SW8051203_Historical File_20170501

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: 910-25"502
www.cldeng.com
To:
NCDENR —Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn: 1.1
Christini%il f
❑ As Requested
❑ Sent via Mail
I Date: May 1, 2017
File: 1 310-04
Subject:
Modification to Existing Permit SWS 051203
for Savannah Lakes at the Meadowlands for
Stormwater Ponds #6 and #7
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Response Letter to Request for Additional Information
1
Original
Third Supplemental Declaration of Protective Covenants, Restrictions, Easements, Charges and Liens
for Meadowlands Golf Club — Phase 3
1
Copy
Third Supplemental Declaration of Protective Covenants, Restrictions, Easements, Charges and Liens
for Meadowlands Golf Club — Phase 3
2
Copies
Revision E: Sheet SW-1
Remarks I Please contact our office should you have any questions or concerns. Thank you.
CC: File A
Client MAY o Z 2
1:
PLLC
R. Carmine, PE
CLD Transmittal 05012017

Hall, Christine
From:
Hall, Christine
Sent:
Tuesday, May 02, 2017 10:01 AM
To:
'Jay Carmine'
Subject:
RE --.Savannah Lakes - SW8 051203
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
Con-
N.-C.- . 'i " Spa
Em,:# correspondrnra to and rom this cgdfYre--:3 !_ suh t'?,:t to .-0� :
North Carolina Put --Pr Records Lau! and may ?)a cis ;losed 10
From: Jay Carmine [mailto:[e-mail]]
Sent: Tuesday, May 02, 2017 9:54 AM
To: Hall, Christine <Christine.Hall @ncdenr.gov>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
I do not believe that it has been recorded yet. However, we made it clear to our client that recordation was a
requirement and that it would likely be expressly required in the permit. The final recorded version will be submitted to
the State.
Very Respectfully,
Jay Carmine, PE, Ii
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesicin.net

From: Hall, Christine [mailto:Christine.Hall Pncdenr.gov]
Sent: Tuesday, May 2, 2017 9:45 AM
To: Jay Carmine <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Jay,
Can you clarify if the original signed supplemental declaration submitted was recorded or if it is intended to act as a
promise to be recorded and submit the final recorded version when available?
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. hall0modenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Jay Carmine [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 4:44 PM
To: Hall, Christine <Christ;ne.HallI@ncden. r.gov>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
I will ensure that we do forward a copy of the approved plans to the developer. Thank you for the consideration.
Very Respectfully,
]ay Carmine, PE, PMP
r
V4
L _Jh'
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesign.net
From: Hall, Christine [mailto:[e-mail]_v-]
Sent: Thursday, April 27, 2017 4:39 PM
To: Jay Carmine <[e-mail]>

Hall, Christine
From: Hall, Christine
Sent: Friday, April 28, 2017 9:32 AM
To: 'Jay Carmine'
Subject: RE: Savannah Lakes - SW8 051203
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
INoihinc
N. Z-- I Compwvs
Ema# cof7e covlcM,;i: z go 5?n(f `r^i;'1 this _,t_,'C±I B:: hs tjjf�
Ncrllh GOff7iff l-� J—(.r o�J�l�' fi' ��'.i1i U•i �.`.'t. 31lC� if f ��� '�G:_ C:G'� : i �f lf. i P'• i f .�.
From: Jay Carmine [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 4:43 PM
To: Hall, Christine <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Phase 3 will have 99 lots comprised as: 8 lots in Phase 3A, 29 lots in Phase 313, and 62 lots in Phase 3C.
We are drafting a deed restriction (similar to those that were recorded for Phase 1 and 2, and that you referenced in
your earlier email) for Phase 3. 1 will note the 50-foot buffer setback in them for Phase 3C and reference that Phase 3A
and 38 are subject to the original Declarations. My plan is to send the deed restrictions over to the Client for signature
tomorrow and will submit the original to you for your records before May 41. The final recorded deed restrictions will
have all the standard legalese and polish for recordation.
Very Respectfully,
JaYVCar ine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402

Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.Coasta[LandDesicin.net
From: Hall, Christine[mailto:Christine.Hall @ncdenr.gov_]
Sent: Thursday, April 27, 2017 4:19 PM
To: Jay Carmine <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Jay, I'm sorry to have to send a follow up e-mail but I'm trying to draft the permit and came across a few pieces of
information that need to be confirmed:
The previous permit identified the number of lots within Phase 1, 2, and 3 as being 92, 82, and 100 lots,
respectively. Are these numbers still accurate?
Being that the new phases are subject to the 2008 rules, the deed restrictions are usually required to include a
statement about the 50' buffer. Please advise how that has been or will be handled.
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
chhstine.hall a-ncdenr.go_v
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Hall, Christine
Sent: Thursday, April 27, 2017 2:17 PM
To: 'Jay Carmine' <icarmin,2W.cldeng.com>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
I didn't see anything else during my review. How about May 411, which would be the standard 5 days.
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 ODncdenr. gov

Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
01-May-2017
Dear Christine Hall,
On April 26, 2017, we received an email request for additional information pertaining to the reason deed
restrictions were not needed for Phase 3 and the lack of annotation on the plans for the drainage easement in
Phase 3B for Lot 261. After a few email communications between us (attached to this response letter), we are
providing the additional information in this resubmittal. To aid in the review, we have included the email
request for additional information in the body of this email and how the each comment was addressed or
satisfied below the insertion.
Jay / Jeff,
I have had a chance to look over the application to modify Savannah Lakes, SW8 051203 and
have two small things. First, can you remind me why deed restrictions are not needed for these
phases? Secondly, I couldn't find a notation on the plans that a drainage easement was provided
on lot 261 in Phase 3B (pond 6). Am I overlooking it?
Thanks,
Christine Hall
Deed Restrictions
We have included an original and copy of the Third Supplemental Declaration of Protective Covenants,
Restrictions, Easements, Charges and Liens for Meadowlands Golf Club with this response. This third
supplemental Declaration is for Phase 3 development in similar fashion to how the recorded first and second
supplemental Declarations are pursuant to Phases 1 and 2, respectively.
Drainage Easements
Each lot within this development maintains an easement and right-of-way over and upon the rear and front ten
(10) feet of each Unit for drainage and the installation and maintenance of utilities and services. This is outlined
in Article 5, Section 6 of the Master Declaration — Meadowlands Golf Club (Deed Book 1198 at Page 0916-941).
This easement and right of way is illustrated and annotated on Sheet SW-01 included with this response.
Should you have any questions or concerns, please feel free to contact our office.
Thank you,
i
Jay Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
[phone] x 1001
ECEIVE
ti 02 2017
BY:
310-05 NCDENR RFI Response 05012017 Page 1 of 1

Jay Carmine
From: Hall, Christine <[e-mail]>
Sent:
Thursday, April 27, 2017 4:39 PM
To:
Jay Carmine
Cc;
Weaver, Cameron
Subject:
RE: Savannah Lakes - SW8 051203
I'm so sorry — but I had one more thought as I'm finishing up the drafted permit. You might want to consider sending in
an extra set of plans. One of the two sets that's submitted is sent to the permittee (the HOA in this case) and the second
is kept on file here. So unless the HOA shares, the developer will be left without a set for them to work off of.
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
E-mail correspondence to and from this address is subject to the
!North Carolina Public Records Lays, and may be disclosed to third parties.
From: Hall, Christine
Sent: Thursday, April 27, 2017 4:19 PM
To:'Jay Carmine' <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Jay, I'm sorry to have to send a follow up e-mail but I'm trying to draft the permit and came across a few pieces of
information that need to be confirmed:
The previous permit identified the number of lots within Phase 1, 2, and 3 as being 92, 82, and 100 lots,
respectively. Are these numbers still accurate?
Being that the new phases are subject to the 2008 rules, the deed restrictions are usually required to include a
statement about the 50' buffer. Please advise how that has been or will be handled.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program ����VE
Department of Environmental Quality
910 796 7215 office MAY 0 2 2017
i
BY:

910 796 7335 direct
christine. hall(aD-ncdenr.00v
127 Cardinal Drive Ext.
Wilmington, NC 28405
l Wit•3i it i'w[a ct)ri�a€`t' ,
w
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: Thursday, April 27, 2017 2:17'PM
To: 'Jay Carmine' <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
I didn't see anything else during my review. How about May 4th, which would be the standard 5 days.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Ouality
910 796 7215 office
910 796 7335 direct
christine.hall(o)ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jay Carmine [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 2:14 PM
To: Hall, Christine <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
OK. That sounds fair enough. I'll get on this right away. How long do I have to get this back to you?
Very Respectfully,
]ay Carmine, PE, PMP

Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesion.net
From: Hall, Christine fmailto:[e-mail]]
Sent: Thursday, April 27, 2017 2:12 PM
To: Jay Carmine <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
The plan sheets are not a standard place to reference any citation to deed restrictions. It would be better if citation was
included in a cover letter. An even better alternative would be a copy of the recorded document with the section noting
that Phase 3A and 313 is also covered under the original declaration somehow highlighted or called out.
Christine
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
Nothnq Compares
Email correspondence to and from this address is subject to the
Notth Carolina Public Records Law and msy be disclosed to Third parties.
From: Jay Carmine [mailto:[e-mail]
Sent: Thursday, April 27, 2017 1:53 PM
To: Hall, Christine <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Christine;
I think that this email will suffice as notice for additional information.
I will update Sheet SW-1 with clarification to the drainage easement and both Sheets SW-1 and SW-3 with a citation to
the associated deed and restrictive covenances. Will this action be sufficient to satisfy this request for additional
information? If so, I can turn this around and submit this back to you by close of business on Friday.

Thanks and please let me know.
Very Respectfully,
3ay Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesian.net
From: Hall, Christine fmailto:[e-mail]]
Sent: Thursday, April 27, 2017 1:39 PM
To: Jay Carmine <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <cameron.weaver([e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Thanks Jay.
Lot 261:
Please either provide a revised SW-1 that either includes that line type in the legend or has the drainage easement
called out on the plans. For instance, in comparing with SW-3 for Phase 3C, SW-3 includes the easement line type in the
legend and specifically calls out the drainage easement on the plans.
Deed restrictions:
Supplemental Declaration of Protective Covenants, Restrictions, Easements, Charges and Liens for Meadowlands Golf
Club were recorded for other phases of this development to document that those phases were subject to the original
Declaration of Covenants, Conditions, and Restrictions recorded in Book 1198 on Page 916. In looking through the file,
there is a copy of the supplement recorded in Deed Book 2200 on Page 582 with a handwritten note it is for Phase
1. There is also a copy of the supplement recorded in Deed Book 2326 Page 1220 with a handwritten note that it is for
Phase 2. I'll either need a citation to a recorded document that says these two phases are subject to the original
declaration for this subdivision or a signed form agreeing to record it.
i can formalize this in a letter requesting addition information if that would be helpful.
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 cOcdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
4

1--mail correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jay Carmine [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 8:27 AM
To: Hall, Christine <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Good morning Christine;
Thank you for the touching base with me about these items.
Lot 261
The plans are unquestionably a little busy in the vicinity of Lot 261, but in there is a drainage easement (10' off the pipe
alignment) that transects the northeast corner of Lot 261. The dashed line of the easement is partly overlaid by the
metes and bounds text of that lot — and partly by the revision cloud.
Deed Restrictions
It was my understanding that new deed restrictions would not be necessary since we did not change the Allowable Lot
BUA allocations for either of these phases. The existing permitted ones from the Thomas and Hutton submittal remain
as the overall deed restrictions for the entire development.
Please let me know should you have any questions, comments, or concerns; and, have a great day.
Very Respectfully,
Jay Carmine, PE, PMP
Coastal :.and Design, PLLC
PC Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastaILandDesian.net
From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, April 26, 2017 5:03 PM
To: Jay Carmine <[e-mail]>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: Savannah Lakes - SW8 051203
Jay / Jeff,

I have had a chance to look over the application to modify Savannah Lakes, SW8 051203 and have two small
things. First, can you remind me why deed restrictions are not needed for these phases? Secondly, I couldn't find a
notation on the plans that a drainage easement was provided on lot 261 in Phase 3B (pond 6). Am I overlooking it?
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.hallOncdenr.aov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
Notth Carolina Public Rc cords Law and may be disclosed to third parties.

Hall, Christine
From:
Hall, Christine
Sent:
Thursday, April 27, 2017 2:17 PM
To:
'Jay Carmine'; Jeff Petroff
Cc:
Weaver, Cameron
Subject:
RE: Savannah Lakes SW8 051203
I didn't see anything else during my review. How about May 41h, which would be the standard 5 days.
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
'Nothinq Compares
K-C.- -1
Email coirespcn,_;uiie,,e tr, an) Ili-o ,; 67is r 'Ji - :; 'b
Noah Caroiia i Public Re;L'L rd6 Law rj,:'d ma+r : ai._ ;',7;;, ;d r' to ihi �•' ;:1. ?`ts ,:'
From: Jay Carmine [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 2:14 PM
To: Hall, Christine <Christine.Hall @ncdenr.gov>; Jeff Petroff <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
OK. That sounds fair enough. I'll get on this right away. How long do I have to get this back to you?
Very Respectfully,
]ap Carmine, PE, PMP
L
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesign.net

From: Hall, Christine[mailto;[e-mail]]
Sent: Thursday, April 27, 2017 2:12 PM
To: Jay Carmine <'c� armine@ lde ,g,.com>; Jeff Petroff <' etroff cldeng.com>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
The plan sheets are not a standard place to reference any citation to deed restrictions. It would be better if citation was
included in a cover letter. An even better alternative would be a copy of the recorded document with the section noting
that Phase 3A and 3B is also covered under the original declaration somehow highlighted or called out.
Christine
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,rr7i nc i nrgov
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Jay Carmine [mailto:icarrninP@clden�.com]
Sent: Thursday, April 27, 2017 1:53 PM
To: Hall, Christine <[e-mail]>; Jeff Petroff <ipetroff(LDcideng.com>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Christine;
I think that this email will suffice as notice for additional information.
I will update Sheet SW-1 with clarification to the drainage easement and both Sheets SW-1 and SW-3 with a citation to
the associated deed and restrictive covenances. Will this action be sufficient to satisfy this request for additional
information? If so, I can turn this around and submit this back to you by close of business on Friday.
Thanks and please let me know.
Very Respectfully,
Jay Carmine, PE, PMP
'Vr
L _A6

Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesign.net
From: Hall, Christine[mailto:[e-mail]]
Sent: Thursday, April 27, 2017 1:39 PM
To: Jay Carmine <icarmine@cldeng.::om>; Jeff Petroff <' eip, trocldg .cnm>
Cc: Weaver, Cameron <cameron.vreaver,,ZDncdenr.gov>
Subject: RE: Savannah Lakes - SW8 051203
Thanks Jay.
%Lot 261:
Please either provide a revised SW-1 that either includes that line type in the legend or has the drainage easement
called out on the plans. For instance, in comparing with SW-3 for Phase 3C, SW-3 includes the easement line type in the
legend and specifically calls out the drainage easement on the plans.
Deed restrictions:
Supplemental Declaration of Protective Covenants, Restrictions, Easements, Charges and Liens for Meadowlands Golf
Club were recorded for other phases of this development to document that those phases were subject to the original
Declaration of Covenants, Conditions, and Restrictions recorded in Book 1198 on Page 916. In looking through the file,
there is a copy of the supplement recorded in Deed Book 2200 on Page 582 with a handwritten note it is for Phase
1. There is also a copy of the supplement recorded in Deed Book 2326 Page 1220 with a handwritten note that it is for
Phase 2. I'll either need a citation to a recorded document that says these two phases are subject to the original
declaration for this subdivision or a signed form agreeing to record it.
I can formalize this in a letter requesting addition information if that would be helpful.
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.hallici)-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
""'�s*thing Compares ..._
[=rn ;li Gull �'��JC? 1(ICl1C� to arid, om this addle-s i '3 S{.ibjO("1 Q) ifiR
".i":.. T,il a1L.,�;?izt ! �l•r :._ }fly Law and i-,Ita by rjYs;;!Useo to, !h,.'tf
From: Jay Carmine [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 8:27 AM
To: Hall, Christine <[e-mail]>; Jeff Petroff <[e-mail]>

Cc: Weaver, Cameron <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Good morning Christine;
Thank you foi the touching base with me about these items.
Lot 261
The plans are unquestionably a little busy in the vicinity of Lot 261, but in there is a drainage easement (10' off the pipe
alignment) that transects the northeast corner of Lot 261. The dashed line of the easement is partly overlaid by the
metes and bounds text of that lot — and partly by the revision cloud.
Deed Restrictions
It was my understanding that new deed restrictions would not be necessary since we did not change the Allowable Lot
BUA allocations for either of these phases. The existing permitted ones from the Thomas and Hutton submittal remain
as the overali deed restrictions for the entire development.
Please let mE l::now should you have any questions, comments, or concerns; and, have a great day.
Very Respectfully,
Jay Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastaILandDesign.net
From: Hall, Christine [milt:Chri�tine.Hall_ ncdenroy]
Sent: Wednesday, April 26, 2017 5:03 PM
To: Jay Carmine <icarmine@cldcnf!xom>; Jeff Petroff <' etvoff , clden .com>
Cc: Weaver, Cameron <[e-mail]>
Subject: Savannah Lakes - SW8 051203
Jay / Jeff,
I have had a chance to look over the application to modify Savannah Lakes, SW8 051203 and have two small
things. First, can you remind me why deed restrictions are not needed for these phases? Secondly, I couldn't find a
notation on the plans that a drainage easement was provided on lot 261 in Phase 313 (pond 6). Am I overlooking it?
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 ncd`rr.g_oy

127 Cardinal Drive Ext.
Wilmington, NC 28405

Meadowlands Property Owners Association, Inc.
1031 Meadowlands Trail
Calabash, North Carolina 28467
(c/o Atalaya Property Management, PO Box 769, North Myrtle Beach, SC 29597)
Re: Stormwater Submittal Meeting April 18
I, Carl Ruopp, authorize Teresa A. McLamb to represent me at the Express Stormwater Submittal
Meeting regarding the Project Savannah Lakes at the Meadowlands (modification to SW8 051203 dated
1/24/2008).
Date
Carl Ruopp, President
Meadowlands Property Owners Association, Inc.
EGEIVE
APR 18 2017

