Party of the First Part; to A 'N' A BUILDERS,
INC., a North Carolina Corporation, 9312 North Manor Drive, Zebulon, North
Carolina 27597, Party of the Second Part;
WITNESSETH:
That the party of the first part, for and in consideration of the sum of
TEN DOLLARS ($10.00) and other valuable consideration paid by the party
of the second part, the receipt of which is hereby acknowledged, has and by
these presents does grant, bargain, sell and convey unto the party of the
second part in fee simple, all that certain parcel of land situated in Topsail
Township, Pander County, North Carolina and more particularly described as
follows:
The parcel of land located adjacent to and East of Highway 50,
consisting of 0.33 Acres, and being depicted as "REVISED
OUTPARCEL B" on plat entitled "AS BUILT SURVEY OF GATEWAY
PLAZA - OUTPARCEL "B", dated 08/10/06 and recorded in Map
Book 42, page 83, Slide 568, to which reference is made for
complete description, being a portion of the land conveyed to Surf
City Gateway Plaza, Inc. by deed recorded in Book 2515 at page
080, Pender County.
Recorded and Verified
Joyce M. Swicegood
Register of Deeds
Ponder County, NC
rwi
0
JUL 01
2018
BY:

3�r�,o vcs V:Zy
TO HAVE AND TO HOLD the aforesaid lot or ONFRO"Ja%all
privileges and appurtenances thereto belonging to the party of the second
part, its successors and assigns, in fee simple.
And the said party of the first part covenants to and with the party of
the second part, its successor and assigns, that it is seized of said premises
in fee simple, that it has the right to convey the same in fee simple, that title
is marketable and free and clear of all encumbrances, and that it will warrant
and defend the title against the lawful claims of all persons whomsoever.
IN WITNESS WHEREOF, the party of the first part has caused this
instrument to be signed in its corporate name by its authorized official as of
the day and year first above written.
SJRF CITY GATO:W."•.Y PLAZA, INC.
XBy:
Mohamad E. Afify, Pr s ent
NORTH CAROLINA
PENDER COUNTY
1, the undersigned Notary Public, do hereby certify that Mohemad E. Afify
appeared before me this day and acknowledged that he is President of Surf City
Gateway Plaza, Inc., a North Carolina corporation, and that he, as president, being
authorized to do so, executed the foregoing on behalf of the corporation.
WITNESS my hand and notarial seal this 25t" day of April, 20d8.
,,�01Hn1111%
3 My Commission expires: /2 2p9 0 .�_65 T
Notary Public Cj.�•'"'��•"''•
ltkoTAq�'04 e
oyN A'013 10)p ,s�°�y'�•......� '' fir.•
�k COUP `.,
bN141NN
i
JUL 0 5 2018

f t BUSINESS CORPORATION ANNUAL REPORT
10-2017
NAME OF BUSINESS CORPORATION: A'N' A BUILDERS, INC.
SECRETARY OF STATE ID NUMBER: 0490251 STATE OF FORMATION: NC
REPORT FOR THE FISCAL YEAR END: 1 2/31 /201 7
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: AFIFY, ANITA T.
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
Filing Office Use Only
E-Filed Annual Report
0490251
CA201806601568
3/7/2018 09:06
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
13480 NC Hwy 50 13480 NC Hwy 50
Surf City, NC 28445-6552 Pender County Surf City, NC 28445-6552
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Construction
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
13480 NC Hwv 50
Surf City, NC 28445-6552
5. PRINCIPAL OFFICE MAILING ADDRESS
13480 NC Hwy 50
Sun` City, NC 28445-6552
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
S CTION C: OFFICERS (Enter additional officers in Section E.)
NAME. Mohamad Afify NAME: Anita T Afify NAME:
TITLE: Secretary TITLE: President
ADDRESS:
13480 NC Hwv 50
Surf City, NC 28445
ADDRESS:
13480 NC Hwy 50
Surf City, NC 28445
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business
entRinita T Aflfy 3/7/2018
A SIGNATURE
Form must be signed by an officer listed under Section C of this form.
DATE
Anita T Afify President►,i<
Print or Tvne Name of nffirEr Print or Type Title of 1�
This Annual Report has been filed electronically. JUL 0 5 tow
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525
8Y:

June 27, 2018
To Whom it May Concern:
1, Anita T. Afify, President, A `N' A Builders, Inc., hereby authorize Mohamad Afify, Secretary,
A `N' A Builders, Inc., to sign NCDEQ applications on behalf of A `N' A Builders, Inc.
A' AB 'lders, Inc.
By:
Anita T. Afify, P i ent
State of North Carolina, County of.pn
Subscribed and sworn to before me this
day of -Jq-w- , 20 le
Notary:
71
My commission expires: a3a
FJ:UUE FIT�RALD
AWPUBLIC Ct31JNTY, NC
w EVkw 2 2�2022
r JUL 0 5 2018

Scott, Georgette
From:
Scott, Georgette
Sent:
Tuesday, June 26, 2018 3:18 PM
To:
'Luke Menius'.([e-mail])
Subject:
Lot 45-A JH BATTS DIVISION
Luke,
I've reviewed this package and need the following issues corrected before I can accept it:
✓1. The check is for $550.00 instead of $505.00. So I need a new check made out to NCDEQ
,//2. Mohamad Afify signed the application. Mohamad is listed as "Secretary". Per our rules the application m t be
signed by a President, VP or Manager. So you can have all the signature pages resigned by the presideZ you
can send me a leal docu gment signed by the com ap ny president that states that he can sign for the company.
Georgette ScoffG'� Isli
State Stormwater Program Supervisor !
Department of Environmental Quality
Office [phone]
Fax [phone]
G e o rq ette. Sc6ft6- n cd e n r. a ov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.