SW8160501_Historical File_20190729

Hall, Christine
From: Tony Zook <[e-mail]>
Sent: Monday, July 29, 2019 1:23 PM
To: Hall, Christine
Cc: [e-mail]; Michael Theberge
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Christine,
You would be correct, Mark Goldsmith's position grants him authority during the longterm compliance after
construction is complete.
Thanks!
From: Hall, Christine[mailto:[e-mail]]
Sent: Monday, July 29, 2019 12:20 PM
To: Tony Zook <[e-mail]>
Cc: [e-mail]; Michael Theberge <[e-mail]>
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Tony,
I have had a chance to look at the items received on July 26'. The only outstanding question relates to the pdf you
attached to this email. In reading the delegation, it sounds like this delegation is geared more toward the permits
required during construction for erosion control. Is this position also responsible / delegated authority for the long term
compliance with these sites after construction is complete?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7336 direct
chdstine. hall(&-ncdenr. gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nr , C.- . 'Nothing Compares -s
Ema cor, esperic-te;'C9 to a "±:: rrc-7? -'s addr&,ss !d' Slag+ t ;f.) the
Alo ''h Cnio1 d7c Pubfi ReCV) is L3V! A:: ;: '13y" L`e d'S )JSe-j to tz:4.-6 L?eS.
From: Tony Zook <tzookCbohlerene.com>
Sent: Wednesday, July 24, 2019 4:56 PM

To: Hall, Christine <[e-mail]>
Cc: [e-mail]_; Michael Theberge <[e-mail]>
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
R nts
Christine,
Understood.
I have received a delegation of signed authority from Walmart for Mark Goldsmith's title. See attached.
I will be resubmitting the package to your office tomorrow, for you to review once you come back on Monday morning.
Let me know if you see any issue with this delegation answering your previous comment.
Thanks!
From: Hall, Christine[mailto:[e-mail]
Sent: Wednesday, July 24, 2019 4:38 PM
To: Tony Zook <[e-mail]>
Cc: NCC138078 NF.BOH�LERENG.COM
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Tony,
As I mentioned on the phone, I must stay as efficient as possible to serve everyone seeking a permit. There is just not
enough time to pre -review submittals. The package will be reviewed once it is received in the office and I return to the
office on Monday.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hallCcD-ncdenr. gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
email correspondence to end from ties ad-':ess is sub;ect to the
NorM ^aroli.na Pub:'::; Records Lute -,::a riay i:e disclosed to third carties.
From: Tony Zook <tzook bohlereng.com>
Sent: Wednesday, July 24, 2019 3:55 PM
To: Hall, Christine <Christine.Hall @ncdenr.gov>
Cc: [e-mail]
Subject: Re: [External] FW: request for additional info, Walmart Swansboro, SW8 160501

Christine,
If we receive the confirmation you are requesting for applicant authority on signature of application, may we send PDF
copies to you today for your review, with the knowledge that paper originals are in transit for when you return? Our
permit approvals are critical to the land swap purchase, and want to do everything possible to expedite this approval as
quick as possible.
Thanks for the help!
Get Outlook for iOS
From: Hall, Christine <[e-mail]> T
Sent: Wednesday, July 24, 2019 2:32:27 PM
To: Tony Zook <[e-mail]>
Cc: [e-mail] <[e-mail]>
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8160501
Tony,
Good question. If Wal-mart Real Estate Business Trust would like more than 1 address, Section 111.3 of the application
can be use or they can include an attachment to the application with the other addresses. However, the primary
address must still be listed in Section 111.1.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hallbncdenr.pov
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Nothmq Compares
,or.,espc.-- er-ry= to arid' f5t.rn !s =, :dirzs:a is r :'ye
No;�; :jai =^1ir7a F'Ub.ii. Reco� ds Lamolf and mati CF .fsCios a to i iird part:E3S.
From: Tony Zook <[e-mail]>
Sent: Wednesday, July 24, 2019 2:20 PM
To: Hall, Christine <[e-mail]>
Cc: NCC138078@t'JF.BOHLERENG.COM
Subject: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
n of hments unless' u end all suspicious email as an attachment to
I -

Christine,
In regards to your comment #2 "address on 111.1.b does not match previous address provided"...
Is it possible for Wal-Mart Real Estate Business Trust to have more than 1 address they can use on the current
application?
Or are you stating that the provided address for Delegation of Signature Authority provided on 1/16/18 (2001 SE 10th
street, mail stop 0550) does not match the current address shown on our submitted application (702 SW 8th street, mail
stop 0505)?
Thanks!
On Jul 23, 2019, at 10:15 AM, Hall, Christine <[e-mail]> wrote:
Gentlemen,
Attached is a pdf of the request for additional information for the subject project. There are just a few
administrative items that need to be addressed. Please let me know if you have any questions or
concerns.
Please also remember to label any packages submitted with "EXPRESS".
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
Christine. hallo-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
<image003.png>
Email correspondence to and f on? 4 ? s a+:.dress is subject to i 7e
North Carolina Public Reccr: v La�: any , may be disclosed to third parties.
<2019 07 addinfo 160501.pdf>
<ATPFile CE6EEE48-3663-4393-AEBB-9A55F7C1723F.token>

Walmart Supercenter Swansboro #7179-000
Permit No. SW8 160501
'Approval Date
(newest to oldest)
8/2/2019 9/10/2018
11/7j2015
6/6/2016
6r►tlre Project
Project / Drainage Area (ac)
17.8
17.6
17.6
17.6
Proieet/ Drpk Area (sf)
776,Og1
767,565
757,565
767,565
Onsite
733,011
734,200
734,200
734,200
Offsite
43,020
33,365
33,365
33,365
Total BUA
624,398
606,875
606,375
6N,875
Total Proposed BUA
577,378
573,510
573,510
573,510
Total Existing BUA
43,020
33,365
33,365
33,365
Percent BUA (%)
79.9%
79.1%
79.1%
79.1%
BUA, Buildings
162,577
162,577
162,577
162,577
BUA, Parking
376,116
365,713
365,713
365,713
BUA, Other
38,685
45,220
45,220
45,220
BUA, Future
-
-
-
-
BUA, Offsite
43,020
33,365
33,365
33,365
i DA 1
Project / Drainage Area (ac)
11.2
11.0
11.0
10.4
Prqjed/Dr2jnaWAm(sf)
489,=
479,365
479,365
451,365
Onsite
446,000
446,000
446,000
418,000
Offsite
43,020
33,365
33,365
33,365
Tots] BUA
398,719
394,765
384,765
357,765
Total Proposed BUA
355,698
351,400
351,400
324,400
Total Existing BUA
43,020
33,365
33,365
33,365
Percent BUA (%)
81.5%
80.3%
80.3%
79.3%
BUA, Buildings
158,583
158,583
158,583
158,583
BUA, Parking
197,115
192,817
192,817
165,817
BUA, Other / Outparcel
BUA, Future
BUA, Offsite
43,020
33,365
33,365
33,365
DA 2
Project/ Drainage Area (ac)
2.9
2.9
2.9
3.6
"imt/ Dminap Area (sl)
128,2M
128,20D
128,no
156,200
Total BUA
99,200
98,200
9> IM
125,200
Total Proposed BUA
98,200
98,200
98,200
125,200
Total Existing BUA
-
-
-
-
Percent BUA (%)
76.6%1
76.6%1
76.6%
80.2%
BUA, Buildings
3,994
3,994
3,994
3,994
BUA, Parking
94,206
94,206
94,206
121,206
BUA, Other/ Outparcel
BUA, Future
BUA, Offsite
DA 3 ]
i
3.6 3.7 3.71 3.7
Project / Drainage Area (ac)
Project/CramageArea (sf)
158,811
160,000
160.0DD
160,E
Total QUA
123,40
12 10
123,510
12S1910
Total Proposed BUA
123,480
123,910
123,910
123,910
Total Existing BUA
-
-
-
-
Percent BUA (%)
7778%7-77.4%1
77.4%
77.4%
BUA, Buildings
BUA, Parking
84,795
78,690
78,690
78,690
BUA, Other/ Outparcel
38,685
45,220
45,220
45,220
BUA, Future
BUA, Offsite

Surd, Tina J
-4ay, August 2, 2019 3:23 PM
m.., K.' [e-mail]; [e-mail]
SW8 160501 - Walmart Supercenter Swansboro #7179-000
SW8 160501 - Walmart Supercenter Swansboro 7179-OOO.pdf
Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) completed
their review of the Express Stormwater Permit Application for the subject project. Attached is the cover letter and
permit issued on August 2, 2019 that will be mailed separately, along with any other supporting documents.
Please direct any questions to your reviewer.
DO NOTRESPONO TO THIS EMAIL.
Best Regards,
Tina Burd
Administrative Associate II
910-796-7215
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington; NC 28405
E
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DELEGATIM OF SIGNATURE AWHORITY
Ion Clarke. being a Vice. Pvsident of waj--M.9ft 8t0Ws.!r1a,;NaI-Maft Real Eft* &.w Tirust WIMart TRS,
-XINAWWrt Re* C&Mwy. Wal.Wad PiWerty CoMany. l-Man Stores Ark -Is%
& . L-1C, WAWMart Stores.
TeM'—'C.- W81-Mid; ms East Si WaHWeirt LouirMna, LIM LLc- Sws Real Estate
Basin "s Trust; Sam's TPS-LICO; Sam's Ent ftm: awswat Irr— W81-Martwm USA, LLC. Wal-WrtPuerto
RicO, Inc,; WS PW iX. WW Sam's Property C&,npq {"Inaftr Collectively referred to as the'the comp"-,);
do h0" delegate to the posidons below the auftrity to sign do=erits as set forth to on bebalf of the
Vompany, in the!,r r2SPective c9oaco far the Company.
Directer ENO Compliance
Tt* position above may sign any and sib doclarrents rftve to or required by any *,,M water =10ructon gaerej
.or individual perfnit issued or pmmulgated by the United States Environmental PoWw Agency. or by a state or
local agency Y*h autc4ty toWuiate atom water dirges from =structfon sites, This includes. withotit
limitation. the autiWrly to sign 4-ofices of intent, Storm 10vater%kimin Prevotion Plaffi. MPOrtS, COM91iDnS,
Notices: of TerrniftMion, or any *w inforination or documm4 reqiAred to be Signed by the Company as a pem*w
under the terns of arry of tie above descqbed permits.
When the above named gssociatej unavMja*, to V - d.eftatqd,,- I* document May be
.qAaWM aut".
delegated to "her desqnated errVoyee Worn; approve. Such mgqftm
Will swe on 1#5 face as cmfirmatioil
ftt the Mg*r signatory was WMIaMe and be VaW ON birdig as 1b..q as 4 is wb;nft. =pe of sig,,ttn
auftxxtty for the position above.
deftations"I supersede aW revOW any Signature authority PW#"* 91M b the Senior 91rector of Eteal
Estate Environmental Corrivilance and the Senior -Dffecw of ftmwoW
Vorripfiance by Car, Cr oa- on octow 26,
2015 as of the deft 1-4-4 kdr, bakra. All acts and IfWaidons of ;Rdividuals =n Me position above which were taken
or made in good faith and PrW to the brinaf delegation of authority to such idon that we can t with fts
111118gatim V hemby MOW and approved. AN actom *w pumant to this dekgoon must comply wah to
Wahu*I.ftty Dimstan vo to Govemance, as mv!W ftm lift ho We.
Subscribm! nit sown before me this a day of i-ebrUsty, 2017.
ptot*y Public
My Commission eKpires:
.4-11 1 L
USA M. WSCIA
NOTARY PtS"STA-M OF MW W CEIV
WASKOGTON COUNTY
My Commiman EOM tray tot. 2017
4sion 0 t23GW4 r Jul

BOHLER ENGINEERING NC, PLLC
1927 South Tryon Street Suite 310, Charlotte, NC 28203
Professional Engineering Services Telephone: [phone] Fax: [phone]
VIA: FedEx Delivery
TO: NCDEQ
Land Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTN: Christine Hall
LETTER OF TRANSMITTAL
RE: WM #7179 Swansboro, NC
EXPRESS and Stormwater Project SW8 160501
DATE: July 25, 2019 C El V
JOB NO: NCC138078 JUL Z 8 2019
BY. --
WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter ®Attached ❑ Prints ❑ Change order
COPIES DESCRIPTION
SWM Report
Delegation of Authority
SW Application
O&M Agreement
These Are Transmitted: ❑ For approval ❑For your use
® For review and comment ❑Approved as submitted
❑ Returned for corrections
REMARKS:
Christine,
®As requested
❑Approved as noted
This permit revision is regarding changes to the drainage areas associated with the 7179 Swansboro Walmart
project and associated modifications to the proposed BMPs. These changes are detailed in the narrative and
revised calculations have been provided for Wet Ponds 1, 2, 3.
If you have any questions or require additional information, please do not hesitate to contact this office at (980)
272-3400.
COPY TO: SIGNED:
49#4 -
File Michael Theberge, P.E.

General f Project Description and
Stormwater Management Calculations
Project: Proposed Driveway Extension for Wal-Mart (Store #7179-000)
W. Corbett Avenue & Hammock Beach Road
Town of Swansboro
Qnslow County, NC
Project
Number: NCC138078
Client: Wal-Mart Real Estate Business Trust
2001 S.E. loth Street
Bentonville, AR 72716
Date: July 24, 2019
I IIA.t
491. c F;
lo. 0a3610w
CA tp
°jrlrlWt��
tit
Professional
Engineer: Michael Theberge
NC License #043610
ECEIVE
JUL 112111
BY:
BOHL ER ENGINEI'I,1'1G + 1927 S. TRYON STREET t SUITE 310 t CHARLOTTE, NC 28203 0 980.272.3400

Table of Contents
Generai Project Description/ Stormwater Management....................................................IL
GeneralProject Description...............................................................................................1
Stormwater Management.................................................................................................1
Stormwater Management Analysis.....................................................................................2
BMP Design / Calculations
Storm Drainage Calculations
Reference Information

General Project Description/Stormwater Management
GENERAL PROJECT [01E'VICRI; TION
Wal-Mart Real Estate Business Trust proposes to redevelop the existing land located along the south side
of West Corbett Avenue (NC Highway 24) and the west side of Hammock Beach Road in Swansboro,
North Carolina. This site currently consists of vacant land, an existing Walmart building with associated
parking, (3) existing ponds, and an existing stream. The proposed project area is approximately 1.84
acres and will include a redeveloped driveway extension to serve the existing Walmart Supercenter
building, fuel station, one outparcel, and t 623 parking spaces. The development will also include the
construction of landscaping, lighting, stormwater management facilities, the installation of all utilities to
support the development, and an access driveway to NC Highway 24. Pertinent data characterizing the
existing and proposed site conditions are shown on the accompanying Site Plan Documents.
STORMWATER MANAGEMENT
The pre -development condition of the site consists of two primary drainage areas. The southern portion
of the site drains to an existing pond and drainage feature at the south of the site. The northern portion
of the site drains to the existing stormwater network in Corbett Avenue and to the drainage feature to
the west of the property that ultimately drains to the existing stormwater network in Corbett Avenue.
Hydrographs have been generated for the 2, 10, and 100-year storm events for the pre- and post -
development conditions.
The post -development conditions maintain the same relative Drainage Treatment Areas, however to
provide water quality measures and rate control, three wet ponds were previously designed to intercept
flow from the impervious surfaces created by the development. Wet pond 1 discharges to the existing
drainage feature at the south of the property, and wet ponds 2 and 3 discharge to the existing network in
W. Corbett Ave. Due to the proximity of potential Shellfish Area (SA) waters, after discharging from the
pond, the water flows through underground infiltration trenches in order to infiltrate the required storm
volume for Wet Ponds 2 and 3. Wet Pond 1 discharges into a level spreader and vegetated filter strip in
order to provide "effective infiltration."
The wet ponds have been designed in accordance with the NCDENR Stormwater BMP Manual to provide
90% TSS removal for the water quality volume (WQV). The water quality volume for this project is
required to be the greater of 1.5" or the difference in the runoff from the pre- and post -development
conditions for the 1-yr, 24-hr storm depth. The wet ponds will also serve as a means of stormwater rate
control, and have been designed to reduce the post -development release rates for the 2 and 10-year
storm events to be at or below the corresponding pre -development rates. Infiltration of the WQV after
discharge from the wet ponds is provided through underground infiltration trenches.
The Dekalb Rational Method was utilized for calculating the peak runoff rates and generating
hydrographs for the pre- and post -development conditions as defined in the computer watershed
software "Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2016". The hydrographs were
generated based on the precipitation amounts dictated by the NOAA Atlas 14 for the project site in
Swansboro, NC for each storm event.
The storm drainage system has been designed to intercept runoff at topographic low points and areas of
significant runoff quantities and convey stormwater to the stormwater management basins. The
Hyrdaflow StormSewers Extension was utilized for designing the storm conveyance system. Conveyance
design precipitation amounts are based on the 10-year storm event. Spread calculations are provided for

the inlets based on the 4"/hr rainfall intensity. Some spreads in the parking lot are excessively high,
because the proposed trench drain is not modeled in these calculations.
Per "Revised Final Geotechnical Exploration Report" by S&ME, Inc., the subject site lies in an area
consisting mostly of Onslow series soils. The survey indicated that the Onslow series consists of
moderately well -drained soils that transition from a loamy fine sand to sandy and clayey loam with depth.
The subsoil is formed from loamy and sandy marine deposits.
§tormWater Management Analysis
The tables below show the calculations of the Water Quality Volume (WQV) for the three ponds that must
be discharged within 2-5 days and then effectively infiltrated as secondary treatment.
Wet Pond 1 WQV:
The proposed road work on Corbett Ave and previously constructed road work on Hammock Beach Rd
result in an increase in impervious area of approximately 43,020 sf, which also includes the impervious
area of the pump house and water tank, which do not flow to the wet ponds. Additional water quality
treatment storage volume is provided in Wet Pond 1 to account for this additional increase in impervious
area. For calculation purposes, the drainage area and impervious area draining to Wet Pond 1 have been
increased by the 43,020 sf value to account for the additional treatment being provided by the pond.
Total Treatment by Wet Pond 1 (includes offsite area):
Design Runoff (Pre) = 0.183 in
Design Runoff (Post) = 2.863 in
Drainage Area =
11.23
Acres
Design Runoff (Pre)
7,437
ft3
Design Runoff (Post) =
116,653
ft3
Volume required =
109,216
ft3
A level spreader with vegetated filter strip is used for "effective infiltration" after Wet Pond 1. Due to the
storage volume of Wet Pond 1, the resulting outflow for the 10-year storm is very small and results in the
required length of the level spreader being relatively small. In our engineering judgment, the length of
the level spreader has been increased to provide a more conservative, constructible, and maintainable
system.
Wet Pond 2 WQV: Wet Pond 2 Infiltration Area Needed:
V
24075 cf
K
2.00 in/hr
T
4.57 days
Design Runoff (Pre) = 4,757 ft3 A
1318 sf
Design Runoff (Post) = 2:8,832 ft3 W
24 ft
Volume required = 24,076 'ft3 L
64.9 ft