Supplemental Corporation Filings
�CEI�E
BV:`-

C201622200520
SOSID: 0415500
Date Filed: 8/12/2016 4:15:00 PM
State of North Carolina Elaine F. Marshall
Department of the Secretary of State North Carolina Secretary of State
C2016 222 00520
NONPROFIT CORPORATION'S STATEMENT OF CHANGE OF PRINCIPAL OFFICE
Pursuant to §55A-16-23(b) of the General Statutes of North Carolina, the undersigned nonprofit corporation does hereby submit the
following for the purpose of changing its principal office address currently on file with the Secretary of State.
INFORMATION CURRENTLY ON FILE
The name of the corporation is: Meadowlands Property Owners Association, Inc.
The street address and county of the principal office of the corporation currently on file is:
Number and Street: 1031 Meadowlands Trail NW
City, State, Zip Code: Calabash, NC 28467
County: Brunswick
The mailing address if different from the street address of the principal office currently on file is:
NEW INFORMATION
The street address and county of the new principal office of the corporation is:
Number and Street: 523 6th Avenue South
City, State, Zip Code: North Myrtle Beach, SC 29582
2. The mailing address if different from the street address of the new principal office is:
PO Box 769 North Myrtle Beach, SC 29597
This statement will be effective upon filing, unless a later date and/or time is specified:
This is the a'i day of J u I v , 20jk .
County: Horry
Meadowlands Property Owners Association, Inc.
Name of Corporation
ea � / —�0
5lgnaeiyu
lIMG We Alt ova . Qi��s•.r„�T
Type or)WntflaAe and Title
NOTES:
1. Filing fee is $5. This statement and one exact or conformed copy of it must be filed with the Secretary of State.
Revised January 2000 Form N-12
CORPORATIONS DIVISION P. O. BOX 29622 RALEIGH, NC 27626-
0622

Supplemental Property Deed
Phase 3C (Previously Submitted)
ECEIVE�
APR 18 2017
av:

11/18/1999
$16.00 13
AA " J �y": Peal Elam
E.CIIe Tzx
`A 1,-.)
ibKl� �-►
Brunswick County —Register of Deeds
Robert J. Robinson
Trust 130615 Book 1342Page 1429
11/18/1999 04:35pa Rea! a%_&
Tax Lot No ................ ........... AK f
•---••----...-.................................. Parcel Identi IerNo:• �
Vcriftedby............................................................. County on the ............. day of ................................................... 19..........
by......................................•----.................................................................................................................................................
Mailalter recording to............................................................................................................................................................
This instrument was prepared by SHEILA K. McLAMB
Attorney at Law
Post Office Box 3168
Shallotte, NC 29459
[phone]
Brief description for the Index Approx. 3.14 acres
THIS
NORTH CAROLINA GENERAL WARRANTY DEED
BILLY WILLIAMS, and wife,
ROSA LEE G. WILLIAMS
Post Office Box 843
North Myrtle Beach, SC 29597
and between
GRANTLL
MEADOWLANDS GOLF CLUB, INC.,
a North Carolina corporation with its principal
office and place of business located in Brunswick
County, North Carolina
Post Office Box 4159
Calabash, NC 29467
Enter in appropriate hh,ck for eaeh parry: name, address, and H appropriate. character of entity. e.g. corporation ar partnership.
The designation Grantor and Grantee as used herein shall include said parlies, their heirs, successors, and assigns, and shall
include singular, plural, masculine, feminine or neuser as required by context.
W ITNESSETI I, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain
lot or parcel of land situated in the Shallotte Township, Brunswick County, North Carolina and more particularly described
as follows:
BEING ALL of that 3.14 acre tract or parcel of land as shown on a survey prepared
by James R. Tompkins, RLS, dated July 29, 1999, and duly recorded in Map Cabinet
„ 2 l at Page /B of the Brunswick County Registry.
This instrument conveys all right and interest to a 1981 Conner Mobile Hom&
located on the above described Real Property. Seller disclaims any
liahility fnr future use or possession of said Mobile Home.

Inst 4 30615 Rook 1342Page: 1430
The property hereinahnve described was acquired by Grantor by instrument recorded in Book 340 at Page 262 of the
Brunswick County Registry -
A num showing the ahove described property is recorded in Plat Book _at face
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the
Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the
same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend
the title against the lawful claims ofall persons whomsoever except for the exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
IN WITNESS WIIEREOF, the Grantor has hereunto set his hand and seal, the day and year first above written.
6-'(SEAL)
BILLY WILLIAMS
4LZ�ae .(SEAL)
ROSA LEE G. WILLIAMS
IjMP ; :. - .
` STATE OF ORTH CAR0 INA, County of Brunswick
• fir <We < 1. Notary Public ofthe County and State aforesaid, aentfy that BILLY
WILLIAMS, and wife, ROSA LEE G. WILLIAMS personally appeared Wive me this day and
iy; c ies
acknowledged the execution orthe raregoing instrument.
`'.'•r �G
1
U
Witness hand and official sl amp or seal, this day or November, 1999.
`,L �•r Cy,titi
, '
NOTARY PUS iC
biy commission expires:
SPATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK
The Foregoing (ar annexed) Certifirate(s) of
HEATHER D ELLIS
Nntary(ies) Public is (arc) Cerlifiel to be Correct. q r h November
This Instrument was Filed for Registration on this Day of me r 199g
in the Book and Page shown on the First Page hereof.
ROBERTI ROBIJSONJ Register of Deeds
I.•

­AVE.NERRMG, PREVA
AND DGEW
N,90i°iYHT1AW
iOYTM,RRT, R. G
10
TA Ai!'.1f~£RRGb,
TM-05FUR RMORD
110V 1 31975
STAT3 OF NORTH CAT=NA a wvw'.zx wurcry, N. C
TT�AjX SUPERVISOR
COM= OF BRUNS ICK ry.._Og.......... _...
__..__.....--•`
ME MM, Made and entered into this the
f 'g day of povember
1975, by and between DARIUS STANALAM, UMM&rri.ed, of Brunswick County, MT't"
Carolina, Party of the first Part, and BILLY WIS,LIAMS'and wife, ROSA LEB G.
WILLV MS, Routs 1, Sox 299, North Myrtle Beach, South Carolina 29582, Parties
of the second Part, .
WITUBSSETH
TEAT said Party of the ficat part. for and in consideration of the
a= of T6N DOLLAPS AM OMER VALUABLE COMSIDBRATIONS to him in hand Paid by
e receipt of which is hereby acknowledged,
said parties of the second part, th
has bargained and sold and by these.presents does hereby bargain, sell and -
convey unto said parties of the second part, their heirs and assigns, all that
certain tract or parcel of land lying and being in Shallotte TownshiP. Bruns-
wick County° North Carolina, more Particularly described as follows:
South
BEGINMIRG in Lacy Bennett's southwest Bich ditch,runs thence
75° west 5 chains and 20 links to the Smi
north q° west 5o links with said ditch, thence north 18°
east 3 chains, thence north 10. east 1 chain; thence
north 220 west 2 chains and 50 links to a stake, thence
north 79. east 6 chains and 75 links to a stake in Lacy,
Bennett's line, thence with said Lacy Beanstt's line
south 22° west 5 chains and 95 links to an iron Pip
thence sfuth 4) east 95n links to Bthe BEGI'RRIN ,
tsinin4
And being the same tract or parcel of land conveyed to
Ord
Darius Stanaland by Alice E. stanaland and filed for
County
in the rec
office of the Register of Deeds of Brunswick
AND TO BOLD the above described tract or Parcel of land.
TO HAVE
, unto the
together with all privileges and appurtenances thersunto belonging
the second part, their heirs and assigns, to their only use
n said parties of
and behoof po=VBR. .-� g_h:V "`�, _s.i ':i.•,: —
' R r T
0 3.00
E:a io,RG
K*P 9�S 00
RPccrt

04 340 I'ME wrr i
AND said party of the first part covenants to and with said parties
of the second part, their heirs and assigns, that he is seized of the said
Promises in fee and has the right to convey the same in fee simple, that same
are free and clear of all encumbrances and that he -does hereby and will for-
ever warrant and defend title to sane against the lawful claims of. all
Persons WHOMSOEVER.
IN TESTIMONY WHEREOF, said party of the first part has hereunto set
his hand and seal the day and year first above written.
STATE OF NORTH CAROLImt
COUNTY OF BRUNSWICK
I, M07REY PUBLIC, do here-
by certify that DARIUS STANAIANO, unmarried, personally appeared before me
tLis day and acknowledged the due execution of the foregoing deed for the
purposes therein set forth.
Witness my hand and notarial eea3. AM9 the day of
November, 1975.
n
.My commission expireas
MWATIL IfRnnee, rRWATn II
STATE OF NORTH CAROLINA- Brunswick County The Foregoing Certificate(s) o3USAN $ - CARSON, NOTARY PUBLICof.
(bxare) certified to be correct.
Recorded this 13th dsy of NOV$MBER 19'/-5--.,t 12 : U o'clock P • M.
:A0hur V ..Xjox, Register of Deeds
[C�l�Ll .rrY e-P

............
"a 6
�
as
as
1.Im 1P
x
z1
k
' HIMOPU

0�
d
i
J _ U
0- -
d d1
Q
W y+
- N'
�errE swc°ry i '�E°at
� �
o �
ill
V!!!IIji,
—r.11 will
4� A
4 M MCGCB.i �`�
ADbE�
� es
H
I
R � ddddodcdddddddddddd666
112 §1391a9385.99399;e®gma l
I
% 4W�qQ

Coastal Land Desian, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
www.cideng.com
To:
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Christine Hall
❑ As Requested
❑ Sent via Mail
Date: I April 18, 2017
File: 310-04
Subject: IModification to Existing Permit SW8 051203
for Savannah Lakes at the Meadowlands for
Stormwater Ponds #6 and #7
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Express Stormwater Review Resubmittal Letter
1
Check
In the Amount of $4,000.00 (Check 91255)
1
Original
Stormwater Management Permit Application Form
i
Copy
Stormwater Management Permit Application Form
i
Original
We Detention Basin Operation and Maintenance Agreement (Pond 6)
1
Original
Wet Detention Basin Operation and Maintenance Agreement (Pond 7)
1
Original
Wet Detention Basin Supplement (Pond 6)
1
Original
Wet Detention Basin Supplement (Pond 7)
1
Original
Express Stormwater Design Narrative
1
Original
Express Stormwater Design Calculations
1
Original
Supplemental USGS Quad Map
1
Copy
Supplemental Soils Investigation (Phase 3C) — previously submitted
1
Copy
Supplemental Property Deed
1
Copy
Supplemental Corporation Filings
1
Original
Stormwater Meeting Representative Authorization Letter
2
Copies
Stormwater Design Plans
Remarks Please contact our office should you have any questions or concerns. Thank you.
CLD Transmittal 04182017

Express Stormwater Design Calculations
Modification to State Stormwater Permit: SW8 051203-MOD
For
Savannah Lakes at the Meadowlands Phase 313 and 3C
Calabash, Brunswick County, NC
Prepared for:
Meadowlands Golf Club, Inc.
PO Box 4159
Calabash, NC 28467
Prepared by:
r Coastal land Design, PLLC
Civil Engineering / Landscape Architecture
Land Planning / Construction Management
P.O. Box 1172 (910) 254 - 9333
Wilmington, NC 28402 (910) 254 - 0502
vwwe.cidena.com
CAR0//'/;
AL ,
• IrfIl-4
• A
April 18, 2017 EC E IVE
APR 18 2017
BY:

Savannah lakes Phase 3B
Stormwater Piping System Calculations

Savannah Lakes Phase 3B
Brunswick County
Stormwater Drainage System Calculations
Designer:........... Jay Carmine, PE
Checked: ............. Jeff Petroff, PE
Date: ................... 3/7/2017
File Location:...... W:\CLD Projects\310-00 Farmstead properties, LLC\310-03 Meadowlands - Savannah Lakes\CALCS\2017 Resubmittal\[Piping
System Calculations.xls]CB Design (2)
Open Space CN, CNimp = 98 (for all SHGs)
Space CN, CNopenA = 39 (Baymeade
O
fine sands; good condition)
Open Space CN, CNopenB =
61
(Griffon fine sandy loam; good condition)
Sheet Flow Average Length, Lsf =
65
[ft]
Sheet Flow Average Slope,! =
1.0
[%]
Mannings Sheef Flow Runoff Coeff, Csf =
0,24
(dense grass)
NOAA Atlas-14 2-yr Rainfall, P2 =
4.31
[in/hr]
Average Sheet Flow Time, Tsf =
11.5
[min]
Shallow Concentrated Average Grass Distance, Lscg =
20
[ft]
Shallow Concentrated Average Grass Slope, Sscg =
1-0
[%]
Average Grassed Shallow Concentrated Time, Tscg = 0.2
[min]
Shallow Concentrated Average Road Slope, Sscr = 0 5
[%]
Time =
25-yr Rainfall Intensity =
Inverse 25-yr Rainfall Intensity =
NOAA Atlas 14- Preci itation Estimates
5
10 15 30 60
10 20F
Bag 6184 5.06 337
0.098
0.124 0.146 0.198 0.297
[min]
[in/hr]
[hr/in]
25-yr Storm Event Intensity Coefficient, g = 283.1 (1/slope of inverse rainfall intensity)
25-yr Storm Event Intensity Coefficient, h = 24.8 (intercept of inverse rainfall intensity a slope of inverse rainfall intensity)
Standard Pipe Material, n = 0.011 (CPP)
ID
Upstream
Basin
Total
Basin
Roadway
Impervious
Building
Im ervious
Other
Im ervious
Remaining�Percent
Pervious
vious
SHG A Basin
Percent
SHG B Basin
Percent
no
1
2
name
CI3
C12
s
76
szoo
s
8175
5 785
s
36 ON
16 000
s
13.0
1505
s
30,095
18,910
60.6
55.2
50 50
20
3
C13
200
5 685
20
1480
17,035
61.5
--so
100 0
4
HOGES
23,100
5,610
8000
1455
0
8,035
65.2
50 50
5
49,000
v 1
4 830 11
0
39 190
20.0
50 50
Drainage Basin I Basin I Basin Time of I 25-yr Rainfall
Concentrated
Basin CN C Length I -_-1 I Concentration Intensity
C11 79.1 0.58 515 1 430 -1 16.7 6.82
C12 79.4 0.59 265 180 13.8 7.33
C13 75.3 0.51 F 350 265 14.8 7.15
C14 81.3 1 0.63F 250 165 13.6 7.37
DG5 59.6 1 0.20 F 4zs 350 16.5 6.R9
Subbasin
Discharge
Downstream
Basin
Total
Flow
cfs
cfs
cfs
7.0
7.0
4.2
POND
11.1
3.7
�C12
1 C14
I3.7
2.4
PQ,ND
6.1
1.5
POND
1.5
Pipe
Pipe
Length
Pipe
Slope
Min Pipe
Diameter
Designed Pipe
Diameter
Mil
Cl/Qfull
Vfull
V/Vfull
Pipe
Velocity
name
ft
%
in
in
cis]
I --- 1
[fps]f
s
C11-02
14.5
®
12.4
0.56
7.0
0.88
6.2
151
16.0
24
32.9
0.34
10.5
0.76
7.9
CI3-CI4
1.00
11.4
15
7.7
0.48
6.2
0.84
5.3
�#-110
CI4 POND
145
1.47
12.8
18
15.1
0.40
8.5
0.80
6.8
DG5-POND
450
6.30
10.3
®
0.8
0.98
2.2
Noce: Ub-FUNU conveys drainage through two 8-inch pipes
Page 1 of 1

m
IL
it
0
�
�
�
�
E
E
0
co
LM
�
�
�
co
E
�
0
*a
co
§
§ %
«.
k k
k�
k E
0 0
\
c$0
2
§
o.z
w
k
c
Cm_
Cl c
m �
J
m m
k
§
\
0CLF �
m $
CN
CV
R
ƒ
%
�^
°
��
\ /
f
2
E�
2
% k
�2—
t! CLE
k �
!r-
Q %
CD CN
�q£
§ q
`� _
&
g
■t�_£
I q
�
CL
§g
°°—
§]£
- CD
~
§aF
P.� 2
Ee�
§(D
@
2
\»
N
d)
§
\
§
9
L
4
)
§
\
B §
LL
'
w
�©
o
�z
_ �
IL
z

/
c
.0
�
�
�
�
�
�
�
�
ca
E
�
0
-W
co
\
g
§
}
§
d
§
\
a
E
q m
j
§
N %
k
C
& C
;
CL
§ /
w
® N
x
c A
2 m
m m
C4
$
CL E
k �
B
w
R k
°
k
E
o§
E
Q
q Cl)
2
CL
E
§ f
-
m co
c
0
.
m_ $co
LO
Q2 £
R §
»■
g
§ �
/
122
2 (
f
°
E ƒ
OD
..
.
a c
/
£
/ k
/ #
LO
~
12
2
f
I f
d
L
X
§
) q
}
k
G CM
/
£
a
E
2
�0 v
$ @
+
■a
o C.
k
ED
a
k
� L
� \
a
�
2
o
k k
G q
w
/
-
d
\
ci
\ E
I �
.
2
\
£
W _
E
)
k
�
ƒ
e
a
2

r.
O
Q.
C"
m
E
E
co
LM
W
co
E
L
4w
co
C
O
O O
C C
C C_
F-
E E
r�
O O
U U
N
N
PL
O
C C °
G _ Z
c
co
O
W
0
IInnV y
C F
Cl)c
0
�..
N N
C N
O
rL
O O
J
2
v CD
N
N
LO L
N N
O
w
O
J C
N
C
i
(P
Ln LO
E
O
N N
2
d
C
0,
J Ip
a O
tt
Go In
>J
C Lu
N N
C
0 G .-.
cn c+1
> -i S
n
Cw
v
N N
N_ C
-.
C
J
N
�..
G!
m a
cr
U U
J W
c
0
C . � C
Go LO
L
U
i�
_
N
J
Oad+
M Io
M
cC'p'
lC
t
7
E
N
W
��
®
�
o
J
U
07
a
Cl)
M
E
d
U
LL U
a�
v cnAi
U U
LL
Fi
U
w
°
F-
o
°
J Z
� N
a
z

