SW8051112_Historical File_20070305

P. 01
TRANSACTION REPORT
MAR-06-2007
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross Jr., Secretary
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[1103 011-1-1M
1+'AX CM -EX S f tf—
No. Of es: (gxcludfng cover)
From:
CO: NC DENR
FAX#: [phone]
127 Cardinal Drive Extemiow, Wilmiwgbo, N.C. 2840S W5 TWephooe 010) "&7215 Fa (911) WO-2M
An Equal opportuaky Alllrmative Acd w Emplayer

Page 1 of 1
David Hollis
From: David Hollis
Sent: Monday, January 08, 2007 2:03 PM
To: 'Candice'
Cc: Greg Wayne; [e-mail]
Subject: RE: Westgate DENR permits
Candi:
I'm pretty free this week except for a County Commissioners meeting this afternoon and a Town of Leland
meeting Thursday morning. You guys can just stop by anytime it's convenient for you and I'll drop what I'm doing
— shouldn't take too long.
David
From: Candice [mailto:[e-mail]]
Sent: Monday, January 08, 2007 2:07 PM
To: David Hollis
Cc: Greg Wayne; Nathan
Subject: RE: Westgate DENR permits
David,
I think you, Nathan and myself need to sit down and talk this through. We need to think about how they will all
affect each other and who owns what. When can you meet? I will get Nathan's appt. book and be ready to
schedule.
Thanks,
Candi
From: David Hollis [mailto:[e-mail]]
Sent: Monday, January 08, 2007 2:01 PM
To: Candice
Cc: Greg Wayne; Nathan
Subject: Westgate DENR permits
Candi:
As we discussed last Thursday when I gave you DENR's comments on the above, we decided that it would
probably be best at this point in time to go for two permit modifications — one for the Arbors pond ( formerly Ocean
Gate Subdivision), and the other for the Ocean Gate Plaza at Westgate. You were going to talk to Nathan to see if
we needed a name change and new signature on the big pond, and maybe get Mark to sign for the smaller one. I
can handle Rhonda's other minor concerns, but we need to get her a response before January 16th — next
Tuesday.
I know you have a lot of other stuff on your plate, but didn't want this to slip through the cracks — it's the last
Westgate permit and we need to resolve it as quickly as you can. Thanks.
David
2/27/2007

Page 1 of 1
David Hollis
From: David Hollis
Sent: Tuesday, January 16, 2007 3:12 PM
To: Rhonda Hall ([e-mail])
Cc: [e-mail]; [e-mail]; Greg Wayne; David Brown
Subject: Ocean Gate Plaza at Westgate and Oceangate Subdivision ponds
Rhonda:
Hope you're doing well.
This is in response to your fax and subsequent conversations with David Brown in my office regarding how to
continue processing the modification requests to permits SW8 051112 and SW8 98043. As we informed you
previously, the initial submittal of one permit modification request was at the suggestion of Paul Bartlett and
agreed to by Cameron Weaver at our scoping meeting — but after receiving your fax on January 3rd and
discussions with the developers, it has been agreed by them that, in the interests of simplicity and time we need
to just go ahead with the two separate permit modification requests.
So I need to get you a new application, signed by the current owners of the existing former Oceangate pond, a
name change request (my understanding is that Summer Tree Developers Inc. is no longer a viable legal entity
and Mr. Bill Grathwol, the signer of the permit, is deceased) for SW8 980403, along with another check for $4000
as requested. I believe that the current owner of the pond is "The Arbors at Westgate Association Inc." and that
should be the name on the new application. .
For the modification request to SW8 051112, we need to get you another application with the signer being a Vice
President or Managing Member as you've requested — we can apply the $4000 previously submitted towards this
permit modification request. The owner is Ocean Gate LLC as indicated, but we are getting you another signature
that you can verify on the Secretary of State web site; I believe it will be Mr. Mark Maynard, the Managing
Member of the LLC.
The developer is working diligently to get these signed documents and the additional check to you this week, but I
trust by this response to your faxes that you will allow us a few more days to actually deliver these into your hands
— its a little more difficult than expected tracking down who needs to sign what. By this email I am requesting that
you give us a few more days to respond in full.
As to the few technical requests, I would like to respond to them as follows:
• No wetlands are impacted by these projects. Adjacent wetlands limits are shown on the plans as
delineated and verified by the Corps on the previous permits, and the modification requests don't alter or
change or impact these limits in. any way.
• I will change the applications to report BUA in square feet as requested.
• For SW8 051112 the discrepancy in forebay and pool volumes reported is just my "rounding off" the
results. I will make them agree exactly as requested.
• For SW8 980403 the discrepancy in forebay and pool volumes reported is because the "as -built" volumes
are slightly different from the "design" volumes. We want to keep the design volumes for clean -out depths
etc., and I will adjust the application and supplement to reflect this.
I hope that this response will allow you to give us a few more days to get the original signed documents into your
hands so that you may continue processing our modification requests. 1 am trying very hard to stress the need for
a timely response to the developer, and am copying him with this email.
As always, I appreciate your time and understanding in working through the permit process.
David
1 /16/2007

Page 1 of 1
David Brown
From: David Brown
Sent: Thursday, January 18, 2007 10:41 AM
To: Rhonda Hall ([e-mail])
Subject: West Gate Applications
Hi Rhonda,
I spoke with Candi Alexander about the status of the applications for West Gate.
She informed me that the signing official for the second application would be out of town
until Monday and that she would obtain the necessary signatures on his return.
I will hand deliver the completed application and check to you Monday afternoon.
Please let me know if this poses a problem.
Thanks!
David
2/27/2007

JAN. 3,2007 5:5ePP1 NCDENR WIRO
,No. 3-25 P. i
State of North Carolina
Dqpartmant of Environment and Natural &-so-arces
%Wilmifngton Regional Office
Mich eel F. Easley, Governor Wilhaami G. Ross Jr., Secretary
FAX COVER SHEET
pae: oNo. Of P2geS: (excluding cover)
TO: From:
CO: CO: NC DE-NR
FAX#: FAX#: [phone]
REIVIARKS:
127 Cardiml DrIve tmension, Wilmington'. N.C. 29405.3145 Telephone [phone] Fox [phone]
An Equel Opportunity AMMIkIlVe Action Employer

JON, 3.2007 5:53PM NCDENR WIRO NO.325
�1�% , di . rm-9y. v t�br
MicharC14l
� ? William G. Ross,. Jr„ secretary
North -,arclirta c)apprtment of Environment and natural Reasources
Al
. flan W. Klimek, RE. Piractoir
ottiialon or Water Quality
FAX COVER SHEET
Date: January 3, 2007 No. of Pages: 1
To: David Drown From: Rhonda Hall
DompalttY: Hanover Design Water Quality Sectiot. 3tormw►ater
FAX: [phone] Fax #. [phone]
Phone #: [phone]
D%VQ Storrnwater Project Number: SW8 051112 & SWO 980403
Project Name: Ocean Gate Plaza at w1jestgate & Ocean Gate Subdivision
MESSAGE:
David:
Please note that in the event your client elected to modify permits SW8 051112 and SW8
980403 the following Items Oil need to be checked:
For Permit SW8 06112:
1. Please verify the -permanent pool volume and the forebay volume. The calculations
Indicate that the permanent pool volume Is. 26, 498 and that the forebay volume is 5,389,
The wet detention~ basin supplement Indicates that the permanent pool volume is 35,800 �l
and that the forebay volume Is 7,000.
2. Please report the proposed built -upon area in square feet in the lower half of Section 111.E .
on page 2 of the application.
For Permit SW8 980403
1. Please verify the permanent pool volume and the forebay volume. The calculations
indicate that the permanent pool volume is 306,260 and that the forebay volume is 58.700.
The wet detention basin supplement indicates that the permanent pool volume is 306,000
and that the forebay volume is 59,000.
2.' Please verify the bottom elevation of the pond. The plans indicate that the bottom
elevation is -1.00 and the supplement indicates that.the bottom elevation is -0.2.
3. Please report the proposed built -upon area in square feet in the lower half of Section 111.6
on page 2 of the application.
North Camlln®D(vOP of Water OualIV 127 Car4lnal Drive Extuslon Pnore [phone] Customer 9esvlcel-877.$234740ON
Wimington Regional Office Wilmington, NC 25405.3845 FAX [phone] Internet h2a.anr,elam,nem 1Y-01Carfl a
An Equal Opportunity/Affi net'.v® Action Employer — M IRicydedil0% Poet Consumer paper

_iHIN. 3.2007 5.53Pi9
tiof
%NNA3)LI
Nathan S. Sanders
Ocean Gate, LLD
Past Office Sox 3167
Wilmington, NO 26406
NCDEN? WIRO NO.325 P.3
Michael F. Emlcy, Covemo
William 0. Rosa Jr., Sssr,312
North Carolina Dapari'ment of Environment and INnviral Yftao qes
,kl.an W. 1S151noll., P.E. Di^u3tor
Division of iVgwr Quality
January 3, 2007
Subject: Request: for Additional Information .
Stormwater Project No. SWO 060859
Westgate
Brunswick County
Dear Mr. Sanders:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Westgate on November 21, 2006. A preliminary review of that information has determined that
the application is not complete. The following information Is needed to continue the
stormwater review:
1. The two applications that you submitted are for parcels of property that are already
covered by two existing state stormwater permits. The existing state stormwater
permits are SW8 051112 (Ocean Gate Plaza at Westgate) and SW8 980403 (Ocean
Gate Subdivision). If one owner has now purchased the parcels associated with
state stormwater permits SW8 051112 and 8W8 980403, the new owner can.,
a. apply for and obtain a new permit for both the parcels combined. This would
require that a new application be submitted showing the two drainage areas
(one to Pond 1 [120 acres) and one to Pond 2 [10.7 acres].
b. apply for and obtain modifications to each of the two existing permits. This
would require that a $4,000.00 application fee be submitted for each of the
apppplications. The submittal package that was submitted on November 21,
2006 contained two -applications, but only one $4.000.00 check.
Please either submit an additional $4,000.00 for the modification of the two existing
stormwater permits associated with this parcel or submit one application that
combines the two drainage areas associated with this parcel.
2. Please either delineate all wetlands on site, disturbed or undisturbed,. or note on the
plans that none exist,
3. Please report all built -upon areas in square feet on the application.
4. Please provide documentation that the signing official on the application meets one
of the foAowing criteria,
(a) in the case of corporations, by a principal executive officer of at least the
level of vice-president, or his authorized representative:
�ia�ra��
North Carolina Division of water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phor+e [phone] Customer Service
Wilmingwn AuSional 0l ice Internet: Fax [phone]•623-6749
An Equal OPporturl4tAffitmalive Acllon EmplMr — 50%a Qec+cledt10% Post Consumer Paper