Wet: Pond 3 WQV:
Wet Pond 3 Infiltration Area Needed:
Design Runoff (Pre) =
0.445 in
Design Runoff (Post) =
2.779 in
v
30416 --f
Drainage Area =
3.53 Acres
K
2.00 inlhr
T
4.19 days
Design Runoff (Pre) =
5,706 ft3
A
1814 sf
Design Runoff (Post) =
35,608 ft3
w
24 ft
Volume required =
29,902 ft3
L
76 ft

BMP Sizing:
For all 3 wet ponds, equation Option 2 from Figure 10-2b is used. The values used for each variable can
be found in the Wet Pond Supplement for each pond.
For Wet Pond 1, the two forebays have been designed to provide approximately 20% of the permanent
pool storage volume. The forebays are also sized proportionally to the drainage area flowing to each.
Forebay #1 receives flow from approximately 43% of the drainage area, while it is approximately 8.4%
of the permanent pool volume (or approximately 42% of the total forebay volume). Forebay #2 receives
flow from approximately 57% of the drainage area, while it is approximately 11.6% of the permanent
pool volume (or approximately 58% of the total forebay volume).
For all 3 wet ponds, a water quality orifice is used at the base of the riser structure to draw down the
water quality volume within 2-5 days. The next available outlet on the riser structure is placed above the
required water quality volume. The elevation of this next available outlet is considered the temporary
pool volume, and this elevation (and resulting pressure head value used for the orifice equation) was
used when determining the drawdown times through the water quality orifices.
The infiltration trenches proposed after Wet Ponds 2 and 3 were sized based on the drawdown times of
the water quality volume through the water quality orifice in the riser structures, as discussed above. The
infiltration trenches were sized based on the water quality volume, infiltration rate (based on soil borings
and infiltration estimates from a geotechnical engineer), and drawdown time of the upstream wet pond.
List of Important Modifications since Previous Approval:
Post -development drainage areas have changed due to proposed driveway extension
construction.
New E&SC plans are to be implemented, based on the new construction. Calculations and
narrative have been revised since the previous submission.
o Drainage areas in erosion and sediment control plans have been updated to match
stormwater drainage areas due to the additional impervious areas and diversion ditches
during erosion control that will direct water towards the storm inlet basins.
o New additional limits of disturbance are proposed with the modifications. Due to the
amount of BUA added to the previously approved SWM plans, we are proposing a Major
Modification to the existing approved permit.

BMP Design/Calculations

WET POND 01 WALMART SUPERCENTER SIMP DESIGN CALCULATIONS
DSSI3,N' WATER QUALITY TO MEET 90% TSS REMOVAL
GIVEN
DRAINAGE AREA TO FACILITY = 11.23 Ac.
(Includes 43,020 sf of impervious area not draining to pond)
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS 82%
1) SA,'DA RATIO
AVERAGE POOL DEPTH
7.68
PERCENT IMPERVIOUS =
82%
SA/DA = 2.80 % =
0.0280
SA REQUIRED =
11.2264 Ac. X
=
0.3143 Ac.
=
13,693 SF
2; ; EP:1POP.ARY kf!%TER QUALITY P^Ot. REQUIfiEMENTS
Pre % Impervious =
0%
Post % Impervious =
82%
Rv(pre)=
0.05 infin
Rv(post)=
0.784 in/in
Design Rainfall =
3.65 in (1 yr, 24 hr)
Design Runoff (Pre) =
0.183 in
Design Runoff (Post) =
2.863 in
Drainage Area =
11.23 Acres
Design Runoff (Pre) =
7,437 It'
Design Runoff (Post) =
116,653 e
Volume required =
109,216 f:3
Total (including off -site)=
3) Pond Drawdown Time
Pond Height above Orifice =
Orifice Invert Elevation =
FEET
109,216 ft9
0.0280
(Assumed to be 7.5' for SA/DA)
31.01 feet (109,670CF @ 31.01'�
29.08 feet
Orifice Diameter (D) 5.00
inches = 0.42
Orifice Area (a) 0.1364
square feet
Gravitational Constant (g) = 32.2
ft/sec2
Head (H) = 1.72
feet
Driving Head (Ho) = 0.574
feet
Discharge Coefficient (Co) = 0.6
Drawdown rate (Q) = 0.497
cis
Time (t) = 219,588
seconds 2.94
Note:
The above calculation is based on the orifice equation where:
= nA2
feet
days
7/24/2019 1:01 PM Page 1 of 1

PERM. POOL ELEV.
TEMP. POOL ELEV.
VEG. SHELF (BOT.)
BERM. POOL ELEV.
VEG. SHELF (TOP)
VEG. SHELF (BOT.)
PERM. POOL ELEV
VEG. SHELF (TOP)
Wet Pond 1 Design
Wet Pond 1 Treatment Volume - Main Pool
Elev
Area (so
Inc Storage (co
Total Storage (ct)
29.08
49,637
0
0
30.00
57,687
49,318
49,318
31.01
61,859
60,352
109,670
32.00
65,771
63,161
172,831
32.25
76,008
17,705
190,536
Wet Pond 1 Permanent Pool Volume - Main Pool
Elev
Area (so
Inc Storage (co
Total Storage (co
12.00
3,303
0
0
13.00
8,360
0
0
14.00
11,288
0
0
15.00
12,757
0
0
16.00
13,982
0
0
17.00
15,202
0
0
18.00
16,425
0
0
19.00
17,737
17,081
17,081
20.00
19,075
18,406
35,487
21.00
20,476
19,776
55,263
22.00
21,949
21,213
76,475
23.00
23,477
22,713
99,188
24.00
25,010
24,244
123,432
25.00
26,647
25,829
149,260
26.00
28,313
27,480
176,740
27.00
30,001
29,157
205,897
28.00
31,939
30,970
236,867
28.58
33,334
18,929
255,796
29.08
36,620
17,489
273,285
29.58
39,688
19,077
292,362
Elev
Area (sf)
Inc Storage (co
Total Storage (co
19.00
243
0
0
20.00
566
0
0
21.00
904
735
735
22.00
1,281
1,093
1,828
23.00
1,709
1,495
3,323
24.00
2,185
1,947
5,270
25.00
2,730
2,458
7,727
26.00
3,353
3,042
10,769
27.00
4,010
3,682
14,450
28.00
4,725
4,368
18,818
28.58
5,2'i 2
2,882
21,699
29.08
5,565
2,694
24,393
29.58
6,052
2,904
27,298
SURVEYED TOP Of
SED. STORAGE (B(
POND) = 13.00'
OBSERVED TOP SE
STORAGE(BOT.
POND) = 18.00'
OBSERVED/SURVEI
TOP SED.
STORAGE(BOT. POP
20.00'

VEG. SHELF (BOT.)
PERM. POOL ELEV.
VEG. SHELF (TOP)
Wet Pond 1 - Forebay#2
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
19.00
471
0
0
20.00
1,111
0
0
21.00
1,764
1,438
1,438
22.00
2,322
2,043
3,481
23.00
2,897
2,610
6,090
24.00
3,501
3,199
9,289
25.00
4,181
3,841
13,130
26.00
5,140
4,661
17,791
27.00
5,516
5,328
23,119
28.00
6,319
5,917
29,036
28.58
6,774
3,797
32,833
29.08
7,452
3,556
36,389
29.58
7,683
3,784
40,173
DEPTH : 28.58 - 18.00 = 10.58
A(bot. shelf) = 45,320
A(bot. pond) = 16,425
A(perm. pool) = 49,637
Davg = 7.68
OBSERVED/SURVEI
TOP SED.
STORAGE(BOT. POP
= 20.00'

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 1 32.25 ft. Top of Basin
0.75 ft. Spillway Height
31.5 ft. Spillway Elev.
Box Width:
72.00 ;.,-,
Box Length
72.00 in
Barrel Size:
18.00 in
Top of Basin:
32.25 ft.
Inv. Out of Pipe
29.00 ft. 2.00
Spillway Height:
0.75 ft.
Top of Riser Elev.
31.00 ft.
29 ft. Bottom of Basin
§5
Uplift @ Peak Elevation:
Peak Elevation =32.25 ft.
Peak Elevation = 3.25 ft.
Uplift Force= (62.4)(3.25 ft.)(6*6)
Uplift Force= 7300.8 lbs
Volume of Concrete Required to Stabilize Riser:
7300.8IbsX1/150Ibs/ftA3= 48.672 cubic feet
Ballast Pad Dimensions:
Try Volume, of: 9 ft. X 9 ft. X I ft.
81 cubic feet Ok
81 c.f. > or equal to 48.672 c.f. True
9 ft.
72 in.BOX
---- - -----------------------
Pad 18 In. RCP
9 ft.
72 in.BOX
Ballast Pad Dimensions: 9 ft. X 9 ft. X I ft.
Pad

WET POND #2 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
DE SiGN WATER QUALITY TO MEET 90% TSS REMOVAL
GIVEN
DRAINAGE AREA TO FACILITY = 2.94 Ac.
LAND USE = Walmart Supercentel
ESTIMATED PERCENT IMPERVIOUS 77%
1) SA;I)A RATIO
AVERAGE POOL DEPTH = 3 FEET
PERCENT IMPERVIOUS = 77%
SA/DA = 9.10 % = 0.0910
SA REQUIRED = 2.94 Ac. X 0.0910
0.27 Ac.
11,666 SF
2; TEMPORARY WATT R :]lin.i.,i'i Y ROO1. REOUIREMENTS
Pre % Impervious = 8%
Post % Impervious = 77%
Rv = 0.05 + 0.9(1)
Rv(pre)= 0.122 In/in
Rv(pre)= 0.739 Indn
Design Rainfall = 3.65 In (1 yr, 24 hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Post) = 2.699 In
Drainage Area = 2.94 Acres
Design Runoff (Pre) = 4,757 fte
Design Runoff (Post) = 28,832 ft3
Volume required = 24,075 fe
Other Impervious Area to be Treated = U sf
Other Runoff Depth to be Treated = 3.47 in
Other WQV to be Treated = 0 fe
Total (including off -site)= 24,075 ft3
3] Po,,! f i)r;swdown Tim*+
Pond Height above Orifice = 31.19 feet (29,445CF @ 31.19')
Orifice Invert Elevation = 29.36 feet
Orifice Diameter (D) = 1.75 inches = 0.15 feet
Orifice Area (A) = 0.0167 square feet
Gravitational Constant (g) - 32.2 fUseca
Head (H) = 1.76 feet
Driving Head (Ho) = 0.586 feet
Discharge Coefficient (Co) = 0.6
Drawdown rate (Q) = 0.082 cls
Time (t) = 391,135 cecondc 4.53 days
Nulu.
The shove calculation is based on the orifice equation where:
7/3012018 10:37 AM Page 1 of!

PERM. POOL ELEv
TEMP. POOL ELL
SURVEYED TOP
SED. STORAGE
(BOT. POND)= 20.00'
OBSERVED TOP
SED. STORAGE
(BOT. POND)= 25.00'
VEG SHELF (BOT.)
PERM. POOL ELE
VEG SHELF (TOP)
OBSERVED/SURVEYED
TOP OF SED STORAGE
= 20.00'
Wet Pond 2 Design
Wet Pond 2 Treatment Volume - Total
Elev
Area (sf)
Inc Storage (cf)
Total Storage (co
29.36
14,123
0
0
30.00
16,714
9,868
9,868
31.00
19,105
17,910
27,777
31.19
19,621
3,679
29,445
31.75
20,826
11,325
39,103
V_
Wet Pond 2 Permanent Pool Volume - Total
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
19.00
12
0
0
20.00
335
0
0
21.00
793
0
0
22.00
1,338
0
0
23.00
2,154
0
0
24.00
3,160
0
0
25.00
4,261
0
0
26.00
5,445
4,853
4,853
27.00
6,876
6,161
11,014
28.00
8,226
7,551
18,565
28.86
10,388
8,004
26,569
29.36
11,831
5,555
32,123
29.86
13,008
6,210
38,333
VEG SHELF (BOT.)
PERM. POOL ELEV.
VEG SHELF (TOP)
Wet Pond 2 - Forebay
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
19.00
5
0
0
20.00
47
0
0
21.00
117
82
82
22.00
218
168
250
23.00
357
288
537
24.00
515
436
973
25.00
707
611
1,584
26.00
919
813
2,397
27.00
1,289
1,104
3,501
28.00
1,553
1,421
4,922
28.86
2,020
1,536
6,458
29.36
2,292
2,615
7,537
29.86
2,564
2,292
8,750
Depth: 28.86-25.00 = 3.86'
A(bot. shelf): 12,408sf
A(bot. pond): 4,261 sf
A(perm. pool): 14,123sf
D(avg.): 3.06'
D(used): 3.00'
Forebay Volume (perm. pool): 7,537cf
Total Volume (perm. pool): 32,123cf + 7,537cf = 39,660cf
% Forebay to Total Volume: 7,537cf / 39,660cf = 19.00%

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 2
Box Width:
72.00 in
Box Length
72.00 in
Barrel Size:
15.00 in
Top of Basin:
31.75 ft.
Inv. Out of Pipe
29.25 ft.
Spillway Height:
0.50 ft.
Top of Riser Elev.
31.05 ft.
29.25 ft. Bo
Uplift @ Peak Elevation:
Peak Elevation =31.75 ft.
Peak Elevation = 2.6 ft.
Uplift Force-- (62.4)(2.5 ft.)(6*6)
Uplift Force= 5616 Ibs
Volume of Concrete Required to Stabilize Riser:
5616 Ibs X 11150 Ibs/ft^3= 37.44 cubic feet
Ballast Pad Dimensions:
Try Volume of: 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 37.44 c.f. True
a
1
Ballast Pad 15 in. RCP
72 M.BOX
AL
Ballast Pad
9 ft. T
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

WET POND #3 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
rFF S• a�:. WATER QUALITY TO MEET 90% TSS REMOVAL
GIVEN
DRAINAGE AREA TO FACILITY = 3.65 Ac.
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 78%
1) SAOA RATIO
AVERAGE POOL DEPTH = 9.14 FEET (Assumed to be 7.5' for SAIDA)
PERCENT IMPERVIOUS = 78%
SA/DA = 2.80 % = 0.0280
SA REQUIRED = 3.65 Ac. X 0.0280
= 0.10 Ac.
4,447 SF
2) TFR1HnRARY WATER (]LIAI.I*Y POOI. REQUIRFMFNTS
Pre % Impervious = 8%
Post % Impervious 78%
Rv = 0.05 r 0.9(1)
Rv(pre)= 0.122 In/in
Rv(pre)= 0.750 in/in
Design Rainfall = 3.66 In (1 yr. 24
hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Post) = 2.737 in
Drainage Area = 3.65 Acres
Design Runoff (Pre) = 5,893 fta
Design Runoff (Past) = 36,218 ft'
Volume required = 30,325 fta
Other Impervious Area to be Treated =
0 sf
Other Runoff Depth to be Treated =
3.47 in
Other WQV to be Treated =
0 ft,
Total (including off -site)=
30,326 fta
3j h>r;nd Crawdown Time.
Pond Height above Orifice =
31.12
feet (32,486CF @ 31.12')
Orifice Invert Elevation =
29.16
feet
Orifice Diameter (D) =
2.00
inches = 0.17 feet
Orifice Area (a) =
0,0218
square feet
Gravitational Constant (g) =
32.2
ft/sec'
Head (H) -
1.88
feet
Driving Head (Ho) =
0.626
feet
Discharge Coefficient (Co) =
0.6
Drawdown rate (Q) =
0.083
cfs
T:Mc (t) =
364,001,
seconds = 4.22 days
Note:
The above calculation is based on the orifice equation where:
Q= C '
7/24/20191:33 PM Page 1 of 1