�
a
.�
�
�
�
�
�
�
4)
�
4)
ca
E
�
0
14-0
co
@
I
a
k §
\!
;
§CL
i
�
| m
j
0
$
R
.
$
k
c
r- C
§ C%l
;
a
$ 0
2
m k
�
m m
.
04
■
CL E
OR �
)
2
R �
$
1
q 2
�
E
E
§ k
2
CL
/ §
■
®
IL
A £
�R t2
�
§
p
/
C%l
_
a_
g
o
v2
§
11
))
G I.-
2
f
e
e-
Cl)
.
-
® ®
@
/
§
�
/ /
1
- ---
u
¥
2
LO N
a,
xLD
a e
R g
/
6 C
E
co v
R G
■�
o d
+
E
ja
§
E
.
«
S
k
k
G§
�
E
w
c
§
-
a _
4
a
k
'
c
E
LO
R
A
a
§
ƒ
2
$
§
k
§
o
C-4
z

w
it
AAO
cl
W
R
E
E
A
L
//al
A
E
L
♦*a
c/
c
O
i/
d
C Q.
i�
c
c
/�
0
o
I-
Z
Z
Z
0
N
O
C C O
O
M
O_Z
W
r
N
M
y
JCD
C
N
N
N
N
C
w $
O
CO
O
r
r_
2.2CL
O
G
C
O
J
S O
x
M
x
r
x
O
xIt
fOD
dj
LO
N
LO
N
co
N
CC
N
C
-
w
O
J C
�
C7
OD
CO
N
S a v
O
N
N
N
N
Z
c O
GoCDwrn
J W
N
N
N
N
O
G
C)
C]
a
m
N
It
N
M
>J.
C w
N
N
N
N
C
O
F
N
�
ti�
C0
L
v
v
v
v
N
N
N
N
d
I S
J C
O
^
CO
W
CO
(O
r
N
a
C1 0
C
N
N
N
v
L
c
2
E.k C
CD
CO
CO
CO
U
9
Jw'%7l
O
a
ns
J
C
W
LL U
�
r
LM
V
7
V)
E
N
m
Ci
}
O
aQ-
o
�
u
�
o
J
N
CD
CL
3
c
w
W
LL
N
Cl)
N
LL
-U
N
--
w
m
"o
cO
J Z
r
N
M
�
a
z

�
a
c
0
�
�
�
�
�
�
4)
�
4)
co
E
LM
0
14W
co
g
§
E
,
L�
C�
C?
C
v
Cl)
CN
0
.
w
E
g
E
7
m
§
§
m
m
k
k
°
R
§
a
E
$
8
8
9
C
04
m
m
m
E
R
�
�
S
r
m
k
k
k
c
£
2
g
r
m
k
§
co
k
-
■
E
CD,
q
00
7
«
R
(D
w
m
04
K
0
0
V
k
E
%
8
■
E
m
k
k
4
2
CL
/
q
m
m
q
E
o
0
a
0
—
co
Do
Go
«
p
$
§
§
§
Cl)
i
�
CL
F
§
q
§
q
A
•
)J
f
q
�__
co
\
•-
+
#
k
k
k
k
k12
.
2
I
¥
f
o
0
0
~
k
k
B
a
n
•
a
0
e
e
�
Q
§
8
8
8
14:
_
6
0
0
0
`
%
/
%
CD
0
0
0
o
P,
n
S
d
a
d
a
+
k
)
k
�
CN�
CN
i
J
Cb
CD
CL
o
k
k
8
8
8
~
\
\
G
<
§
E
o
�
Go
a
Go
S
»
!
n
7
:3
~
®
L
\
®
w
2
f
R
2
—
CN
n
-
a

Savannah Lakes Phase 3B
Wet Detention Basin 6 Water Quality Calculations

Surface Area Calculations
Wet Detention Basin Design Sheet
Savannah Lakes Phase 3B
Stormwater Pond #6
Drainage Area, Ad = I 262 300 [sf]
Phase 1 Lot 247 Impervious:
Phase 1 Lot 248 Impervious:
Phase 1 Lot 249 Impervious:
Phase 1 Lot 250 Impervious:
Phase 1 Lot 251 Impervious:
Phase 1 Lot 252 Impervious:
Phase 1 Lot 253 Impervious:
Onsite Building Impervious:
Onsite Street Impervious:
Onsite Parking Impervious:
Onsite Sidewalk Impervious:
Onsite Miscellaneous Impervious:
Onsite Future Impervious:
Offsite Impervious:
[sf]
[sf]
[sf]
[sf)
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
Isf]
Total Impervious Area, Ai = 130,840 [sf]
Percent Impervious, %Imp = 49.88 1 [%]
IDForeba
e th
(Incremental
Volume
Accumulative
Volume
ft
cf
Sediment Storage
6.0
0
0
5.0
694
694
4.0
915
1,609
3.0
1,164
2,773
2.0
1,443
4,216
1.0
1,752
5,968
O.5
1,001
6,968
0.0
1,105
8,073
Main Pond
Contour Elevation
Main Pond
ContourArea
Pond
Depth
. Incremental
Volume
Accumulative
Vo_lu_m_e_
fmsl
s
ft
17.0
880
Sediment Storage
18 0
3,528
6.00
0
0
i 19.0
4,236
5.00
3,882
3,882
20..0
51006
4.00
4,621
8,503
21.6
5,838
3.00
5,422
13,925
210
6,733
2.00
6,286
20,211
23.0
7,690
1.00
7,212
27,422
23-5
8,192
0.50
3,971
31,393
24,.0
10,042
1 0.00
1 4,559
35,951
Pond Depth, D =
5.5
[ft] (23.5 fmsl -18.0 fmsl)
Area of Bottom of Shelf, Abot_shelf =
10,280
[sf) (2,088 sf+8,192 sf)
Area of Permanent Pool, Aperm_pool =
12,375
[sf] (2,333 sf+ 10,042 sf)
Area of Bottom of Pond, Abot_pond =
3 528
[sf] (main pond only)
Volume of Permanent Pool, Vperm_pool =
44,024
[cf] (8,073 cf + 35,951 cf)
Average Depth, day = 4.15 [ft] [0.25*(1 + 10,280sf/12,375sf)] +[((10,280sf+3,528sf)/2)*(5.5ft/10,280sf)]
11 Min Average Depth = 3 00 ft < 4.15 < 7 50 ft = Max Average Depth OK 11
Page 1 of 3

Wet Detention Basin Design Sheet
Savannah lakes Phase 3B
Stormwater Pond.#6
Sediment Removal Efficiency = 9Q [%]
SA/DA Ratio Determination
Higher Percents e =
50
S DA %
Higher Depth =
4.5
3.90
Lower Depth =
4.0
4.30
Lower Percentage =
40
SA/DA %
Higher Depth =
4.5
3.10
Lower Depth =
4.0
3.50
SA/DA Percent = 4.17 [%]
Min Surface Area = (SA/DA)*Ad
Min Surface Area = 4.17% *(262,300 sf)
Min Surface Area = 1 10,936 1 [sf]
Interpolation (Bi-Directional
1st - SA/DA @ Depth InterpolationSA/DA
%
SA/DA at Imp = 50%, d = 4.15 ft
SA/DA at Imp = 40%, d = 4.15 ft
2nd - SA/DA @ Impervious Interpolation
4.18
3.38
SAIDA %
SA/DA Ratio at Imp = 49.88%, d = 4.15 ft
4.17
Surface Area Provided (sf) = 14375 > 10,936 = Min Surface Area (on OK
Temporary Storage Volume Calculations
Minimum Required Volume (Simple Method by Tom Scheuler):
Receiving water body watershed ............................
Receiving water body name .....................................
Receiving water body classification ........................
Receiving water body location .................................
Lumber (river Basin
Shm letree Swamp Canal
CSw 18-23-2
Brunswick County, North Carol a
First Flush Volume Required, P = 1.5 [in]
Rv= 0.05+0.009 * (100*Imp )
Rv = 0.05 + 0.009 * 10N49.88%)
Rv = 0.499
Min Temporary Storage Volume, MTSV = P * Rv * Ad
Min Temporary Storage Volume, MTSV = 1.5in/12in/ft * 0.499)*(262,3D0 sf)
Min Temporary Storage Volume, MTSV = 16,359 [cf]
Pond Staae Storage Functinn
Contour
Elevation
Contour
Area
Pond
Stage
Incremental
Volume
Accumulative
Volume
Ifmsll
Isfl
Iftl
lcfl
Icf1 i
li
24.0 12.375
0.00
0
0
24r5. 14,400
0.50
6,694
6,694
25.0 1S 137
1.00
7,384
14,078
26.0 1 fS4
2.00
15,896
29,974
27-0 219
3.00
17,437
47,410
Designed Temporary Pool Elevation, DTPE...................................... 25.15 [fmsl]
Surface Area at Temporary Pool Elevation ....................................... 15,365 [sf]
Provided Temporary Storage Volume, PTSV.................................... 16,462 [cf]
Temporary Vol. Provided (cf) = 16,462 > 16,359 = Min Temporary Volume (ef) OK
Page 2 of 3

Forebay sizing Calculations
Wet Detention Basin Design Sheet
Savannah Lakes Phase 3B
Stormweter Pond #6
Minimum Forebay Volume = (18%)*(Vperm_pool)
Minimum Forebay Volume = 18% * 44,024 cf
Minimum Forebay Volume = 1 7,924 [cf]
Maximum Forebay Volume = (22%)*(Vperm_pool)
Maximum Forebay Volume = 22% * 44 024 cf
Maximum Forebay Volume = I 9,685 [cf]
11 Min Forebay Volume =7,924 cf < 8,073 < 9,685 cf = Max Forebay Volume . OK
Drawdown Orifice $ilzing Calculations
Orifice Diameter, D = 2.0 [in]
Orifice Coefficient, Cd = 0.6 [unitiess]
Ao = 0.25*p*(D)Z
Ao = 0.78540*(tin/12in/ft)A2
Ao = 0.022 [sf]
Qorifice = Cd*Ao*(2g*Havg)0'S0
Qorifice =(0.6)*(0.022sf)*(64.4fpss*0.36ft)A0.5
Qoritice = 0.063 [cfs]
Havg= (DTPE-PPE-D/2)/3
Havg = 25.15ft - 24.Oft- 0.50*tin/12in/ft) / 3
Havg = 1 0.36 1 IN
tdd = MTSV / Qorifice
tdd = ( 16,359cf / 0.063cfs) / 86,400sec/day
tdd = 3.02 [days]
Min Drawdown Time = 2 0 days < 3.02 < 5.0 days = Max Drawdown Time OK
Page 3 of 3

Savannah Lakes Phase 3B
Wet Detention Basin 6 Water Quantity Calculations

Hydraflow Table of Contents
Wet Detention Basin 6 Routing.gpw
Hydraflow Hydrographs by Intelisolve v9.2
Wednesday, Mar 8, 2017
Watershed Model Schematic........................................................................... 1
Hydrograph Return period Recap................................................................... 2
1 -Year
SummaryReport ............................................................................................................... 3
HydrographReports......................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre -Development Flow ................................................ 4
TR-55 Tc Worksheet.................................................................................................. 5
Hydrograph No. 2, SCS Runoff, Pond Influent............................................................... 6
TR-55 Tc Worksheet.................................................................................................. 7
Hydrograph No. 3, Reservoir, Post -Development Flow .................................................. 8
Pond Report - Stormwater Pond #6........................................................................... 9
10 -Year
SummaryReport ............................................................................................................. 10
HydrographReports....................................................................................................... 11
Hydrograph No. 1, SCS Runoff, Pre -Development Flow .............................................. 11
Hydrograph No. 2, SCS Runoff, Pond Influent............................................................. 12
Hydrograph No. 3, Reservoir, Post -Development Flow .............. ....... .:......................... 13
100 -Year .......................................................................................
�o Summary Report ...................... 14
J+ Hydrograph Reports....................................................................................................... 15
sd� Hydrograph No. 1, SCS Runoff, Pre -Development Flow
Hydrograph No. 2, SCS Runoff, Pond Influent............................................................. 16
Hydrograph No. 3, Reservoir, Post -Development Flow ................................................ 17
cv+
OFReport ....................................................................................................... 18

Watershed Model Schematic
7 -Pre
CD
3 - Post -Development Flow
Legend
Hyd• Origin Description
1 SCS Runoff Pre -Development Flow
2 SCS Runoff Pond Influent
3 Reservoir Post -Development Flow
Hydraflow Hydrographs by Intelisolve v9.2
Project: Wet Detention Basin 6 Routing.gpw
Wednesday, Mar 8, 2017

2
Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.2
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yf 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1
SCS Runoff
----
3.726
------
------
----
14.71
----
----
31.42
1 Pre -Development Flow
2
SCS Runoff
----
6.219
---
----
---
17.03
-----
---
31.54
Pond Influent
3
Reservoir
2
0.738
-----
-----
----
14.74
------
----
30.33
Post -Development Flow
Proj. file: Wet Detention Basin 6 Routing.gpw
Wednesday, Mar 8, 2017

Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
3.726
1
739
19,736
Pre -Development Flow
2
SCS Runoff
6.219
1
746
36,283
--
---
---
Pond Influent
3
Reservoir
0.738
1
885
22,464
2
25.22
65,247
Post -Development Flow
Wet Detention Basin 6 Routing.gpw
Return Period: 1 Year
Wednesday, Mar 8, 2017

Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Pre -Development Flow
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 6.020 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.70 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(2.870 x 77) + (2.870 x 55)] 16.020
Q (cfs)
4.00
3.00
KOX
1.00
0.00
0 120 240
- Hyd No. 1
Pre -Development Flow
Hyd. No. 1 -- 1 Year
Wednesday, Mar 8, 2017
Peak discharge = 3.726 cfs
Time to peak
= 739 min
Hyd. volume
= 19,736 cult
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc) =
22.36 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (mire)

TR55 Tc Worksheet
5
Hyd. No. 1
Pre -Development Flow
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 0.80
0.00
0.00
Travel Time (min)
= 17.74 +
0.00 +
0.00 =
17.74
Shallow Concentrated Flow
Flow length (ft)
= 400.00
0.00
0.00
Watercourse slope (%)
= 0.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.44
0.00
0.00
Travel Time (min)
= 4.62 +
0.00 +
0.00 =
4.62
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
TotalTravel Time, Tc..............................................................................
22.36 min

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 6.020 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.70 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(2.800 x 98) + (1.470 x 80) + (1.470 x 39)] 16.020
6
Wednesday, Mar 8, 2017
Peak discharge = 6.219 cfs
Time to peak
= 746 min
Hyd. volume
= 36,283 cuft
Curve number
= 78*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 36.20 min
Distribution
= Type III .
Shape factor
= 484
Pond Influent
Q (cfs) Hyd. No. 2 --1 Year Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

TR55 Tc Worksheet
7
Hyd. No. 2
Pond Influent
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 130.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 0.50
0.00
0.00
Travel Time (min)
= 26.41 +
0.00 +
0.00 =
26.41
Shallow Concentrated Flow
Flow length (ft)
= 350.00
0.00
0.00
Watercourse slope (%)
= 0.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.14
0.00
0.00
Travel Time (min)
= 5.11 +
0.00 +
0.00 =
5.11
Channel Flow
X sectional flow area (sqft)
= 0.70
0.00
0.00
Wetted perimeter (ft)
= 4.21
0.00
0.00
Channel slope (%)
= 0.29
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 1.62
0.00
0.00
Flow length (ft)
= 450.0
0.0
0.0
Travel Time (min)
= 4.64 +
0.00 +
0.00 =
4.64
TotalTravel Time, Tc..............................................................................
36.20 min

Hydrograph Report
8
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Post -Development
Flow
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Pond Influent
Reservoir name
= Stormwater Pond #6
Storage Indication method used. Wet pond routing start elevation = 23.50 ft
Wednesday, Mar 8, 2017
Peak discharge = 0.738 cfs
Time to peak
= 885 min
Hyd. volume
= 22,464 cuft
Max. Elevation
= 25.22 ft
Max. Storage
= 65,247 cuft
Post -Development Flow
Q (cfs) Hyd. No. 3 --1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 ,�, Hyd No. 2 ® Total storage used = 65,247 cult

Pored Deport 9
Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Mar 8, 2017
Pond No. 1 - Stormwater Pond #6
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 17.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00
17.00
3,295
0
0
1.00
18.00
4,119
3,707
3,707
2.00
19.00
5,033
4,576
8,283
3.00
20.00
6,038
5,536
13,819
4.00
21.00
7,134
6,586
20,405
5.00
22.00
8,323
7,729
28,133
6.00
23.00
9,604
8,964
37,097
6.50
23.50
10,280
4,971
42,068
7.00
24.00
12,375
5,664
47,731
7.50
24.50
14,400
6,694
54,425
8.00
25.00
15,137
7,384
61,809
9.00
26.00
16,654
15,896
77,705
10.00
27.00
18,219
17,437
95,141
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[Prf'Rsr]
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
2.00
0.00
0.00
Crest Len (ft)
= 13.33
10.00
0.00
0.00
Span (in)
= 30.00
2.00
0.00
0.00
Crest El. (ft)
= 25.15
25.75
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 21.96
24.00
0.00
0.00
Weir Type
= Rect
Broad
-
Length (ft)
= 45.00
1.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.50
0.00
n/a
N-Value
= .011
.011
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
ExfII.(Inlhr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 24.00
Stage (ft)
10.00 ,
8.00
6.00
4.00
2.00
0.00 1 '
0.00 8.00
- Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00
Elev (ft)
27.00
25.00
23.00
21.00
19.00
-L- 17.00
80.00
Discharge (cfs)

10
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
14.71
1
736
69,400
----
----
----
Pre -Development Flow
2
SCS Runoff
17.03
1
745
98,342
---
-- -
---
Pond Influent
3
Reservoir
14.74
1
757
84,271
2
I
25.73
73,332
Post -Development Flow
Wet Detention Basin 6 Routing.gpw
Return Period: 10 Year
Wednesday, Mar 8, 2017