JPfl. 3.2007 5:53PM NCDENR WIRO NO.325 P.4
Westgate
January 3, 2006
Etorrnu--1ater Application No. SW8 060859
(b) in the case of a partner -ship, by a general pannar and in the case of a
limited partnership, by a general partner;
(c) in the case of a sole proprietorship, by the proprietor;
(d) in the case of a municipal, state or other public entity by either a
principal executive officer, ranking official or other duly authorized
employee.
The signature of an agent shall be accepted on the application only if
accompanied by a notarized letter of authorization.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this office prior to January
16, 2006, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter; The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence, Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely, n
Rhonda Hall
Environmental Engineer
ENB/rbh:S:IWQSISTCRMWATERIADDINFQ120071060859.jan07
cc: David Brown, Hanover Design Services, P,A.
Rhonda Hall
Page 2 of 2

Page 1 of 1
David Brown
From: David Brown
Sent: Tuesday, January 02, 2007 10:58 AM
To: Candi ([e-mail])
Subject: West Gate Storm Water
Hi Candi,
Rhonda Hall of NCDENR-DWQ called me last week about the West Gate project.
She wanted some clarification on how the permit is to be structured since the original
ponds were listed under two different LLCs'.
The Ocean Gate Plaza Pond is listed under Dominion LLC, and the original Ocean Gate is
under Summer Tree LLC.
The submitted modification is under now listed under Oceangate LLC.
She wanted to know if the project is to be combined under one owner, or was the intention to keep
both separate.
If they are to be recombined they will have to have "Change of Ownership" forms filled out.
If they are to remain separate they will of course need another express fee.
We were instructed by Paul Bartlett PE (one of their express review personnel who is no longer at the Wilmington
office)
to submit as we did under one package.
Rhonda isn't ieaning in one direction or the other, she was just giving me a head's up on what was transpiring.
She also mentioned that while the Secretary of State has Nathan listed as a member -manager during 2005
He was not listed as such on the 2006 Annual report. So if the plan is to utilize the Oceangate LLC
she requested that we just provide her with an "official" document listing Nathan as a current MM.
Dave said please give him a call to discuss the various scenarios that could arise in going one direction or the
other.
Keep me posted.
Thanks!
David
2/27/2007

Page 1 of 1
David Brown
From: David Brown
Sent: Friday, December 01, 2006 10:48 AM
To: [e-mail]
Subject: West Gate: Storm Water
Attachments: IVTIFF_13375640.pdf
Hi Mary Jean,
I did some research; Nathan Sander's is listed as a member/manager for OCEANGATE, LLC.
You can follow this link, or see the attached PDF for the supporting information.
http://www.secretary;state.nc.us/imaging/Dime/IVTIFF 13375640.pdf
(FYI) Limited. Liability Companies do not contain Presidents, Vice -Presidents, etc, they are not structured
in this manner.
The title of "Member/Manager" qualifies an individual as "principal executive officer". So in this instance
Nathan is authorized to sign the storm water application.
Also a "registered agent" is usually the attorney responsible for filing the corporation with the State and normally
doesn't have any involvement with the corporation in question.
I do i,nderstand how the ad info fees are to be utilized. I'm Just a little fuzzy on whether or not you will be
requesting additional
fees for this project based on our current correspondence.
I was sad to hear that Paul was leaving the Wilmington office.
He's the most capable reviewer DENR has employed in quite some time
and an extremely nice individual, I enjoyed every conversation.
I'm sure that both you and Chris will be able to manage.
Once you become familiar with the approaches/styles/idiosyncratic behaviors of the various firms things will
go a lot smoother. They definitely threw you two to the wolves.
Hang in there!
Please let me know if I can be of further assistance.
Thanks!
David
2/27/2007

David Brown
From: David Brown
Sent: Thursday, November 30, 2006 3:44 PM
To: Candi ([e-mail])
Cc: David Hollis
Subject: F:A1: Stormwater Protects for Westgate
Hi Candi,
Is there any way that you can provide me with an official letter listing Nathan as "a
principal executive officer of at least the level of vice-president...".
Thanks!
David
-----Original Message -----
From: David Brown
Sent: Thursday, November 30, 2006 3:38 PM
To: 'Mary Jean Naugle'
Subject: RE: Stormwater Projects for Westgate
Hi Mary Jean,
There is just one submittal, and set of plans.
The dual application modifications were per Paul Bartlett's request.
He felt it would be easier to update the existing permits/files doing it this way. (Versus
overwriting the existing with a new permit number, which would lead to large amounts of
confusion down the road if someone wasn't aware that the parcels were combined under one
permit.)
Basically what is happening is there is one large parcel with two existing drainage areas
being impacted. The new plans will update those areas in question.
As for the question regarding the principal officer I will follow up with the developer
and get back to you with an answer.
Do me a favor and please clarify "Additional information fees...", (I received a copy of
Ed's memo no need to resend) in regards as to how this submittal is being interpreted by
your office.
Thanks!
David
-----Original Message -----
From: Mary Jean Naugle (mailto:[e-mail]]
Sent: Thursday, November 30, 2006 2:31 PM
To: David Brown; [e-mail]; [e-mail]; Ed Beck
Subject: Stormwater Projects for Westgate
To: David Hollis, PE, PLS, Hanover Design Services PA
re: Modifications to High Density projects SW8 051112 and SW8 980403
You sent in modifications for two '(2) stormwater projects with the same name of Westgate
on both applications and a check for $ 4000.
High Density projects require an express fee of $ 4000 for each. Names should be
designated differently for each project.
Permit applications shall be signed by a principal e.tecustive officer of at least the _evel
L vice-president Coe_ rule _ A _"ICAr 2`i. '� 3 a __L
Checl-

who is listed as Robert Hollis.
Additional information fees will be charged for incomplete applications as stated on the
website and in Ed Beck's memo in October to all consultants.
Please clarify.
thank you,
Mary Jean Naugle
2

David Brown
From: Mary Jean Naugle [[e-mail]]
Sent: Thursday, November 30, 2006 2:31 PM
To: David Brown; [e-mail]; [e-mail]; Ed Beck
Subject: Stormwater Projects for Westgate
Attachments: Mary.Naugle.vcf
.ii
Mary.Nauglexcf
(446 B)
To: David Hollis, PE, PLS, Hanover Design Services PA
re: Modifications to High Density projects SW8 051112 and SW8 980403
You sent in modifications for two (2) stormwater projects with the same name of Westgate
on both applications and a check for $ 4000.
High Density projects require an express fee of $ 4000 for each. Names should be
designated differently for each project.
Permit applications shall be signed by a principal executive officer of at least the level
of vice-president per rule 15A NCAC 2H.1003 (e). The application requires a title
throughout. Check the secretary of state website for entity listing and registered agent
who is listed as Robert Hollis.
Additional information fees will be charged for incomplete applications as stated on the
website and in Ed Beck's mefcLo in October to all consultants.
Please clarify.
thank you,
Mary Jean Naugle
1

Hanover Design Services �oA
Land Surveyors, Engineers, Land Planners
November 17, 2006
Mr. Paul Bartlett, PE, Environmental Engineer
Wilmington Regional Office, Water Quality Section
Department of Environment and Natural Resources,. Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 27405-3845
Re: West Gate, Express Stormwater Submittal
Dear Paul:
Cameron Weaver requested that we submit the plans for West Gate, with the understanding that they will
be reviewed on or before (if possible) the scheduled December 12th review date.
Per our discussion during the October 41h pre -application meeting I am attaching duplicate sets to facilitate
the modification of hoth existing permits ("Ocean Gate Plaza Pond" SW8 051112 and "The Arbors" SW8
980403 respectively).
Enclosed please find:
■ 2 sets of the "Construction" plans and profiles (FYI)
6 sets of the "Water Quality Plan"
■ 6 copies of the "Stormwater Management System, Storm Sewer and Drainage Calculations"
• 2 Sets of the approved Erosion Control Narrative, and permit (FYI)
■ 1 set of the recorded "Arbors" plats (FYI)
■ 1 original application and (two) copies
■ 1 check in the amount of $4,000.00 (Express review fee)
Please let me know if you have any questions or need any additional information.
Sincerely,
U p__
David Brown ,-
Hanover Design Services
343-8002 phone
343-9941fax
[e-mail]
6309-wq-pbl.doc
319 Walnut Street Wilmington, N.C. 28401 [phone]

David Hollis
From:
Candice [[e-mail]]
Sent:
Thursday, October 19, 2006 2:37 PM
To:
[e-mail]; Greg Wayne
Cc:
Nathan; Candice; David Hollis; David Brown
Subject:
FkN/::^lestgate Stormwater Permit
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Thursday, October 19, 2006 2:31 PM
To: Candice
Subject: Re: Westgate Stormwater Permit
Thanks for the update Candi. This really helps me a lor.
Linda
Candice wrote:
> Dear Linda,
> Just received you letter dated 10/17/06 about the West Gate
> Stormwater. We made a request from the state on 8/18/06 for EXPRESS
> Permit Review.
> On 10/04/06 we had our Pre -Application Review. We were told that we
> would not be able to get a Final Review until 12/12/06. It is my
> understanding from Hanover Design that Cameron Weaver or Paul Bartlett
> have the information that has been submitted.
> Thanks,
> Candi
1

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 17, 2006
Ocean Gate, LLC
Mr. Nathan S. Sanders, Member/Manager
PO Box 3167
Wilmington, NC 28406
Subject: Request for State Stormwater Management Permit Application
Westgate Commercial/Residential Subdivision
Stormwater Project No. SW8 060859
Brunswick County
Dear Mr. Sanders:
On August 21, 2006, the Wilmington Regional Office received a copy of an Erosion Control Plan for the subject
project. The North Carolina Administrative Code requires any project that must receive either Sedimentation and
Erosion Control Plan approval and/or a CAMA Major permit to apply for and receive a Stormwater Management
Permit by the Division of Water Quality. Any construction on the subject site, prior to receipt of the required
permit, will constitute a violation of 15A NCAC 2H.1000 and may result in appropriate enforcement action by this
Office.
Either a Storinwatoi rarolt Applitita4ivii Package including 2 sets of plans, completed appiication form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal
date must be received in this Office no later than 11/17/2006. Failure to respond to this request may result in the
initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter must
NOT be considered the Coastal Stormwater Management Permit, which will be signed by the Water Quality
Supervisor. Please reference the Project Number above on all correspondence. If you have any questions,
please call me at (910)-796-7215, or email me at [e-mail].
Sincerely,
w L��
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQSISTORMWATERISTORMSUB1060859.oct06
cc: Brunswick County Building Inspections
David Brown, Hanover Design Services, PA
Wilmington Regional Office File
Central Files
Noi thCarolina
Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington. NC 23405 Phone (910) 796-r 15 Customer Service
Wilmington Regional Office Internet: •..`.41t' Ill'�l'JICfCILal�n�,ill Fax [phone]