PERM. POOL ELEV
TEMP. POOL ELEV
SURVEYED TOP
SED. STORAGE -
(BOT. POND)= 13.00'
OBSERVED TOP
SED. STORAGE
(BOT. POND)= 15.00'
VEG SHELF (BOT.,
PERM. POOL ELEV
VEG SHELF (TOP)
OBSERVED/SURVEYED
TOP OF SED STORAGE
= 18.00'
VEG SHELF (BOT.)
PERM. POOL ELEV
VEG SHELF (TOP)
Wet Pond 3 Design
Wet Pond 3 Treatment Volume
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
29.16
14,318
0
0
30.00
16,780
13,061
13,061
31.00
17,790
17,285
30,346
31.12
17,882
2,140
32,486
31.50
18,175
6,851
39,337
32.00
19,352
9,382
48,719
Wet Pond 3 Permanent Pool Volume
Elev Area (sf) Inc Storage (cf) Total Storage (cf)
12.00 1713 0 0
13.00 2,556 0 0
14.00 3,003 0 0
15.00 3,418 0 0
16.00 3,756 3,587 3,587
17.00 4,121 3,939 7,526
18.00 4,527 4,324 11,850
19.00 4,932 4,730 16,579
20.00 4,342 4,637 21,216
21.00 5,759 5,051 26,267
22.00 6,174 5,967 32,233
23.00 6,496 6,335 38,568
24.00 6,819 6,658 45,226
25.00 7,143 6,981 52,207
26.00 7,468 7,306 59,512
27.00 7,804 7,636 67,148
28.00 8,131 7,968 75,116
28.66 9,069 5,676 80,792
29.16 9,974 4,761 85,552
29.66 10,698 5,168 90,720
Wet Pond 3 - Forebay
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
17.00
5
0
0
18.00
234
0
0
19.00
521
378
378
20.00
818
670
1,047
21.00
1,128
973
2,020
22.00
1,355
1,242
3,262
23.00
1,581
1,468
4,730
24.00
1,788
1,685
6,414
25.00
2,003
1,896
8,310
26.00
2,224
2,114
10,423
27.00
2,471
2,348
12,771
28.00
2,701
2,586
15,357
28.66
3,621
2,086
17,443 B
29.16
4,344
1,991
19,434
29.66
4,705
2,262
21,696
Depth: 28.66-15.00 = 13.66'
A(bot. shelf): 12,690sf
A(bot. pond): 3,418sf
A(perm. pool): 14,318sf
D(avg.): 9.14'
D(used): 7.5'
Forebay Volume (perm. pool): 19,434cf
Total Volume (perm. pool): 85,552cf + 19,434cf = 104,986cf

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 3
31.75 ft. Top of Basin
0 ft. Spillway Heightt
31.75 ft. Spillway Elev.
">.
Box tnrdth: 72.00 in
::. >::<• ` :.:-..: —
Box Length 72.00 in
Barrel Size: 18.00 in
72 in.BOX
Top of Basin: 31.75 ft.
l!
Inv. Out of Pipe 29.00 ft.
2.00 2.75 .
Spillway Height: 0.00 ft.
Top of Riser Elev. 31.00 ft,
29 ft. Bottom of Basin
Ballast Pad 18 in. RCP
Uplift @ Peak Elevation:
Peak Elevation =31.75 ft.
Peak Elevation = 2.75 ft.
Uplift Force= (62.4)(2.75 ft.)(6*6)
Uplift Force= 6177.6 Ibs
Volume of Concrete Required to Stabilize Riser:
6177.E Ibs X 1/150 Ibs/ft"3= 41.184 cubic feet
Ballast Pad Dimensions:
Try Volume of'. 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 41.184 c.f. True
72 in.BOX
Ballast Pad
9 ft.
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

Hydraflow Table of Contents
190705 - Stormwater Ponds.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Friday, 07 / 5 / 2019
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport .........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No. 1, Dekalb, Pre South...................................................................................... 4
HydrographNo. 2, Dekalb, Pre North......................................................................................
5
Hydrograph No. 3, Dekalb, Post to Pond 1..............................................................................
6
Hydrograph No. 4, Dekalb, Post to Pond 2..............................................................................
7
Hydrograph No. 5, Dekalb, Post to Pond 3..............................................................................
8
Hydrograph No. 6, Dekalb, Pond Bypass South......................................................................
9
Hydrograph No. 7, Dekalb, Pond Bypass North.....................................................................
10
Hydrograph No. 8, Reservoir, Out Pond 1.............................................................................
11
PondReport - Pond 1........................................................................................................
12
Hydrograph No. 9, Reservoir, Out Pond 2.............................................................................
13
PondReport - Pond 2........................................................................................................
14
Hydrograph No. 10, Reservoir, Out Pond 3...........................................................................
15
PondReport - Pond 3........................................................................................................
16
Hydrograph No. 11, Combine, Post Combined South............................................................
17
Hydrograph No. 12, Combine, Post Combined North............................................................
18
10 Year
SummaryReport .......................................................................................................................
19
HydrographReports.................................................................................................................
20
Hydrograph No. 1, Dekalb, Pre South....................................................................................
20
Hydrograph No. 2, Dekalb, Pre North....................................................................................
21
Hydrograph No. 3, Dekalb, Post to Pond 1............................................................................
22
Hydrograph No. 4, Dekalb, Post to Pond 2............................................................................
23
Hydrograph No. 5, Dekalb, Post to Pond 3............................................................................
24
Hydrograph No. 6, Dekalb, Pond Bypass South....................................................................
25
Hydrograph No. 7, Dekalb, Pond Bypass North.....................................................................
26
Hydrograph No. 8, Reservoir, Out Pond 1.............................................................................
27
Hydrograph No. 9, Reservoir, Out Pond 2.............................................................................
28
Hydrograph No. 10, Reservoir, Out Pond 3...........................................................................
29
Hydrograph No. 11, Combine, Post Combined South............................................................
30
Hydrograph No. 12, Combine, Post Combined North............................................................
31
100 - Year
SummaryReport ....................................................................................................................... 32
HydrographReports................................................................................................................. 33
Hydrograph No. 1, Dekalb, Pre South.................................................................................... 33
Hydrograph No. 2, Dekalb, Pre North.................................................................................... 34
Hydrograph No. 3, Dekalb, Post to Pond 1............................................................................ 35
Hydrograph No. 4, Dekalb, Post to Pond 2............................................................................ 36
Hydrograph No. 5, Dekalb, Post to Pond 3............................................................................ 37
Hydrograph No. 6, Dekalb, Pond Bypass South.................................................................... 38

Contents continued...
190705 Stormwater Ponds.gpw
Hydrograph No. 7, Dekalb, Pond Bypass North..................................................................... 39
Hydrograph No. 8, Reservoir, Out Pond 1............................................................................. 40
Hydrograph No. 9, Reservoir, Out Pond 2............................................................................. 41
Hydrograph No. 10, Reservoir, Out Pond 3........................................................................... 42
Hydrograph No. 11, Combine, Post Combined South............................................................ 43
Hydrograph No. 12, Combine, Post Combined North............................................................ 44
IDFReport.................................................................................................................. 45

1
Watershed Mode! Schematic HydraflowHydrographsExtension for AutoCAD® Civil 3D®2018byAutodesk,Inc. v2018.3
1 2
3.0
>
,5
k 7 ...
c.
10
Legend
JLVSL Origin
DescriRtIon
1 Dekalb
Pre South
2 Dekalb
Pre North
3 Dekalb
Post to Pond 1
4 Dekalb
Post to Pond 2
11
5 Dekalb
Post to Pond 3
6 Dekalb
Pond Bypass South
i 2
7 Dekalb
Pond Bypass North
8 Reservoir
Out Pond 1
9 Reservoir
Out Pond 2
10 Reservoir
Out Pond 3
11 Combine
Post Combined South
12 Combine
Post Combined North
Project: 190705 - Stormwater Ponds.gpw I Friday, 07 / 5 / 2019

Hydrograph Return Period RFTyRa Rydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
Dekalb
-----
------
5.389
-----
7.565
-----
-----
11.13
Pre South
2
Dekalb
------
-----
3.411
------
4.781
----
-------
7.045
Pre North
3
Dekalb
-----
-----
55.74
----
72.38
-----
-------
98.56
Post to Pond 1
4
Dekalb
-----
-----
15.41
--
20.01
-----
-------
27.25
Post to Pond 2
5
Dekalb
-----
------
19.39
----
-----
25.17
-----
-------
34.28
Post to Pond 3
6
Dekalb
----
-----
2.081
----
------
2.742
-----
-------
3.751
Pond Bypass South
7
Dekalb
------
0.517
----
-------
0.672
-----
-------
0.915
Pond Bypass North
8
Reservoir
3
- ----
0.529
----
-------
0.613
-----
-------
0.729
Out Pond 1
9
Reservoir
4
- ---
0.349
---
------
0.398
----
-------
0.465
Out Pond 2
10
Reservoir
5
--- —
0.413
--
------
0.472
-----
-------
0.551
Out Pond 3
11
Combine
6, 8,
-----
2.609
---
------
3.355
----
------
4.480
Post Combined South
12
Combine
7, 9, 10,
-----
1.058
---
------
1.306
------
-----
1.660
Post Combined North
Proj. file: 190705 - Stormwater Ponds.gpw
Wednesday, 07 / 24 / 2019

2-YEAR 24-HOUR
STORM EVENT

Hydrograph Summary Repo rlydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
Dekalb
1
225
30,411
------
Pre South
5.389
2
Dekalb
3.411
1
225
19,246
------
-
Pre North
55.74
3
Dekalb
1
25
50,002
--
Post to Pond 1
4
Dekalb
15.41
1
25
13,824
Post to Pond 2
5
Dekalb
19.39
1
25
17,389
------
Post to Pond 3
6
Dekalb
2.081
1
50
3,733
Pond Bypass South
7
Dekalb
0.517
1
25
464
—
----
--
Pond Bypass North
8
Reservoir
0.529
1
50
42,490
3
30.00
49,157
Out Pond 1
9
Reservoir
0.349
1
49
13,737
4
30.19
13,223
Out Pond 2
10
Reservoir
0.413
1
9
17,262
5
30.21
16,680
Out Pond 3
11
Combine
2.609
1
10
46,223
6, 8,
--�
Post Combined South
12
Combine
1.058
I 1
15
31,463
7, 9, 10,
---
Post Combined North
190705 - Stormwater Ponds.gpw
Return Period: 2 Year
Wednesday, 07 / 24 / 2019

Hydrograph Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Wednesday, 07 / 24 / 2019
Hyd. No. 1
Pre South
Hydrograph type.
= Dekalb
Peak discharge
= 5.389 els
Storm frequency
= 2 yrs
Time to peak
= 225 min
Time interval
= 1 min
Hyd. volume
= 30,411 cuft
Drainage area
= 13.750 ac
Runoff coeff.
= 0.1 G*
Intensity
= 2.450 in/hr
Tc by User
= 45.00 min
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
= n/a
* Composite (Area/C) = [(13.550 x 0.15) + (0.200 x 0.95)] / 13.750
5.00
3.00
"WE
1.00
Pre South
Hyd. No. 1 -- 2 Year
60 120 180 240 300 360 420
Hyd No. 1
Q (cfs)
6.00
5.00
MIX
3.00
2.00
1.00
0.00
480
Time (min)

Hydr®graph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 6.630 ac
Runoff coeff.
Intensity
= 2.450 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
Composite (Area/C) = [(6.130 x 0.15) + (0.500 x 0.95)] / 6.630
2.00
1.00
M
60
Hyd No. 2
Pre North
Hyd. No. 2 -- 2 Year
Wednesday, 07 / 24 / 2019
= 3.411 cfs
= 225 min
= 19,246 cult
= 0.21
= 45.00 min
= n/a
120 180 240 300 360 420
(cfs)
4.00
3.00
2.00
1.00
0.00
480
Time (min)

Hydrograph Report
L'
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 3
Post to Pond 1
Hydro -graph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 10.230 ac
Runoff coeff.
Intensity
= 6.897 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
* Composite (Area/C) = [(2.070 x 0.15) + (8.160 x 0.95)] / 10.230
Q (cfs)
60.00
50.00
40.00
30.00
Post to Pond 1
Hyd. No. 3 -- 2 Year
Wednesday, 07 / 24 / 2019
55.7" cf3
= 25 min
= 50,002 cult
= 0.79*
= 5.00 min
= n/a
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 w i i i i i i i i i 1 I 1 I I I I I I I I I I I I 1- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.940 ac
Runoff coeff.
Intensity
= 6.897 in/hr
Tc by User
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
* Composite (Area/C) = [(2.250 x 0.95) + (0.690 x 0.15)] / 2.940
Wednesday, 07 / 24 / 2019
15.41 cfs
= 25 min
= 13,824 cult
= 0.76*
= 5.00 min
= n/a
Post to Pond 2
Q (Cfs) Hyd. No. 4 -- 2 Year Q (ems)
18.00 18.00
15.00
12.00
O $7
6.00
3.00
15.00
12.00
M
3.00
0.00 v I I I I I I I I I I I I I I I I I I I I I I I L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 4
Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2018 by Autodesk, Inc. v2018.3
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.650 ac
Runoff coeff.
Intensity
= 6.897 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
* Composite (Area/C) = [(2.830 x 0.95) + (0.820 x 0.15)] / 3.650
Q (cfs)
21.00
18.00
15.00
12.00
•M
6.00
3.00
Post to Pond 3
Hyd. No. 5 -- 2 Year
Wednesday, 07 / 24 / 2019
10.30 cfs
= 25 min
= 17,389 cuft
= 0.77*
= 5.00 min
= n/a
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 -,f I I I I I I I I I I I I I i I I I I I I I I I I' 'I_ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 5 Time (min)

Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2018 by Autodesk, Inc. v2018.3
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.500 ac
Runoff coeff.
Intensity
= 5.549 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
Q WS)
3.00
2.00
1.00
0.00
0 10
Hyd No. 6
Pond Bypass South
Hyd. No. 6 -- 2 Year
20 30 40 50 60 70
Wednesday, 07 / 24 / 2019
2.081 c#s
= 50 min
= 3,733 cuff
= 0.15
= 10.00 min
= n/a
(Cfs)
2.00
1.00
0.00
100
Time (min)

Hydr®graph Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2018 by Autodesk, Inc. v2018.3
Hyd. No. 7
Pond Bypass North
Hydrograoh type
= Dekalb
Pea!K discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.500 ac
Runoff coeff.
Intensity
= 6.897 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
Wednesday, 07 / 24 / 2019
_ ^.517 cfs
= 25 min
= 464 cuft
= 0.15
= 5.00 min
= n/a
Q (cfs)
Pond Bypass North
Q (cfs)
Hyd. No. 7 -- 2 Year
I.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 7 Time (min)

Hydrograph Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
Reservoir name
= Pond 1
Max. Storage
Storage Indication method used.
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 300 600
Hyd No. 8
Out Pond 1
Hyd. No. 8 -- 2 Year
Wednesday, 07 / 24 / 2019
0.529 cfs
= 50 min
= 42,490 cuft
= 30.00 ft
= 49,157 cuft
Q (Cfi
60A
50.0C
40.0C
30A
Kell m
10.0C
0.00
900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 3 Total storage used = 49,157 cuff Time (min)

Pond Report
11
Hydraflow Hydrographs Extension for AutOCAD® Civil 3DO 2018 by Autodesk, Inc. v2018.3
Pond No. 1 - Pond 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 29.08 ft
Stage / Storage Table
Siage (ft) Elevation (ft) Contour area (sqft)
incr. Storage (cult)
Total storage (cuft)
Wednesday, 07 / 24 / 2019
0.00
29.08
49,637
0
0
0.92
30.00
57,687
49,318
49,318
1.93
31.01
61,859
60,352
109,670
2.92
32.00
65,771
63,161
172,831
3.17
32.25
76,008
17,705
190,536
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
5.00 Inactive 0.00
Crest Len (ft)
= 24.00 20.65
Inactive
0.00
Span (in)
= 18.00
5.00 18.00 0.00
Crest El. (ft)
30.97 31.54
30.75
0.00
No. Barrels
= 1
1 1 0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 29.03
29.08 30.00 0.00
Weir Type
= 1 Ciplti
Rect
---
Length (ft)
= 157.00
0.00 0.00 0.00
Multi -Stage
= Yes No
Yes
No
Slope (%)
= 0.68
0.00 0.00 n/a
N-Value
= .013
.013 .013 n/a
Orifice Coeff. 0.60
0.60 0.60 0.60
EAL(in/hr)
= 0.000 (by Contour)
Multi -Stage
n/a
Yes Yes No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers chocked
for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage
Storage Elevation
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D
Exfl User
Total
ft
cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 29.08
0.00 0.00
0.00
0.00
0.00 0.00
--
- --
0.000
0.92
49,318 30.00
0.55 is 0.53 is
0.00
--- 0.00
0.00 0.00
--
-- ---
0.530
1.93
109,670 31.01
1.43 is 0.79 is
0.00
--- 0.64
0.00 0.00
---
--- ---
1.429
2.92
172,831 32.00
10.84 oc 0.04 is
0.00
10.69
s 21.45 0.00
--
32.18
3.17
190,536 32.25
11.36 oc 0.03 is
0.00
11.20
s 41.14 0.00
---
52.37

bydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
Reservoir name
= Pond 2
Max. Storage
Storage Indication method used.
i1 4111
12.00
M
.01
3.00
240 480 720 960
Hyd No. 9 -- - Hyd No. 4
Out Pond 2
Hyd. No. 9 -- 2 Year
Wednesday, 07 / 24 / 2019
0.349 cfs
= 49 min
= 13,737 cuft
= 30.19 ft
= 13,223 cuft
Q (cfs)
18.00
15.00
12.00
0.00
1200 1440 1680 1920 2160 2400 2640
Total storage used = 13,223 tuft Time (min)