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Pre -Development Flow
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 6.020 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.00 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(2.870 x 77) + (2.870 x 55)] / 6.020
12.00
WE
6.00
3.00
120 240
Hyd No. 1
Pre -Development Flow
Hyd. No. 1 --10 Year
360 480 600
11
Wednesday, Mar 8, 2017
Peak discharge = 14.71 cfs
Time to peak
= 736 min
Hyd. volume
= 69,400 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 22.36 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
15.00
12.00
a nn
we
3.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 6.020 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.00 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(2.800 x 98) + (1.470 x 80) + (1.470 x 39)] / 6.020
Moll]
12.00
MR,
. ��
MIX
Pond Influent
Hyd. No. 2 --10 Year
120 240 360 480 600 720
Hyd No. 2
12
Wednesday, Mar 8, 2017
Peak discharge = 17.03 cfs
Time to peak =
745 min
Hyd. volume =
98,342 cuft
Curve number =
78*
Hydraulic length =
0 ft
Time of conc. (Tc) =
36.20 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
18.00
15.00
12.00
•e
.M
3.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
13
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Post -Development Flow
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Pond Influent
Reservoir name = Stormwater Pond #6
Storage Indication method used. Wet pond routing start elevation = 23.50 ft.
Q (cfs)
18.00
iimel
12.00
. @C
•
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Post -Development Flow
Hyd. No. 3 --10 Year
Wednesday, Mar 8, 2017
= 14.74 cfs
= 757 min
= 84,271 cuft
= 25.73 ft
= 73,332 cuft
Q (cfs)
18.00
15.00
12.00
4
•
3.00
0.00
120. 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 - Hyd No. 2 � Total storage used = 73,332 cult Time (min)

Hydraflow Rainfall Report
18
Hydraflow Hydrographs by Intelisolve v9.2
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
69.6992
12.1000
0.8722
2
84.4178
12.6000
0.8723
--------
3
0.0000
0.0000
0.0000
5
92.8574
13.1000
0.8451
----
10
91.2234
12.6000
0.8081
25
79.6106
11.1000
0.7416
----
50
72.4317
10.0000
0.6944
-----
100
66.5852
9.0000
0.6515
-----
File name: Savannah Lakes-BrunsCo.IDF
Intensity = B / (Tc + D)"E
Wednesday, Mar 8, 2017
Return
Period
(Yrs)
Intensity Values (in/hr)
5 min 10 15 20 25 30 35 40 45 50 65 60
1
5.86
4.68
3.92
3.38
2.98
2.67
2.42
2.22
2.05
1.90
1.78
1.67
2
6.92
5.56
4.67
4.04
3.57
3.20
2.90
2.66
2.46
2.29
2.14
2.01
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
8.04
6.54
5.54
4.82
4.28
3.86
3.52
3.24
3.00
2.80
2.62
2.47
10
8.99
7.34
6.25
5.46
4.87
4.40
4.02
3.71
3.45
3.22
3.03
2.86
25
10.14
8.30
7.09
6.22
5.57
5.06
4.65
4.31
4.02
3.77
3.56
3.37
50
11.05
9.05
7.75
6.83
6.13
5.59
5.15
4.79
4.48
4.22
3.99
3.79
100
11.93
9.78
8.40
7.42
6.69
6.12
5.66
5.27
4.95
4.67
4.43
4.22
Tc = time in minutes. Values may exceed 60.
Precio. file name: Savannah Lakes-BrunsCo.oco
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
3.70
4.31
0.00
0.00
7.00
8.27
9.67
11.24
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
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 1
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Savannah Lakes Phase 3B
Wet Detention Basin 6 Outlet Calculations

Inlet Report
Hydraflow Express by Intelisolve
Pond 6 Primary Spillway Riser -10 year
Drop Curb Inlet
Location
= Sag
Curb Length (ft)
= 13.33
Throat Height (in)
= 7.20
Grate Area (sgft)
= -0-
Grate Width (ft)
= -0-
Grate Length (ft)
= -0-
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n-value
a dmenaims in ret
= 100.000
= 100.000
_ -0-
_ -0-
_ -0-
_ -0-
Wednesday, Mar 8 2017, 11:50 AM
Calculations
Compute by: Known Q
Q (cfs) - 17.03
Highlighted
Q Total (cfs) =
17.03
Q Capt (cfs) =
17.03
Q Bypass (cfs) =
-0-
Depth at Inlet (in) =
6.77
Efficiency (%) =
100
Gutter Spread (ft) =
0.01
Gutter Vel (ft/s) =
-0-
Bypass Spread (ft) =
-0-
Bypass Depth (in) =
-0-

Culvert Report
Hydraflow Express by Intelisolve
Pond 6 Primary
Spillway Barrel -10 year
Invert Elev Dn (ft)
= 21.35
Pipe Length (ft)
= 45.00
Slope (%)
= 1.36
Invert Elev Up (ft)
= 21.96
Rise (in)
= 30.0
Shape
= Cir
Span (in)
= 30.0
No. Barrels
= 1
n-Value
= 0.011
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 25.75
Top Width (ft)
= 4.67
Crest Width (ft)
= 4.67
Elev (ft)
26:00
25.00
24.00
23.00
22.M
21.00
20.00
Panel 6 Primary Spillway Barrel -1'0 year
£ir Culvert HGL Embank
Wednesday, Mar 8 2017, 11:56 AM
Calculations
Qmin (cfs)
= 0.00
Qmax (cfs)
= 17.03
Tailwater Elev (ft)
= (dc+D)/2
Highlighted
Qtotal (cfs)
= 17.03
Qpipe (cfs)
= 17.03
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 4.14
Veloc Up (ft/s)
= 6.00
HGL Dn (ft)
= 23.30
HGL Up (ft)
= 23.36
Hw Elev (ft)
= 24.04
Hw/D (ft)
= 0.83
Flow Regime
= Inlet Control
Kw Depth-N
4.04
304
2.04
1.04
004
-0:96
•1.96
Reach [IO

S
RIP RAP APRON DESIGN SHEET
DATE:
March 6, 2017
1205 PM
SHEET 1 OF 1
PROJECT:
Savannah Lakes Phase 3B
I.D. NO.:
DESIGN BY: JRC
PROJECT NO.:
310-03
FILE:
CHECKEDBY: JBP
DESCRIPTION:
Pond 6 Primary Spillway Barrel
LOCATION: Brunaxiek County, North Carolina
25
20
15
Z
O
10
B
5
0+
0
Rip Rap Zone Delineation
7
5 10 15 20 25
DD, Depth of Flow (ft.)
Notes: 1. Use nwd highermne for wades >10%.
2. For pipe arch, arch, bar culvert, Pawed channel oudst% use Do -Cross sectional was of outlet now.
Number of Culverts: 1
Design Velocity, Vd : 4.14 are
Flow, Q : 17.03 It
Pipe Diameter, Do: 2.5 ft
Slope, swra,= 0.0136 tflL
Using NCDOT Rip Rap Apron Design:
Use: Zone 1
L7: 7.5 ft
L2: 10 ft
W. 6.0 ft
W: 6.5 ft
CLASS'A' RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 45.0 R3
65.0 ft3
■ Design Point
*Based upon L7
'Based upon L2
MINIMUM
CLASS
L1
Lt
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
ft
n.
1
'A'
FINE
3
4
12
2
-B.
LIGHT
3
6
16
3
1
MEDIUM
4
B
24
4
1
HEAVY
4
6
36
5
2
HEAVY
S
1D
36
6
2
HEAVY
5
10
1 3,
7
1
Design is B
nd the Some
of This Method
L1 =Length to Protect Culvert
L2=Lengtlt to Pm.M Scar Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS 1
5-200
30% SHALL WEIGH AT LEAST 50 LBS. EACH.
NO MORE 10%SHALL WEIGH LESS
THAN 15 LBS. H
CLASS 2
25-250
60% SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 5%SHALL WEIGH LESS
THAN 50 LBS. EACH
ROSION
CONTROL STONE
CLASSA
2-
10% TOP S BOTTOMSIZES.
NO GRADATION SPECIFIED
CLASS B
15-300
5-15'
NO GRADATION SPECIFIED

Weir Report
Hydraflow Express by Intelisolve
Pond 6 Emergency Spillway Nappe -100 year
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 10.00
Total Depth (ft) = 1.25
Side Slope (z:1) = 2.00
Calculations
Weir Coeff. Cw = 3.00
Compute by: Known Q
Known Q (cfs) = 31.54
Depth (ft)
2.00
1.50
1.00
M
Wednesday, Mar 8 2017, 11:39 AM
Highlighted
Depth (ft)
= 0.95
Q (cfs)
= 31.54
Area (sqft)
= 11.30
Velocity (fUs)
= 2.79
Top Width (ft)
= 13.80
Pond 6 Emergency Spillway Jappe -100 year
2 4 6 8 10 12 14 16 18
Weir - , W.S.
Depth (ft)
2.00
1.50
1.00
0.50
M
-0.50
20 22 24
Length (ft)

I
RIP RAP APRON DESIGN SHEET
DATE March 6, 2017 12:04 PM SHEET 1 OF 1
PROJECT: Savannah Lakes Phase 3B I.D. NO.: DESIGN By: JRC
PROJECTNO.: 310-03 FILE CHECKED By: JBP
DESCRIPTION: Pond 6 Emergency Spillway Neppe LOCATION: Brunswick Co.*, North Carolina
25
20
W
15
10
5
J
Rip Rap Zone Delineation
7
0 5 10 15 20 25
Do, Depth of Flow (fL)
Notes: 1. Use next higher sore for prades 1D%.
2. For pipe", arch, box culvert, paved channel ou6ets, use D,=Cross sectional area of outletflow.
Number of Culverts: 1
Design Velocity, Vd : 2.76 ere
Flnw, Q : 31.54 R
Pipe Diameter, Do: 3,36 a
Slope, S 0 RM.
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
LI: 10.08 ft.
1-2: 20.16 ft.
W: 7.4 ft.
W: 11.4 ft.
CLASS W RIP RAP
USE MINIMUM 1 T' STONE THICKNESS
TOTAL STONE VOLUME= 111.8 ft
345.5 ft
■ Design Point
'Based upon LI
"Based upon L2
MINIMUM
CLASS
L,
L,
STONE
NCDOT RIP
OF
CoefticierA
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
ft.
(ft.
in.)
1
'A'
FINE
3
4
12
2
'B'
LIGHT
3
6
16
3
1
MEDIUM
4
6
24
4
1
HEAVY
4
B
36
5
2
HEAVY
5
10
36
6
2
HEAVY
5
10
36
7
1
..Inn Is B
nd the Se
a oT This Method
L1 =Largth to Protect Culver
L2 =Length to Prevert Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
11
ass
RIP
-RAP
CLASS 1
5-200
30%SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS
25-250
60% SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 5%SHALL WEIGH LESS
THAN 50 LEIS. EACH
EROSION
CONTROL STONE
CLASS A
24r
10% TOP 6 BOTTOM SIZES.
HOG ON SPECIFIED
CLASS B
I 15-300
5-15'
NO GRADATION SPECIFIED

1 e
Channel Report
Hydraflow Express by Intelisolve
Pond 6 Emergency Spillway Slope -100 year
Trapezoidal
Botom Width (ft)
= 10.00
Side Slope (z:1)
= 2.00
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 25.75
Slope (%)
= 1.00
N-Value
= 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 31.54
Elev (ft) Section
28.00
27.50
27.00
26.50
r�
25.50
25.00
0
Wednesday, Mar 8 2017, 11:39 AM
Highlighted
Depth (ft)
= 0.82
Q (cfs)
= 31.54
Area (sqft)
= 9.54
Velocity (fUs)
= 3.30
Wetted Perim (ft)
= 13.67
Crit Depth, Yc (ft)
= 0.65
Top Width (ft)
= 13.28
EGL (ft)
= 0.99
2 4 6 8 10 12
Reach (ft)
14
Depth (ft)
2.25
1.75
1.25
0.75
0.25
-0.25
-0.75
16 18 20

RIP RAP APRON DESIGN SHEET
GATE: March S, 2017 12:03 PM SHEET 1 OF 1
PROJECT: Savannah Lakes Phase 313 I.D. NO.: DESIGN BY: JRC
PROJECT NO, 310-03 FILE: CHECKED BY: JBP
DESCRIPTION: Pond 6 Emergency SpIIKM Slope LOCATION Brunmock County, Nadh Carofna
25
20
N
15
O
10
5
0+
0
Rip Rap Zone Delineation
7
5 10 15 20 25
Do, Depth of Flow (ft.)
Notes: 1. Use nod higher me far grades M0%.
Z For pipe arch, arch, bw wlverk paved chamal outlets, use Da=Cross secdwal eras of outlet Bow.
Number of Culverts: I
Design Velocity, Vd : 3.3 EJs
Flow, Q : 31.54 t
Pipe Diameter, De : 3.09 t
Slope, S.—= 0.01 *AL
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L1: 9.27 ft.
L2: 18.54 ft.
W: 6.8 ft.
W: 10.5 ft.
CLASS W RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 94.5 ft'
292.2 ft'
■ Design Point
"Based upon L,
"Based upon L2
MINIMUM
CLASS
L7
L7
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
ft.)
(ft.)
(In.
1
'A'
FINE
3
4
12
2
-B.
LIGHT
3
a
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
S
36
5
2
HEAVY
5
10
36
S
2
HEAVY
5
10
36
7
Deai is B
nd me Sw
a of Thls Meehod
L1 =Length to Protect Ch4vert
1-2 -Length to Preverd Swur Hale
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS 1
5200
30% SHALL WEIGH AT LEAST So LBS. EACH.
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
80% SHALL WEIGH AT LEAST 50 LBS. EACH.
NO MORE THAN 5%SHALL WEIGH LESS
THAN 50 LBS, EACH
EROSION
CONTROL STONE
CLASS A
26'
10% TOP IL BOTTOM SRE3.
NO GRADATION SPECIFIED
CLASS 8
1 15-300
5-15'
IND GRADATION SPECIFIED

r
Savannah lakes Phase 3C
Stormwater Piping System Calculations

Savannah Lakes Phase 3C
Brunswick County
Stormwater Drainage System Calculations
Designer:........... Jay Carmine, PE
Checked: ............. Jeff Petroff; PE
Date: ................... 3/7/2017
File Location:...... W:\CLD Projects\330-00 Farmstead properties, LLC\310-04 Meadowlands - Savannah Lakes 3C\Calcs\Stormwater\[Piping
System Calculations.xls]CB Design
Open Space CN, CNimp =
98
(for all SHGs)
Open Space CN, CNopenA=
39
(Baymeade fine sands and Leon fine sands, drained; good condition)
Open Space CN, CNopenB =
61
(Griffon fine sandy loam; good condition)
Sheet Flow Average Length, Lsf =
65
[ft]
Sheet Flow Average Slope, Ssf =
1.0
[%]
Mannings Sheef Flow Runoff Coeff, Csf =
0.24
(dense grass)
NOAA Atlas-14 2-yr Rainfall, P2 =
4,31
[in/hr]
Average Sheet Flow Time,Tsf=
11.5
[min]
Shallow Concentrated Average Grass Distance, Lscg =
20
[ft]
Shallow Concentrated Average Grass Slope, Sscg =
1.0
[%]
Average Grassed Shallow Concentrated Time, Tscg = 0.2
[min]
Shallow Concentrated Average Road Slope, Sscr = 0.5
[%]
Time =
25-yr Rainfall Intensity =
Inverse 25-yr Rainfall Intensity =
NOAA Atlas 14 - Preci itation Estimates
401
10 15 30 60
3 37
0.124 0.146 0.198 0.297
[min]
[in/hr]
[hr/in]
25-yr Storm Event Intensity Coefficient, g = 283.1 (1/slope of inverse rainfall intensity)
2..5-yr Storm Event Intensity Coefficient, h = 24.8 (intercept of inverse rainfall intensity _ slope of inverse rainfall intensity)
Standard Pipe Material, n = 0.011 (CPP)
ID
Upstream
Basin
Total=Road7y
Basin
Building
Im ervious
Other
Im ervious
Remaining
Pervious
Percent
Im ervious
SHG A Basin
Percent
%
SHG B Basin
Percent
no
name
sf]
I fsfl
I Isf]s
sfl
I f%l
%
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
C113
C12
C13
CI4
J64A
cis
C17
C16W39,304D
C17A
CIS
CI9
Clio
C111
DG32
C113
C114
C135
C116
617
G18
$0 900 16-100
6 800
16 600
$3 800
0
47 3D0
29100
I 73,400
42,OW
21300
8 7W
20 7D0
48100
38 60D
39,500
56,6D0
3 140
2,985
1L 7,275
0
6 570
Z 980
3 490
7 430
7 285
3,965 j
I 4645
4 690
0
3190
3 O10
5 540
5 395
4 85S
8100
8 000
0L
4,000
20
fl
24 000
12000
8 000
20 000
16 OOD
20000
16,000
0
00
8 000
24 0000
i6 DOD
8 000
24 000
0�
0
0
0
0
0
0
0
0
0
0
0
0
0__j
0
0
0
16,800
3,660
9,615
22,525
0
16,730
7,320
7,610
28,770
16,015
9,135
48,755
21,310
21,300
5,510
9,690
18,560
17,205
26,635
24 500
45.6
46.2
42.1
58
0.0
64.6
67.2
60.2
48.8
59.2
68.6
33.6
49.3
0.0
36.7
53.2
61.4
55.4
32.6
56.7
0
100
0
100
20
so
0
0
100
100
100
30
30
30
70
70
70
30
^ -50
90.
70
s0
10
80
80
0
20
20
100
0
90
80
80
100
10
20
20
100
0
Page 1 of 2