1
James D. Simons, PG, PE
Director and State Geologist
kIPWA
NCDENR
Carolina Department of Environment and Natural Resources
Division of Land Resources
Land Quality Section Michael F. Easley, Governor
William G. Ross Jr., Secretary
September 26, 2006
LETTER OF APPROVAL WITH MODIFICATIONS AND
PERFORMANCE RESERVATIONS
Ocean Gate, LLC
Nathan S. Sanders, Member/Manager
PO Box 3167 '
Wilmington, NC 28406
RE: Project Name: Westgate Commerical/Residential Subdivision Acres Approved:. 49
Project ID: Bruns-2007-070
County/Town/Street: Brunswick, Leland, US 17 at SR 1566
River Basin: Cape Fear
Submitted By: Hanover Design Services
Date Received by LQS: August 21, 2006
Plan Type: NEW
Dear Mr. Sanders:
This office has reviewed the subject erosion and sedimentation control plan and hereby
issues this Letter of Approval with Modifications and Performance Reservations. A list of the
modifications and reservations is attached. This plan approval shall expires three (3) years
following the date of approval, if no land -disturbing activity has been undertaken, as is required
by Title 15A NCAC 4B .0129. Should the plan not perform adequately, a revised plan will be
required (G.S. 11 3A-54. 1)(b).
Please be advised that Title 15A NCAC 4B.0118(a) requires that a copy of the approved
erosion control plan be on file at the job site. Also, you should consider this letter to give the
Notice required by G.S. 113A-61.1(a) of our right of periodic inspection to insure compliance
with the approved plan.
.North Carolina's Sedimentation Pollution Control Program is performance -oriented,
requiring protection of existing natural resources and adjoining properties. If, following the
commencement of this project, it is determined that the erosion and sedimentation control plan is
inadequate to meet the requirements of the Sedimentation Pollution Control Act of 1973 (North
Carolina General Statute 113A-51 thru 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Act.
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 - Phone: [phone] ! FAX: [phone]

PlamOver Design Services, P.A.
Lanes Surveyors, Engineers, Land Planners -
August 21, 2006 ,
Ms. Carol Miller, Erosion Control Specialist
Department of Environment and Natural Resources
Division of Land Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: West Gate, new submittal
Dear Carol:
Enclosed please find 3 copies of the Plans for the construction of the above project.
Also please find:
o A signed Application and one copy.
❑ 1 copy of the SW Calculations
❑ 3 copies of the ESC narrative
❑ 1 check in the amount of $2,450.00 (49 acres X $50)
Please let me know if you need anything else
Sincerely,
David Brown
Hanover Design Services
[e-mail]
6309-esc 1.doc
319 Walnut Street Wilmington, N.C. 28401 [phone]

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
@( �7,
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place NIA in the blank.)
Part A.
1. Project Name--,
2. Location of land -disturbing activity: County E3VZL-tL5Lj—xc: L City or Township
Highway/StreetL L.Z_;rW- C.-7 Latitude Longitude +7 ' Ni '
I Approximate date land -disturbing activity will commence:_c3P I— 06:;:�
4. Purpose of development (residential, commercial, industrial, institutional, etc.):
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): .
C'49ae-X 50)
6. Amount of fee enclosed: $ Z, 45 © . The-EmprM. Permitting application fee is-s-dtta
charge. The normal fee of $50.00 per acre (rounded up to the next acre) is assessed without a ceiling
amount. In adtlitien,
7. Has an erosion and sediment control plan been filed? Yes No Enclosed
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name (24LJAGKCCc—" NeK ✓ E-mail Address CLOMiv►urin—Ccu L&�,
Telephone Cell #
Fax # 402 — 02.fo l
9. Landowner(s) of.Record (attach accompanied page to list additional owners):
Name Telephone Fax Number
• -5(&7
Current Mailing Address
snumca
Current Street Address
City State Zip City State Zip
10. Deed Book No. CQ Page No. 1 54- Provide a copy of the most current deed.
.Part B. [9'ZCD
1. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Name
Tb Bok 113 (G—?
Current Mailing Address
City LiState Zip
E-mail Address
Current Street Address
t5culvw-
City State
Zip
Telephone t '� I � Fax Number ' L- 7 Z iJ •

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name
Current Mailing Address
City State Zip
Telephone
E-mail Address
Current Street —
City
Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy .of,the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
State Zip
Name of Registered Agent
Current Mailing Address
City
E-mail Address
Current Street Address
State Zip City
Telephone Fax Number
State
Zip
(c) In order to facilitate Express Permitting, it is necessary to be able to contact the Engineer or ether
iconsultant who can agcict in providing any necessdry information regarding the plan and its preparation:
U-0 ce-1 �1 C1S t (Vin .c Engineering Firm or other consultant E-mail Address
Individual contact person (type or print) Telephone
Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath (This form must be signed by the Financially Responsible Person if an individual or his attorney -in -
fact, or if not an individual, by an officer, director, partner, or registered agent with the authority to execute
instruments for the Financially Responsible Person). I agree to provide corrected information should there by
any change in the information provided herein.
Type or t Title or Autrrority
Signat a 4
Date
XrjL, a Notary Public of the County of
State of North Carolina, hereby certify that ekS
before me this day and being duly sworn acknowledged that the above form was executed by appeared
personally
Witness my,la?rcf arfd nptarial seal, this day of 20
<Seal No a
- My commission expires 01 t� O

�••-:7 ri,+ � :fie ��r •t; r. '�_' ,l ��{ � �' _ �s..�'^ °._ 2 �i r�,
Land Surveyors, Engineers, Land Planners
319 Walnut Street Wilmington, NC 28401
Phone: [phone] — Fax: [phone]
FACSIMILE TRANSMITTAL
NUMBER OF PAGES (INCLUDING COVER SHEET):
d
TO FAX#: 350"0'2a7 DATE:
COMPANY: ���L_A?
r1
SUBJECT:
FROM:
HDS PROJECT:
If you need any page(s) resent, please call [phone].
319 Walnut Street, Wilmington, N.C. 28401

goo �po3
v 5 \� �-a
Stormwater Management System,
Storm Sewer and -Drainage Calculations
Water Qualfty Calculations
for
WESTGATE — A Southern Village of Homes and Commerce
PREPARED FOR
Ocean Gate, LLC
PO Box 3167
Wilmington, NC 28406
910-791-1196
CA
5"S OaAi®Omp� ���• D
spy.. 1�
SEAL
200uT '
o
David S. Hollis, PE, PLS '4if Zbtia�oa`
•-1 G r MCP
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

EROSION AND SEDIMENT CONTROL and WATER QUALITY PLAN
WEST GATE — A Village of Homes and Commerce
August, 2006
NARRATIVE
NOTE: To be reviewed in conjunction with "Sediment Control and Water Quality
Plan of Westgate — A Village of Homes and Commerce", Hanover Design Services,
P.A., Project No. 6309-ESC (Sheets 1-6).
PROJECT DESCRIPTION -
The purpose of this project is to construct the utilities and roadway infrastructure to
serve future residential communities and associated commercial development. The
Erosion and Sediment Control Plan is to identify measures to be implemented to control
erosion during construction of the roadway, utilities, and land grading associated with
this development, and the Water Quality Plan is to identify the stormwater management
features of the two existing water quality / temporary sediment basin ponds.
The Salk e is borde►e-1 car, the north and east by The Arbors, Phase 1, off US Hwy. 17 and
Ploof Road, on the west by an existing apartment community and the south by river
marsh, as per the approved Preliminary Plan. The project is located in Brunswick
County, and is approximately 275 acres in size, 49 acres of which are proposed to be
disturbed at this time.
SOILS -
The soils in the project area are primarily Foreston and Torhunta Complexes (Fo&To);
The Foreston series consist of moderately well drained soils on uplands. The soils
formed in moderately coarse textured sediment. Slopes are 0 to 2 percent. The
Torhunta series consists of very poorly drained soils on uplands and stream terraces.
They formed in coarse and medium textured sediment. Slopes are 0 to 2 percent, with
erosion "K" factors of 0.10 to 0.15. The hydrologic classification of the soil is C. Due to
the topography and the amount of proposed impervious, crown roadway sections and a
curb inlet system in the roadways will be the primary means of roadway stormwater
transport to the two existing on -site drainage pond/basins, as per the plans. Existing
large culverts and a graded grass channel are in place for future development
stormwater transport to the ponds as allowed.
(Soils Map attached)
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NO 28401

WINNABOW QUADRANGLE
NORTH CAROLINA—BRUNSWICK CO. 04,�
7.5 MINUTE SERIES (TOPOGRAPHIC)
2' 30"1 773 774 775 2300000 FEET 776 78; 00'
u -34015'
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n /+r j wage r • 1472 v �/� 37
93
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FEET
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S 8 980403 Modification
The Arbors at Westgate
PREPARED FOR
Ocean Gate, LLC
PO Box 3167
Wilmington, NC 28406
910-791-1196
HANOVEK DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

DEfVR DWQ SW8 980403
ALSO DENR DWQ SW8 051112
I' 1!905W
C FT.2807.3 SQ. FT .9 ACRES
0.06 ACRES
43992.3 SQ. FT. ROAD
1.01 ACRES 187673.2 SQ.
4.31 ACRES
J[ L1O5 SQ.FT. LOT
SW 2 ACRES9422.6 SQ. FT.
5074.0 SQ. FT. 0.22 ACRES
0.12 ACRES
149.8 SQ. FT.
0.09 ACRES
PLOOF ROAD EXTNA "
�Sr
cq�
)CEANGATE PLAZA POND
Sw
8888.8 SQ. FT.
0.20 ACRES
ROAD
91520.7 SQ. FT.
2.10 ACRES
Sw
7912.3 SQ. FT,
0.18 ACRES
LOT
7238.8 SQ. FT.
0.17 ACRES
1403.4 SO. F
0.03 ACRES
SW
1233.6 SQ. FT.
0.03 ACRES
PROPOSED ADDITIONAL : SW8 051112
TO OCEANGATE PLAZA POND
ROADWAY IMPERVIOUS AREAS ARE
BACK OF CURB TO BC
TOTAL ROADWAY IMPERVIOUS AREA = 91,521 SF = 2.101 ACRES
TOTAL SIDEWALK IMPERVIOUS AREA = 19,438 SF = 0.446 ACRES
TOTAL R/W IMPERVIOUS AREA = 110,959 SF = 2.547 ACRES
M
Westgate & The Arbors
formerly "Oceang ate Pond No. 1 91
Pavement and Section Area Map
Scale: NTS
THE ARBORS AT WESTGATE August 2006
204 LOTS ® 2600sf EACH= 530,400 sf
Tract 4 - M FM
EXISTING - formerly "PHASE 1 " SW8 980403
THE ARBORS
55.406 ACRES - 204 LOTS
NIGHT TOTAL ROADWAY IMPERVIOUS AREA = 187,673 SF = 4.308 ACRES
HARBOR TOTAL SIDEWALK IMPERVIOUS AREA = 45,97 SF = 1.056 ACRES
123os.o sQ TOTAL R/W IMPERVIOUS AREA = 233,670 SF = 5.364 ACRES
0.28 ACRES SW
7390.3 SQ
0.17 gCRES SW 7247 8
0.17 q Fr.
w
OUTSIDE SITE AREA TRACT 4
1298766.5 SQ. FT.
29.82 ACRES
STREET G
c�
Tract 5 - MFM ow
wN
OUTSIDE SITE AREA TRACT 5 NJO
SW 1100695.9 SO. FT. P
10890.1 SO. FT. 25.27 ACRES
0.25 ACRES SW
13043.8 SQ. FT.
0.30 ACRES
` > 159668.9 SQ. FT. SW
3.67 ACRES 17245.6 SQ. FT.
0.40 ACRES �ST Gq V OR/
PROPOSED ADDITIONAL : SW8 980403
TO POND No.1
ROADWAY IMPERVIOUS AREAS ARE
BACK OF CURB TO DC
TOTAL ROADWAY IMPERVIOUS AREA = 203,661 SF = 4.675 ACRES
TOTAL SIDEWALK IMPERVIOUS AREA = 51,367 SF = 1.179 ACRES
TOTAL R/W IMPERVIOUS AREA = 255,028 SF = 5.855 ACRES
ME
CLUBHOUSE
POND No.1
_ 3.089 ACRES
\d�MERMAIDS WATCH
HANOVER DESIGN SERVICES, P .A.
LAND SURIVEYMS, ENGINEERS & LAND PLANNERS
319 WALNUT SIREE2
NILMINGTON, N.C. 8401
PHONE: [phone]
Drawing No.6309MASTER-IMP.dwg-dh