Pond Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2018 by Autodesk, Inc. v2018.3
Pond No. 2 -
Pond 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 29.36 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sgfr)
incr. Storage (cult)
Total storage (cullt)
0.00
29.36
14,123
0
0
0.64
30.00
16,714
9,855
9,855
1.64
31.00
19,105
17,894
27,750
2.39
31.75
20,826
14,968
42,718
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
Rise (in)
= 15.00
1.75
0.00
0.00
Crest Len (ft)
= 24.00 Inactive
0.00
Span (in)
= 15.00
1.75
0.00
0.00
Crest El. (ft)
= 31.19 31.25
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
Invert El. (ft)
= 29.28
29.36
0.00
0.00
Weir Type
= 1 Ciplti
---
Length (ft)
= 237.71
0.00
0.00
0.00
Multi -Stage
= Yes No
No
Slope (%)
= 0.60
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Wednesday, 07 / 24 / 2019
[D]
0.00
0.00
3.33
No
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C Wr D Exfil User Total
ft
cuff
ft
cfs
cfs cfs
cfs cfs
cfs
cfs cts cfs cfs cfs
0.00
0
29.36
0.00
0.00 --
- 0.00
0.00
-- --- --- 0.000
0.64
9,855
30.00
0.06 is
0.06 is --
- 0.00
0.00
--- --- --- 0.303
1.64
27,750
31.00
0.10 is
0.10 is
-- 0.00
0.00
-- --- 0.503
2.39
42,718
31.75
6.06 oc
0.01 is
- 6.06 s
0.00
-- --- 29.35

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 10
Out Pond 3
Hydrngraph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - Post to Pond 3
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
18.00
15.00
12.00
M
. ff
3.00
Wednesday, 07 / 24 / 2019
= 0.413 cis
= 49 min
= 17,262 cuft
= 30.21 ft
= 16,680 cult
Out Pond 3
Hyd. No. 10 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
alM
M
3.00
0.00
240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Hyd No. 10 Hyd No. 5 Total storage used= 16,680 cult Time (min)

Pond Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Wednesday, 07 / 24 / 2019
Pond No. 3 - Pond 3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 29.16 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
incr. Storage (cult)
Total storage (cuft)
0.00 29.16
14,318
0
0
0.84 30.00
16,780
13,046
13,046
1.84 31.00
17,790
17,281
30,327
2.34 31.50
18,175
8,990
39,317
2.84 32.00
19,352
9,379
48,696
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 15.00
2.00 0.00 0.00
Crest Len (ft)
= 24.00 Inactive
Inactive 0.00
Span (in) = 15.00
2.00 0.00 0.00
Crest El. (ft)
= 31.12 30.70
31.50 0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 29.05
29.16 0.00 0.00
Weir Type
= 1 Rect
Rect ---
Length (ft) = 248.19
0.00 0.00 0.00
Multi -Stage
= Yes Yes
No No
Slope (%) = 0.90
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(In/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submeroence fs1.
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B CIv
C PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00 0 29.16
0.00 0.00 ---
-- 0.00
0.00 0.00
--- -- -- 0.000
0.84 13,046 30.00
0.09 is 0.09 is ---
-- 0.00
0.00 0.00
--- --- 0.365
1.84 30,327 31.00
0.14 is 0.14 is ---
-- 0.00
0.00 0.00
-- -- 0.557
2.34 39,317 31.50
6.78 oc 0.01 is -
-- 6.76 s
0.00 0.00
--- --- -- 27.10
2.84 48,696 32.00
7.27 oc 0.00 is --
--- 7.26 s
0.00 0.00
--- --- --- 28.34

Hyrdr®graph Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 11
Post Combined South
Hydrograph type = Combine Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyds. = 6, 8 Contrib. drain. area
2.00
1.00
Wednesday, 07 / 24 / 2019
= 2.609 cf. s
= 50 min
= 46,223 cuft
= 2.500 ac
Post Combined South
Hyd. No. 11 -- 2 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 11 Hyd No. 6 --- Hyd No. 8
Q (cfi
3.00
2.00
1.00
0.00
3000
Time (min)

Hydrograph Report
17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 12
Post Combined North
Hydrograph type
= Combine
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyds.
= 7, 9, 10
Contrib. drain. area
Q WS)
2.00
1.00
0.00
0
Post Combined North
Hyd. No. 12 -- 2 Year
Wednesday, 07 / 24 / 2019
= 1.056 cfs
= 25 min
= 31,463 cuft
= 0.500 ac
240 480 720 960 1200 1440 1680
Hyd No. 12 Hyd No. 7 -- Hyd No. 9
1920 2160 2400
Hyd No. 10
Q MS)
2.00
1.00
0.00
2640
Time (min)

O-YEAR 24-HOU R
STORM EVENT

18
Hydrograph Summary Repo rlydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
Dekalb
7.655
1
225
42.634
-----
- -
Pre South
2
Dekalb
4.781
1
225
26,982
----
I ----
-----
Pre North
72.38
3
Dekalb
1
25
64,929
-
---
--
Post to Pond 1
4
Dekalb
20.01
1
25
17,951
--
------
Post to Pond 2
5
Dekalb
25.17
1
25
22,580
--
----
Post to Pond 3
6
Dekalb
2.742
1
50
4,919
i - —
----
Pond Bypass South
7
Dekalb
0.672
1
25
603
-
----
Pond Bypass North
8
Reservoir
0.613
1
50
55,701
30.24
63,915
Out Pond 1
9
Reservoir
0.398
1
49
17,837
30.41
17,248
Out Pond 2
10
Reservoir
0.472
1
49
22,411
5
30.50
21,750
Out Pond 3
11
Combine
1
50
60,621
6, 8,
---
--
Post Combined South
12
13.355
Combine
1.306
1
25
40,850
7, 9, 10,
--
---
Post Combined North
190705 - Stormwater Ponds.gpw
Return Period: 10 Year
Wednesday, 07 / 24 / 2019

Hydrograph
Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Wednesday, 07 / 24 / 2019
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Peak discharge
= 7.555 cfs
Storm frequency
= 10 yrs
Time to peak
= 225 min
Time interval
= 1 min
Hyd. volume
= 42,634 cult
Drainage area
= 13.750 ac
Runoff coeff.
= 0.16*
Intensity
= 3.434 in/hr
Tc by User
= 45.00 min
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
= n/a
*Composite (Area/C) = [(13.550 x 0,15) + (0.200 x 0.95)] / 13.750
Q (cfs)
8.00
M
4.00
2.00
0.00
0
Pre South
Hyd. No. 1 -- 10 Year
60 120 180 240 300 360 420
Hyd No. 1
Q (cfs)
8.00
. ��
4.00
0.00
480
Time (min)

Hydrograph Report 20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Wednesday, 07 / 24 / 2019
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Peak discharge
= 4.781 cfs
Storm frequency
= 10 yrs
Time to peak
= 225 min
Time interval
= 1 min
Hyd. volume
= 26,982 cuft
Drainage area
= 6.630 ac
Runoff coeff.
= 0.21 *
Intensity
= 3.434 in/hr
Tc by User
= 45.00 min
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
= n/a
* Composite (Area/C) = [(6.130 x 0.15) + (0.500 x 0.95)] / 6.630
4.00
3.00
PDX
HOv
60
Hyd No. 2
Pre North
Hyd. No. 2 -- 10 Year
120 180 240 300 360 420
Q WS)
5.00
4.00
3.00
2.00
1.00
0.00
480
Time (min)

Hydrograph Report 21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Wednesday, 07 / 24 / 2019
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Peak discharge
= 72.38 cfs
Storm frequency
= 10 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 64,929 cuft
Drainage area
= 10.230 ac
Runoff coeff.
= 0.79*
Intensity
= 8.957 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
= n/a
" Composite (Area/C) = [(2.070 x 0.15) + (8.160 x 0.95)] / 10.230
Q (Cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Post to Pond 1
Hyd. No. 3 -- 10 Year
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 3 Time (min)

Hydrograph Repod 22
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2018 by Autodesk, Inc. v2018.3 Wednesday, 07 / 24 / 2019
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.940 ac
Runoff coeff.
Intensity
= 8.957 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
* Composite (Area/C) = [(2.250 x 0.95) + (0.690 x 0.15)] / 2.940
Q (cfs)
21.00
18.00
15.00
12.00
• 1-
3.00
Post to Pond 2
Hyd. No. 4 -- 10 Year
= 20.01 cfs
= 25 min
= 17,951 cult
= 0.76*
= 5.00 min
= n/a
Q (cfs)
21.00
18.00
15.00
12.00
• ES
6.00
3.00
0.00 Ir I I I I I I I I I I I I I I I I I I I I I I I I I- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
— Hyd No. 4 Time (min)

Hydrograph Report
23
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.650 ac
Runoff coeff.
Intensity
= 8.957 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
* Composite (Area/C) = [(2.830 x 0.95) + (0.820 x 0,15)] / 3.650
Q (cfs)
28.00
24.00
20.00
16.00
12.00
: M
4.00
Post to Pond 3
Hyd. No. 5 -- 10 Year
Wednesday, 07 / 24 / 2019
= 25.17 cfs
= 25 min
= 22,580 tuft
= 0.77*
= 5.00 min
= n/a
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 10, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 5 Time (min)

Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.500 ac
Runoff coeff.
Intensity
= 7.312 in/hr
Tc by User
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
Q (dS)
3.00
2.00
1.00
0.00
0 10
— Hyd No. 6
Pond Bypass South
Hyd. No. 6 -- 10 Year
Wednesday, 0712412019
= 2.742 Cfy
= 50 min
= 4,919 tuft
= 0.15
= 10.00 min
= n/a
20 30 40 50 60 70 80 90
Q MS)
3.00
2.00
1.00
- 0.00
100
Time (min)

Hydrograph Report 25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 7
Pond Bypass North
Hvdroaraph tvpe
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.500 ac
Runoff coeff.
Intensity
= 8.957 in/hr
Tc by User
OF Curve
= Swansboro1.IDF
Asc/Rec limb fact
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Pond Bypass North
Hyd. No. 7 -- 10 Year
Wednesday, 07 / 24 / 2019
= n,572 cfs
= 25 min
= 603 cult
= 0.15
= 5.00 min
= n/a
Q MS)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 7
Time (min)

Hydrograph Report
Zs
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2018 by Autodesk, Inc. v2018.3
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
Reservoir name
= Pond 1
Max. Storage
Storage Indication method used.
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Wednesday, 07 / 24 / 2019
0.613 cfs
= 50 min
= 55,701 tuft
= 30.24 ft
= 63,915 cuft
Out Pond 1
Hyd. No. 8 -- 10 Year Q (cf.
80.0C
70.0C
60.0C
50.0C
40.00
30.0C
20.00
10.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 8 Hyd No. 3 Total storage used = 63,915 tuft Time (min)

Hydrograph Report 27
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
Reservoir name
= Pond 2
Max. Storage
Storage Indication method used.
18.00
15.00
12.00
Me]
3.00
Wednesday, 07 / 24 / 2019
Q.398 cfs
= 49 min
= 17,837 tuft
= 30.41 ft
= 17,248 cuft
Out Pond 2
Hyd. No. 9 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
M
3.00
0.00
240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Hyd No. 9 Hyd No. 4 Total storage used = 17,248 cuft Time (min)

Hydrograph Report 28
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Wednesday, 07 / 24 / 2019
Hyd. No. 10
Out Pond 3
Hydrograph type
=Reservoir
Peak discharge
= 0.472 cfs
Storm frequency
= 10 yrs
Time to peak
= 49 min
Time interval
= 1 min
Hyd. volume
= 22,411 cuft
Inflow hyd. No.
= 5 - Post to Pond 3
Max. Elevation
= 30.50 ft
Reservoir name
= Pond 3
Max. Storage
= 21,750 cult
Storage Indication method used.
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
I if
Out Pond 3
Hyd. No. 10 -- 10 Year
Q (cf:
28A
24A
20A
16A
12.0C
4.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 10 Hyd No. 5 Total storaae used = 21,750 r..iift

Hydrograph Report 29
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Wednesday, 07 / 24 / 2019
Hyd. No. 11
Post Combined South
Hydrograph type
= Combine
Peak discharge
= 3.355 cfs
Storm frequency
= 10 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 60,621 cult
Inflow hyds.
= 6, 8
Contrib. drain. area
= 2.500 ac
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0
Post Combined South
Hyd. No. 11 -- 10 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 11 Hyd No. 6 --- - Hyd No. 8
Q (cf.,
4.00
3.00
11
1.00
0.00
3000
Time (min)

Hydrograph Report
30
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 12
Post Combined North
Hydrograph type = Combine
Peak discharge
Storm frequency = 10 yrs
Time to peak
Time interval = 1 min
Hyd. volume
Inflow hyds. = 7, 9, 10
Contrib. drain. area
1.00
0.00
0 240
-- Hyd No. 1
Post Combined North
Hyd. No. 12 -- 10 Year
480 720 960 1200 1440 1680
2 Hyd No. 7 __, Hyd No. 9
1920
Wednesday, 07 / 24 / 2019
= 1.308 cfs
= 25 min
= 40,850 cuft
= 0.500 ac
Q (cfs)
2.00
1.00
0.00
40
2160 2400 26
HyTime (min)
d No. ", 0

00-YEAR 24-HOUR
STORM EVENT
(FREEBOARD)

31
Hydrograph Summary Report
ydraflow Wydrographs Extension for AutoCADS Civil 3D8 2018 6v AutnHaAk inn "9M n z
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
Interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(do)
(min)
(min)
(cult)
(ft)
(cuft)
1
Dekalb
11.13
1
225
62;820
5a;:t`
2
Dekalb
7,046
1
225
39,756
------
------
Pre North
3
Dekalb
98.56
1
25
88,408
------
____
...__
Post to Pond 1
4
Dekalb
27.25
1
25
24,443
-----
-
-----
Post to Pond 2
5
Dekalb
34.28
1
25
30,745
-----
----
-----
Post to Pond 3
6
Dekalb
3.751
1
50
6,730
-----
------
----
Pond Bypass South
7
Dekalb
0.915
1
25
820
----
-----
----
Pond Bypass North
8
Reservoir
0.729
1
50
75,587
3
30.63
87,164
Out Pond 1
9
Reservoir
0.466
1
49
24,277
4
30.77
23,603
Out Pond 2
10
Reservoir
0.551
1
49
30,494
5
30.97
29,751
Out Pond 3
-----
11
Combine
4.480
1
50
82,317
6, 8,
-----
Post Combined South
12
Combine
1.660
III
I
1
25
56,692
7, 9, 10,
-----
------
Post Combined North
190705 - Stormwater Ponds.gpw
Return Period: 100 Year
Wednesday, 07 / 24 / 2019

Hydrograph Report 39
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 8
Out Pond 1
Hydrograph #ynP
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
Reservoir name
= Pond 1
Max. Storage
Storage Indication method used.
40.00
20.00
Out Pond 1
Hyd. No. 8 -- 100 Year
300 600 900 1200 1500
Hyd No. 8 Hyd No. 3
Wednesday, 07 / 24 / 2019
0.729 cfm
= 50 min
= 75,587 cuft
= 30.63 ft
= 87,164 cult
TOP OF POND = 32.25'
FREEBOARD AT 100-YR = 1.62' Q (cf.
100.(
1800 2100 2400 2700
Total storage used = 87,164 cuft
80.0(
60.0(
K1111r
20.0(
n nn
3000
Time (min)

Hydrograph Report 40
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
Reservoir name
= Pond 2
Max. Storage
Storage Indication method used.
24.00
F0111111
iI: ill]
12.00
: 11
4.00
Wednesday, 07 / 24 / 2019
0.465 cfs
= 49 min
= 24,277 cuft
= 30.77 ft
= 23,603 tuft
TOP OF POND = 31.75'
Out Pond 2 FREEBOARD AT 100-YR = 1.00'
Hyd. No. 9 -- 100 Year
Q (d::
28.0(
24.0(
20.0(
16.0(
12.0C
4.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 Hyd No. 4 Total storage used = 23,603 otlft

Hydrograph Report 41
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Hyd. No. 10
Out Pond 3
Hydroglraph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - Post to Pond 3
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage !ndication method used.
30.00
26.00
KT IM
15.00
U111111
E-101%
W
Out Pond 3
Hyd. No. 10 -- 100 Year
Wednesday, 07 / 24 / 2019
= 0.551 cfs
= 49 min
= 30,494 cuft
= 30.97 ft
= 29,751 cult
TOP OF POND = 32.00'
FREEBOARD AT 100-YR = 1.03'
Q (cfi
35.0C
30.0C
25.0C
20.0(
15.0(
10.0(
5.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 10 — Hyd No. 5 Total storage used 29,751 cuff

Hydraflow Rainfall Report
45
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
1
0.0000
0.0000
0.0000
-----
2
86.6430
12.8000
0.8789
----
3
0.0000
0.0000
0.0000
-----
5
0.0000
0.0000
0.0000
10
88.8151
12.4000
0.8031
-----
25
78.2208
11.0000
0.7384
---- ----
50
71.0036
9.7000
0.6904
-----
100
69.6549
9.2000
0.6567
-----
File name: Swansborol.IDF
Intensity = B / (Tc + D)^E
Friday, 07 / 5 / 2019
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45 JV
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
6.90
5.55
4.66
4.03
3.56
3.19
2.89
2.65
2.45
2.28
2.13
2.00
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
8.96
7.31
6.22
5.44
4.84
4.38
4.00
3.69
3.43
3.21
3.02
2.85
25
10.10
8.26
7.05
6.20
5.55
5.04
4.63
4.29
4.00
3.76
3.55
3.36
50
11.10
9.07
7.76
6.83
6.13
5.59
5.15
4.79
4.48
4.22
3.99
3.79
100
12.20
10.00
8.59
7.60
6.85
6.26
5.79
5.39
5.06
4.78
4.53
4.31
Tc = time in minutes. Values may exceed 60.
Precis. file name- H'120131NCC93R07R1TpchnirallRtnrmtemtcrlSw�ncK^n
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.65
4.44
0.00
0.00
6.86
8.53
9.98
11.60
SCS 6-Hr
0.00
0.00
0.00
0.00
I 0.00
I 0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Reference Information