Savannah Lakes Phase 3C
Brunswick County
Stormwater Drainage System Calculations
Designer:........... Jay Carmine, PE
Checked: ............. Jeff Petroff, PE
Date: ................... 3/7/2017
File Location:...... W:\CLD Projects\310-00 Farmstead properties, LLC\310-04 Meadowlands - Savannah Lakes 3C\Calcs\Stormwater\[Piping
System Calculations.xls]CB Design
Drainage
Basin
Basin
CN
Basin
C
Basin
Length
Shallow
Concentrated
Road Len h
Time of
Concentration
25-yr Rainfall
Intensity
Subbasin
Discharge
Downstream
Basin
Total
Flow
name
-
ft
ft
min
in hr
cfs
cf.,
cfs
Cll
77.9
0.56
237
14.4
7.21
2.9
CF3
2.9
C12
78.1
0.56
729
�
144
13.4
7.41
0.7
C13
0.7
C13
74.0
0.48
249
164
13.6
7.37
1.3
C14
4.9
C14
82.5
0.65
245
160
13.6
7.38
5.9
J84A
10.8
JB4A
-
-
--
-
--
-
FES1
10.8
CIS
84.9
0.70
274
189
13.9
7.31
5.5
C17
5.5
C16
83.7
0.67
320
235
14.4
7.21
2.5
CI7
2.5
C17
80.6
0.61
$30
245
14.5
7.19
1.9
C17A
10.0
C17A
75.7
0.51
285
200
14.0
7.29
4.8
FE52
14.8
C18
80.2
0.60
305
220
14.3
7.25
4.0
cis
4.0
C19
82.9
0.66
270
185
13.8
7.32
3.2
0612
7.2
CI30
60.3
0.21
300
215
14.2
7.26
2.5
011
2.5
C111
70.3
0.41
307
222
14.3
7.24
2.8
DG12
5.3
DG12
43.4
0.20
259
174
13.7
7.35
0.7
533
13.2
013
74.6
0.49
98
13
11.9
7.72
0.8
C114
14.0
C114
80.7
0.61
199
�57
114
13.0
7.48
2.2
FES3
16.2
CI3s
76.1
0.52
172
13.7
7.35
4.2
cll6
4.2
C116
73.7
0.47
L 281
196
14.0
7.30
3.1
FES4
7.3
017
61.2
0.22
325
240
14.5
7.20
1.5
CI18
1.5
C118
72.5
0.45
322
237
14.4
7.21
4.2
FESS
5.7
Pipe I Pipe I Pipe I Min Pipe I Designed Pipe I Qfull
Length Slope Diameter Diameter
10.4
[ 15
I 7.6
6.5
14.1
15
18
6.1
9.2
20.2
24
17.0
20.2
24
17.0
13.5
15
7.3
1.0.7
1S.
6.1
18.5
18
9.2
22.8
12.7
24
15
17.0
6.2
16.4
18
9.2
10.7
14.7
15
18
6.2
9.2
21.8
24
17.2
22.0
24
17.6
23.6
13.0
24
15
17.0
6.2
16.5
18
9.2
8.7
15
6.2
15.0
1 18
1 9.2
Q/Qfull
Vfull
V/Vfull
Pipe
Velocity
[fps]
[fps]
0.37
6.2
0.78
4.9
0.11
5.0
0.53
2.7
0.53
5.2
1 0.87
4.5
0.64
5.4
0.92
4.9
0.64
5.4
0.92
4.9
0.76
6.0
0.97
5.8
0.41
SA
0.8D
4.0
1.08
5.2
1.08
5.6
0.87
5.4
1.01
5.4
0.64
5.0
0.92
4.6
0.78
5.2
0.97
5.1
0.41
5.0
0.80
4.0
0.58
5.2
0.89
4.7
0.77
5.5
0.97
5.3
0.80
5.6
0.98
5.5
0.95
5.4
1.04
5.6
0.69
5.0
0.94
4.7
0.79
5.2
0.98
5.1
0.24
5.0
0.68
3.4
0.61
5.2
0.91
4.7
Page 2 of 2

U-
a
m
co
FL
as
3
d
co
E
L
O
-Wo
3
_®
L
■■
Q
m
E
zi
co
W
LL
m
U
E
N
T
m
C
.Q
d
N
iz
16
CD

�
a
It
O
�
�
�
�
�
�
�
�
�
�
�
�
�
cn
E
�
,w
cn
g
§
\
C�
C�
o
g
e
e
q
�
w
S
7 I £
-■
§
m
§
a
$
m
m
§
N
m
�
q
o
§
z]
G
a
G
G
G
»
a
e
a
Cl
d
@E
©
2 2
§
§
3
§
§
\
�
2
@§$
.0
2�
_
cv
«
a
co
f
2
E
a
z
2 \ F_
OD
k
m
$
m
-
S
`
@
B
k
k
m
■ E
m
S
G
§
Go
e-
a
ad
o
It
r-
04
G
®
q
Q
k
C%l
m
a®Z
CD
CD
-
It
/
§
%
§
/
-
2
o
2
N
0
0
0
o
o
2ƒ
S
■ _
§
8
'm
§
o%
e
a
a
d
c
--
o$
8
8
8
8
8
a
d
Cl
a
Cl
i
§ »
2
v
§
v
v
§
§--
r0
f
in
e
A
2
in
7
t
§
CD
Im
\
7
G
7
m
2
Cl)
]
2-
IL
kz
-
Cl)
LL
16
6
/CL
§
-
CN
n
_
�

O
C L■
E
E
co
L
A
E
L
4a
co
c
O
i+
N
N
•O
N
•O
N
.O
c a
N
o
O
2
=
=
2
'~
i
n
U
U
U
U
N
00
O
C C C
a
co
o_a
w
r
N
Cl)
m
d
M
J C7 "
LO
LO
Ol
LO
c
N N N N N
C fNCD
/!
O
N
O
r
L6
O
g `
L7
C
O
C
O
= O
M
w
LO
r,
co
M
LO
N
N
N
N
N
N
N
C
-
w
O
J 3
O
"
LO
O
LO
(g O
O
M
M
Op
aD
E
_ v
N
N
N
N
N
z
d
O
C or,w
J W �►
(I
wm
LO
LO
O
w
It
O
O
O
r
O
d I
It
0)
Cl)
Or
coo
> J
La
N
N
N
N
N
C
v
N
> J $'
O
v
It
n
co
C w ...
LM
6
4
6
6
N
N
N
N
N
O
O IMF
J C
O)
(co
M
LO
O
U
N
O
C
d O.
Fr
U
U
U
U
U
J M
c
3
0
v
we
v
N
a
N
co
LO
to
m
0
O
J
2
cq
LL
Go
It
v
LV
a
to
l6
u
LLLL
Q
N
U
}
E
LO
N
:?
n
�
T
�
O
co
C
J
01
c_
N
a
cn W
Q
n
E
LL
m
tt
M
CM
d
O
in
V
M
r
N
lL
U
U
U
U
.6
in
w
.o
as
Fd
p
�a
04
CO
v
tt)
a
z

F
3
as
ca
E
L
O
co
O
L

�
a
it
0
�
�
�
0
�
�
�
�
�
�
�
�
�
ca
E
�
0
-W
co
g
c
�
§
6
LO
¥
0
o
u
o
§
�
2
7 f F
%
@
G
@
-
§
m
m
m
c
k % E
2
§
§
§
»
a
6
6
6
£
t
2 2
\
�
£
-
e
a
L
M '�
~
E
E
£
CL
F_
§
I
Q
N
m
m
�2 2 -
2
§
$
] �
d
a
6
0
go E_
%
=
I
G
`�
K
"
Q
m
• £
C.
to
CD
#
I )
§
§
§
LL
E
q
$
q
G
o . ;
8
8
8
-- -
8
�
§o �
2
\
\
\
\
CO
CA
k m
f
o
R
I
\
§
o
P
©k-
o
�
t
§
f
§
S
ƒ
F
0 7 d
3
a
oz
ƒ
/
§ )
-
N
n
-
EL

�
a
it
0
rl
�
�
�
�
E
E
3
co
�
�
�
�
E
�
0
1*0#
ca
§
w
�
k}
)
)
)
&
6
d
0
J
0
§
§
r@0
2
§
o= z
W-
N
m
/
2
■
S
§
Of
k " N "'
§
§
§
k
§
k
)
I
�
0)m
m
m
3
%
O F
k
k)
k
)
I
§
m
m
m
z
\
7
3
2
�
k
\
§
o
a
e
d
CL
> �
&
$
'7
A
£ LU
m
04
LO
R
N
_
>q E
q
=
q
I w-
G
K
k
q
7
2
m
2
§ 0k
§CL
C
§
§
§
§
co
B
§# 2
7
3
2
e
)
�'
m
CN
) ©
Lq
§
m
2
m
2
6
a
&
e
L
•-
e
)
�
§
CN
o
\
0
§
0.
g
±
§
E
o
Q
v
?
}
w
G
G
-
e
o
Q
8
\
.
.U)
/
¥
z
to
-i z
C%l
0
_

c
cc
FL
as
3
d
E
L
O
/�
-W/�
ca
3
_O
L
U
x

t
CL
W
O
L
A3
W
N
E
L
�I
d
N
U
U
0
U
U
U
U
o
ri
Cl
C14
CV
C ..r
N
N
N
N
N
N
N
to
LO
LONLOO000oY
L]
O
N
O
-
O
V
O
O
O
O
O
O
O
>
O
O
O
O
O
O
O
d
J t
U
U
U
U
U
U
U
y
M
C
�
O
v
d
N
tl!
=
C C
J '� .—
N
N
Nr
N
c0
LO
co
t
d
E
a
v
z
CL
?me _�
OOR
N
�
W
�
CR
C W ....
N
N
co
N
N
N
N
C O eE
VM'
'd'
�
(IO
�
tOo
J (a "�
O
0
O
0
0
0
0
OR
f*.Z
CR
rl�
P.:aD
N
W "
r)
't
v
0
w
ui
0N
N
N
N
N
N
N
d
•�
w
M
C)
N
C E
C-i
r
cei
4
O�
Lq
CM
N
R
N
O
O
O
0
O
O
0
0
LL
C m V
d'
N
ll�
(O
O)
N
f0
!0 "'
O
O
O
O
O
O
�CJ
O
O
O
O
O
O
O
Y
0
0
0
0
0
0
0
m
Q
U
a
n
5
U
co)W
4
m^
�
C
'p
N
W—
O
O
N
N
O� ILO
N
�
O
N
06
E
U
r
s
E
_�Im
Q
d
a)
J d
Cl)
Cl)
M
-
N
N
Cl)
01
C
V
-IT
'aO_
W
Iq
d
0 I Z
—
N
co
M
c0
LL
N
U
N
O
J Z
—
N
M
V
O
(O
1-
a

�
a
it
0
CL
O
W6
�
�
E
E
3
co
�
�
�
co
E
�
0
-W
co
§
N,eN
N
N
tj
CL
)
)
)
)
)
�k
�
F-
�§
o
k
k
k
$
13 z
§
3
C-4
n
IT
Cl)
m
.]
j_@E
%
2$
8
S
G
c
m k� m� m m
§
-
2
5
7
o
■
a
6
w
G
k
k
@
«
m
m
k
d§
k
f
K
%
2_
CO
«
§
§
§
/
)
§
a
04
CN
a
04
04��
2
@06
7
k
\
\
§
§
k
k
Q 2—
0
Cl
0
6
0
0
0
E
N
2
m
QP■@
2�
k
N
g
k
k
k
k
c
q
r
t £_
`
§�
q
p
r
n
IN
N
k
k
k
m
m]
q)
Q
CV
§
a
.
.CL
§ 9
k
®©—
~
v
-
~
-
a
w
2
w
L
�§ ] £
b
e
\\
\
r
§
$
E
a
w
w
§
�
_
§
k
§
-
B
�
E
CN
)
j
S
a
n
LL
B
§§0
\
\
a
§
)
ƒ
§
§
@o
I
] z
a
n_
LO=
w

a
Un
bm
a)
3
as
ca
E
L
O
''-WA
ca
_®
L

�
a
�t
0
CL
4)
�
�
0
�
�
�
�
�
�
�
4)
(a
E
�
�
ca
g
§
§ �
U- u
k §
§
e e
)
§
�WE
q 8
2
-
m m
c
O©Z
S CD
d
zk�
\ \
»
a d
��
CV
U)CD
\
-J
E
E
CL
;:)F
Lo In
q m
£w-
to
m q
Lo
■o
@ S
2i
a d
§E
% e
£w-
4 k
I&k
§
\
§ §
m
o
�
.
■a
CO
-
C
8 8
u
a Co
E
LU
L6
t
�r0
o.�
-
o
k
§
B
§
I
E
.k
22-
C-4
n
Im
r\)
»
L -
ƒ
16
§o
AD
/
-iz
� .
n

�
a
V.
0
�
�
�
�
�
E
E
0
cn
�
�
�
�
ca
E
�
0
-W
cn
§
N .
kE
) )
�#
¥ -
v d
/
co
(
rid
2
§
o.z
LU _
&
k
�2F
§ G
�
% CV
k®®
)Ek
§
»
W
Ncq
f
%
CD
°
9 g
9 o
j
\
to
m
c00
k §
�2—
6 6
;_E
§ q
m
m
c
e
■§F
`LU
§
4 co
m m
k
■tE
22�
\ n
~
§
a
.E
§0A
\
k
@§§
2
0
0
�
§ a /r,
q
2
/
�e3
w
4
§
§
2
\
CO
§
@
B
»
CV
§
@
\
)
�
�
k
§ 2
�
Ur o
'
6
a
a
§ §
/
§
@j
a.z
-1z
CN

�C
W
LL
E
LO
w
W
LL
aD
U
U
E
a�
N
T
U1
G
.Q
a
ui
lL
V
N
�O
a`

�
a
r
0
�
�
�
�
0
�
�
�
�
�
�
�
�
�
co
E
�
0
*0
co
g
�
§
2 Go
I §
®
k »
§
G §
§
§
»
�I E
o m
R @
a
«
-■
com
o
CD
002
G
4§-
a
zk£
k §
»
d d
r_�
CN
Q
§
°
@■2
� 2
�
z
CL
9mg
R =
Iw
m
k
c .
S G
�w
d a
>§E
q §
Iw-
'i
m
0,£
_Lq
I&k
ƒ /
t0
S -
t
2
o a
E
§ G
d a
@E
; 2
0
gC
o.3
� #
§
&
:32
/ Q
k\)LU
w
cd
r-
:3zCN
d
k
K
k
ƒ

m
Im
w
a
it
^O^
W
E
E
�0
I
L+
W
3
,as
co
E
L
6
*a
c
A
c
O
N N
= _
a
F-
a -2
r`
> >
U C.)N
O
C C C
C
r7
G_Z
w
lQ
0
J c v
N
C
2
N N
C
c O
CL J
N
i O —
O
c
N N
0
O
J 3
0
o
a
_ _
D
co N
Z
C_
O °
J W v
It w
ul (O
O O
>Ei
>F
n
J..
C w
N
N
dC
G .-.
rn co
> J r+
CO O)
C w
sf Lri
N N
L
J C
d)
N
O
C. d
�
J Y)
C N S
r
J N �,
O2 i9Go
2
I.224
L V
Lq
c
ram',
O
U
N
C
}
N
O
II
m
O
_
J
U')
c
n
E
4 U
ao
u)
N
U U
LL
w
d
=o
Z
J Z
N

Savannah Lakes Phase X
Wet Detention Basin 7 water Quality Calculations

Wet Detention Basin Design Sheet
Savannah Lakes Phase 3C
Stormwater Pond #7
Foreblay 7A For eba 7B Main Pond Total
Drainage Area, Ad = 170 000 637 000 107.300 914,300 [sf]
On -Site Building Impervious:
On -Site Roadway Impervious:
On -Site Parking Impervious:
On -Site Sidewalk Impervious:
Other On -Site Impervious:
On -Site Future Impervious:
Off -Site Impervious:
F­36,00-0­11 212,000 1 0
248,000
19,500 71195 0
90,655
L-.o 0 0
0
0 0 0
0
0 0
0
6,5,00 23 500 0
30000
0 0 0
0
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
Total Impervious Area, Ai = 62,000 306,655 0 368,655 [sf]
Percent Impervious, %Imp = 36.47 48.14 0.00 40.32 [%]
Surface Area Calculations
Forebay 7A
Contour Elevation
Fare�ay 7A
Contour Area
Forebay
Depth
Incremental
Volume
Accumulative
Volume
fmsl
s
ft
20 0
827
Sediment Storage Depth
21.0
1,693
3.1
0
0
LL 0
4,154
2.1
2,924
2,924
23 0
5,043
1.1
4,599
7,522
23.6
5,727 ^-;
0.5
3,231
10,753
24.0
6 13Z
0.1
2,372
13,125
24-1
6 237
0.0
618
13,743
Forebay 7B
Contour Elevation
Forebay 7B
Contour Area
Forebay
Depth
Incremental
Volume
Accumulative
Volume
fms11
[sfl
Ifti
20,0
5,322
Sediment Storage Depth
21.0
6,416
5.00
0
0
22-0
7 667
4.00
7,042
7,042
23.0
8,944
3.00
8,306
15,347
2.30
9 73,0
2.40
5,602
20,949
24-0
10,254
2.00
3,997
24,946
2.5.0
11572
1.00
10,913
35,859
26,0
12 924
0.00
12,248
1 48,107
Main Pond
Contour Elevation
Main Pond
Contour Area
Pond Incremental
Depth Volume
Accumulative
Volume
fmsl
s
ft
c
170
28,722
Sediment Storage Depth
1810
L 31,590
6.10
0
0
19.0
34,542
5.10
33,066
33,066
20.0
37,579
4.10
36,060
69,126
21.0
40694
3.10
39,136
108,262
22.0
43,987
2.10
42,291
150,553
23.0
471..65
1.10
45,526
196,079
23.6
49,157
0.50
28,897
224,975
24.0
52,862
0.10
20,404
245,379
24.1
54,233
0.00
5,355
250 734
Page 1 of 4