WESTGATE (Ocean Gate Pond No.1) — Impervious surfaces & Drainage Areas
As -built condition:
EXISTING and PERMITTED —
Drainage Areas:
DA (Phase 1-"The Arbors" & Clubhouse) = 55.406 acres
DA (Phase 1- Oceangate Pond No.1) = 3.089 acres
Total DA = 58.50 acres
Impervious Areas:
Existing roads = 4.308 acres
Existing sidewalks = 1.056 acres
Existing lots (204 lots @ 2600sf each) = 12.176 acres
Existing clubhouse and drives etc. = 0.30 acre
Total impervious = 17.840 acres
New areas and modified permit:
NEW and NOT YET PERMITTED —
Drainage Areas:
DA (Tract 4) = 29.82 acres
DA t i ract 5) = 25.27 acres
DA (two additional single family lots) = 0.39 acres
DA (additional R/W etc.) = 6.02 acres
DA (additional) = 61.5 acres
Total overall DA to pond = 120.0 acres
Impervious Areas:
New roads = 4.675 acres
New sidewalks = 1.179 acres
New single family lots (2 lots @ 2600sf each) = 0.12 acres
New multi -family (Tracts 4 & 5 @ 60%) = 17.89 + 15.16 = 33.05 acre
Other — safety factor = 0.136 acre
Total new impervious = 39.16 acres
Total overall impervious to pond = 57.0 acres
6309DWQ-Nol .doc
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

WESTGATE (Ocean Gate Pond No.1) — Wet detention / retention pond
As -built condition:
Additional Calculation Summary for NCDENR / DWQ:
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 57.0 acres
TOTAL AREA DRAINING TO POND = 120.0 acres
120 acres total — 57 acres impervious = 63 acre green area
SA REQUIRED: 57 / 120 = 0.475 or 47.5%
At 7.5' depth, 90% TSS removal,
120 x 0.01 x 1.4
At Elev. = 7.3
from chart — SA/DA factor = 1.4
73,200 sf SA REQUIRED
75,800 sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
(Pj)= 0.9
(Rv)= 0.05 + 0.9(57/120) = 0.478
(A)= 120
R= [(1)(0.478)/12](120) = 4.775 acre-feet
= 208,000 cf REQUIRED STORAGE
At Elev. = 9.7 = 208,200 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
9.7-7.3/2= 1.2'
2-3" PVCs drain to draw -down REQUIRED STORAGE:
Orifice equation: Q = CA(2gh)11/2
Q = 0.6(.098)(64.4 X 1.2)"1/2
= 0.517 cfs
T = 4.6 days OKAY
FOREBAY REQUIREMENTS —
Required capacity = 306,260 X 20% = 61,250 cf
Provided capacity = 58,700 cf (19%) OKAY
6309DWQ-Nol.doc
HANOVER DESIGN SERVICES
319 WALNUT STREET
WIIJMINGTON, NC 28401

Ocean Gate Pond No.l - SW8 980403
STAGE - STORAGE TABLES:
MAIN BODY OF POND - AS -BUILT CONDITION
Above WSEL
INCR.
INCR. - .
INCR.
ELEV.
AREA
VOL.
STORAGE
STORAGE
(ft)
(Sf)
(cfl
(cfl
(ac-fl)
7.3
75,800
-
-
-
8.0
84,100
55,965
55,965
1.28
9.0
90,600
87,350
143,315
3.29
9.7
94,800
64,890
208,205
4.78
10.0
96,500
28,695
236,900
5.44
11.0
103,200
99,850
336,750
7.73
12.0
110,000
106,600
443,350
10.18
STATE STORAGE VOLUME -
208,205
4.78
stage6309-MSTR-1 .xls
HAI OVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, IBC 28401

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HMOVER DESIGN SERVICES
319 WALNUT STREET
WIL114INGTON, NC 28401

Reservoir Report
Page 1
Reservoir No. 1 - WET POND - ARBORS ASBUILT English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00
0.70
1.70
2.40
2.70
3.70
4.70
7.30
8.00
9.00
9.70
10.00
11.00
12.00
Contour area
Incr. Storage
Total storage
sgft
cuft
cuft
75,800
0
0
84,100
55,965
55,965
90,600
87,350
143,315
94,800
64,890
208,205
96,500
28,695
236,900
103,200
99,850
336,750
110,000
106,600
443,350
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [D]
[A]
[B]
[C]
[D]
Rise in =
18.0
3.0 0.0 0.0
Crest Len ft
= 40.0
80.0
0.0
0.0
Span in =
18.0
3.0 0.0 0.0
Crest El. ft
= 9.70
10.50
0.00
0.00
No. Barrels =
8
2 0 0
Weir Coeff.
= 3.00
3.00
3.00
0.0c
Invert El. ft =
5.60
7.30 0.00 0.00
Eqn. Exp.
= 1.50
1.50
1.50
0.00
Length ft =
30.0
10.0 0.0 0.0
Multi -Stage
= Yes
Yes
No
No
Slope % =
1.00
0.10 0.00 0.00
N-Value =
.011
.013 .000 .000
Orif. Coeff. =
0.60
0.60 0.00 0.00
Multi -Stage =
----
Yes No No
Tailwater Elevation = 6.00 ft
Stage /Storage !Discharge Table
Note: All outflows have been analyzed under Inlet and outlet control.
Stage Storage
ft
Elevation
Clv A Civ B Clv C
Clv D Wr A
Wr B
Wr C
Wr D
Discharge
cuft
ft
cfs cfs cfs
cfs cfs
cfs
cfs
cfs
cfs
0.00 0
0.70 55,965
7.30
8.00
58.38 0.00 ---
87.43 0.29
-- 0.00
0.00
---
---
0.00
1.70 143,315
9.00
---
110.80 0.51 ---
--- 0.00
--- 0.00
0.00
0.00
--
---
---
---
0.29
0.51
2.40 208,205
9.70
124.57 0.62 ---
-- 0.00
0.00
-
---
0.62
2.70 236,900
10.00
130.03 0.66 ---
--- 19.72
0.00
---
-
20.38
3.70 336,750
11.00
146.77 0.00 --
--- 177.87 84.85
---
---
146.77
4.70 443,350
12.00
161.78 0.00 ---
-- 418.57 440.91
--
- -
161.78
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

r
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Project: 6309-arbors-westgate.GPW I IDF: newhanover.IDF 19 hyd's 108-15-2006

Hydrograph Summary Report 4
Page 1
FHyd. Hydrograph Peak Time Time to volume Retum Inflow MaximumT
imum Hydrograph
type flow interval peak period hyd(s) elevationrage description
(origin) (cfs) (min) (min) (cult) (yrs)
(ft)uft)
1
I SCS Runoff
74.51
10
780
1
1 1,100,425 1 10 --
_____ __10yrPredev
2
SCS Runoff
130.04
10
780
1,807,242 50 --- ---- ---- 50yr Predev
3
SCS Runoff
160.21
10
780
2,190,518 100 --- ---- ---- 100yr Predev
4
SCS Runoff
79.63
10
780
1,116,409 10 -- --_ —_ 10yrPostdev
5
SCS Runoff
130.12
10
780
1,758,387 50 --•
-- 50yr Postdev
6
SCS Runoff
156.88
10
780
2,100,467 100 -- — -- 100yr Postdev
7
Reservoir
72.47
10
820
1,104,915 10 10.41 277,785 10yr Post -Route
8
Reservoir
128.80
10
790
1,746,873 50 10.66 302,587 50yr Post -Route
9
Reservoir
145.50
10
810
2,088,947 100 10.92 328,768 100yr Post -Route
ME DESIGN SERVICES
319 WALNUT STREET
TILIMEI IGTL ON, NC 28401
Pro;, file: 6309-arbors-�t,,estgate.OPImMF file: newhanover.IGF j Run date: 08-15-2006