1/26/2016 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3�
+ Location name: Swansboro, North Carolina, US*
Latitude: 34.7006*, Longitude:-77.14960
Elevation: 31 ft*
* source: Google Maps,,
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Partybok, M.Yekta, and D. Riley
NOAA, National Weather Servlrw, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
_ -.-----_-------Average recurrence interval (yeah -
Duration --- ----- --- - - ---- -
1g84
500 10001
OA89 0.5750.B63 0.747� 0.843 21 0.991.17 125
(0.452 0_531) 0_532 0_623) (D.612 0;71 ] (0.687 0.809) (0.771 0.911) �(O.0.996);(0.905 1.08) (0.966 1.16)�(1.04 1.27) (1.11 1.37)
10-min 0.781 0.919 1.06 1.19 1.34 1A7 1.58 1.70 1.85 1.98
_- (0.722_0.848) f (0.850-0.996)] (0.980_i_15)� (1.10-1.29) r(1.23-1.45) (1.34-1.59) (1.44-1.72) (1.53-1.84) (1.65 2.01) (1.75-2.15)I
15fnin 0.976 1.16 1.34 1.51 1.70 1.86 2.00 2.15 2.33 2A8
(0y902P1.06) -(1.07 1 25).- 64) (1.56-1.84)
[30q;�In 1.34 1.60 1.91 2.192.52 2.803.06 3.34 3.704.01C1.224 1.45) (1.48.1.73)� (1.76-2.07) (2.01-2. 7) (2.31 2.73) �(2.55-3.02) (2.78-3.32)� (3.01-3362) (3.31 4.03) (3.55-4:37)
60-min 1.67 2.00 2.45 2.85 3.36 3.79 4 22 4.68 5.31 5.86
_(1,5 -1.81) (1.85-2.17) (2.26.2.65) (2.62.3.09) (3.07-3.63)J (3.46.4.10) (3.83-4.57) (4.22-5.08) (4.74-5.78) (5.19-6.39)
F_
1 2.04 2.47 3.09 3.67 4.45 5.13 5.85 6.63 7.73 8.70
2-hr I (1.87_2.23) (2.27-2.69j (2.83 3.37)� (3.364.00) (4.04-4.84) (4.64 5.58) (5.26-6�36) (5.92 7.21) (6.83 8.43) (7.B3 9.52)
1 2.20 2.68 3.35 IIf 4.01 IF-4.92 5.74 6.62 7.59 9.00 10.3
[:�3
#tr 2 02-2'43 ��1-.._ __-- t�L.-.� ��� ( )
( ) (2.44 2.93) (3.07 3.69) (3.66-4.41) (4.46 5.39) (5.17 6.28) (5.91 7.24) (6.72-8.30 7.87-9.87 8.89 11.3)
6-hr 2.67 3.24 4.08 4.90 6.03 7.05 8.16 9.38 11.2 12.8
I (2.44_2T98) (2F95.3.660) �(3.70-4.54)� (4.43-SA U (5.42_6.67) (6.29 7.80)� (7.22.9.01) (8.22 10.4) (9.66 12.3)
n12316 1 3.83 4.85 5.85 7.25-778.53 9.93 11.5 13.8 76.0
-hrL (2.86-3.55) (3.46-4.29) (4_37�5.44) (5.25-6.55) (6.45-SA9) (7 53-9.5D) (8.69 11.0) (9.95-12.8) (11.8-15.4) (13.4 17.8)
3.65 4.44 5 75 6.86 8.53 9.98 11.6 13A 16.1 18.5
24-hr (3.34�4.05) (4.06 4`93) (5.24 6.36) jj_(6,23 758) (7.679.40) (8.90 11�0) (10.2_12.8) (11.7 14.8) (13.8 17.8)
ay(3.5.15
(-- 3 15A 18.6 21 F2 425 6.62 7.88 9.79 11.5 13
87474.6_5.72) 5_9-7.35) 7.10-8.73) (8.75_10_82Y12.] 11.7-14.8) (1333-17`1) (15.8-20.8) (17.8-24.0)
4.51 5.46 6.98 8 26 10.2 11.8­IF 13.6 15.7 18.8 21.5
3�iay LF (4.11-4.99) (4.98-6A4)J[(6.34-7.72) L�-48 9.13) (9.14.11.2) (10.5-13.0) (12.0-15.1) (13.7 17.4) (16.1-20.9)
4.78 .78 7,348.65
.24(6.
{69_8.09) 6 1214.0 15..9 19.0 21.6
5_632-11.6) (10_9-13.4) (12.4-15.4) (14.0-17_6(16.4-21.1) (8.4-24.2)
A 175 I 20A 22.8-IF 5.54 8.39 9.82 6.67
7-day (5.09-6.06) (6.13-7.31) (7.69 9.18) (8.97-_10.7) 11 (10.8-13.0)
F(12.3-14.9) (13.8-16.9) (15.5-19.2) (17.8-22.5) (19.6.25.4)
7iod6.22 7.45 9 23 10.7 12.8 14.6 16.5 18.5 21.5 23(5.72�6.79) (6.86 8.14) (8.49 10.1) (9g81-11.7) (11.7 14.0) (13.2-15.9) (14.8 18.0) (76.5-20.3) (18.8 23.7) (20.7_26.5)
20-da 8.30 9.88 12.0 =(128
16.3 18.3 20.5 22.8 26.0 28.6
(7.71 8.97) (9.19 10.7) (11.2-13.0� (75.0.17.6) (16,8-19.8) (18.6-22.2) (20.5 24.8) (23.1 28,4) (25.1 31.5)�
F30�a7y]102121 146 16.5 19.3 27A 23.7 26.0 29.1 31.6F(9.53.11.0) (11.3_13.0) _(13.6-15.7) (15.4-17.8) (17.9 20�7) (19,8 23.0) (21.7-25.5) (23.7 28.1) (26.3 31.6) (28.3 34.5)
L45:�adl
60-day
12.7
(11.9-13.7)
15.118.0
(14.1-16.2)
(16.8-19.3)
21.5
(202 230)
20.4
(19.0-21.9)
23.7
(22.0-25.5)
26A 29.2
(24T4-28.4) (26.8.31.5)
30.5 33.3
(28.3 32.6) L30`8 35.6)
32.1
(29.2 34.7)
36.1
(33.2-38.8)I
36.1
(32.5-39.3)
40.0
(36L8.8
39.4
(35.0-43.0)
43.0(�14.5.16.5)
46.7)
15.5
18.3
(17.1 195)
24.1
_(22.6-25.8),G527
.7
.8 29.6)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are FF 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 (FMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Too
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1/26/2016 Precipitation Frequency Data Server
a NOAA
Atlas 14, Volume 2, Version 3
Location name: Swainsboro, North Carolina, US*
Latitude: 34.70060, Longitude:-77.14960
Elevation: 31 ft*
" source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Riley
NOAA, National Weather Service, Silver Sorina, Marvland
PF tabular I PF graphical I Mans & aerials
PF tabular
PDS-based point
precipitation frequency estimates with 90% confidence intervals
_ __Average recurrence interval (years)
- - (yea
(in inches/hour)1
Duration
-
1
E5!!�in] 5.87 I
(5.42-6.37) 1
F10�rtin 4.69
I(6.59.7�76)�(8.02
__IF
=15-min=(3.64.2�)
=3o.m 2.68
(2.47-2.91)
60�nin 1.67
(1.54 1.81)
1.02
[�2r L(0.934-1.11)��1A131.35)
0.733
3-hr (0.671 0.809)
0 447
6-hr (0_407 0.497)
F-
2 5 10 25 7 50 _ 200
��100
6.90 r 7.96 8.96= 10.1 11.1 12.0 12.9
(6.38-7.48) (7�.34-8.62) (8.24-9.71) [(9.25-10.9) (10.1-12.0) (10.9-12.9) (11.6-13.9)
5.51 6.37 7.16 8.06 8.80 9.50 10.2
9.52) (8.62=10_3) (9.19 11.1)
4.62 5.38 6.04 6.81 7A3 8.00 8.58
(7.73-9.30)
(4.28-5.01) (4.96-5.82) (5.56-6.54) (6.23-7.36) (6.77-8.03) (7.27-8.67 ���
3.19 3.82 4.38 5.04 5.59 6.13 6.68
(2.95 3.46) LA-. -4.13) (4:03-4.74) (4.62-5.45) (5.10-6.05) (5.57-6.64) (6.02 7.24)
- 2.00 - 2.45^ 2.85 3.36 -3.79 4.22' 4.68
(1.85.2.17) (2.26-2.65) (2 62-3_09) (3.07 3.63) (3.46.4.10) (3.83 4.57) (4.22-5.08)
1.23 1.54 1.84 2.22 2.57 2.92 3.31
(1.42-1.69) (1:68-2.00) (2.02-2.42) (2.32_2.79)_ (2.63-3.18) (2.96- -5
0.887 1.72 1.34 1.64 1.91 2.20 2.53
(0.814-0-976) (1.02-1.23) (1.22.1.47) (1:49-1.80) (1.72.2.09) (1.97-2.41) (2.24-2.77)
0.541 0.682 0.818 1.01 1.18 1.36 1.57
(0.492 0.601] (0_619-0.758) �(0.740 0.908) �0:904 1.11][(1.05 1.30� (1.21 1.50) (1.37 1.
500
14.0
(12.5-15.3)
11.1
(9.91 12.1)
9.
(8.31
7A1
(6.61-8.05)
5 31
(4.74-5.78
3.86
(3.41-4.21)
3.00
(2.62-3.29)
1.87
1 (1.61 2.06)
1000
15.0 )
(13.3-16.4
11.8
(10_5 129)
8.03
(7.11-8.75)
5.86 ) J
(5.19-6.39
4.35
(3.81-4.76)
3A2
(2.96-3.76)
2.14
11(1.83 2.37)
12-hr 0 262
(0.237 0.294)
[��ll(O.139-0.169)11(0.169-0.205)1[(0.218-�.;!65)0152
0.089.098)
2-day (0.081-00.00_119)
0.063
3-day (0.057-0.069)
0.050
[.-�a7�]F(0.0045-0.055)
0.033
play (0.030 0.036)
10-da 0.026
(0.024-0.028)
0.0170.021
(0.016-0.019)
30-da 0.014
(0_013-0.015)
45d]j 0.012
----JF-0.7-0-8-]F0.824 0.955
0.317 0.403 OA86
(0.287 0.356) (0.363 0.451) (0-43B�-O- 4) (0.535, .671) (0.625-0.788) (0.721-0.917) (0.826-1.06)
0.185 0.240 0.286 0.355 0.416 OA83 0.558
(0.259-0.316) (0.320-0.392) (0.371-0.458) (0.426-0.532) (0.486-0.615)
0.107 0.138 0.164 0.204 0.239 0 277 0.321
(97- (0.125.OT153) (0.148-0.182� (0.182-0.226) (0.212-0.264) (0.2434308) (0.278-0.357)
0.076 0.097 1
0.115 0.141 0.164 0.190 0.218
(0.069-0.084) (0.088-0.. 7) (0.104-0.127) (0.127-0.156) (0.146.0.181) (0.167-0.209) (0.190 0.241)
0.060 0.076 0.090 0.110 0.127 0.146 0.166
(0.055 0.066) (0_070 0.084) (0.082.0_099) (0.099-0.121) (0.114.0.140) (0.129-0.160) (0.146-0.183)
0.040 L�Si 0.058 0.071 0.081 0.092 0.104
(0.036 0.043) (O.55) (0.053 0.0064) (0.064-0.077) (0.073 0.088) (0.082 0.101) (0.092 0.114)
0.031 0.038 0.045 0.053 0.061 0.069 0.077
(0.029-0.034) (0.035-0.042) (0.041-0.049) (0.049-0.058) (0.055-0.066) (0.062-0.075) (0.069-0.085)
0.025 0.029 0034 0.038 0.043 0.047
(0.019-0.022) (0.023-0.027) (0.027-0.031) (0.031-0.037) (0.035-0.041) (0.039-0.046) (0.043-0.052)
0.017 0.020 0.023 0.027 0.030 0.033 0.036
(0.016.0.018) (0.019-OA22) (O: 21-OA25) (0.025-0.029) (0.027-0.032) (0.030 0.035) (0.033-0.039)
0016.0.018) .0.024)0.023-0026)0.
.0.017 022 0.024 527
0013 0.015)1u17 0.021 0.023]0.02560day
8�-
]1
L(0_014-0.0161(0.016-0.0(0.018-0.021) (0_020- �0.0251(0,023-0`27
estimates in thls table are based on frequency analysis of partial duration serles (PDS).
1.15
(0.978-1.28)
0.671
(0.574-0.743)
0.387
(0.329-0.433)
0.261
(0.223-0.291)
0.198
(0.171-0.219)
0.121
(0.106 0.134)
0.089
(0.079 0.099)
0.054
(0.048-0.059)
0.040
(0.036-0.044)
.w.J00..003306
0.028
0025O.O
1.33
(1.11-1.48)
0.769
(0.648-0.856)
0 445
(0.371-0,501)i
0.298
(0.251-0.335)
0.225
(0.191-0.252)�
0.136
(0.117 0.151)
0.100
(0.086-0.110)
0.060[jj�j]F
(0.052-0.066)
0.044
(0.039-0.048)I
0.
40).
-0.0
(0.027-0_032�
0.011
(0.00_OA11)(0012-o014)
t Precipitation frequency (PF)
Numbers in parenthesis are
given duration and average
checked against probable maximum
PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation
recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates
precipitation (FAP) estimates and may be higher than currently valid PMP values.
frequency estimates
at upper bounds
(for a
are not
Please refer to NOAA Atlas
14 document for more information.
Back to Too
http://hdsc.nws.noaa.gcr,dhdsc/pfds/p!ds_pri-"ge.Mmi?lat=34.7006&Ion=-77.1496&data=rotensity&units=english&series=pds 1/4

3 Hydrologic Soil Group—Onslow County, North Carolina 3
302800 302900 303000 303100 303200 303300 303400 303500
34" 42' 14" N I �'( ". I` ..� I I- - I I.. i - $ 34 4214 N
s
CAI
-
r
•1k OIL
9 rw',M ►�
34° 41' 42' N . •'�k
302800 302900 303000 303100 303200 303300
3
a Map ale: 1:4,880 W prvrtd on A parh-at (8.5' x 11") sheet.
N Meters
0 50 100 200 300
Feet
0 200 400
Map projedion: Web Me udw Caner mcrdirotes: WGS84 Edge tics: UTM Zone MN WGS84
[natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
­0 .
M
34" 41' 42° N
303400
303500
3
m
2/5/2016
Page 1 of 4

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Hydrologic Soil Group—Onslow County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Onslow County, North Carolina (NCI 33)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Baymeade fine sand, 0 to
6 percent slopes
A
10.3
8.4%
Ln
Leon fine sand
AID
7.9
6.4%
NoB
Norfolk loamy fine sand,
2 to 6 percent slopes
A
5.3
4.3%
On
Onslow loamy fine sand
A
99.5
80.4%
Ra
Rains fine sandy loam, 0
to 2 percent slopes,
Atlantic Coast
Flatwoods
B/D
0.7
0.6%
Totals for Area of Interest
123.7
100.0%
ISM Natural Resources
rri Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/5/2016
Page 3 of 4

Hydrologic Soil Group—Onslow County, North Carolina
[description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
tlSr]4 Natural Resources Web Soil Survey 2/5/2016
w Conservation Service National Cooperative Soil Survey Page 4 of 4

June 6, 2014
Bobler Engineering
800 West Hill Street, Suite 101
Charlotte, North Carolina 28208
Attention: Mr. Chris Capellini, P.E.
ccaaellini ,,bohlerene.com
Reference: Report for Additional Soil Evaluation / Seasonal High Water Table
(SHWT) Estimation for Stormwater Best Management Practices
(BMP's)
Proposed Walmart Store 47179-00
Hwy 24 (West Corbett Avenue)
Swansboro, Onslow County North Carolina
S&ME Project No. 1051-13-378G
Dear Mr. Capellini:
S&ME, Inc. (S&ME) has conducted a soil evaluation including Seasonal High Water
Table (SHWT) estimation in ,general accordance with S&ME Proposal P231-13E dated
November 11, 2013. Our evaluation was conducted to provide information for the design
of an appropriate stormwater Best Management Practice (BMP) device and a Stormwater
Management Permit Application to the North Carolina Department of Environment and
Natural Resources (NCDENR.) — Division of Energy, Minerals, & Land Resources
(DEMLR). A soil scientist evaluated the soil conditions within the proposed stormwater
BMP areas.
PROJECT BACKGROUND
We understand that a Walmart Neighborhood Market (Store No. 7179-00) is planned for
construction southwest of the intersection of Hwy 24 and Hammock Beach Road, in
Swansboro, Onslow County, North Carolina. The original site plan for the proposed
development included a Walmart building, associated paved parking and access drive
(primarily north of the proposed building), and a stormwater pond along the southern
property boundary .S&ME conducted a stormwater soil evaluation in the wet detention
pond area depicted in the original site plan in general accordance with S&ME Proposal
P231-13E dated November 11, 2013 and issued stormwater soil evaluation report and
map dated April 7, 2014. The most current site plan depicts additional stormwater BMP's
for evaluation including three proposed bioretention areas.
SBME, INC. / 3201 Spring Forest Road / Raleigh, NC 27616 1 p 919.872.2260 f 919.790.8909 / www.smeinc.com