Wet Detention Basin Design Sheet
Savannah Lakes Phase X
Stormwater Pond #7 11
Pond Depth, D = 5.6 [sf] (23.6 fmsl - 18.0 fmsl) for Main Pond Only
Area of Bottom of Shelf, Abot_shelf = 64,614 [sf] (5,727 sf+ 9,730 sf+49,157 sf) @ Elev = 23.6 fmsl
Area of Permanent Pool, Aperm_pool = 73,394 [sf] (6,237 sf+ 12,924 sf+ 52,862 sf)
Area of Bottom of Pond, Abot_pond = 31,590 [sf] (Main Pond Only)
Volume of Permanent Pool, Vperm_pool = 312,584 [sf] (13,743 cf+48,107 cf+ 250,734 cf)
Average Depth, dav= 4.64 [ft][0.25*(1+64,614sf/73,394sf)]+[((64,614sf+31,590sf)/2)*(5.6ft/64,614sf)]
Min Average Depth = 3 00 ft < 4.64 < 7.50 ft = Max Average Depth OK
Sediment Removal Efficiency (Percent) = 90 [%]
SA/DA Ratio Determination
Higher Percentage =
50
SA/DA %
Higher Depth =
5.0
3.50
Lower Depth =
4.5
3.90
Lower Percentage =
40
SA/DA %
Higher Depth =
5.0
2.80
Lower Depth =
4.5
3.10
SA/DA = 3.04 [%]
Min Surface Area = (SA/DA)*Ad
Min Surface Area = 3.04% *(914,300 sf)
Min Surface Area = 1 27,807 1 [sf]
Interpolation (Bi-Directional)
1st - SA/DA @ Depth Interpolation
SA/DA %
SA/DA at Imp = 50%, d = 4.64 ft
SA/DA at Imp = 40%, d = 4.64 ft
2nd-SA/DA @impervious Interpolation
3.79
3.02
SA/DA%
SA/DA Ratio at Imp = 40.32%, d = 4.64 ft
3.04
11 Aperm_pool (sf) = 73,394 > 27,807 = Min Surface Area (sf) OK
ITemporary Storage Volume Calculations
Minimum Required Volume (Simple Method by Tom Scheuler
Receiving water body watershed .............................
Receiving water body name ......................................
Receiving water body classification .........................
Receiving water body location .................................
Lumber River Basin
Shm letree Swamp Canal
CSw! 18-23-2
Brunswick County, North Carolina
First Flush Volume Required, P = 1.S [in]
Rv= 0.05+0.009*(100*Imp)
Rv= 0.05+0.009*(100x40.32%)
Rv = 0.413
Min Temporary Storage Volume, MTSV = P * Rv * Ad
Min Temporary Storage Volume, MTSV = (1.Sin/12in ft * 0.413)*(914,300 sf)
Min Temporary Storage Volume, MTSV = 47,188 I [cf]
Pond Staee Storasm Funrtinn INn Temnnram Pnnl Ctnraua in Pnrahav 7111
Contour
Elevation
Contour
Area
Incremental
Storage
Incremental
Stora a
Accumulative
Storage
fmsl
s
ft
24.1
1 60,470
0.0
0
0
25.0
68,686
0.9
58,120
58,120
26.0 (
72,071
1.9
70,379
128,499
27.0
75,513
2.9
73,792
202,291
28.0
79,611
3.9
77,562
279,853
Page 2 of 4

Wet Detention Basin Design Sheet
Savannah Lakes Phase 3C
Stormwater Pond #7
Designed Temporary Pool Elevation, DTPE....................................... 2589 [fmsl]
Surface Area at Temporary Pool Elevation ........................................ 71,699 [sf]
Provided Temporary Storage Volume, PTSV..................................... 120,757 [cf]
Temporary Vol. Provided (cf) = 120,757 > 47,188 = Min Temporary Volume (cf) OK
Forebay Sizing Calculations
Forebay 7A Drainage Area Ratio, FBR7A =
0.211
[unitless] [170,000 sf- (170,000 sf+ 637,000 sf)]
Forebay 7B Drainage Area Ratio, FBR7B =
0.789
[%] (1- FBR7A) = (1- 0.211)
Forebay-7A Permanent Volume =
13,743
[cf]
Forebay-7B Permanent Volume =
48,107
[cf]
Total Forebay Permanent Volume =
61,850
[cf] (13,743 cf+48,107 cf)
Main Pond Permanent Volume =
250,734
[cf]
Vperm_pool =
312,584
[cf] (13,743 cf+48,107 cf+250,734 cf)
Minimum Total Forebay Volume = (18%)*(Vperm_pool)
Minimum Total Forebay Volume = (18%)*(312,584
cf
Minimum Total Forebay Volume = F
56,265
[cf]
Maximum Total Forebay Volume = (22%)*(Vperm_pool)
Maximum Total Forebay Volume = 22% * 312 584 cf
Maximum Total Forebay Volume = 1 68,768 [cf]
Min Total Forebay Volume = 56,265 of < 61,850 < Max Total Forebay Volume = 68,768 d OK
Minimum Forebay 7A Volume = (18%)*(FBR-7A)*(Vperm_pool)
Minimum Forebay 7A Volume = (18%)* 21.1% *(312,584 cQ
Minimum Forebay 7A Volume = 1 11,853 1 [cf]
Maximum Forebay 7A Volume= (22%)*(FBR-7A)*(Vperm_pool)
Maximum Forebay 7A Volume = (22% *(21.1% * 312,584 cf)
Maximum Forebay 7A Volume = 14,487 [cf]
Min Forbay 7A Volume=11,853 of < 13,743 < Max Forebay 7A Volume=14,487 of OK
Minimum Forebay 7B Volume = (18%)*(FBR-7B)*(Total Permanent Volume)
Minimum Forebay 7B Volume = 18% "(78.9%)*(312,5B4cf)
Minimum Forebay B Volume = 1 44,412 [cf]
Maximum Forebay 7B Volume = (22%)*(FBR-7B)*(Total Permanent Volume)
Maximum Forebay 7B Volume = (22%)* 78.9% *(312,584cf)
Maximum Forebay 7B Volume = 1 54,282 [cf]
Min Forebay 7B Volume = 44,412 d < 48,107 < Max Forebay 78 Volume = 54,282 cf OK
Page 3 of 4

Wet Detention Basin Design Sheet
Savannah Lakes Phase X
Stormwater Pond #7
Drawdown Orifice Sizing Calculations
Orifice Diameter, D = 3 0 [in]
Orifice Coefficient, Cd = 0.6 = [unitless]
Ao = 0.25*p*(D)2
Ao = 0.78540*(3in 12in/ft)A2
Ao = 0.049 1 [sf]
Qorifice = Cd*Ao*(2g*Havg)040
Qorifice =(0.6)*(0.049sf)*(64.4fpss*0.56ft)A0.5
Qorifice = 0.176 [cFs]
Havg = (DTPE - PPE - D/2) / 3
Havg= (25.89ft-24.1ft-0.50*3in/12in/ft)/3
Havg = O.Sfi [ft]
tdd = MTSV / Qorifice
tdd = ( 47,188cf / 0.176cfs) / 86,400sec/day
tdd = 3.10 [days]
Min Drawdown Time = 2,.0 days < 3.10 5.0 days = Max Drawdown Time OK
Page 4 of 4

Savannah lakes Phase 3C
Wet Detention Basin 7 !eater Quantit;/ Calculations

r
Hydraflow Table of Contents
Wet Detetion Basin 7 Routing - 2017.gpw
Hydraflow Hydrographs by Intelisolve v9.2
Tuesday, Apr 4, 2017
Watershed Model Schematic........................................................................... 1
Hydrograph Return Period Recap................................................................... 2
1 -Year
SummaryReport............................................................................................................... 3
HydrographReports......................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Forebay-7A PreCon....................................................
4
TR-55 Tc Worksheet..................................................................................................
5
Hydrograph No. 2, SCS Runoff, Forebay-713 PreCon....................................................
6
TR-55 Tc Worksheet..................................................................................................
7
Hydrograph No. 3, SCS Runoff, Main Pond PreCon...................................................... 8
TR-55 Tc Worksheet..................................................................................................
9
Hydrograph No. 4, Combine, Site PreCon Discharge ..................................................
10
Hydrograph No. 6, SCS Runoff, Foreba%/-7A PostCon.................................................
11
TR-55 Tc Worksheet................................................................................................
12
Hydrograph No. 7, SCS Runoff, Forebay-713 PostCon.................................................
13
TR-55 Tc Worksheet................................................................................................
14
Hydrograph No. 8, SCS Runoff, Main fond PostCon ..................................................
1
TR-55 Tc Worksheet................................................................................................
16
Hydrograph No. 9, Reservoir, Forebay-713 Discharge ..................................................
17
PondReport - Forebay-713 .......................................................................................
18
Hydrograph No. 10, Combine, Main Pond Influent.......................................................
19
Hydrograph No. 11, Reservoir, Main Pond Discharge ..................................................
20
Pond Report - Main Pond + Forebay-7A..................................................................
21
10 -Year
SummaryReport .............................................................................................................
22
HydrographReports.......................................................................................................
23
Hydrograph No. 1, SCS Runoff, Forebay-7A PreCon..................................................
23
Hydrograph No. 2, SCS Runoff, Forebay-713 PreCon..................................................
24
Hydrograph No. 3, SCS Runoff, Main Pond PreCon....................................................
25
Hydrograph No. 4, Combine, Site PreCon Discharge ..................................................
26
Hydrograph No. 6, SCS Runoff, Forebay-7A PostCon.................................................
27
Hydrograph No. 7, SCS Runoff, Forebay-713 PostCon......... :.......................................
28
Hydrograph No. 8, SCS Runoff, Main Pond PostCon..................................................
29
Hydrograph No. 9, Reservoir, Forebay-713 Discharge ..................................................
30
Hydrograph No. 10, Combine, Main Pond Influent.......................................................
31
Hydrograph No. 11, Reservoir, Main Pond Discharge ..................................................
32
100 -Year
SummaryReport............................................................................................................. 33
N Hydrograph Reports....................................................................................................... 34
JG Hydrograph No. 1, SCS Runoff, Forebay-7A PreCon.................................................. 34
�s Hydrograph No. 2, SCS Runoff, Forebay-713 PreCon.................................................. 35
diC Hydrograph No. 3, SCS Runoff, Main Pond PreCon.................................................... 36
C � Hydrograph No. 4, Combine, Site PreCon Discharge .................................................. 37

Contents continued...
Wet Detetion Basin 7 Routing - 2017.gpw
Hydrograph No. 6, SCS Runoff, Forebay-7A PostCon................................................. 38
Hydrograph No. 7, SCS Runoff, Forebay-7B PostCon................................................. 39
Hydrograph No. 8, SCS Runoff, Main Pond PostCon.................................................. 40
Hydrograph No. 9, Reservoir, Forebay-7B Discharge .................................................. 41
Hydrograph No. 10, Combine, Main Pond influent ....................................................... 42
Hydrograph No. 11, Reservoir, Main Pond Discharge .................................................. 43
OFReport....................................................................................................... 44

I
Watershed Model Schematic
Legend
Hvd. Origin Description
1
SCS Runoff
Forebay-7A PreCon
2
SCS Runoff
Forebay-713 PreCon
3
SCS Runoff
Main Pond PreCon
4
Combine
Site PreCon Discharge
6
SCS Runoff
Forebay-7A PostCon
7
SCS Runoff
Forebay-713 PostCon
8
SCS Runoff
Main Pond PostCon
9
Reservoir
Forebay-713 Discharge
10
Combine
Main Pond Influent
11
Reservoir
Main Pond Discharge
Hydraflow Hydrographs by Intelisolve v9.2
n Pond PostCon
- Main Pond Influent
11 Main Pond Discharge
Project: Wet Detetion Basin 7 Routing - 2017.gpw
Tuesday, Apr 4, 2017

Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.2
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
SCS Runoff
------
0.852
------
------
----
7.368
-----
------
19.01
Forebay-7A PreCon
2
SCS Runoff
------
3.187
------
------
-----
27.57
------
-----
71.13
Forebay-713 PreCon
3
SCS Runoff
------
0.561
-----
-----
---- --
4.961
------
-----
12.81
Main Pond PreCon
4
Combine
1, 2, 3
4.594
---
------
---- --
39.85
-----
--- ---
102.89
Site PreCon Discharge
6
SCS Runoff
-----
4.154
-----
-------
-----
13.31
-----
---- --
26.17
Forebay-7A PostCon
7
SCS Runoff
-----
15.64
-----
-----
----
48.65
--- ---
----
94.55
Forebay-7B PostCon
8
SCS Runoff
----
4.036
----
-----
----
11.49
-----
-----
21.54
Main Pond PostCon
9
Reservoir
7
10.21
-----
-------
-----
39.83
------
-----
81.12
Forebay-7113 Discharge
10
Combine
6, 8, 9
14.31
-----
------
-----
56.94
------
-----
112.48
Main Pond Influent
11
Reservoir
10
0.243
-----
-----
---
12.01
------
----
67.96
Main Pond Discharge
Proj. file: Wet Detetion Basin 7 Routing - 2017.gpw
Tuesday, Apr 4, 2017

Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
0.852
1
737
5,806
----
I
------
--
Forebay-7A PreCon
2
SCS Runoff
3.187
1
737
21,726
--
-----
--
Forebay-7B PreCon
3
SCS Runoff
0.561
1
735
3,777
----
------
Main Pond PreCon
4
Combine
4.594
1
737
31,309
1 2,3
-- --
Site PreCon Discharge
6
SCS Runoff
4.154
1
732
18,017
--
Forebay-7A PostCon
7
SCS Runoff
15.64
1
733
69,048
---
------
Forebay-713 PostCon
8
SCS Runoff
4.036
1
726
13,166
---
---
Main Pond PostCon
9
Reservoir
10.21
1
747
56,799
7
26.53
61,331
Forebay-713 Discharge
10
Combine
14.31
1
745
87,981
6, 8, 9
-----
-----
Main Pond Influent
11
Reservoir
0.243
1
1463
28,752
10
25.28
376,151
Main Pond Discharge
Wet Detetion Basin 7 Routing - 2017.gpw
Return Period: 1 Year
Tuesday, Apr 4, 2017

Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Forebay-7A PreCon
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
3.910 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.70 in
Storm duration =
24 hrs
Composite (Area/CN) = [(3.710 x 55) + (0.200 x 30)] / 3.910
Forebay-7A PreCon
Tuesday, Apr 4, 2017
Peak discharge = 0.852 cfs
Time to peak =
737 min
Hyd. volume =
5,806 cuft
Curve number =
55*
Hydraulic length =
0 ft
Time of conc. (Tc) =
11.90 min
Distribution =
Type III
Shape factor =
484
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
ti
0.30 — 0.30
f�.
0.20 + 0.20
0.10 0.10
t
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

TR55 Tc Worksheet
r�
Y
Hyd. No. 1
Forebay-7A PreCon
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 9.32 +
0.00 +
0.00 =
9.32
Shallow Concentrated Flow
Flow length (ft)
= 250.00
0.00
0.00
Watercourse slope 1%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.61
0.00
0.00
Travel Time (min)
= 2.58 +
0.00 +
0.00
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
11.90 min

Hydrograph Report
6
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Forebay-713 PreCon
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
14.630 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.70 in
Storm duration =
24 hrs
* Composite (Area/CN) = [(7.120 x 55) + (7.510 x 30)] / 14.630
Q (cfs)
3.00
2.00
1.00
Forebay-713 PreCon
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840
Hyd No. 2
Tuesday, Apr 4, 2017
Peak discharge = 3.187 cfs
Time to peak
= 737 min
Hyd. volume
= 21,726 cuft
Curve number
= 55*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 12.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
7
Hyd. No. 2
Forebay-713 PreCon
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 9.32 +
0.00 +
0.00 =
9.32
Shallow Concentrated Flow
Flow length (ft)
= 255.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.61
0.00
0.00
Travel Time (rain)
= 2.63 +
0.00 +
0.00 =
2.63
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
12.00 min

Hydrograph Report
8
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Main Pond PreCon
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
2.460 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.70 in
Storm duration =
24 hrs
Main Pond PreCon
Tuesday, Apr 4, 2017
Peak discharge = 0.561 cfs
Time to peak =
735 min
Hyd. volume =
3,777 cuft
Curve number =
55
Hydraulic length =
0 ft
Time of conc. (Tc) =
10.50 min
Distribution =
Type III
Shape factor =
484
Q (ofs) Hyd. No. 3 --1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.4U 0.40
0.30 0.30
0.20 0.20
0.10 _`'i► 0.10
-._.�.... s. 1� L _ I;.
0.00 —•-- r - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- , Hyd No. 3 Time (min)

TR55 Tc Worksheet
9
Hyd. No. 3
Main Pond PreCon
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 9.32 +
0.00 +
0.00 =
9.32
Shallow Concentrated Flow
Flow length (ft)
= 115.00
0.00
0.00
Watercourse slope 1%1
= 1.0C
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.61
0.00
0.00
Travel Time (min)
= 1.19 +
0.00 +
0.00 =
1.19
Channel Flow .
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc.............................................................................. 10.50 min

Hydrograph Report
W
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Site PreCon Discharge
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 1, 2, 3
4.00
3.00
2.00
M
Site PreCon Discharge
Hyd. No. 4 -- 1 Year
120 240 360 480 600 720
Hyd No. 4 > Hyd No. 1
Tuesday, Apr 4, 2017
Peak discharge =
4.594 cfs
Time to peak =
737 min
Hyd. volume =
31,309 cuft
Contrib. drain. area--
21.000 ac
Q (cfs)
5.00
4.00
MIN
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 2 - Hyd No. 3 Time (min)

Hydrograph Report
11
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 6
Forebay-7A PostCon
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
3.910 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.70 in
Storm duration =
24 hrs
* Composite (Area/CN) = [(0.980 x 98) + (0.450 x 98) + (2.500 x 61) + (0.130 x 39)] / 3.910
Q (cfs)
4.00
3.00
2.OU
1.00
M
120 240
Hyd No. 6
Forebay-7A PostCon
Hyd. No. 6 — 1 Year
Tuesday, Apr 4, 2017
Peak discharge = 4.154 cfs
Time to peak =
732 min
Hyd. volume =
18,017 cuft
Curve number =
72*
Hydraulic length =
0 ft
Time of conc. (Tc) =
16.70 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
5.00
4.00
3.00
01 M
1.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet 12
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 6
Forebay-7A PostCon
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 12.30 +
0.00 +
0.00 = 12.30
Shallow Concentrated Flow
Flow length (ft)
= 20.00
0.00
0.00
Watercourse a slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.61
0.00
0.00
Travei T ime (min)
= 0.21 +
0.00 +
0.00 = 0.21
Channel Flow
X sectional flow area (sqft)
= 0.24
0.00
0.00
Wetted perimeter (ft)
= 4.78
0.00
0.00
Channel slope (%)
= 0.50
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.95
0.00
0.00
Flow length (ft)
= 240.0
0.0
0.0
Travel Time (min)
= 4.23
+ 0.00
+ 0.00 = 4.23
Total Travel Time, Tc..............................................................................
16.70 min