Hydrograph Report
Page 1
English
Hyd. No. 7
10yr Post -Route
Hydrograph type = Reservoir Peak discharge = 72.47 cfs
Storm frequency = 10 yrs Time interval = 10 min
Inflow hyd. No. = 4 Reservoir name = WET POND - ARBO
Max. Elevation = 10.41 ft Max. Storage = 277,785 cuft
Storage Indication method used.
Total Volume = 1.104,915 cult
Hydrograph Discharge Table
Time
(hrs)
Inflow
cfs
Elevation
ft
Clv A Clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D Outflow
cfs cfs
cfs cfs cfs
cfs cfs
cfs cfs
13.00
79.63 <<
9.81
126.52 0.64
----- ---- 4.15
----- -----
4.79
3.17
78.85
10.16
132.85 0.69
---- 37.64
----- -----
----- 38.33
13.33
77.29
10.33
135.80 0.71
----- ----- 60.28
----- -----
----- 60.99
13.50
75.12
10.39
136.88 0.72
---- ---- 69.52
---- ---
----- 70.23
13.67
72.49
10.41 <<
137.13 0.72
---- ----- 71.75
0.00 ----
- 72.47 <<
3.83
69.49
10.40
137.03 0.72
----- 70.81
0.00 -----
71.52
14.00
66.14
10.39
136.77 0.72
---- ---- 68.53
----- -----
----- 69.25
14.17
62.46
10.37
136.41 0.71
---- ---- 65.53
---- ----
66.24
3
14.50
58.49
54.27
10.34
10.32
136.00 0.71
135.55 0.71
--- -. ---- 62.03
---- ---
---- 82.74
14.67
49.85
10.29
135.06 0.70
---- ----- 58.17
----- ----- 54.13
---- ----
---- -
----- 58.87
54.83
14.83
45.27
10.26
134.52 0.70
--- ---- 49.97
----- -----
--- 50.67
15.00
40.56
10.22
133.95 0.69
---- ---- 45.53
---- ----
- 46.23
5.17
35.82
10.19
133.35 0.69
---- ---- 41.04
----- ---
---- 41.73
15.33
31.30
10.15
132.72 0.68
--- ---- 36.69
----
- 37.38
5.50
27.75
10.12
132.11 0.68
---- 32.51
,----- -----
- 33.19
15.67
25.52
10.09
131.60 0.68
---- --- 29.14
----
_____ 29.82
15.83
23.93
10.07
131.19 0.67
---- ----- 26.67
_____
- 27.35
6.00
22.65
10.05
130.86 0.67
----- 24.71
---- -----
---- 25.38
16.17
21.48
10.03
130.59 0.67
----- ----- 23.10
-----
- 23.77
16.33
20.40
10.02
130.37 0.67
---- ----- 21.73
--- ----
_ ___ 22.40
16.50
19.41
10.01
130.17 0.67
----- ---- 20.52
---- ----
21.19
67
18.48
10.00
129.98 0.66
----- -- 19.45
----- -----
- 20.11
6.83
17.62
9.99
129.80 0.66
----- ----- 18.49
----- -----
- 19.15
0
16.82
9.98
129.64 0.66
---- ----- 17.59
----- ----
--- 18.26
17.17
16.08
9.97
129.48 0.66
----- ----- 16.76
----- ----
----- 17.42
17.33
15.38
9.96
129.33 0.66
---- ----- 16.01
-----
- 16.67
17.50
14.73
9.95
129.19 0.66
---- ---- 15.29
---- ----
--- 15.95
17.67
14.10
9.95
129.06 0.66
----- ---- 14.61
----- ----
_____ 15.27
17.83
13.51
9.94
128.93 0.66
----- ----- 13.97
-----
14.63
18.00
12.94
9.93
128.80 0.66
---- ---- 13.38
----- ----
- 14.03
8.17
12.40
9.92
128.08 0.65 -----
---- 12.80
----
----- 13.45
18.33
11.89
9.92
128.57 0.65 -----
----- 12.25
----- -----
- 12.90
18.50
11.42
9.91
128.45 0.65
---- ---- 11.72
-----
- -- 12.37
18.67
10.99
9.91
128.35 0.65 -----
----- 11.25
----- ----
-- 11.90
8.83
10.61
9.90
128.25 0.65 -----
----- 10.81
----- ----
- 11.46
Continues on next page...
HANOVER DESIGN SERVICES
319 WALNUT STREET -
WILIMINGTON, NC 28401

Hydrograph Report
Page 1
Hyd. No. 8
50yr Post -Route
Hydrograph type =
Storm frequency =
Inflow hyd. No. =
Max. Elevation =
Reservoir
50 yrs
5
10.66 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 128.80 cfs
= 10 min
= WET POND - ARBO
= 302,587 cuft
Storage Indication method used.
Total Volume = 1,746,873 cuft
Hydrograph Discharge Table
Time
(hrs)
Inflow
as
Elevation Clv A
Clv B Civ C
Clv D Wr A
Wr B Wr C
Wr D Outflow
ft
cfs
cfs cfs
cfs cfs
cfs cfs
cis cfs
12.67
123.65
10.02
130.46 0.67 -----
----- 22.28
---
____ 22.95
83
129.58
10.47
138.15 0.73 -----
----- 81.17
0.00 -----
- 81.90
3.00
13.17
130.12 << 10.64 140.92
127.91 10.66 << 141.26
0.64 ----
0.61
--- 108.92
12.70 -----
122.24
13.33
124.54
10.65
141.13
-----
0.62 -----
---- 112.61
---- 111.21
15.62 -----
14.51
----- 128.80 <<
13.50
120.26
10.64
140.93
0.64 ----
----- 109.08
---
12.83 -----
----- 126.31
----- 122.53
13.67
115.33
10.62
140.69
0.66 ----
----- 106.51
10.80 ----
- 117.95
83
109.89
10.61
140.42
0.68 ----
103.61
8.50
112.78
14.00
103.95
10.59
140.10
0.59 -----
--- 100.29
6.60 -----
107.58
14.17
4.33
97.55
90.76
10.56
10.54
139.70
0.70 ----
---- 96.34
4.79 ---
101.84
4.50
83.65
10.51
139.26
138.78
0.71 ----
0.73 -----
---- 91.90
-- 87.18
2.76 -----
0.60
- 95.38
14.67
76.28
10.47
138.22
0.73 ----
----- 81.87
-----
0.00 -----
- 88.51
- 82.60
14.83
15.00
68.73
61.04
10.43
10.39
137.53
0.72 ----
---- 75.44
0.00 ----
- 76.16
7
53.41
10.34
136.74
135.90
0.71 ----
0.71. -----
----- 68.35
--• - 61.16
-----
----
- 69.06
15.33
46.26
10.29
135.04
0.70 ----
--- 53.97
----
---- 61.87
----- 54.67
5.50
40.78
10.24
134.21
0.70 ----
-- 47.59
----
---- 48.28
15.67
37.38
10.20
133.53
0.69 ----
---- 42.33
---- -----
43.02
5.83
34.99
10.17
133.01
0.69 -----
38.69
-----
- 39.38
16.00
33.06
10.15
132.59
0.68 ----
----- 35.84
---- ----
- 36.53
16.17
31.31
10.13
132.26
0.68 -----
---- 33.53
-----
-----34.22
3
29.71
10.11
131.98
0.68 -----
- 31.56
----
---- 32.24
16.50
28.22
10.10
131.72
0.68 ----
----- 29.87
----
30.55
67
26.84
10.08
131.48
0.68 -----
---- 28.41 -----
----- 29.09
6.83
25.57
10.07
131.25
0.67 -----
----- 27.02 ----
----- 27.69
7.00
24.39
10.06
131.03
0.67 ----
25.70 -----
---- 26.38
17.17
23.30
10.04
130.82
0.67 ----
---- 24.48 ----
----- 25.15
7.33
22.27
10.03
130.63
0.67 -----
- -- 23.33 ----
----- 24.00
17.50
21.30
10.02
130.45
0.67 ----
----- 22.26 ___
-
____ 22.93
7.67
20.38
10.01
130.29
0.67 -----
---- 21.25 ----
----- 21.92
7.83
19.51
10.01
130.13
0.67 -----
----- 20.30 -----
----- 20.96
18.00
18.68
10.00
129.97
0.66 ----
----- 19.41 -----
----- 20.07
18.17
17.88
9.99
129.82 0.66 -----
__-- 18.58 _-__
_____
_____ 19.24
18.33
17.14
9.98
129.67 0.66 -----
---- 17.78 ----
----- 18.44
18.50
16.46
9.97
129.53 0.66 ----
----- 17.02 ----
- 17.68
Continues on next page...
HANOVER DESIGN SERA%ICES
319 WALNUT STREET
WILMINGTON, NC 28401

Hydrograph Report
Hyd. No. 9
100yr Post -Route
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 10.92 ft
Storage Indication method used.
Hydrograph Discharge Table
Page 1
English
Peak discharge
= 145.50 cfs
Time interval
= 10 min
Reservoir name
= WET POND - ARBO
Max. Storage
= 328,768 cuft
Total Volume = 2,088,947 cuft
Time
(hrs)
Inflow
cfs
Elevation
Clv A Clv B Clv C
Clv D Wr A
Wr B Wr C
Wr D Outflow,
ft
cfs cis cfs
cis cfs
cfs cfs
cfs cfs
12.50
67
130.69
150.15
9.92
10.48
128.60 0.65 ----
138.29 0.73
----- 12.43
---
----- 13.09
2.83
156.70
10.72
----
142.32 0.43 -----
---- 82.47
124.17
0.00
25.53
----- 83.20
13.00
156.88 << 10.81
143.66 ---- -----
----- 139.51
-----
40.61 -----
- 142.32
�- 143.66
7
13.33
153.84
149.46
10.87
10.91
144.74 ---- ----
145.37
152.45
54.88 ----
- 144.74
3.50
144.03
10.92 <<
----- ----
145.50 ----- -----
--- 160.20
161.78
63.66 ---
65.56
145.37
3.67
13.83
137.84
131.06
10.89
10.83
145.08 ----- -----
---- 156.56
59.41 -----
- 145.50
---- 145.08
00
123.72
10.74
144.10 ----
142.56 0.35 ----
---- 144.80
126.85
46.44
28.14
- 144.10
14.17
14.33
115.86
107.56
10.65
10.60
141.12 0.62 -----
111.14
----
14.46 ----
----- 142.56
---- 126.19
4.50
98.90
10.57
140.39 0.68 ----
139.88 0.70
--- 103.27
8.23 -
112.18
14.67
89.97
10.54
----
139.30 0.71 ---
98.15
---- 92.35
5.62 ----
2.97
- 104.47
14.83
15.00
80.84
71.58
10.50
10.46
138.69 0.73 ----
----- 86.21
0.16 -
96.03
87.10
5.17
62.42
10.40
137.94 0.72 ----
137.05 0.72
---- 79.30
0.00 -
80.03
5.33
53.89
10.35
---
136.09 0.71 -----
71.00
-----62.73
0.00 -----
- 71.71
15.50
47.42
10.29
135.17 0.70 ----
55.02
----- ----
-----
63.44
---
5.67
43.42
10.25
134.41 0.70 ----
49.12
-----
55.72
15.83
40.61
10.22
133.83 0.69 ----
--- 44.65
----
---- 49.82
16.00
38.35
10.19
133.39 0.69 -----
--- 41.38
----
- 45.35
17
36.31
10.17
133.03 0.69 ----
- -- 38.86
----
----- 42.07
16.33
34.43
10.15
132.71 0.68 ----
----- 36.64
-___ 39.54
6.50
32.70
10.14
132.42 0.68 ----
34.64
-----
----- 37.32
16.67
31.09
10.12
132.16 0.68 -----
----- 32.81
----
- - 35.32
6.83
29.60
10.11
131.91 0.68 ----
31.14
-----
----- 33.50
17.00
28.23
10.09
131.69 0.68 -----
----- 29.66
---- -----
----
31.82
17.17
26.95
10.08
131.46 0.68 ----
---- 28.33
____
30.34
7.33
25.76
10.07
131.25 0.67 -----
--- 27.05 -----
- 29.01
7.50
24.63
10.06
131.05 0.67 -----
25.82
-----
27.72
17.67
23.56
10.05
130.85 0.67 -----
----
---- 24.66 -----
----
26.50
3
22.55
10.04
130.67 0.67
23.56
- 25.33
18.00
21.58
10.03
130.50 0.67 - ---
_____ 22.51
--
24.23
- 23.18
18.17
20.66
10.02
130.33 0.67 ----
21.51 -----
-----
22.18
18.33
19.80
10.01
130.17 0.67 -----
20.57
- 21.23
Continues on next page...
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

SWS 0511112 Modification
Westgate
PREPARED FOR
Ocean Gate, LLC
PO Box 3167
Wilmington, NC 28406
910-791-1196
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