Soil Evaluation for Storm. water BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June B, 2014
As a result of the proposed construction and associated impervious surface, a stormwater
BMP is required to treat stormwater generated from the site to comply with State
stormwater management requirements. Use of stormwater BMP's are subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater BMP's are provided in the DEMLR— Stormwater BMP Manual
(NCDENR-SW-BMP), dated July 2007 (Revised September, 2009). There are three
additional bioretention areas proposed as depicted on the attached Stormwater Soil
Evaluation Map (Figure 1),
FINDINGS
The soil evaluation was performed with hand auger borings at three locations (B-1
through B-3) within the proposed bioretention areas as shown on the attached Figure 1.
Our evaluation consisted of identifying and recording the soil morphological conditions at
these locations in order to develop soil profile descriptions, which are also shown on the
attached Figure 1.
Permeability/Hydraulic Conductivity Estimation
Under current DEMLR requirements for various stormwater devices, the in -situ soil
permeability/conductivity is an important design factor. Therefore, the soil profile
descriptions on the attached Figure 1 show the soil morphological conditions including
texture, estimated United States Department of Agriculture (USDA) permeability and
estimated USDA hydraulic conductivity (Ksat) for the different soil horizons found on -
site.
In the area of Boring Location B-1 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of >14 inches per hour. The underlying
soil material to a depth of 48+ inches consisted of sandy clay loam which has an
estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy loam which has an estimated USDA
permeability range of 2 to 6 inches/hour and USDA estimated Ksat range of 1.4 to 14
inches per hour.
In the area of Boring Location B-2 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of >14 inches per hour. The underlying
soil material to a depth of 48+ inches consisted of sandy clay loam which has an
estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy clay which has an estimated USDA
permeability range of 0.06 to 0.2 inches/hour and USDA estimated Ksat range of 0.014 to
0.14 inches per hour.
2

Soil Evaluation for Stormwater BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swensboro, North Carolina June 6, 2014
In the area of Boring Location B-3 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of >14 inches per hour and sandy loam
which has an estimated USDA permeability range of 2 to 6 inches/hour and USDA
estimated Ksat range of 1.4 to 14 inches per hour. The underlying soil material to a depth
of 48+ inches consisted of sandy clay loam which has an estimated USDA permeability
range of 0.6 to 2 inches/hour and USDA estimated Ksat range of 0.14 to 1.4 inches per
hour, sandy clay which has an estimated USDA permeability range of 0.06 to 0.2
inches/hour and USDA estimated Ksat range of 0.014 to 0.14 inches per hour, and sandy
loam which has an estimated USDA permeability range of 2 to 6 inches/hour and USDA
estimated Ksat range of 1.4 to 14 inches per hour.
Please refer to the enclosed map and soil profile descriptions, for more information.
These estimates were obtained from one or more of the following: Onslow County Soil
Survey "Physical & Chemical Properties of the Soil - Permeability"; and/or USDA-
NRCS (United States Department of Agriculture - Natural Resource Conservation
Service) official series description, and/or "NRCS Field Book for Describing & Sampling
Soils" the permeability estimates were converted to conductivity on the profile
description tables.
SHWT Estimation and OWT Measurement
Under current DEMI.R regulations, the depth of various stormwater BMP devices from
the SHWT is an important design consideration. For example, current regulations for
bioretention areas require that bottom of the planting media be at least 2 foot from the
SHWT. 'Therefore, S&ME evaluated the SHWT by advancing hand auger borings and
evaluating the soil for evidence of SHWT influence. This evaluation involved looking at
the actual moisture content in the soil and observing the matrix and mottle colors.
Depending on the soil texture, the soil color will indicate processes that are driven by
SHWT fluctuations, such as iron reduction and oxidation and organic matter staining. See
Table 1 below and the soil profile descriptions on Figure 1 for the estimated SHWT
depths based on soil color.
In addition, S&ME recorded the observed water table (OWT) level below existing ground
level (EGL) at each indicated hand auger boring location if applicable. The OWT was
measured as the static water level in each of the temporary hand auger boring locations. It
should be noted that the static water level/OWT measured in the auger holes is a
measurement of the water table at that moment and does not represent an average water
level or the highest point at which the water table may rise to. Furthermore, it is expected
that groundwater elevations in the study area will likely be influenced by factors such as
precipitation and proximity to surface water discharge/recharge features.
See Table 1 below and the attached soil profile descriptions for the estimated SHWT
depths based on soil color and measured OWT depths.
3

Soil Evaluation for Stormwater BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 6, 2014
Table 1: SHWT & OWT Information
Boring SHWT OWT
Locabon L _ inches below Eq _(inches below EGL)
B-1 1 34 >48
jq:?_ + 32
>48
E3-3 ?4 >48
CONCLUSION
The NCDENR-SW-BMP Manual requires that the bottom of the planting media of a
bioretention area be greater than 2 feet from the SHWT.
In the proposed bioretention area represented by Boring Location B-1 the SHWT
estimation was to 34 inches below the EGL, and therefore the planting media should be
no more than 14 inches below EGL.
In the proposed bioretention area represented by Boring Location B-2 the SHWT
estimation was to 32 inches below the EGL, and therefore the planting media should be
no more than 8 inches below EGL.
In the proposed bioretention area represented by Boring Location B-3 the SHWT
estimation was to 24 inches below the EGL, and therefore the planting media should be
no deeper than the EGL.
Also, based on the NCDENR-SW-BMP Manual, underdrains will most likely be needed
at the three bioretention areas since the estimated conductivity in some of the soil
horizons is less than the 2 inches per hour threshold.
LIMITATIONS
Data only from hand auger borings, where performed, and conditions may vary in
other areas.
4

Soil Evaluation for Stormwater BMP S&ME Project No. 1061-13-378G
Walmart Store, Hwy+ 24, Swansboro, North Carolina June 6, 2014
CLOSING
S&ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
Sincerely,
SR&ME,
Walter Cole, L.S.S. '
Environmental Scientist
[phone]
[e-mail]
Rob Willcox, L.S.S.
Natural Resources Team Leader
Attachments: Figure 1: Stormwater Soil Evaluation Map
SAProjec ts11051-13-378G%Swansboro Walmaditports0onnweter Soil Evaluation.doc
5

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PROJECT: Walmart Swansboro
Swansboro, NC
BORING LOG SP- 4
S&ME Project No. 1051-13-378G
DATE DRILLED: 3/3114
ELEVATION: 32.5 ft
NOTES: Boring location Is approximate.
*Temporary PVC standpipe installed.
Bag sample 1-5'
DRILL RIG: CME 55OX
BORING DEPTH: 15.0 ft
DRILLER: R. Norwood
WATER LEVEL: 7' ATD 2.7" 24 hr
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 350474
EASTING: 2555612
DRILLING
METHOD:
3Y." H.S.A.
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BLOW COUNT
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MATERIAL DESCRIPTION
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COASTAL PLAIN: CLAYEY SAND (S-
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•
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2
3
5
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very loose, dark gray, fine to medium, wet
2
1
1
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17.5
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Boring terminated at 15 ft
1. THIS LOG /S ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
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WITH THAT REPORT.
I BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL
ACCOR16ANCE IMTHASTM D•1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4, WATER LEVEL /S AT TIME OF EXPLORATION AND MLL VARY.
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Hall, Christine
From: Tony Zook <[e-mail]>
Sent: Wednesday, July 24, 2019 4:56 PM
To: Hall, Christine
Cc: [e-mail]; Michael Theberge
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Attachments: VPDEL - Clarke J. to Stormwater Feb 2017.pdf
External email. Do not click links or
Christine,
Understood.
I have received a delegation of signed authority from Walmart for Mark Goldsmith's title. See attached.
I will be resubmitting the package to your office tomorrow, for you to review once you come back on Monday morning.
Let me know if you see any issue with this delegation answering your previous comment.
Thanks!
From: Hall, Christine [mailto:[e-mail]]
Sent: Wednesday, July 24, 2019 4:38 PM
To: Tony Zook <[e-mail]>
Cc: [e-mail]
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Tony,
As I mentioned on the phone, I must stay as efficient as possible -to serve everyone seeking a permit. There is just not
enough time to pre -review submittals. The package will be reviewed once it is received in the office and I return to the
office on Monday.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
chr stine.hallancderr. Gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Nothing Compares
Email co:??svor7_''eoca c? c,77d run �hs su ?Pcr to the

North Carolina Pufb%c. Records Law and may be disclosed to third parties
From: Tony Zook <tzook bohlerens.com>
Sent: Wednesday, July 24, 2019 3:55 PM
To: Hall, Christine <Christine.Hall @ncdenr.gov>
Cc: NCC138078 NF.BOHLERENG.COM
Subject: Re: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
■ email. Do not click lintrs or open
Christine,
If we receive the confirmation you are requesting for applicant authority on signature of application, may we send PDF
copies to you today for your review, with the knowledge that paper originals are in transit for when you return? Our
permit approvals are critical to the land swap purchase, and want to do everything possible to expedite this approval as
quick as possible.
Thanks for the help!
Get Outlook for iOS
From: Hall, Christine <[e-mail]>
Sent: Wednesday, July 24, 2019 2:32:27 PM
To: Tony Zook <[e-mail]>
Cc: NCC138078 NF.BOHLERENG.COM <[e-mail]>
Subject: RE: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Tony,
Good question. If Wal-mart Real Estate Business Trust would like more than 1 address, Section 111.3 of the application
can be use or they can include an attachment to the application with the other addresses. However, the primary
address must still be listed in Section 111.1.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hallencdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence *o and f cm lhi:S address i;, sutject to the
!Vorth Carolina Publ,:, Reccrds Law and may be tcVsci-osed to third ,parties.

From: Tony Zook <[e-mail]
Sent: Wednesday, July 24, 2019 2:20 PM
To: Hall, Christine <[e-mail]>
Cc: [e-mail].
Subject: [External] FW: request for additional info, Walmart Swansboro, SW8 160501
Christine,
In regards to your comment #2 "address on 111.1.b does not match previous address provided"...
Is it possible for Wal-Mart Real Estate Business Trust to have more than 1 address they can use on the current
application?
Or are you stating that the provided address for Delegation of Signature Authority provided on 1/16/18 (2001 SE 10th
street, mail stop 0550) does not match the current address shown on our submitted application (702 SW 8th street, mail
stop 0505)?
Thanks!
On Jul 23, 2019, at 10:15 AM, Hall, Christine <[e-mail]> wrote:
Gentlemen,
Attached is a pdf of the request for additional information for the subject project. There are just a few
administrative items that need to be addressed. Please let me know if you have any questions or
concerns.
Please also remember to label any packages submitted with "EXPRESS".
Thanks!
Christine Hall
Environmental Engineer
Division of Energy. Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall aancdenr.gic v
127 Cardinal Drive Ext.
Wilmington, NC 28405
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ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Director
July 23, 2019
NORTH CAROLINA
Fmdrrnunental Quality
Pia email only: mark.eoldsmitWwalmart.com
Wal-Mart Real Estate Business Trust
Attn: Mark S. Goldsmith, Director EH&S Compliance
702 SW 8t' Street, Mail Stop 0505
Bentonville, AR 72716-0505
Subject: Request for Additional Information
Stormwater Project No. SW8 160501
Walmart Supercenter Swansboro #7179-000
Onslow County
Dear Mr. Goldsmith:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on July 12, 2019. 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:
1. 15A NCAC 02H.1040(1): The application appears to have been signed by the Director of EH&S
Compliance, which is not one of the titles listed in the December 19th, 2013 Delegation of
Signature Authority provided on January 16, 2018. Please either:
a. Demonstrate that Mr. Goldsmith is one of the individuals delegated signature authority;
b. Provide an updated Delegation of Signature Authority from a trustee of Wal-Mart Real
Estate Business Trust that allows this position to sign on behalf of the applicant; or
c. Submit a new signature from one of the individuals delegated signature authority.
�/2. 15A NCAC 02H.1042(2)(a)(vii): The address provided in Section III.l .b of the application does
not match the previous address provided for this applicant. Please confirm the address in Section
III. l.b is consistent with the principal business address for Wal-Mart Real Estate Business Trust.
Section III.3 of the application is intended for other related addresses and contact information.
✓3. 15A NCAC 02H.1042(2)(a)(iv): Please confirm that the following is presented consistently
between the application documents.
,/a. Pond 1: The built -upon area listed on the wet pond supplement is different from the
application.
Pond 3: Both the drainage area and built -upon area listed on the wet pond supplement is
different from the application.
/. Infiltration Trench for Pond 3: Both the drainage area and built -upon area listed on the
infiltration trench supplement is different from the application.
d4. 15A NCAC 02H.1042(2)(f): Please confirm the following information:
,_. Pond 1: The surface area at the bottom of the vegetated shelf and the permanent pool
presented in the supplement is less than the sum of the areas for the forebays and main
pool.
Pond 1: The provided temporary pool volume listed in the supplement is not reported in
the calculations as the volume provided at the temporary pool elevation of 30.97 ft.
Please demonstrate how the minimum required storage volume and reported temporary
pool volume has been provided. If the temporary pool elevation is adjusted, please
remem er to also revise the last page of the operation and maintenance agreement.
PoU04 and 3: The calculations for these ponds report a different drawdown time from
the time reported in the supplement. Please make sure the supplement includes all of the
updated information.
QNorth.� _ Carolina Department of Environmental Quaiity I Division of Energy, Nneral and Land Resources
J�9� Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, North Carolina 28405
910.796.77J5

State Stormwater Permit No. SW8 160501
Page 2 of 2
5. 15A NCAC 02H.1042(3)(b): The supplement provided for the infiltration trench handling the
runoff from Pond 2 presents different information than previously permitted and is not consistent
with the information presented in the Pond 2 supplement. Please confirm that the correct
information has been provided on this infiltration trench supplement. If the are changes from the
permitted condition, please explain.
6. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
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).
All of the requested information listed above should be received in this Office by August 31, 2019, or the
application will be returned as incomplete. If additional time is needed to submit the requested
information, please email your extension request prior to this due date to the email address provided
below with a justification and a date of when the requested information will be submitted, which shall be
no later than 5 business days past the original due date. Please remember that extension requests delay
the issuance of the final permit. Also, please note that only two letters requesting additional information
is allowed in the State Stormwater Program. If the information is not satisfactorily provided after the
second request, the project will be returned. If the project is returned and you wish to re -submit to the
Express Program, you will need to reschedule the project through the Express Coordinator for the next
available review date and will need to resubmit all required items at that time, including the application
fee.
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 label all packages and cover letters as "Express" and reference the State assigned project 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,
&M MM tea&
Christine Hall
Environmental Engineer
GDS/cash: \\\Stormwater\Permits & Projects\2016\160501 HD\2019 07 a.ddinfo 160501
cc: Michael Theberge, Bohler Engineering NC, PLLC; via email: [e-mail]
Wilmington Regional Office Stormwater File

Hall, Christine
From: Hall, Christine
Sent: Tuesday, July 23, 2019 10:14 AM
To: Michael Theberge; [e-mail]
Cc: Weaver, Cameron
Subject: request for additional info, Walmart Swansboro, SW8 160501
Attachments: 2019 07 addinfo 160501.pdf
Gentlemen,
Attached is a pdf of the request for additional information for the subject project. There are just a few administrative
items that need to be addressed. Please let me know if you have any questions or concerns.
Please also remember to label any packages submitted with "EXPRESS".
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Nothing Cwnpares -
Email correspondence tc and from this address is subject to t`!e
Ncrth Caro'ina Public �''ecords Law an .may be disc used to third parties.
1

BOHLER ENGINEERING NC, PLLC
1927 South Tryon Street Suite 310, Charlotte, NC 28203
Professional Engineering Services Telephone: [phone] Fax: [phone]
VIA: FedEx Delivery
TO: NCDEQ
Land Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTN: Christine Hall
LETTER OF TRANSMITTAL
REV: WM T11r7179 Swansboro, NC
Express Stormwater Permit Revision
Permit: SW8 160501
DATE: July 15, 2019
JOB NO: NCC138078
WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter ®Attached ❑ Prints ❑ Change order
These Are Transmitted:
REMARKS:
Christine,
COPIES DESCRIPTION
l Zj.e ed s T7est i ���°
❑ For approval El For your use ®As requested
® For review and comment []Approved as submitted ❑Approved as noted
❑ Returned for corrections
This permit revision is regarding changes to the drainage areas associated with the 7179 Swansboro Walmart
project and associated modifications to the proposed BNWs. These changes are detailed in the narrative and
revised calculations have been provided for Wet Ponds 1 and 2, and the Sand Filter from Wet Pond 2.
If you have any questions or require additional information, please do not hesitate to contact this office at (980)
272-3400.
COPY TO:
File
SIGNED:
40�091��
Michael Theberge, P.E.
ECEIVE
JUL 16 208
W-

Hall, Christine
From: Hall, Christine
Sent: Friday, July 12, 2019 12:31 PM
To: Tony Zook, Hall, Rhonda B
Cc: Michael Theberge
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 &
new erosion control permit - express permitting meeting requests
Thanks Tony. I also received a fedex from Walmart with the signed stormwater application. However, the signed deed
restriction form was not included. Please work on getting that form signed. In the meantime, we will get these projects
logged in.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
-''"Nothing Compares
Email co:,Tvspoi,dsm;ce to and f.cm this address is subject to the
tti'crth Carolina PuL Records Lacy an,. may be disclosed to third parties.
From: Tony Zook <[e-mail]>
Sent: Friday, July 12, 2019 9:53 AM
To: Hall, Rhonda B <rhonda. hall@ ncdenr.gov>; Hall, Christine <[e-mail]>
Cc: Michael Theberge <[e-mail]>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8160501 & new erosion control
permit - express permitting meeting requests
External email. Do not click liARIFSPen attachment?Ms you verify. Send all suspicious emal as an attachment tv :
Christine/Rhonda,
Both fed ex packages has been received by your office as of this morning.
These packages includes (2) sets of plans for SW and (2) sets of plans for Erosion Control. I have slipped sheets of paper
into the individual sets to clarify with set goes to which reviewer.
Please let us know if you require anything else in order to start your respective reviews.
Thanks!