Hydrograph Report
13
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 7
Forebay-713 PostCon
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
14.620 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.70 in
Storm duration =
24 hrs
Tuesday, Apr 4, 2017
Peak discharge = 15.64 cfs
Time to peak =
733 min
Hyd. volume =
69,048 cuff
Curve number =
73*
Hydraulic length =
0 ft
Time of conc. (Tc) =
18.40 min
Distribution =
Type III
Shape factor =
484
* Composite (Area/CN) = ((0.840 x 98) + (4.870 x 98) + (1.630 x 98) + (4.020 x 61) + (3.810 x 39)] / 14.620
Forebay-71B PostCon
Hyd. No. 7 --,1 Year
1i"1111
12.00
• E@
. E
3.00
Q (cfs)
18.00
15.00
12.00
alb]
MR
3.00
0.00 -J - 1 . I .-I ! 1 I I I_ I I I°- _ x. - I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

TR55 Tc Worksheet
14
Hyd. No. 7
Forebay-713 PostCon
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 12.30 +
0.00 +
0.00 = 12.30
Shallow Concentrated Flow
Flow length (ft)
= 145.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.61
0.00
0.00
Travel Time (min)
= 1i.50 +
0.00 +
0u.00 = 'i.5�i
Channel Flow
X sectional flow area (sqft)
= 0.24
3.14
0.00
Wetted perimeter (ft)
= 4.78
6.28
0.00
Channel slope (%)
= 0.50
0.35
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.95
3.69
0.00
Flow length (ft)
= 135.0
500.0
0.0
Travel Time (min) = 2.38 + 2.26 + 0.00 = 4.63
TotalTravel Time, Tc.............................................................................. 18.40 min

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 8
Main Pond PostCon
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 2.460 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.70 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.530 x 98) + (0.180 x 61) + (0.700 x 39)] / 2.460
G �S
3.00
2.00
` e I]
M
Main Pond PostCon
Hyd. No. 8 --1 Year
15
Tuesday, Apr 4, 2017
Peak discharge = 4.036 cfs
Time to peak =
726 min
Hyd. volume =
13,166 cuft
Curve number =
76*
Hydraulic length =
0 ft
Time of conc. (Tc) =
7.80 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
5.00
Mile]
3.00
99
1.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
= Hyd No. 8 Time (min)

TR55 Tc Worksheet
16
Hyd. No. 8
Main Pond PostCon
Hydraflow Hydrographs by Intelisolve v9.2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 4.31
0.00
0.00
Land slope (%)
= 10.00
0.00
0.00
Travel Time (min)
= 6.46 +
0.00 +
0.00 =
6.46
Shallow Concentrated Flow
Flow length (ft)
= 90.00
0.00
0.00
Watercourse slopo (°%)
= 0.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.14
0.00
0.00
Travei Time (min)
= 1.31 +
0.00 +
0.00 =
1.31
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc.............................................................................. 7.80 min

Hydrograph Report
17
Hydraflow Hydrographs by Intelisolve v9.2
Tuesday, Apr 4, 2017
Hyd. No. 9
Forebay-713 Discharge
Hydrograph type = Reservoir
Peak discharge
= 10.21 cfs
Storm frequency = 1 yrs
Time to peak
= 747 min
Time interval = 1 min
Hyd. volume
= 56,799 cuft
Inflow hyd. No. = 7 - Forebay-713 PostCon
Max. Elevation
= 26.53 ft
Reservoir name = Forebay-713
Max. Storage
= 61,331 cuft
Storage Indication method used. Wet pond routing start elevation = 25.00 ft
Q (cfs)
18.00
15.00
12.00
-M
M
3.00
w
Forebay-713 Discharge
Hyd. No. 9 -- 1 Year
120 240 360 480 600 720
Hyd No. 9 -- - Hyd No. 7
Q (cfs)
18.00
15.00
12.00
M
. es
cm
0.00
840 960 1080 1200 1320 1440 1560
Total storage used = 61,331 cuff Time (min)

Pond Report 1$
Hydraflow Hydrographs by Intelisolve v9.2
Tuesday, Apr 4, 2017
Pond No. 1
- Forebay-713
Pond Data
Contours - User
-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 20.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00
20.00
5,322
0
0
1.00
21.00
6,416
5,869
5,869
2.00
22.00
7,667
7,042
12,911
3.00
23.00
8,944
8,306
21,216
4.00
24.00
10,254
9,599
30,815
5.00
25.00
11,572
10,913
41,728
6.00
26.00
12,924
12,248
53,976
7.00
27.00
14,999
13,962
67,938
8.00
28.00
17,349
16,174
84,112
9.00
29.00
19,254
18,302
102,413
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 30.00 0.00
0.00
0.00
Crest Len (ft)
= 8.00 10.00
0.00
0.00
Span (in)
= 30.00 0.00
0.00
0.00
Crest El. (ft)
= 26.00 27.70
0.00
0.00
No. Barrels
= 1 0
0
0
Weir Coeff.
= 3.33 3.00
3.33
3.33
Invert El. (ft)
= 21.89 0.00
0.00
0.00
Weir Type
= Rect Broad
-
--
Length (ft)
= 205.00 0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 0.24 0.00
0.00
n/a
N-Value
= .011 .013
.013
n/a
Orifice Coeff.
= 0.60 0.60
0.60
0.60
Exfii.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00
Note: Culvert/Orifice, outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a)
Stage / Discharge
Elev (ft)
30.00
28.00
26.00
24.00
22.00
20 00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Total Q Discharge (cfs)

r
Hydrograph Report
19
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 10
Main Pond Influent
Hydrograph type =
Combine
Storm frequency =
1 yrs
Time interval =
1 min
Inflow hyds. =
6, 8, 9
12.00
M
6.00
well]
Main Pond Influent
Hyd. No. 10 — 1 Year
Tuesday, Apr 4, 2017
Peak discharge = 14.31 cfs
Time to peak = 745 min
Hyd. volume = 87,981 cuft
Contrib. drain. area-- 6.370 ac
Q (cfs)
15.00
12.00
Me
M
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 a- Hyd No. 6 — Hyd No. 8 — Hyd No. 9

Hydrograph Report
20
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 11
Main Pond. Discharge
Hydrograph type = Reservoir
Peak discharge
Storm frequency = 1 yrs
Time to peak
Time interval = 1 min
Hyd. volume
Inflow hyd. No. = 10 - Main Pond Influent
Max. Elevation
Reservoir name = Main Pond + Forebay-7A
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 24.10 ft.
Q (cfs)
15.00
12.00
M
6.00
3.00
0.00 - - - --
0 300
- , Hyd No. 11
Main Pond Discharge
Hyd. No. 11 -- 1 Year
600 900 1200
Hyd No. 10
Tuesday, Apr 4, 2017
= 0.243 cfs
= 1463 min
= 28,752 cuft
= 25.28 ft
= 376,151 cult
1500 1800 2100 2400 2700
�� Total storage used = 376,151 cuft
Q (cfs)
— 15.00
12.00
M
. 11
3.00
—1 0.00
3000
Time (min)

Pond Report
21
Hydraflow Hydrographs by Intelisolve v9.2 Tuesday, Apr 4, 2017
Pond No. 2 - Main Pond + Forebay-7A
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 17.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00
17.00
28,722
0
0
1.00
18.00
31,590
30,156
30,156
2.00
19.00
34,542
33,066
63,222
3.00
20.00
37,578
36,060
99,282
4.00
21.00
44,091
40,835
140,117
5.00
22.00
48,096
46,094
186,210
6.00
23.00
52,285
50,191
236,401
7.00
24.00
58,994
55,640
292,040
7.10
24.10
60,470
5,973
298,013
8.00
25.00
68,686
58,120
356,133
9.00
26.00
72,071
70,379
426,512
10.00
27.00
75,513
73,792
500,304
11.00
28.00
79,611
77,562
577,866
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrPRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
3.00
0.00
0.00
Crest Len (ft)
= 16.00 25.00
0.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
Crest El. (ft)
= 25.89 26.90
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.00
3.33
3.33
Invert El. (ft)
= 22.00
24.10
0.00
0.00
Weir Type
= Rect Broad
--
-•-
Length (ft)
= 75.00
1.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 1.53
1.00
0.00
n/a
N-Value
= .011
.011
.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)
= 24.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft) Stage / Discharge Elev (ft)
12.00
10.00
8.00
6.00
4.00
2.00
000
29.00
27.00
25.00
23.00
21.00
19.00
17 00
0.0 900 40.0 sn n an n Inn n f 9n n 140.0 160.0
Total Q Discharge (cfs)

22
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
F21
SCS Runoff
7.368
1
730
29,674
--
— —
Forebay-7A PreCon
SCS Runoff
27.57
1
730
111,029
---
—
—
Forebay-713 PreCon
3
SCS Runoff
4.961
1
729
19,304
---
---
Main Pond PreCon
4
Combine
39.85
1
730
160,007
1, 2, 3
- —
— —
Site PreCon Discharge
6
SCS Runoff
13.31
1
731
55,026
----
------
Forebay-7A PostCon
7
SCS Runoff
48.65
1
732
206,474
--
-----
Forebay-76 PostCon
8
SCS Runoff
11.49
1
726
37,067
---
— —
- --
Main Pond PostCon
9
Reservoir
39.83
1
741
194,224
7
27.49
75,866
Forebay-76 Discharge
10
Combine
56.94
1
733
286,317
6, 8, 9
---
------
Main Pond Influent
11
Reservoir
12.01
1
782
188,445
10
26.25
445,094
Main Pond Discharge
Wet Detetion Basin 7 Routing - 2017.gp I
Return Period: 10 Year
Tuesday, Apr 4, 2017

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Forebay-7A PreCon
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
3.910 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
7.00 in
Storm duration =
24 hrs
23
Tuesday, Apr 4, 2017
Peak discharge = 7.368 cfs
Time to peak =
730 min
Hyd. volume =
29,674 cuft
Curve number =
55*
Hydraulic length =
0 ft
Time of conc. (Tc) =
11.90 min
Distribution =
Type III
Shape factor =
484
*Composite (Area/CN) [(3.710 x 55) + (0.200 x 30)] / 3.910
Q (cfs)
8.00
4.00
r M
0.00
0
Forebay-7A PreCon
Hyd. No. 1 -- 10 Year
1
120 240 360 480 600 720 840
Hyd No. 1
Q (cfs)
8.00
.,,
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

24
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Forebay-713 PreCon
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 14.630 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.00 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(7.120 x 55) + (7.510 x 30)] / 14.630
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
M
Forebay-71B PreCon
Hyd. No. 2 -- 10 Year
120 240 360 480 600 720
• Hyd No. 2
Tuesday, Apr 4, 2017
Peak discharge = 27.57 cfs
Time to peak
= 730 min
Hyd. volume
= 111,029 cuft
Curve number
= 55*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 12.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
WA1111
ff
4.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

25
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Main Pond PreCon
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 2.460 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.00 in
Storm duration
= 24 hrs
4.00
3.00
2.00
1.00
M
Main Pond PreCon
Hyd. No. 3 — 10 Year
120 240 360 480 600
Hyd No. 3
Tuesday, Apr 4, 2017
Peak discharge = 4.961 cfs
Time to peak
= 729 min
Hyd. volume
= 19,304 tuft
Curve number
= 55
Hydraulic length
= 0 ft
Time of cons. (Tc)
= 10.50 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
ii9elf,
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Site PreCon Discharge
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 1, 2, 3
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600
•---• Hyd No. 4 - , Hyd No. 1
Site PreCon Discharge
Hyd. No. 4 --10 Year
26
Tuesday, Apr 4, 2017
Peak discharge = 39.85 cfs
Time to peak = 730 min
Hyd. volume = 160,007 cuft
Contrib. drain. area-- 21.000 ac
Q (cfs)
40.00
10.00
0.00
720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 e Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 6
Forebay-7A PostCon
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
3.910 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
7.00 in
Storm duration =
24 hrs
'Composite (Area/CN) [(0.980 x 98) + (0.450 x 98) + (2.500 x 61) + (0.130 x 39)] / 3.910
Q (cfs)
14.00
12.00
IDue 81
M
M
4.00
2.00
M
Forebay-7A PostCon
Hyd. No. 6 -- 10 Year
`A
Tuesday, Apr 4, 2017
Peak discharge = 13.31 cfs
Time to peak =
731 min
Hyd. volume =
55,026 cuft
Curve number =
72*
Hydraulic length =
0 ft
Time of conc. (Tc) =
16.70 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
14.00
12.00
10.00
IS
6.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 7
Forebay-713 PostCon
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
14.620 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
7.00 in
Storm duration =
24 hrs
28
Tuesday, Apr 4, 2017
Peak discharge = 48.65 cfs
Time to peak =
732 min
Hyd. volume =
206,474 cuft
Curve number =
73*
Hydraulic length =
0 ft
Time of conc. (Tc) =
18.40 min
Distribution =
Type III
Shape factor =
484
" Composite (Area/CN) = [(0.840 x 98) + (4.870 x 98) + (1.630 x 98) + (4.020 x 61) + (3.810 x 39)] / 14.620
40.00
30.00
20.00
11111iff
M
Forebay-713 PostCon
Hyd. No. 7 --10 Year
120 240 360 480 600
Hyd No. 7
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 8
Main Pond PostCon
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 2.460 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.00 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.630 x 98) + (0.180 x 61) + (0.700 x 39)] / 2.460
Q (cfs)
12.00
10.00
N. Me
. 11
4.00
O4Z1
Main Pond PostCon
Hyd. No. 8 — 10 Year
29
Tuesday, Apr 4, 2017
Peak discharge = 11.49 cfs
Time to peak =
726 min
Hyd. volume =
37,067 cuft
Curve number =
76*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.80 min
Distribution =
Type III
Shape factor
= 484
Q (cfs)
12.00
10.00
MR
We]
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
-- Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 9
Forebay-713 Discharge
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 7 - Forebay-76 PostCon
Reservoir name = Forebay-7B
Storage Indication method used. Wet pond routing start elevation = 25.00 ft.
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 9
Forebay-713 Discharge
Hyd. No. 9 — 10 Year
360 480 600 720
..---. Hyd No. 7
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Apr 4, 2017
= 39.83 cfs
= 741 min
= 194,224 cult
= 27.49 ft
= 75,866 cuft
Q (cfs)
50.00
40.00
41 11
10.00
0.00
840 960 1080 1200 1320 1440 1560
I ! Total storage used = 75,866 cuff Time (min)

31
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 10
Main Pond Influent
Hydrograph type =
Combine
Storm frequency =
10 yrs
Time interval =
1 min
Inflow hyds. =
6, 8, 9
Main Pond Influent
Tuesday, Apr 4, 2017
Peak discharge = 56.94 cfs
Time to peak = 733 min
Hyd. volume = 286,317 cuft
Contrib. drain. area-- 6.370 ac
Q (cfs) Q (cfs)
Hyd. No. 10 -- 10 Year
60.00 - 7--- 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 1 Hyd No. 6 Hyd No. 8 — Hyd No. 9

32
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 11
Main Pond Discharge
Hydrograph type =
Reservoir
Storm frequency =
10 yrs
Time interval =
1 min
Inflow hyd. No. =
10 - Main Pond Influent
Reservoir name =
Main Pond + Forebay-7A
Storage Indication method used. Wet pond routing start elevation = 24.10 ft
50.00
40.00
30.00
20.00
10.00
0.00
0 300
• - Hyd No. 11
Main Pond Discharge
Hyd. No. 11 --10 Year
Tuesday, Apr 4, 2017
Peak discharge = 12.01 cfs
Time to peak
= 782 min
Hyd. volume
= 188,445 cuft
Max. Elevation
= 26.25 ft
Max. Storage
= 445,094 cuft
600 900 1200 1500 1800 2100 2400 2700
- Hyd No. 10 Total storage used = 445,094 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
WillIll
0.00
3000
Time (min)

44
Hydraflow Rainfall Report
Hydraflow Hydrographs by Intelisolve v9.2
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
d
D
E
(NIA)
1
69.6992
12.1000
0.8722
2
89.3980
13.0000
0.8845
-------
3
0.0000
0.0000
0.0000
--------
5
86.1922
12.5000
0.8284
10
85.7989
12.1000
0.7942
----- --
25
77.6009
10.8000
0.7356
-
50
71.2072
9.8000
0.6903
-- -
100
67.3968
9.0000
0.6544
-----
File name: SLP3C NOAAAltas-14 PPE,IDF
Intensity = B / (Tc + D)^E
Tuesday, Apr 4, 2017
Return
Period
(Yrs)
Intensity (in/hr)
5 min 10 15 20 25 30 35 40 45 50 55 I 60
1
5.86
4.68
3.92
3.38
2.98
2.67
2.42
2.22
2.05
1.90
1.78
1.67
2
6.93
5.58
4.69
4.06
3.58
3.21
2.91
2.67
2.46
2.29
2.14
2.01
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
8.05
6.54
5.54
4.82
4.28
3.86
3.52
3.24
3.00
2.80
2.63
2.48
10
9.00
7.34
6.24
5.46
4.86
4.40
4.02
3.71
3.45
3.23
3.04
2.87
25
10.19
8.32
7.10
6.23
5.58
5.07
4.66
4.31
4.03
3.78
3.57
3.38
50
11.09
9.07
7.76
6.84
6.14
5.60
5.16
4.80
4.49
4.23
4.00
3.80
100
11.98
9.81
8.42
7.44
6.71
6.13
5.66
5.28
4.95
4.68
4.43
4.22
Tc = time in minutes. Values may exceed 60.
Precio- file name- SLP3C NOAAAtlas-14 PPF Estimate-nco
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
60-yr
100-yr
SCS 24-hour
3.70
4.31
0.00
5.57
7.00
8.27
9.67
11.20
SCS 6-Hr
2.58
3.13
0.00
3.97
4.73
5.81
6.76
7.80
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

Savannah Lakes Phase 3C
Wet Detention Basin 7 Outlet Calculations

Inlet Report
Hydraflow Express by Intelisolve
Forebay 713 Primary Spillway Riser -10 year
Drop Curb Inlet
Location
= Sag
Curb Length (ft)
= 8.00
Throat Height (in)
= 21.00
Grate Area (sgft)
= -0-
Grate Width (ft)
= -0-
Grate Length (ft)
= -0-
Gutter
Slope, Sw (ft/ft)
= 100.000
Slope, Sx (ft/ft)
= 100.000
Local Depr (in)
= -0-
Gutter Width (ft)
= -0-
f%-3utter Slope (%)
= -0-
Gutter n-value
= -0-
AD dmemiux n F.k
zoo
Wednesday, Mar 8 2017, 10:51 AM
Calculations
Compute by: Known Q
Q (cfs) = 38.20
Highlighted
Q Total (cfs) =
38.20
Q Capt (cfs) =
38.20
Q Bypass (cfs) =
-0-
Depth at Inlet (in) =
16.38
Efficiency (%) =
100
Gutter Spread (ft) =
0.01
Gutter Vel (ft/s) =
-0-
Bypass Spread (ft) =
-0-
Bypass Depth (in) =
-0-