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319 Walnut Street
Wilmington, NC 28401
Westgate Roads
DRAINAGE AREAS -
DATE:
BY:
SCALE:
SHEET NO.:
24A
24B
25A
25B
27
28
29
29A
30
30A
35
35A
6/12/2006
David Hollis, PE, PLS
1 "=100'
3
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0.3 acres
0.2 acres
0.2 acres
0.2 acres
0.2 acres
0.2 acres
0.2 acres
0.4 acres
0.4 acres
0.4 acres
0.4 acres
Area Total this Sheet 3.40 acres
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Hanover Design Services PA
319 Walnut Street
Wilmington, NC 28401
Westgate Roads
DRAINAGE AREAS --
DATE: 6/12/2006
BY: David Hollis, PE, PLS
SCALE: 1 "=100'
SHEET NO.: 4
18
0.2 acres
18A
0.2 acres
20
0.3 acres
20A
0.3 acres
21
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21A
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22A
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319 Walnut Street
Wilmington, NC 28401
AC
Westgate Roads
DRAINAGE AREAS -
Q j DATE: 6/12/2006
BY: David Hollis, PE, PLS
SCALE: 1 "=100'
Fft SHEET NO.: 2
MF,
8 0.2 acres
8A 0.5 acres
(� 8B 0.3 acres
29- � 8C 0.3 acres
80 / 90 0.2 acres
0.5 acres
11 0.2 acres
12 0.2 acres
12A 0.5 acres
31 0.4 acres
31 A 0.4 acres
4 32A 0.3 acres
V 0.3 .acres
33 0.2 acres
(11 33A 0.2 acres
34 0.5 acres
�-- Area Total this Sheet
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WESTGATE (Plaza Pond No.2) — Impervious surfaces & Drainage Areas
As -built condition:
EXISTING and PERMITTED —
Drainage Areas:
DA (West Gate Drive & Ocean Gate Drive) = 5.0 acres
Impervious Areas:
Existing roads = 1.42 acres
Existing sidewalks = 0.16 acres
Existing buildings = none
Total impervious = 1.60 acres
New areas and modified permit:
NEW and NOT YET PERMITTED —
Drainage Areas:
DA (additional RAM) = 5.7 acres
Total overall DA to pond = 10.70 acres
Impervious Areas:
New roads = 2.101 acres
New sidewalks = 0.446 acres
New buildings = none
Other — safety factor = 0.053 acre
Total new impervious = 2.60 acres
Total overall impervious to pond = 4.20 acres
6309DWQ2-No2.doc
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILI11dINGTON, NC 28401

Westgate Roads — Wet detention / retention pond (Oceangate Plaza Pond)
Additional Calculation Summary for NCDENR / DWQ:
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 4.2 acres ..
TOTAL AREA DRAINING TO POND = 10.7 acres
10.7 acres total — 4.2 acres impervious = 6.5 acre green area
SA REQUIRED: 4.2 / 10.7 = 0.39, or 39%
At 6' depth, 90% TSS removal,
10.7 x 0.01 x 2.1
At Elev. = 17.0
from chart — SA/DA factor = 2.1
9,800 sf SA REQUIRED
13,000 sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
(Pj)= 0.9
(Rv)= 0.05 + 0.9(4.2/10.7) = 0.403
(A)= 10.7
R= [(1)(0.403)/12](10.7) = 0.360 acre-feet
= 15,700 cf REQUIRED STORAGE
At Elev. = 18.5 = 22,000 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
18.5-17.0/2=0.75'
1-1/2" PVC drain to draw -down pond:
Orifice equation: Q = CA(2gh)"1/2
Q = 0.6(.0123)(64.4 X 0.5)^1/2
= 0.042 cfs
T = 374,000 sec. = 4 days OKAY
FOREBAY REQUIREMENTS —
Required capacity = 35,800 X 20% = 7,000 cf
Provided capacity = 7,000 cf
6309-Westgateroads-D W Q. doc
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Westgate Roads - "Plaza Pond"
STAGE - STORAGE TABLES:
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR.
INCR. • .
INCR.
ELEV.
AREA
VOL.
STORAGE
STORAGE
(ft)
(Sf)
(cfl
(cfl
(ac-ft)
17.0
13,000
-
-
-
18.0
16,000
14,500
14,500
0.33
18.5
17,500
8,375
22,875
0.53
19.0
19,000
9,125
32,000
0.73
20.0
22,000
20,500
52,500
1.21
21.0
26,000
24,000
76,500
1.76
STATE STORAGE VOLUME -
22,87E
0.53
stage6309roads.xls
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIPJIINGTON, NC 28401

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Reservoir Report
Reservoir No. 1 - WET POND - PLAZA
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
ft
ft
0.00
17.00
1.00
18.00
2.00
19.00
3.00
20.00
4.00
21.00
Contour area
Incr. Storage
Total storage
sgft
cuft -
cuft
13,000
0
0
16,000
14,500
14,500
19,000
17,500
32,000
22,000
20,500
52,500
26,000
24,000
76,500
Culvert / Orifice Structures
[A]
[B]
[C]
Rise in
= 18.0
1.5
0.0
Span in
= 18.0
1.5
0.0
No. Barrels
= 1
1
0
Invert El. ft
= 16.50
17.00
0.00
Length ft
= 80.0
10.0
0.0
Slope %
= 0.60
0.10
0.00
N-Value
= .011
.013
.000
Orif. Coeff.
= 0.60
0.60
0.00
Multi -Stage
= ----
Yes
No
Stage / Storage / Discharge Table
Page 1
English
Weir Structures
[D] [A] [B] [C] [D]
0.0
Crest Len ft
= 0.5
16.0
40.0
0.0
0.0
Crest El. ft
= 18.50
19.50
19.60
0.00
0
Weir Coeff.
= 3.00
3.30
3.00
0.00
0.00
Eqn. Exp.
= 1.50
1.50
1.50
0.00
0.0
Multi -Stage
= Yes
Yes
Yes
No
0.00
.000
0.00
No
Tailwater Elevation =
17.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage
ft
Storage
Elevation
Clv A
Clv B
Clv C Civ D Wr A
Wr B
Wr C Wr D
Discharge
cuft
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs
cfs
0.00
1.00
0
14,500
17.00
18.00
0.00
6.17
0.00
0.04
--- --- 0.00
0.00
0.00 --
0.00
2.00
32,000
19.00
10.84
0.05
--- 0.00
-- 0.53
0.00
0.00
0.00 ---
0.00 -
0.04
0.58
3.00
52,500
20.00
14.03
0.00
--- --- 2.76
18.67
30.36 --
14.03
4.00
76,500
21.00
16.48
0.00
--- -- 5.93
97.00
198.78 ---
16.48
FUNOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGT®N, NC 28401

Hydrograph Summary Report
Page 7
Hyd.
No.
Hydrograph
. Peak
Time
Time to
Volume
Return
Inflow Maximum
Maximum
Hydrograph
type
(origin)
flow
(cfs)
Interval
(min)
peak
period
hyd(s) elevation
storage
description
(min)
(cult)
(yrs)
(ft)
(tuft)
SCS Runofff 6.61
10
760
66,758
10 -- --- 10yr Predev
SCS Runoff 12.52
10
750
115,452
50 ---- ---- 50yr Predev
SCS Runoff 15.84
10
750
142,417
100 --- ---- — 100yr Predev
�+
SCS Runoff 12.39
6
750
101,127
10 --- --- 10yr Postdev
5
SCS Runoff 20.07
6
750
159,278
50 ---- 50yr Postdev
6
SCS Runoff 24.13
6
750
190,265
100 -- 100yr Postdev
7
Reservoir 6.48
6
798
91,827
10 4 19.64 45,174 10yr Post -Route
8
Reservoir 13.92
6
786
149,886
50 5 19.96 51,732 50yr Post -Route
11
Reservoir 14.94
786
180,837
100 6 20.33 60,540 100yr Post -Route
HANIOV R DESIGN SERVICES
319 I,NUT STREET
WILB INGTON, NC 28401
r^roi. file: 6309-westgateroads.G
WIDF file: newhanover.IDF
I Run date: 08-09-2006

Hydrograph Report
Page 1
English
Hyd. No. 7
10yr Post -Route
Hydrograph type =
Reservoir
Peak
discharge =
6.48 cfs
Storm frequency =
10 yrs
Time
interval
=
6 min
Inflow hyd. No.
=
4
Reservoir name =
WET POND - PLAZ
Max. Elevation
=
19.64 ft
Max. Storage =
45,174 cuft
Storage Indication method used.
Total Volume = 91,827 cuft
Hydrograph Discharge
Table
Time Inflow
Elevation Clv A
Clv B Clv C
Clv D Wr A
Wr B
Wr C
Wr D Outflow
(hrs) cfs
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs
12.60 12.23
18.62
9.35
0.05 ----
---- 0.07
----
-----
---- 0.11
12.70 11.73
18.86
10.32
0.05 ----
----- 0.33
-----
---
---- 0.38
12.80 11.06
19.07
11.10
0.05 -----
----- 0.65
----
----
---- 0.71
12.90 10.30
19.25
11.70
0.06 ----
----- 0.97
----
-----
----- 1.03
13.00 9.46
19.40
12.21
0.06 ----
----- 1.28
----
----
---- 1.34
13.10 8.55
19.53
12.62
0.06 -----
---- 1.56
0.46
0.00
---- 2.08
13.20 7.60
19.61
12.89
0.06 ----
---- 1.76
2.06
0.48
--- 4.37
13.30 6.64
19.64 << 12.98
0.06 ----
---- 1.83
2.97
1.62
---- 6.48 <<
13.40 5.71
19.�i +
12.97
0.06 ----
---- 1.83
2.87
1.49
---- 6.25
13.50 4.83
19.63
12.93
0.06 ----
----- 1.80
2.55
1.09
---- 5.50
13.60 4.15
19.62
12.90
0.06 -----
---- 1.77
2.22
0.68
---- 4.73
13.70 3.71
19.61
12.87
0.06 ----
----- 1.75
1.95
0.35
----- 4.12
13.80 3.39
19.60
12.86
0.06 ----
---- 1.74
1.77
0.12
--- 3.69
13.90 3.17
19.60
12.84
0.06 ----
---- 1.73
1.64
0.00
---- 3.43
14.00 3.01
19.59
12.82
0.06 -----
--- 1.71
1.56
0.00
----- 3.33
14.10 2.87
19.59
12.81
0.06 -----
----- 1.70
1.46
0.00
---- 3.22
14.20 2.76
19.58
12.79
0.06 ----
---- 1.69
1.36
0.00
---- 3.10
14.30 2.65
19.58
12.77
0.06 ----
---- 1.67
1.26
0.00
---- 2.99
14.40 2.57
19.57
12.75
0.06 ----
---- 1.66
1.16
0.00
---- 2.88
14.50 2.49
19.56
12.73
0.06 ----
----- 1.65
1.07
0.00
---- 2.78
14.60 2.41
19.56
12.72
0.06 -----
--- 1.64
0.99
0.00
----- 2.68
14.70 2.34
19.55
12.70
0.06 -----
---- 1.63
0.91
0.00
----- 2.60
14.80 2.28
19.55
12.69
0.06 -----
----- 1.62
0.84
0.00
---- 2.51
14.90 2.22
19.55
12.68
0.06 -----
----- 1.61
0.77
0.00
---- 2.44
15.00 2.16
19.54
12.67
0.06 ----
----- 1.60
0.71
0.00
----- 2.37
15.10 2.10
19.54
12.65
0.06 ----
----- 1.59
0.65
0.00
---- 2.30
15.20 2.05
19.54
12.64
0.06 ----
----- 1.58
0.59
0.00
----- 2.23
15.30 1.99
19.53
12.63
0.06 -----
----- 1.57
0.54
0.00
----- 2.17
16.40 1.94
19.53
12.62
0.06 -----
---- 1.57
0.49
0.00
----- 2.11
15.50 1.89
19.53
12.62
0.06 ----
----- 1.56
0.44
0.00
---- 2.06
15.60 1.84
19.52
12.61
0.06 -----
---- 1.55
0.39
0.00
---- 2.00
15.70 1.78
19.52
12.60
0.06 ----
----- 1.55
0.34
0.00
----- 1.95
15.80 1.73
19.52
12.59
0.06 -----
----- 1.54
0.29
0.00
----- 1.89
15.90 1.68
19.51
12.58
0.06 ----
----- 1.53
0.25
0.00
----- 1.84
16.00 1.63
19.51
12.57
0.06 ----
---- 1.53
0.20
0.00
---- 1.79
16.10 1.57
19.51
12.56
0.06 -----
---- 1.52
0.15
0.00
----- 1.73
Continues on next page...
YIANOVER DESIGN SERVICES
319 WALNUT STREET
WILINIINGTON, NC 28401