Tony Zook I Sr. Design Engineer
B 0 H L E
ENGiREERING *%'C. P1''1-(
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient; the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Tony Zook
Sent: Thursday, July 11, 2019 4:15 PM
To: Weaver, Cameron <[e-mail]>; Hall, Rhonda B <[e-mail]>; Hall, Christine
<[e-mail]>
Cc: Barden Lanier <[e-mail]> ([e-mail]) <[e-mail]>; Michael Theberge
<MTheberge bohlerene.com>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion control
permit - express permitting meeting requests
Good afternoon Rhonda/Christine,
Per our meeting on Tuesday, we are Fed Ex'ing our plans/report/remaining fee/stormwater application to your
office. You should receive these items by noon tomorrow (2 separate fed ex packages).
Let me know if you have any questions.
Thanks!
Tony Zook I Sr. Design Engineer
= ai H
E�IGI�?EE.RING \C:.PLLC
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only far the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient, the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this e-mail from your system.
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Monday, June 03, 2019 11:55 AM
To: Hall, Rhonda B <[e-mail]>; Michael Theberge <MTheberl [e-mail]>; Tony Zook

<[e-mail]>;'Lanier, Barden'<laniersurveyingbl@earth IInk.net>; Hall, Christine
<[e-mail]>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8160501 & new erosion control
permit - express permitting meeting requests
Hi Tony
Good talking with you! We look forward to meeting on July 9 at 11 AM here at the Wilmington DEQ offices with you and
representatives of the Walmart as well as the adjacent property that is involved in this development to submit the
Express Erosion Control and State Stormwater Permit applications.
' — me know of any issues.
Cameron
Cameron Weaver
Environmental Assistance Coordinator
NCDEQ-Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington NC 28405
910-796-7265
[e-mail]
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Hall, Christine
Sent: Friday, May 24, 2019 8:45 AM
To: Tony Zook <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion
control permit - express permitting meeting requests
Yes sir.
We did get the express request for the adjacent project. We are working toward getting these two projects
scheduled. Thanks for following up!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
ch ristine. hall(II-I ncdenr. gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Err?aiiil to ar d `tun-.- is &4b.lac= tJ the
Ne IiT ^a= -. II na Rubi -, :F?&.7oids !alo, ar,d may;e 6,;': c;ozed ? `irir paft es.

From: Tony Zook <[e-mail]>
Sent: Wednesday, May 22, 2019 8:39 AM
To: Hall, Christine <Christine.Hall @ncdenr.gov>; Weaver, Cameron <[e-mail]>
Cc: [e-mail]; Hall, Rhonda B <[e-mail]>; Michael Theberge
<[e-mail]>; Barden Lanier <[e-mail]> ([e-mail])
<[e-mail]>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion control
permit - express permitting meeting requests
cbck finks of o suspicious email as an attactumnt to
Christine/Cameron,
We have confirmation from the adjacent property owner that they have set up their express review meeting with your
department.
Can you please look at your schedule and let us know what the earliest availability you have for express review so we
can lock down a date?
Thanks!
Tony Zook I Sr. Design Engineer
J. IE-J
E1tiGi1iE1 y °iv \C. PLLO
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 : tzook(@bohlereng.com
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. if the reader of this e-mail is not the intended recipient the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. if you have received this e-mail in error, please
notify the sender via reply a -moil and immediately delete this e-mailfrom your system.
From: Tony Zook
Sent: Wednesday, May 08, 2019 1:46 PM
To: Barden Lanier <[e-mail]> ([e-mail]) <b!@laniersurveying.com>; Hall, Christine
<[e-mail]>
Cc: [e-mail]; Hall, Rhonda B <[e-mail]>; Michael Theberge
<MTheberge bohlereng.com>; Weaver, Cameron <[e-mail]>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion control
permit - express permitting meeting requests
Good afternoon Barden,
I wanted to check on the status of this, as I don't believe the State has a confirmation from you regarding express review
timing/process.

BOHLER ENGINEERING NC, PLLC
1927 South Tryon Street Suite 310, Charlotte, NC 28203
Professional Engineering Services Telephone: [phone] Fax: [phone]
VIA: FedEx Delivery
TO: NCDEQ RE:
Land Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTN: Christine Hall DATE:
JOB NO:
LETTER OF TRANSMITTAL
WM 47179 Swansboro, NC
Express Stormwater Permit Revision
Permit: SW8 160501
July 11, 2019
NCC 13 8078
WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter ®Attached ❑ Prints ❑ Change order
These Are Transmitted:
REMARKS:
Christine,
COPIES
Z
2
❑ For approval
® For review and comment
❑ Returned for corrections
DESCRIPTION
Fee Remainder ($2000) -k TOO } b'j 0
SWVA
�ePork
co t V&rt
COA 45
`t" 5
r (hv► f
1= K-0 (+ ( C or h�
p .jAt/
[.,t,+4e/
CAI-I--*-L)
e-f
❑For your use
[]Approved as submitted
kkA1,411d f Nt
®As requested
❑Approved as noted
This permit revision is regarding changes to the drainage areas associated with the 7179 Swansboro Walmart
project and associated modifications to the proposed BM[Ps. These changes are detailed in the narrative and
revised calculations have been provided for Wet Ponds 1 and 2, and the Sand Filter from Wet Pond 2.
If you have any questions or require additional information, please do not hesitate to contact this office at (980)
272-3400.
COPY TO: SIGNED:
C4
File Michael Theberge, P.E. ��
'ce
�UL 1 � 20i9
r�r•

Hall, Christine
From: Hall, Christine
Sent: Tuesday, April 30, 2019 9:28 AM
To: Tony Zook, Weaver, Cameron
Cc: [e-mail]; Michael Theberge; Hall, Rhonda B
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification. to SW8 160501 &
new erosion control permit - express permitting meeting requests
Tony,
I had a chance to discuss the situation with my supervisor, Georgette. Since the proposed improvements impact and
rely on another permit for compliance, if you wish to submit the modification for Walmart into Express, the modification
for the adjacent permit, SW8 121110, will also need to be submitted at that same time into Express.
Please advise if the adjacent project plans on submitting to the express program or to the regular program.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources • State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
_. °:aI cores , cncf ,c s);-es:o
sirorti) taro a i-uUic Neco: i --; ` a ., and i':i,=+tr be IF']ir o c vt1es.
From: Tony Zook <[e-mail]>
Sent: Friday, April 26, 2019 12:39 PM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: [e-mail]; Michael Theberge <[e-mail]>; Hall, Rhonda B
<[e-mail]>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8160501 & new erosion control
permit - express permitting meeting requests
�rfth al email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Good afternoon Christine/Cameron,
Christine - I believe last we spoke, you were going to review the below internally and confirm whether Walmart can
submit for major modification. Can you provide an update on this?
Cameron Will Christine's decision affect us being able to schedule an erosion control express meeting?

Let us know if you have any questions at all.
Have a good weekend!
Tony Zook I Sr. Design Engineer
By' 0 H L E R
1927 South Tryon Street, Suite 310 Charlo -te, NC 28203
P: 980-272-3400 1 tzook bohlereng,com
www.BohlerEngineering.com
Confide•ntiuli y ;dots: This e-mail, and any attachment to it, ccntcins confidential information intcndt:d only for t «use of the c'= si,^notcd recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient t re document has been received in error and any
use, review, d;sscri;nation, distribution, disclosure or copying of this message is strictly prohibited. If you have received this a -,nail in terror, please
notify the sender v>a reply e-mail and immediately delete this e-mailfrom your system.
From: Tony Zook
Sent: Monday, April 22, 2019 2:36 PM
To: 'Hall, Christine' <Chris ine.Hal lC ncd erir.go>; Weaver, Cameron <cameron.�,,t;eavei,ncderlr.€zov>
Cc: NCC,? _!.&078CA' P' :,3OHLEFi P G.CC:: Michael Theberge <MTheberge@bohl :-a r:com>; Hall, Rhonda B
<rhonda::.ha!i(concdenr qy>
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion control
permit - express permitting meeting requests
Good afternoon Christine,
See comment responses below in red.
For further clarity, I have included
1. Site plan exhibit that shows BUA additions/removals, and portions of property that will be deeded over to
adjacent property owner
2. revised BUA calculations for our site
3. Outparcel exhibit for our site —this lot will keep the same BUA % as what was approved for the previous (2)
outparcels.
4. Revised express meeting request form
Please let us know if you need any further documentation, in order to schedule an express permitting for a major
modification to SW8 160501.
Thanks!
Tony Zook I Sr. Design Engineer
0 H -,. rt, - RIL
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it contains confidential information intended only for the use of the designated recipients,

w h!ch information may also bep rivile-'r_d. i,`th- roads of this a -mall is not the intended r•_cipi� nt zhe doc:urn nt has bin received In errorand any
use, review, disseminction, distri!;udon, di_dtosure or copying of %his rressrge is strictly prhibitcd. If you have r-c--ived this e-mail in error, please
notify the sender via reply a-mai! and immediately delete this e-mailfrom pj�;r system.
From: Hall, Christine �rnaiito_Chri tin Hail _ncuenr. -v_]
Sent: Wednesday, April 17, 2019 4:48 PM -
To: Tony Zook <tzool(@bohl ra ne.com>; Weaver, Cameron <can�i,�[e-mail]>
Cc: NC_i1St?Oi'^_� G." N�LFr�Ei1G,CCi�� Michael Theberge<_VTh�bn~.:nrf?hn �!firer�gco�>; Hall, Rhonda B
<,i►t�nc�a.>>cl1C?nccLnr.;;�°> ._
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8160501 & new erosion control
permit - express permitting meeting requests
Tony,
I have had a chance to look at the express request. The adjacent lot that is now proposed for the access road is
currently permitted under SW8 021110. In order to permit the access road, as shown on the revised site plans,
modifications to both SW8160501 and SW8 021110 will need to be needed. I have attached an email from my
coworker, Kelly, that was sent when Mr. Lanier inquired about this in June 2018. 1 also attached the pdfs he sent in his
previous email. Were you aware of this interaction? And/or how did you plan on handling this? Additionally, this
adjacent lot appears to be owned by Keystone Contractors, Inc. How were you planning on handling the different
owners? We are working with the owners from the adjacent lot, Ieystone Contractors, Inc., on a land swap that is going
on at the sizine ririe as th;s permitting process. They will be responsible for submitting applicable permitting
documentation for the existing approved permit S ,118 021110, while Walmart will be modifying the existing permit SW8
160501. Keystone will be panning on meeting with the State at or around the same time we are able to schedule our
meeting.
It looks like the proposed access road and additional area at the truck dock would exceed the BUA that will be removed
when the current access drive is demolished. Can you please provide additional documentation to support the claim
that there will be no increase in BUA? See attached site plan exhibit, which shows areas of existing and proposed
BUA. We are planning on a major modification to the existing permit, as our net BIIA will be increased with this project.
Also, is the drainage area to the pond(s) changing such that the SA/DA ratio(s) are being impacted? If so, you will need
to provide calculations and updated supplements as part of the submittal package to support that the pond(s), as
designed/built, will still meet the requirements. The SA/DA ratios will be impacted to your point. We will provide all
necessary documentation/calculations at the time of our express permitting meeting.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
ch ristine. hallftr ncdenrgev
127 Cardinal Drive Ext.
Wilmington, NC 28405

Em,',il Cvrf'esf,}CYn(JeII u �o Arid from thn;. audre5s is sClbject'C) the
Noah Carolrria Public Records Law acid may be discloser-i is third parfio.s
From: Tony Zook <tzook@bohleren—g com>
Sent: Tuesday, April 16, 2019 1:44 PM
To: Weaver, Cameron <[e-mail]>
Cc: [e-mail]; Michael Theberge <MTheberge@bohleren_ .ccm>; Hall, Rhonda B
<[e-mail]>; Hall, Christine <Christine.Hallnncdenr.gov>
Subject: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion control permit -
express permitting meeting requests
Extern w email. vo rnot click hnk or open atta�hments.w4ess you VeNfy, Serail all siusptctnGi , emag as an attac!lnient to
Cameron,
We would like to request an express permitting meeting with both the Stormwater Department and Erosion Control
Department with regards to our proposed site improvements located at Walmart Swansboro, 1121 West Corbett
Avenue, Swansboro, NC. Our preference is to have an express meeting for erosion control the week of 4/29. The
stormwater express meeting shall be dictated by Christine's availability as she has stated below.
See attached express review request for project "Walmart Swansboro Site Improvements".
Christine/Rhonda — See attached narrative/site & erosion for proposed changes to existing approved project.
Let us know if you have any questions.
Thanks!
Tony Zook I Sr. Design Engineer
1927 South Tryon Street, Suite 310 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient, the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Hall, Christine[mailto:[e-mail]]
Sent: Tuesday, April 16, 2019 8:48 AM
To: Tony Zook <[e-mail]>
Cc: [e-mail]; Weaver, Cameron <[e-mail]_>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Good Morning Tony,

Hall, Christine
From: Hall, Christine
Sent: Wednesday, April 17, 2019 4:48 PM
To: Tony Zook; Weaver, Cameron
Cc: [e-mail]; Michael Theberge; Hall, Rhonda B
Subject: RE: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 &
new erosion control permit - express permitting meeting requests
Attachments: RE: [External] School Street Center (SW8 121110) & Swansboro Walmart (SW8 160501);
WM & KSI LAND SWAP .pdf, School St Stormwater Permit.pdf
Tony,
I have had a chance to look at the express request. The adjacent lot that is now proposed for the access road is
currently permitted under SW8 021110. In order to permit the access road, as shown on the revised site plans,
modifications to both SW8 160501 and SW8 021110 will need to be needed. I have attached an email from my
coworker, Kelly, that was sent when Mr. Lanier inquired about this in June 2018. 1 also attached the pdfs he sent in his
previous email. Were you aware of this interaction? And/or how did you plan on handling this? Additionally, this
adjacent lot appears to be owned by Keystone Contractors, Inc. How were you planning on handling the different
owners?
It looks like the proposed access road and additional area at the truck dock would exceed the BUA that will be removed
when the current access drive is demolished. Can you please provide additional documentation to support the claim
that there will be no increase in BUA?
Also, is the drainage area to the pond(s) changing such that the SA/DA ratio(s) are being impacted? If so, you will need
to provide calculations and updated supplements as part of the submittal package to support that the pond(s), as
designed/built, will still meet the requirements.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
.p�/ afl .i1 and ""'-jrr thS s Ljdlrvss .,,4 zs b'ie'cf �o Lh;e
l �iii7�r 7 i.;'arf? (E rC7 Pi hh'c e s i / ~4 ,',a p l r'J, r ^
C,YJii ia,. u''7C1 !.. b�,
From: Tony Zook <[e-mail]>
Sent: Tuesday, April 16, 20191:44 PM
To: Weaver, Cameron <[e-mail]>
Cc: [e-mail]; Michael Theberge <[e-mail]>; Hall, Rhonda B

<[e-mail]>; Hall, Christine <Christine.Hal [e-mail]>
Subject: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new erosion control permit
express permitting meeting requests
f trna d am, sI Do hat c9ch 44*s or open attachments unless you verdt. end A suspicious email as an attactayner►t to
04
Cameron,
We would like to request an express permitting meeting with both the Stormwater Department and Erosion Control
Department with regards to our proposed site improvements located at Walmart Swansboro, 1121 West Corbett
Avenue, Swansboro, NC. Our preference is to have an express meeting for erosion control the week of 4/29. The
stormwater express meeting shall be dictated by Christine's availability as she has stated below.
See attached express review request for project "Walmart Swansboro Site Improvements".
Christine/Rhonda —See attached narrative/site & erosion for proposed changes to existing approved project.
Let us know if you have any questions.
Thanks!
Tony Zook [ Sr. Design Engineer
■ ■rR
T
1927 South Tryon Street, Suite 310 Charlotte, NC 28203
P: 980-272-3400 j [e-mail]
www.BohlerEngineering.com
Confidentiality Vote: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this m,:yil is not the intended r_xipicnt; the dcr;umcnt has been ; cCcived in error and any
use, review, dissemination, distribution, disclosure or copying of this mcssags_ is _trictly prohibited. if you hove rcccived thi_ -mail in error, oiease
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Hall, Christine[mailto:[e-mail]]
Sent: Tuesday, April 16, 2019 8:48 AM
To: Tony Zook <[e-mail]>
Cc: [e-mail]; Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: Walmart- Swansboro, #7179-000, request for additional info - SW8 160501
Good Morning Tony,
If you wish to submit to the Express program, you must complete an express request and provided supporting
documentation describing the project/changes to Cameron Weaver (cc'ed) for scheduling. Currently, I am scheduling
Express projects for the last two weeks in May. Alternatively, the changes may be submitted to the regular program.
The express request can be found here:
ttpse.q•nc•g_o\ llp.e mits-regulations/express-!lerrg tting
Christine Hall