Hydrograph
Report
Page 1
English
Hyd. No. 8
50yr Post -Route
Hydrograph tyke =
Reservoir
Peak
discharge
=
13.92 cfs
Storm frequency =
50 yrs
Time
interval
=
6
Inflow hyd. No. =
5
Reservoir name =
min
WET POND - PLAZ
Max. Elevation =
19.96 ft
Max.
Storage =
51,732 cuft
-
Storage Indication method used.
Total Volume = 149,886 cult
Hydrograph Discharge Table
Time Inflow Elevation
(hrs) cfs
Clv A
Clv B Clv, C
Clv D Wr A
Wr B
Wr C
Wr D Outflow
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs
12.40 19.74 18.98
10.77
0.05 -----
--- 0.50
----
----- 0.56
12.50 20.07 << 19.32
11.95
0.06 -----
---- 1.11
----
-----
-
- 1.17
12.60 19.65 19.62
12.90
0.06 -----
----- 1.77
2.19
0.65
4.67
12.70 18.72 19.80
12.80 17.53 19.88
13.44
13.67
0.04 ----
0.01
----- 2.21
8.51
10.45
---- 13.33
12.90 16.22 19.93
13.83
-----
----- ----
---- 2.42
---- 2.57
12.28
15.05
17.65
23.10
---- 13.67
----- 13.83
13.00 14.79 19.96
13.10 13.28 19.96
13.91
13.92
----- ----
---- 2.65
16.57
26.15
---- 13.91
13.20 11.71 19.94
13.85
--- -----
- ----
----- 2.66
---- 2.59
16.68
i 5.38
26.37
----- 13.92 <<
13.30 10.15 19.89
13.71
0.00 ----
----- 2.45
12.80
23.18
18.65
____ 13.85
---- 13.71
13.40 8.65 19.81
13.50 7.25 19.73
13.49
0.03 ----
----- 2.26
9.35
12.02
---- 13.49
13.60 6.19 19.67
13.25
13.07
0.05 ---
0.06 -----
---- 2.06
---- 1.91
6.07
3.94
6.17
2.82
----- 11.54
13.70 5.52 19.64
12.98
0.06 ----
---- 1.83
2.99
1.64
----- 8.72
6.52
3.80 5.03 19.63
13.90 4.68 19.62
12.94
0.06 -----
- 1.80
2.58
1.13
---- 5.56
14.00 4.44 19.62
12.91
12.90
0.06 ----
0.06 ----
---- 1.78
----- 1.77
2.34
2.19
0.84
0.65
---- 5.02
14.10 4.24 19.61
12.89
0.06 ----
---- 1.76
2.08
0.51
---- 4.67
4.41
14.20 4.06 19.61
14.30 3.90 19.61
12.88
0.06 ----
--- 1.76
1.99
0.40
-- 4.21
14.40 3.77 19.61
12.87
12.86
0.06 ----
0.06 -----
---- 1.75
--- 1.74
1.92
1.85
0.31
0.22
---- 4.03
14.50 3.65 19.60
12.86
0.06 -----
---- 1.74
1.79
0.15
----- 3.88
----
14.60 3.53 19.60
12.85
0.06 -----
----- 1.74
1.74
0.09
3.75
----- 3.63
14.70 3.43 19.60
14.80 3.33 19.60
12.85
0.06 ----
---- 1.73
1.69
0.03
- 3.51
14.90 3.24 19.60
12.84
12.84
0.06 ----
0.06 ----
---- 1.73
----- 1.72
1.65
1.61
0.00
0.00
---- 3.44
15.00 3.15 19.59
12.83
0.06 ----
----- 1.72
1.56
0.00
----- 3.40
----- 3.34
15.10 3.06 19.59
12.82
0.06 ----
---- 1.71
1.50
0.00
----- 3.27
15.20 2.98 19.59
15.30 2.90 19.58
12.80
0.06 ----
----- 1.70
1.44
0.00
----- 3.20
15.40 2.83 19.58
12.79
12.78
0.06 -----
0.06 -----
----- 1.69
---- 1.68
1.38
1.31
0.00
0.00
---- 3.13
15.50 2.75 19.57
12.77
0.06 ----
----- 1.67
1.24
----
0.00 -----
3.05
2.98
15.60 2.67 19.57
12.75
0.06 -----
---- 1.66
1.18
0.00
---- 2.90
15.70 2.59 19.57
12.74
0.06 -----
----- 1.65
1.11
0.00 -----
2.82
15.80 2.52 19.56
15.90 2.44 19.56
12.73
0.06 ----
----- 1.64
1.04
0.00 -----
2.75
12.72
0.06 -----
---- 1.63
0.97
0.00 -----
2.67
Continues on next page...
HMO ER DESIGN SERVICES
319 WUNUT STREET =
WILIMINGTGN, A 28401

Hydrograph
Report
Page 1
English
Hyd. No.
9
100yr Post -Route
Hydrograph
type =
Reservoir
Peak
discharge
= 14.94 cfs
Storm frequency =
100 yrs
Time
interval
= 6
Inflow hyd. No. =
6
Reservoir name
min
= WET POND - PLAZ
Max. Elevation
=
20.33 ft
Max. Storage
= 60,540 cuft
Storage Indication method used.
Total Volume = 180,837 tuft
Hydrograph
Discharge Table
Time Inflow
Elevation Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C
Wr D Outflow
(hrs) cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs cfs
12.30 22.47
19.01
10.88
0.05
---- ----- 0.55
----
----
----- 0.60
12.40 23.8.1
19.40
12.21
0.06
----- ----- 1.28
0.00
----
---- 1.34
12.50 24.13 << 19.71
13.19
0.06
---- ---- 2.01
5.25
4.72
--- 10.94
12.60 23.56
19.92
13.78
----
----- ----_ 2.53
14.16
21.32
- 13.78
12.70 22.39
12.80 20.92
20.06
20.17
14.20
14.50
-----
---- ---- 2.93
22.32
37.86
- 14.20
12.90 19.31
20.25
14.73
----
----
---- ----- 3.24
---- ----- 3.49
29.11
34.63
51.98
63.62
----- 14.50
---- 14.73
13.00 17.58
20.31
14.87
-----
--- 3.65
38.42
71.64
14.87
13.10 15.74
13.20 13.84
20.33
20.33
14.94
14.93
-----
----- --- 3.73
40.34
75.73
14.94 <<
13.30 11.96
20.30
14.86
---
-----
----- ----- 3.72
---- ---- 3.63
40.18
37.99
75.40
70.74
--- 14.93
---- 14.86
13.40 10.16
13.50 8.49
20.25
20.17
14.71
14.49
----
---- ---- 3.46
34.15
62.60
----- 14.71
13.60 7.23
20.07
14.22
-----
---
---- --- 3.23
----- ---- 2.95
28.88
22.81
51.49
38.87
----- 14.49
----- 14.22
13.70 6.44
13.80 5.86
19.96
19.82
13.90
13.62
-
0.03
---- --- 2.64
16.31
25.64
----- 13.90
13.90 5.46
19.71
13.18
0.06
--- ----- 2.28
----- ---- 1.99
9.75
5.07
12.79
4.40
--- 13.52
-- 10.80
14.00 5.17
19.65
12.99
0.06
----- --- 1.84
3.12
1.80
- 6.82
14.10 4.93
19.63
12.93
0.06
---- ---- 1.80
2.53
1.07
--- 5.46
14.20 4.72
19.62
12.91
0.06
----- ---- 1.78
2.32
0.81
4.97
14.30 4.54
19.62
12.90
0.06
----- --- 1.77
2.21
0.67
- 4.71
14.40 4.38
19.61
12.89
0.06
----- ----- 1.77
2.12
0.57
--- 4.52
14.50 4.24
4.60 4.10
19.61
19.61
12.88
0.06
---- --- 1.76
2.06
0.48
- 4.36
14.70 3.98
19.61
12.88
12.87
0.06
0.06
----- ---- 1.76
---- ---- 1.75
1.99
1.94
0.40
0.33
---- 4.21
4.80 3.87
19.61
12.87
0.06
----- ---- 1.75
1.88
0.27
4.08
---- 3.96
14.90 3.76
19.61
12.86
0.06
---- ----- 1.74
1.84
0.21
----- 3.85
15.00 3.65
19.60
12.86
0.06
---- ----- 1.74
1.79
0.15
----- 3.74
15.10 3.55
19.60
12.85
0.06
----- ----- 1.74
1.74
0.09
----- 3.63
15.20 3.46
19.60
12.85
0.06 ----
---- 1.73
1.70
0.04
3.54
5.30 3.36
19.60
12.84
0.06 -----
----- 1.73
1.66
0.00
---- 3.45
15.40 3.27
19.60
12.84
0.06 -----
----- 1.72
1.63
0.00
- 3.41
50 3.18
19.59
12.83
0.06 -----
----- 1.72
1.58
0.00
---- 3.36
15.60 3.09
19.59
12.82
0.06 ----
---_ 1.71
1.53
0.00
-- 3.30
15.70 3.00
19.59
12.81
0.06 -----
---- 1.70
1.46
0.00
----- 3.23
15.80 2.91
19.58
12.80
0.06 -----
----- 1.69
1.40
0.00
----- 3.15
Continues on next page...
HANOVER DESIGN SERVICES
3.19 WALNUT STREET -
WILIMING&TON, NC 28401

Itr or Sewer System
Additional Storm Sewer and Stormwater Management
for
Westgate — A Southern Village of Homes and Commerce
PREPARED FOR
Ocean. Gate, LLC
PO Box 3167
Wilmington, NC 28406
910-791-1196
�en;i� CARoz .���04
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SE AL
20007
David S. Hollis, PE, PLS r'•,,� �D� Sa °gyp
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Hanover Design Services, P.A.
319 Walnut Street
Wilmington, NC 28401

HANOVER DESIGN SERVICES
319 WALNUT STREET
WILItVIINGTON, NC 28401
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319 WALNUT STREET
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Hydraflow Summary Report
Page 1
Line
No.
Line ID
Flow Line LineFELnvert
rate size length
(cfs) (in) (ft)(ft)
Dn
Invert
EL Up
(ft)
Line
slope
N
HGL
down
(ft)
HGL
uploss
(ft)
Minor
(ft)
Dns
line
No.
1
1 to 2
30.73
36 c
66.0
16.50
16.70
0.303
19.50
19.61
0.03
End
2
2 to 3
29.92
36 c
36.0
16.70
16.80
0.278
19.70
19.76
0.03
1 1
3
EX.2 TO 3
11.65
24 c
58.0
17.70
17.80
0.172
19.79*
19.92*
0.02
2
4
EX.3 TO 4
10.67
24 c
36.0
17.80
17.90
0.278
19.94*
20.01 *
0.02
3
5
EX.4 TO 5
10.02
24 c
44.0
18.00
18.10
0.227
20.02
20.10
0.02
4
6
5 TO 6
9.37
24 c
17.0
18.10
18.20
0.588
20.11
20.13
0.01
5
7
6 TO 7
8.15
24 c
232.0
18.20
19.20
0.431
20.20
20.44
0.02
6
8
7 TO 8
5.70
24 c
192.0
19.20
19.70
0.260
21.20
21.29
0.01
7
9
8 TO 9
2.44
18 c
180.0
20.20
20.50
0.167
21.70
21.77
0.00
8
10
9 TO 10
2.44
18 c
76.0
20.50
20.80
0.395
22.00
22.03
0.00
9
11
10 TO 11
2.04
18 c
112.0
20.80
21.00
0.179
22.30
22.33
0.00
10
12
11 TO 12
1.22
18 c
36.0
21.00
21.10
0.278
22.50
22.50
0.00
11
13
6 TO 6A
1.22
18 c
17.0
18.50
18.60
0.588
20.15*
20.15*
0.00
6
14
7 TO 7A
1.22
18 c
17.0
19.40
19.60
1.176
20.90
20.90
0.00
7
15
7 TO 7B
1.22
18 c
17.0
19.40
19.60
1.176
20.90
20.90
0.00
7
16
8 TO 8A
1.63
18 c
17.0
20.00
20.20
1.176
1 21.50
21.50
0.00
8
17
8 TO 8B
1.63
18 c
17.0
20.00
20.20
1.176
21.50
21.50
0.00
8
18
NEW3 TO 4
17.29
30 c
172.0
17.30
17.50
0.116
19.80*
20.06*
0.02
2
19
NEW4 TO 5
15.99
30 c
204.0
17.50
17.80
0.147
20.08
20.30
0.02
18
20
5 TO 6
14.03
30 c
392.0
17.80
18.10
0.077
20.32*
20.71 *
0.01
19
21
6 TO 7
11.16
30 c
372.0
18.10
18.40
0.081
20.72*
20.95*
0.01
20
22
7 TO 8
8.87
24 c
356.0
18.80
19.00
0.056
20.96*
21.43*
0.01
21
23
8 TO 9
4.82
24 c
36.0
19.00
19.10
0.278
21.44*
21.45*
0.00
22
24
9 TO 10
4.17
24 c
94.0
19.10
19.30
0.213
21.46*
21.49*
0.00
23
25
10 TO 11
2.74
18 c
94.0
19.30
19.50
0.213
21.49*
21.54*
0.00
24
26
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2.09
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19.60
0.278
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21.56*
0.00
25
27
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1.43
18 c
94.0
19.60
19.80
0.213
21.56*
21.58*
0.00
26
28
NEW4 TO 4A
0.65
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36.0
18.50
18.70
0.556
20.08
20.08
0.00
18
29
5 TO 5A
0.98
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36.0
18.80
19.00
0.556
20.32
20.32
0.00
19
30
6 TO 6A
1.43
18 c
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19.00
19.20
0.556
20.72*
20.72*
0.00
20
31
7 TO 7A
1.15
18 c
36.0
19.30
19.50
0.556
20.96
20.96
0.00
21
32
8 TO 8A
3.39
18 c
104.0
19.00
19.20 1
0.192 1
21.44*
21.53*
0.01
22
HANT01M DESI xN SE III!
31 iVALNU STR 'ET
WIL,TMINGTO , NC P8401
Project File: 6309-west.stm I-D-F File: WILMINGTONADF I Total No. Lines: 34 Run Date: 06-15-2006
NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition.

Hydraflow Summary Report Page 2

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Hydraflow Summary
Report
Page 1
Line
No.
Line ID
Flow
rate
(cls)
Line
size
(in)
Line
length
(ft)
Invert Invert Line HGL
EL Dn EL Up slope down
(ft) (ft) M (ft)
HGLrinor
up
(ft)
Dns
line
No.
1
19 TO 20
23.98
30 c
48.0
10.30
10.50
0.417
12.80
12.93
0.04
End
2
20 TO 20A
23.12
30 c
1
36.0
1 10.50
10.60
0.278
1 13.00
13.10
0.17
1 1
3
20A TO 22A
20.54
30 c
404.0
11.00
12.50
0.371
13.50
14.31
0.05
2
4
22A TO 23A
18.82
30 c
348.0
12.50
13.30
0.230
15.00
15.56
0.03
3
5
23A TO 24A
17.09
30 c
312.0
13.30
13.90
0.192
15.80
16.22
0.02
4
6
24A TO 25A
15.37
30 c
242.0
13.90
14.20
0.124
16.40
16.68
0.02
5
7
25A TO 27
14.07
24 c
55.0
14.20
14.50
0.545
16.69*
16.88*
0.03
6
8
27 TO 28
11.12
24 c
20.0
14.50
14.60
0.500
16.91 *
16.95*
0.02
7
9
28 TO 29
10.47
24 c
35.0
14.60
14.80
0.571
16.97*
17.03*
0.02
8
10
29 TO 30
9.17
24 c
389.0
15.50
16.50
0.257
17.50
18.02
0.02
9
11
30 TO 31
6..87
18 c
410.0
16.50
18.00
0.366
18.04
19.44
0.02
10
12
31 TO 32
4.58
18 c
311.0
18.50
20.10
0.514
20.00
20.92
0.03
11
13
32 TO 33
2.74
18 c
234.0
20.10
20.50
0.171
21.60
21.73
0.00
12
14
33 TO 34
1.43
18 c
93.0
20.50
20.70
0.215
22.00
22.01
0.01
13
15
20A TO 21
1.72
18 c
269.0
12.00
14.70
1.004
13.50
15.20
0.09
2
16
21 TO 21A
0.86
18 c
36.0
14.70
14.80
0.778
16.20
16.20
0.00
15
17
22A TO 22B
0.86
18 c
36.0
13.51)
13.70
0.556
15.00
15.00
0.00
3
18
23A TO 23B
0.86
18 c
36.0
14.30
14.40
0.278
15.80
15.80
0.00
4
19
24A TO 24B
0.86
18 c
36.0
16.90
17.00
0.278
18.40
18.40
0.00
5
20
25A TO 25B
0.65
18 c
36.0
15.20
15.30
0.278
16.70
16.70
0.00
6
21
27 TO 35
2.30
18 c
312.0
15.50
17.50
0.641
17.00
18.08
0.02
7
22
35 TO 35A
1.15
18 c
20.0
17.50
17.60
0.500
19.00
19.00
0.00
21
23
29 TO 29A
0.65
18 c
36.0
15.80
15.90
0.278
17.30
17.30
0.00
9
24
30 TO 30A
1.15
18 c
36.0
17.00
17.10
0.278
18.50
18.50
0.00
10
25
31 TO 31A
1.15
18 c
36.0
18.50
18.60
0.278
20.00
20.00
0.00
11
26
32 TO 32A
0.86
18 c
36.0
20.10
20.20
0.278
21.60
21.60
0.00
12
27
33 TO 33A
0.65
18 c
36.0
20.50
20.60
0.278
22.00
{ 22.00
0.00
13
�DVT R
319 %
NC
Project File: 6309-east.stm I I-D-F File: WILMINGTON.IDF I Total No. Lines: 27 Run Date: 06-15-2006
NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; -Indicates surcharge condition.

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APPENDIX ITEM 8
to
4ID
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Imomplip.F.
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GN
Kl\1
Ste? 1
LP
A li V)
u�
.zx
4
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n
a
Qj
R
a
Go

.180 10,000
168 6,000 EXAMPLE
156 6,000 D-42 inches (3.5 feel)
144 5,000 Q.120 efs
(3)
6.
5.
�
Z
132
4,000 u Isf,w
r 6. 5.
1.2 0
ll
3,000 (1) 2.5 8.6
5. 4.
4.
2,000 (2) 2.1 7.4
108
(3) 2.2 7.7
4.
3.
sD in leer
3.
1,000
3.
800
84
t- --- a ---.
600
/
2.
2
500
/
W
400
v
30015
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N
1.5
z
60
0
200
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1.5
_
54
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/
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w
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o
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0
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50SCa�E�~
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tr
W '
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RANG
0 TYPE
o
W
1.0
W
(I) Square edge with
Q
.9
33
% heodwail
3
O
.9
_a
0
30
20 (2) Groove end with
Q
headwall
=
_ 8
.e
(3) Groove and
.8
27/:
projecting
10
Z 24
8
.7 T
6 To use @Cole (2) of (3) project
.7
21
5 horizontallr to stole (1),then
4 use straight Inclined line through
D and p scales, or reverse as
I8
3• illustrated.
6 •6 .6
2
15
`- r.0 1- .5 ".5
12 HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
FHwa WITH INLET CONTROL.
' NOAPH 1
BRIDGE DIVISION HYDRAULIC MANUAL
1
4 - 35
12-85

t
`8
120 -
3000
:
114 -
0.9,9
108
2000
_
102
r�
96
1000
Pr:l Go
90
E Z
84 '
0.90
78
500
rn E
40Fp
A C)
p
72
66
300F'a
.
0.80
H
200
0.70
54
a 0.60
a
48
50,
0
4Q
\ 0.50
.�
42
1"
!!
.
20
a
0.40
o
36
10
N
33
0
30 !`
5
4
0.30
27
3
24
2
21
0.20
18
15
DHT
L12 CRITICAL DEPTH OF FLOW
FOR
J
CiRCuLAR CONDUITS
NOMDGWH G
BRIDGE DIVISION HYDRAULIC MANUAL
17-R5

1
P
i
FIGURES 235
FIGURE 38
HEAD FOR CIRCULAR CONCRETE PIPE
CULVERTS FLOWING FULL
n = 0.012
P-2000
0r
/
BUREAU OF PUBLIC ROADS JAN. 1963
f
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-.5
.6
.8
1.0
i"
-3
.4
5
6
8
10
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