North Carolina Department of Environmental Quality
Request for Express Permit Review
For DEQ Us NLY
if
Reviewer:
Submit: /
Time: Q�
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF tile) and vicinity map (same items expected in the application
package of the project location. Please include this form in the application package.
• Asheville or Mooresville Regions -Alison Davidson 828-296-4698;alison.davidsond%ncdenr srov ........
• Winston-Salem, Fayetteville or Raleigh Regions -David Lee 919-791-4204; david leebricdenr._aov related to this Proiect
• Washington Region -Lyn Hardison 252-948-3842 or lyn.hardisonifincdenralov SW G `�
• Wilmington Region -Cameron Weaver 910-796-7265 or cameron.weavefftricdenr.gov SW
NOTE: Project application received after 12 noon will be stamped in the following work day. NPDES
NPDES
Project Name: WALMART SWANSBORO - SITE IMPROVEMENTS County: ONSLOW
WQ A"�, a.t,
Applicant: ZACK POLLARD Company: WAL-MART REAL ESTATE BUSINESS TRUST
WQ
Address: 2001 SE 10TH STREET, MAIL STOP 0550 City: BENTONVILLE, State: AR Zip: 72716-_
E&S 7A
Phone: [phone], Fax: Email: [e-mail]
E&S 142
_-_-,
Physical Location:SWANSBORO, NC
Other Ink.
Project Drains into CREEK waters — Water classification SA;HQW (DWR Surface Water Classifications Map)
l
Project Located in WOK River Basin. Is project draining to class ORW waters? N, within '/2 mile and draining to class SA waters N or within 1 mile and
draining to class HQW waters? N
Engineer/Consultant: MICHAEL THEBERGE Company: BOHLER ENGINEERING
Address: 1927 S. TRYON ST. SUITE 310 City: CHARLOTTE, State: NC Zip: 28203-_
Phone: [phone], Fax: [phone], Email: [e-mail]
E C E 1 VE
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ # FORS
APR 16 2019
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
BY
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ElOff-site[SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention — # Treatment Systems ElHigh Density —SW Wetlands _ # Treatment Systems
® High Density -Other —# Treatment Systems /® MOD: El Major ® Minor ElPlan Revision ❑ Redev. Exclusion SW 8160501 (Provide permft#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 2 acres to be disturbed. (CK # & Amt. .(for DEQ use))
SECTION THREE —PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopinq and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: M No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes Z No Isolated wetland on Property ® Yes ❑ No
US ACOE Approval of Delineation completed: E Yes ❑ No 404 Application in Process w/ US ACCE: ❑ Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
For DEQ use only
Fee Split for multiple permits:(Check# ) Total Fee Amount$
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
- ---- --
$ —
LQS
$
Stream Deter,—
$
NCDEQ EXPRESS August 2018

NCDEQ Walmart Swansboro Site Improvements
Stormwater Cover Letter
Project: Walmart Swansboro — Site Improvements
1121 West Corbett Avenue
Town of Swansboro
Onslow County, NC
Project #: NCC138078
Date: April 16, 2019
Scope of work:
This project is to improve the accessibility to the existing approved project "Walmart Swansboro' with
the addition of (1) driveway extension, removing (1) existing driveway, and improvements to the existing
truck dock turn -around area.
This modification to the existing approved project (SW8 160501) will propose a net of f0 SF BUA, and
an overall disturbance of 2 acres. Also, the forebay for "Wet Pond 1" will be regraded/reposititioned so as
to provide acceptable separation from truck dock turn -around improvements, while maintaining the same
volume that was previously approved. At time of express meeting with NCDEMLR, we will provide
proper documentation that supports these items.
See erosion control plan sheet that shows areas of work (attached with email).
Let us know if you have any questions at all.
Please feel free to contact this office at 980-272-3400 if you have any questions or need further
clarifications.
Professional Engineer: Michael A. Theberge

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Weaver, Cameron
From: Tony Zook <[e-mail]>
Sent: Tuesday, April 16, 2019 1:44 PM
To: Weaver, Cameron
Cc: [e-mail]; Michael Theberge; Hall, Rhonda B; Hall; Christine
Subject: [External] Walmart - Swansboro, #7179-000, minor modification to SW8 160501 & new
erosion control permit - express permitting meeting requests
Attachments: Walmart Swansboro - Site Improvements - 190416.pdf; REQUEST FOR EXPRESS form
FINAL.docx; Walmart Swansboro Site Improvements Narrative - 190416.pdf
'attachmen Send all suspic auCy
Cameron,
We would like to request an express permitting meeting with both the Stormwater Department and Erosion Control
Department with regards to our proposed site improvements located at Walmart Swansboro,1121 West Corbett
Avenue, Swansboro, NC. Our preference is to have an express meeting for erosion control the week of 4/29. The
stormwater express meeting shall be dictated by Christine's availability as she has stated below.
See attached express review request for project "Walmart Swansboro Site Improvements".
Christine/Rhonda — See attached narrative/site & erosion for proposed changes to existing approved project.
Let us know if you have any questions.
Thanks!
Tony Zook I Sr. Design Engineer
b %.� I I R
E'N"+.IN rFR.7N(P N'C". PI.T,C,
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient the document has been received in error and any
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From: Hall, Christine[mailto:[e-mail]]
Sent: Tuesday, April 16, 2019 8:48 AM
To: Tony Zook <[e-mail]>
Cc: [e-mail]; Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8160501
Good Morning Tony,

If you wish to submit to the Express program, you must complete an express request and provided supporting
documentation describing the project/changes to Cameron Weaver (cc'ed) for scheduling. Currently, I am scheduling
Express projects for the last two weeks in May. Alternatively, the changes may be submitted to the regular program.
The express request can be found here:
https://deg.nc.gov/permits-regulations/express-permittinp,
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
Christine. hall(M-ncdenr.aov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Caro'ina Public Records Law and may be disclosed to third parties.
From: Tony Zook <tzook bohlereng.com>
Sent: Tuesday, April 16, 2019 8:08 AM
To: Hall, Christine <Christine.Hall Capncdenr.lov>
Cc: NCC138078 NF.BOHLERENG.COM
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8160501
Good morning Christine,
To follow up on the below — we would like to request a express permitting meeting for a minor modification to the
below previously approved project.
Can you meet any time during the week of 4/29?
Thanks!
Tony Zook I Sr. Design Engineer
�B" 0 ..
E"
EtiGINEERING NC. PLLC
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,

which information may also be privileged. !f the reader of this e-mail is not the intended recipient the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. !f you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, January 02, 2019 5:00 PM
To: Tony Zook <[e-mail]>
Cc: [e-mail]
Subject: RE: [External] RE: Walmart - Swainsboro, #7179-000, request for additional info - SW8 160501
Without knowing what the changes are, it is very difficult for me to provide some direction. If there is no increase in the
amount of BUA and no increases in the size of the SCM, then it could likely be submitted as a minor
modification. Depending on what changes are proposed for the outparcels, revised deed restrictions may also be
needed.
As for the items that need to be submitted, please refer to the submittal requirements found either on the form used for
major modifications or the minor modification form:
https:Hdeg.nc.gov/about/divisions/`energy-mineral-land-resources/energy-mineral-land-rules/stormwater-
progra m/post-construction
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hall(d)ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
h0.". --'>� Nothing Corapares.,.,,..
Email cerrespcndenc9 to and rrom this address is subject to the
North Carolina Pub c Records Law and may be disclosed to third parties.
From: Tony Zook <[e-mail]>
Sent: Wednesday, January 02, 201911:57 AM
To: Hall, Christine <Christine.Hall @ncdenr.eov>
Cc: [e-mail]
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Send all suspicious email as an attachment to
Good afternoon Christine,
Hope you had a good holiday!

Earlier this year, the (3) wet ponds onsite for Walmart - Swansboro were asbuilt approved by your office.
Due to NCDOT request concerning proposed roadway configuration, and new direction from the client concerning the
property outparcels, we may need to submit a revision to the approved asbuilt plans.
If we are to submit a revision to the approved asbuilt plans, what all will need to be included? Please correct me if any
of the below is incorrect.
• Revised stormwater technical memo (1 copy)
Revised C&M agreement (1 original)
Plan sheets corresponding to any project revisions (1 set — 24x36)
What (if any) fee would be associated with this revision?
Thanks!
Tony Zook I Sr. Design Engineer
\J J. .1 A__J A_JR
EN1j1'%I-. RING N(% PLLt
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Tony Zook
Sent: Friday, August 03, 2018 8:41 AM
To: 'Hall, Christine' <Christine.Hal [e-mail]>
Cc: Michael Theberge <[e-mail]>; [e-mail]
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8160501
Christine,
See attached signed O&M form per the new pond updates. The original is in the mail, and will arrive to your office by
Monday August 6. All other documents should have arrived to your office by now, let me know if you did not receive.
Thanks!
Tony Zook
T-1 0r -' — --I-r^
-ri L A X
ENGINEERING tit:. PLLC
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]

www. BohlerEngi neering.co.m
Confidentiality Note: This e-mail, and any attachrpent to it contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient, the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this a -mail in error, please
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Hall, Christine [mailto:[e-mail]]
Sent: Wednesday, August 01, 201810:14 AM
To: Tony Zook <[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
As long as I know it's in the mail, I'm good
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hallAncdenr.aov
127 Cardinal Drive Ext.
Wilmington, NC 28405
"Nothilig corf`+p,"Ires
Email correspondence to and from this address s subject to the
,Forth Carolina Public Records Law and may be disclosed +o thudpart-es,
pars.
From: Tony Zook [mailto:[e-mail]
Sent: Wednesday, August 01, 2018 9:38 AM
To: Hall, Christine <[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Christine,
I can certainly mail hard copies to your office, I apologize for the size of the document. Updated O&M form will be sent
to you via email/hard copy as soon as possible. Hopefully this slight delay does not affect the deadline for submission.
Thanks again
From: Hall, Christine [mailto:Christine.Hall([e-mail]]
Sent: Wednesday, August 01, 2018 9:08 AM
To: Tony Zook <[e-mail]>
Cc: [e-mail]
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501

Tony,
I looked at the files sent on Monday, July 301h, and noticed the updated calculations are 60+ pages long. I'm not able to
print out that many pages. I also didn't see an updated page for the O&M agreement, which I'm assuming also should
have changed based on your email that the elevation considered to be the pond bottom has changed.
Did you / can you also mail hard copies?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall M-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
1- 01. 5>7 loth ng Compares — 4
Email correspondence to and from this address is subject to Zile
North Carolina Public Records Lat.,, and may be disclosed to third {parties.
From: Tony Zook fmailto:tzook(@bohlereng.com
Sent: Wednesday, August 01, 2018 8:30 AM
To: Hall, Christine <[e-mail]>
Cc: NCC138078 NF.BOHLERENG.COM_
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8160501
Good morning Christine,
I realize you are probably very busy with other projects this week. If possible, could you just confirm you received this
resubmission of documents for Walmart Swansboro and that we have met the resubmission deadline of 7/31?
Have a great day!
Tony Zook
r
B(-a."LR
� GINFER1N(; NC. I.N.LC
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply a -mail and immediately delete this e-mail from your system.

From: Tony Zook
Sent: Monday, July 30, 2018 2:09 PM
To: Hall, Christine <Christine.Hall @ncdenr.sov>
Cc: Michael Theberge <[e-mail]>; [e-mail]
Subject: FW: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Christine,
As requested, see attached required additional information needed for as -built review.
• Per earlier conversations with NCDEQ, it was generally acceptable to observe the main pool bottom of pond
elevations higher than what was surveyed. This approach was followed, in order to show forebay to total
permanent pool volume ratios for Ponds 1, 2 and 3 are between the required 18-22%. All applicable calculations
and tables have been updated accordingly. Using this method, all forebay volumes were able to meet the
requirement, satisfying the previous comment #3.
Please let us know if there is anything else we can provide for you at this time.
Thanks!
Tony Zook
0 y
H UE-IN.
r..N61NEERING NC. F.LLC
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this e-mailfrom your system.
From: Hall, Christine[mailto:[e-mail]]
Sent: Friday, July 13, 2018 3:41 PM
To: Tony Zook <[e-mail]>
Cc: Michael Theberge <[e-mail]>; [e-mail]; Brett Buckland
<[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8160501
All,
I have had a chance to review the items received on June 22"d for the subject project. There are still a few items that
weren't completely addressed and such that additional information is needed. Typically only 2 requests for additional
information are permitted before returning the application. However, I have received approval to allow a third addinfo
this time for this submittal since the package is almost complete. Please let me know if you have any questions or wish
to discuss these items.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program

Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall(ccD-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
N. Z-�
",-Nothing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Recorda Law and may be disclosed to third parties.
From: Hall, Christine
Sent: Monday, June 04, 2018 5:06 PM
To: Tony Zook <[e-mail]>
Cc: Michael Theberge <[e-mail]>; [e-mail]; Brett Buckland
<[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
All,
There are a few items that need to be addressed. Attached, please find a pdf of the second request for additional
information. Please let me know of any questions or concerns.
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. halla ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
<^ O'Nothing Compares
P
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Tony Zook [mailto:[e-mail]]
Sent: Wednesday, May 23, 2018 2:20 PM
To: Hall, Christine <Christine.Hall([e-mail]>
Cc: Michael Theberge <[e-mail]>; [e-mail]; Brett Buckland
<[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501

Christine,
Sorry for any confusion! Yes, (2) hard copies are being sent to your office, expect to receive them tomorrow. Let me
know if there are any other questions.
Thanks!
Tony Zook
B0 HL]�R
E NGIXFEItI NC'.. 1-11,1,C
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient; the document has beer received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please
notify the sender via reply e-mail and immediately delete this a -mail from your system.
From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, May 23, 2018 2:16 PM
To: Tony Zook <[e-mail]>
Cc: Michael Theberge <[e-mail]>; [e-mail]; Brett Buckland
<[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8160501
Your e-mail isn't clear. Two hard copies are also being provided per 15A NCAC 02H.1042(2), correct?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall(M-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
..:-"othing Compares
Email correspondei ce to a;,:d from his address is subject to the
North Carolina Public P.acords La v and may be disclosed to third paiVes.
From: Tony Zook Imailto:[e-mail]
Sent: Wednesday, May 23, 2018 9:45 AM

To: Hall, Christine <Christine,Hall @ncdenr.gov>
Cc: Michael Theberge <[e-mail]>; NCC138078 nf.bohlereng.com; Brett Buckland
<[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info SW8 160501
Christine,
Please see link below to revised documents for Walmart Supercenter Swansboro stormwater as -built resubmission.
Download all associated files
Documents provided:
• Updated As -Built Stormwater Technical Memo
• Comment response letter
• All received as -built drawings for stormwater facilities
-Final deed will be provided prior to final approval
-Signed 0&M form will be provided prior to final approval
-Deed restrictions and protective covenants form will be provided to the Division prior to selling outlots
Please let us know if you have any questions or require any further information for your review.
Thanks!
Tony Zook
BOHLER
ENUINEir:RING NC. PLLC.
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P: 980-272-3400 1 tzook bohlereng.com
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. if the reader of this e-mail is not the intended recipient, the document has been received in error and any
use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this a -mail in error, please
notify the sender via reply e-mail and immediately delete this a -mail from your system.
From: Michael Theberge
Sent: Wednesday, May 16, 2018 10:22 AM
To: Tony Zook <[e-mail]>
Subject: FW: [External] RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Feel free to take over final responses to Christine here. I will send the forms when I have them.
Thanks!
(Michael Theberge, P.E.
1927 South Tryon. Street, Suite 310 Charlotte, NC 28203
P : 980-272-3400 1 M : 571-247-2993 [e-mail]
10

From: Hall, Christine[mailto:[e-mail]]
Sent: Thursday, May 03, 2018 11:52 AM
To: Michael Theberge <[e-mail]>
Cc: [e-mail]; Brett Buckland <[e-mail]>
Subject: RE: [External] RE: Walmart - Swansboro, #7179-000, request for additional info- SW8 160501
A extension until May 3111 is granted. Thanks for the e-mail.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hallV-)ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
­5" othitng compares._%.'
Ernail correspondence to and frorn ibis address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Michael Theberge[mailto:[e-mail]
Sent: Wednesday, April 25, 2018 9:15 AM
To: Hall, Christine <[e-mail]>
Cc: [e-mail]; Brett Buckland <[e-mail]>
Subject: [External] RE: Walmart - Swansboro, #7179-000, request for additional info-.SW8160501
Morning! Per your last email — we are trying to track down information from Walmart and the GC actively/on a weekly
basis.
Could we have until the end of May to resubmit? We are honestly doing everything in our power to track down
recording information for the outparcels/O+M agreement, and pushing the GC to complete the field work needed, but it
is not a quick process.
Let us know —thanks!!
Michael Theberge, P.E.
1927 South Tryon Street, Suite 310 Charlotte, NC 28203
P : 980-272-3400 1 M : 571-247-2993 [e-mail]
11

From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, April 18, 2018 7:55 AM
To: Michael Theberge <[e-mail]>; Brett Buckland <[e-mail]>
Subject: RE: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Just following up on this email. The information was due April 8`h but I haven't seen a response yet and wanted to make
sure it didn't get misplaced.
Thanks,
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hall(a)-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
"Nothing Comri>ire
C.-
Email correspondence to and from this address is subject to the
North Carolina Put fic Records Law and may be disclosed to the rd parties.
From: Hall, Christine
Sent: Wednesday, March 21, 2018 2:40 PM
To: Michael Theberge <[e-mail]>; Brett Buckland <[e-mail]>;
'[e-mail]' <[e-mail]>
Subject: Walmart - Swansboro, #7179-000, request for additional info - SW8 160501
Gentlemen,
Attached is a pdf of the request for additional information / notice of inspection and the compliance inspection
report. Please let me know of any questions or concerns.
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hall(@-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
-^' Nothing Compares -..• ..
C.-
12

Email correspondence to and from d7is address is subject to the
North Carolina Public ;records Law and may be disclosed to third parties.
13

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