Culvert Report
Hydraflow Express by Intelisolve
Forebay 7B Primary Spillway Barrel -10 year
Invert Elev Dn (ft) = 21.40
Pipe Length (ft) = 205.00
Slope (%)
= 0.24
Invert Elev Up (ft)
= 21.89
Rise (in)
= 36.0
Shape
= Cir
Span (in)
= 36.0
No. Barrels
= 1
n-Value
= 0.011
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 27.70
Top Width (ft) = 4.00
Crest Width (ft) = 4.00
Wednesday, Mar 8 2017, 11:18 AM
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Eiev (i )
Hw/D (ft)
Flow Regime
i
= 0.00
= 38.20
= 26.32
= 38.20
= 38.20
= 0.00
= 5.41
= 5.40
= 26.32
= 26.80
27.
= 1.71
= Outlet Control

Weir Report
Hydraflow Express by Intelisolve Wednesday, Mar 8 2017, 11:00 AM
Forebay 713 Emergency Spillway Nappe -100 year
Trapezoidal Weir
Highlighted
Crest =
Sharp
Depth (ft)
= 1.30
Bottom Length (ft) =
20.00
Q (cfs)
= 98.10
Total Depth (ft) =
1.30
Area (sqft)
= 29.38
Side Slope (z:1) =
2.00
Velocity (ft/s)
= 3.34
Top Width (ft)
= 25.20
Calculations
Weir Coeff. Cw =
3.00
Compute by: Known Q
Known Q (cfs) =
98.10
Depth (ft)
2.00
1.50
1.00
0.50
we
-0.50
Forebay 713 Emergency Spillway Nappe -100 year
0 5 10 15 20 25 30 35 40
Weir W.S.
Depth (ft)
2.00
1.50
1.00
0.50
J m
-0.50
45
Length (ft)

RIP RAP APRON DESIGN SHEET
DATE: Merch 6, 2017 11:14 AM
PROJECT: Savannah Lakes Phase 3C I.D. NO.:
PROJECT NO.: 310-04 FILE:
DESCRIPTION: Forebay 76 Emergency Spillway Nappe LOCATION:
Rip Rap Zone Delineation
25
20
7
15
O
10
v
5
Brunswick County, Norlh Caro01a
0 I I I I I
l0
I I I I l l I I I I I II
5
10 15 20 25
Do, Depth of Flow (ft.)
Notes 1. Use next Naher mne for aradw>10%.
2. For pipe arch, arch, box wiverL pamd channel outlet, Ice Do=Croes sectional area or outlet fk w.
Number of Culverts:
1
Design Velocity, Vd :
3.34 the
Flow, 0:
98.10 ft.
Pipe Diameter, Do:
5.42 R
Slope, S.—=
0 am
Using NCDOT Rip Rap
Apron Design:
Use:
Zone 2
LI: 16.26 ft.
L2: 32.52 ft.
W: 11.9 ft.
W: 18.4 ft.
CLASS'B' RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 290.8 ft3
898.9 fe
■ Design Point
eBaSed upon L1
"Based upon L2
SHEET 1 OF 1
DESIGN BY: JRC
CHECKED BY: JBP
MINIMUM
CLASS
L.l
L,
STONE
NCDOTRIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
ft)
(ft.)
fin.
1
'A'
FINE
3
4
12
2
'B'
LIGHT
3
8
16
9
1
MEDIUM
4
8
24
4
1
HEAW
4
8
36
5
2
HEAVY
5
10
1:
8
2
HEAW
5
10
38
7
De ' n s B
d the 3w
a aF TN. Method
L1 -LBn0h to Protect CJveA
L2 =LemM tc Prevent Scour Hale
NAME WEIGHT SIZE
SPECIFICATIONS
I LB'I
RIP
-RAP
CLASS 1
5-200
30% SHALL WEIGH AT LEAST SO LBS. EACH.
NO MORE THAN. 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
60% SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
EROSION
CONTROL STONE
CLASS A
28'
10% TOP & BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
. 1"00_
5-15.
NO GRADATION SPECIFIED

Channel Report
Hydraflow Express by Intelisolve Wednesday, Mar 8 2017, 11:20 AM
Forebay 7B Emergency Spillway Slope -100 year
Trapezoidal
Highlighted
Botom Width (ft)
= 20.00
Depth (ft)
= 1.08
Side Slope (z:1)
= 2.00
Q (cfs)
= 98.10
Total Depth (ft)
= 1.30
Area (sqft)
= 23.93
Invert Elev (ft)
= 27.70
Velocity (ft/s)
= 4.10
Slope (%)
= 1.00
Wetted Perim (ft)
= 24.83
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.89
Top Width (ft)
= 24.32
Calculations
EGL (ft)
= 1.34
Compute by:
Known Q
Known Q (cfs)
= 98.10
Elev (ft) Section
30.00
29.50
28.50
F.111I11
27.50
27.00
5 10 15
20
Reach (ft)
25 30 35 40
Depth (ft)
2.30
1.80
1.30
1 :1
0.30
-0.20
-n 7n

RIP RAP APRON DESIGN SHEET
DATE: March 9, 2017 11:15 AM SHEET 1 OF 1
PROJECT: Savannah Lakes Phase X I.D. NO.: DESIGN BY: JRC
PROJECT NO.: 310-D4 FILE: CHECKED BY: JBP
DESCRIPTION: Forebay 7B Emergency SpilWay Slope LOCATION: Brunswick Courity, North C—Irt.
Rip Rap Zone Delineation
25
20 N
ZO qE
N
Z NE7
15
.r
z N s
■ Design Point
3
O
10
yZONE
ZONE 4
5
O E1
0
0
5 10 15 20
25
Do, Depth of Flow (ft.)
Nobs 1. Use nod Npher =a far grades>10%.
2. For pipe arch, arch, box cuNerL paved channel outlets, use Dross seadohvl area or outlet flow.
Number at Culverts: I
Design Velocity, Vd : 4.1 fUs
Flow, Q : 9B.10 R
Pipe Diameter, Do: 4.119 ft
Slope, segrm 0.01 ft-AL
Using NCDOT Rip Rap Apron Design:
USO: Zono 2
Lf: 14.67 ft.
L2: 29.34 ft.
W: 10.8 ft.
W: 16.6 fi.
CLASS'B' RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 23F.7 fi3
731.7 ft'
'Based upon Li
'Based upon L2
MINIMUM
CLASS
L1
L1
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
R.)
(fU
in.
1
'A'
FINE
3
4
12
2
S'
LIGHT
3
6
1s
3
1
MEDIUM
4
B
24
4
1
HEAVY
4
B
36
5
2
HEAVY5
10
36
6
2
HEAVY
5
to
38
7
Dec o Be
d the Seo
a of This Msftd
L1 =L.Am to Protect Culvert
L2 -LenpM to Preverd Swur Hole
NAME WEIGHT SIZE
SPECIFICATIONS
tLSSI
RIP
-RAP
CLASS 1
5,2DD
3D%SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
SO%SHALL WEIGH AT LEAST 80 U.S. EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LES. EACH
EROSION
CONTROL STONE
CLASS A
2-e"
10%TOP 6 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
15-300
5-15'
NO GRADATION SPECIFIED

Inlet Report
Hydraflow Express by Intelisolve
Pond 7 Primary Spillway Riser -10 year
Drop Curb Inlet
Location
= Sag
Curb Length (ft)
= 16.00
Throat Height (in)
= 12.00
Grate Area (sqft)
= -0-
Grate Width (ft)
= -0-
Grate Length (ft)
= -0-
Gutter
Slope, Sw (ft/ft)
= 100.000
Slope, Sx (ft/ft)
= 100.000
Local Depr (in)
= -0-
Gutter Width (ft)
= -0-
Gutter Slope (%)
= -0-
Gutter n-value
= -0-
ainfek
Wednesday, Mar 8 2017, 10:48 AM
Calculations
Compute by: Known Q
Q (cfs) = 11.74
Highlighted
Q Total (cfs) =
11.74
Q Capt (cfs) =
11.74
Q Bypass (cfs) =
-0-
Depth at Inlet (in) =
4.67
Efficiency (%) =
100
Gutter Spread (ft) =
0.00
Gutter Vel (ft/s) =
-0-
Bypass Spread (ft) =
-0-
Bypass Depth (in) _
-0-

Culvert Report
Hydraflow Express by Intelisolve
Pond 7 Primary Spillway Barrel -10 year
Invert Elev Dn (ft) = 20.85
Pipe Length (ft) = 75.00
Slope (%)
= 1.53
Invert Elev Up (ft)
= 22.00
Rise (in)
= 36.0
Shape
= Cir
Span (in)
= 36.0
No. Barrels
= 1
n-Value
= 0.011
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 25.89
Top Width (ft) = 5.00
Crest Width (ft) = 5.00
Wednesday, Mar 8 2017, 10:41 AM
Calculations
Qmin (cfs) = 0.00
Qmax (cfs) = 11.74
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (fUs)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 11.74
= 11.74
= 0.00
= 2.29
= 5.05
= 22.90
= 23.09
= 23.51
= 0.50
= Inlet Control

RIP RAP APRON DESIGN SHEET
DATE: March a, 2017 10:46 AM SHEET 1
PROJECT: Savannah Lakes Phase 3C I.D. NO.: DESIGN BY: JRC
PROJECT NO.: 310-04 FILE CHECKED BY: JBP
DESCRIPTION: Main Pond 7 Primary SpllMey Outlet LOCATION: Brunswick County, North Carolina
Rip Rap Zone Delineation
25
20 ZO E
Z NE 7
15
Z N 5 ■ Design Point
O
10
y E
5 ZONE
O ER
0
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Net.: 1. Use nextMaher mne fir prad-10%.
2 For pipe arch, arch, bm culvert, pawed chemel outlets, use Da=Crass aeedonal ame of out tllm
Number of Culverts: 1
Design Velocity, Vd : 2.2e We
Flow, Q : 11.74 It
Pipe Diameter, Do : 3 R
Slope, Smon= 0.0153 RflL
Using NCDOT Rip Rap Apron Design:
Use: Zone 1
L1: 9 ft.
L2: 12 ft.
W: 6.6 ft.
W: 7.8 ft.
CLASS'A' RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 59.4 ft3 'Based upon L1
93.6 ft" 'Based upon L2
MINIMUM
CLASS
Lt
Lt
STONE
NCDOT RIP
OF
Coeftlerd
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
M.1
In.
1
'A'
FINE
9
4
12
2
B,
LIGHT
3
6
16
3
1
MEDIUM
4
a
24
4
1
HEAVY
4
8
38
5
2
HEAW
5
10
36
6
2
HEAW
5
10
38
7
1
Desim Is BevwAlhe
Scope
of This Method
L7=Lenatlr to Protect Culvert
L2 =LanAth to Prevent Scour Hale
NAME I WEIGHT SIZE
SPECIFlCATONS
(Les
RIP
-RAP
CLASS I
5-200
�3.- SHALL WEIGH AT LEAST.. IBS. EACH.
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
60% SHALL WEIGH AT LEAST SO LBS. EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
EROSION
CONTROLS ONE
CLASS A
28'
1o%TOP a BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
1"00
5-15'
NO GRADATION SPECIFIED

Weir Report
Hydraflow Express by Intelisolve
Pond 7 Emergency Spillway Nappe -100 year
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 25.00
Total Depth (ft) = 1.30
Side Slope (z:1) = 2.00
Calculations
Weir Coeff. Cw = 3.00
Compute by: Known Q
Known Q (cfs) = 116.00
Depth (ft)
2.00
1.50
1.00
0.50
AM
-0.50
0 5 10 15
Weir I , W.S.
Wednesday, Mar 8 2017, 10:28 AM
Highlighted
Depth (ft)
= 1.27
Q (cfs)
= 116.00
Area (sqft)
= 34.98
Velocity (ft/s)
= 3.32
Top Width (ft)
= 30.08
Pond 7 Emergency Spillway Nappe -100 year
20 25 30 35 40
Depth (ft)
2.00
1.50
1.00
0.50
Ma
-0.50
45 50
Length (ft)

RIP RAP APRON DESIGN SHEET
DATE
March B. 2017 10:33 AM
SHEET i OF 1
PROJECT:
Savannah Lakes Phase 3C
I.D. NO.:
DESIGN BY: JRC
PROJECT NO.:
310-04
FILE:
CHECKED SY: JBP
DESCRIPTION:
Mein Pond 7 Emergency Spillway Nappe
LOCATION: Bmusick County, North Carolina
Rip Rap Zone Delineation
25
20 gZO
ZONE 7
N
15
f z w 5 ■ Design Point
C�
O
10
'v OI E
5 JZC E4
�OJE 1
0
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Notes: 1. Use next Noher zone for wades>10%.
2. For pipe arch, arch, box alert, paved chmnel outlets, use De --Cross secdond area o1 oubsttlow.
Number of Culverts: 1
Design Velocity, Vd : 3.32 ILra
Flow, O : 116.00 R
Pipe Diameter, Do: 5001 R
Slope, se.—= 0 tLflL
Using NCDOT Rip Rap Apron Design:
Use: lone 2
Lt: 17.73 ft.
1-2: 35.46 ft.
W: 13.0 ft.
W: 20.1 ft.
CLASS W RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 345.8 ft3 *Based upon Lt
1068.8 ft 'Based upon L2
MINIMUM
CLASS
Lt
Lt
STONE
NCDOT RIP
OF
Coefficient
CoerBolerlt
THICKNESS
ZONE
RAP CLASS
STONE
ft.
(in.
1
'A'
FINE
3
4
12
2
.1
LIGHT
3
6
18
3
1
MEDIUM
4
S
24
4
1
HEAVY
4
8
38
5
2
HEAVY
5
10
36
8
2
HEAVY
5
10
3fi
7
Desin is Boyand
the Scope
of This Method
LI =Lenpbi to Protect CMvart
L2=lanplh to Preverd Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
ILBSI
RIP
-RAP
CLASS 1
5-2W
30% SHALLWEIGH AT LEAST e0 LBS. EACH.
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
2&250
00% SHALL WEIGH AT LEAST 80 LBS. EACH.
NO MORE THAN 5%SHALL WEIGH LESS
THAN 50 LBS. EACH
EROSION
CONTROL STONE
GLASS A
2-e"
10%TOP & BOTTOM SIZES.
NO GRADATION SPECIFIED
CLA68 B
15-300
5_15"
NO GRADATION SPECIFIED

Channel Report
Hydraflow Express by Intelisolve
Pond 7 Emergency
Spillway Slope -100 year
Trapezoidal
Botom Width (ft)
= 25.00
Side Slope (z:1)
= 2.00
Total Depth (ft)
= 1.30
Invert Elev (ft)
= 26.90
Slope (%)
= 1.00
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 116.00
Elev (ft) Section
29.00
28.50
28.00
27.50
27.00
26.50
26.00
Wednesday, Mar 8 2017, 10:30 AM
Highlighted
Depth (ft)
= 1.05
Q (cfs)
= 116.00
Area (sqft)
= 28.45
Velocity (fUs)
= 4.08
Wetted Perim (ft)
= 29.70
Crit Depth, Yc (ft)
= 0.86
Top Width (ft)
= 29.20
EGL (ft)
= 1.31
t
cy
a
SV
5 10 15 20 25 30 35 40 45
Reach (ft)
Depth (ft)
2.10
1.60
1.10
we
-0.40

RIP RAP APRON DESIGN SHEET
DATE: March a, 2017 11:18 AM SHEET 1 OF 1
PROJECT: Savannah Lakes Phase X I.D. NO.: DESIGN BY: JRC
PROJECT NO.: 310-04 FILE: CHECKED BY: JBP
DESCRIPTION: Mein Pond 7 Emergency Spillway Slope LOCATION: Brunsvdok County, North Carolina
Rip Rap Zone Delineation
25
20 ZO E
9 ZONE 7
15
ZONES ■Design Point
C1
O
10
v O E
ZCNE4
5
O E1
INI
0
0 5 10 15 20 25
Do. Depth of Flow (ft)
Note. 1. Use nest higher zone for Grades >1D%.
2. For pipe arch, arch, box culvert, pawed channel uullels, use De --Cross sectonal area of outiet1m.
Number of Culverts: 1
Design Velocity, Vd : 4.08 8Js
Flow, Q : 11e.00 it
Pipe Diameter, Do: 5.45 R
Slope, seer,,,= 0.01 1tAt
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L7: 16.35 ft.
L2: 32.7 ft.
W: 12.0 ft.
W: 18.5 ft.
CLASS W RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 294.1 ft' 'Based upon L1
908.9 ft 'Based upon L2
MINIMUM
CLASS
L1
L1
STONE
NCDOT RIP
OF
Coelflclent
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
ft.
n.
1
'A
FINE
3
4
12
2
'B'
LIGHT
3
6
18
3
1
MEDIUM
4
e
24
4
1
HEAVY
4
B
3e
5
2
HEAVY
5
10
38
8
2
HEAVY
5
10
36
7
1
Desim is Beyond
the Sco
a of This Melhod
L7 =Lenael to Protect Culvert
L2 =.enpth tc Prevent Scow Hole
NAME WEIGHT SIZE
SPECIFICATIONS
I LBS
RIP
-RAP
CLASS
5-200
30%SHALL WEIGH AT LEAST So LBS. EACH.
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
BOY. SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 5% SHALLWEIGH LESS
AW 50 LB THS. EACH
OS O
CO RO STONE
CLASS A
2B'
10%TOP a BOTTOM SIZES.
NO GRADATION SPECIFIED
CLAS6 B
15-300
5.15'.
NO GRADATION SPECIFIED

Express Stormwater Design Narrative
Modification to State Stormwater Permit: SW8 051203-MOD
For
Savannah lakes at the Meadowlands Phase 3B and 3C
Calabash, Brunswick County, NC
Prepared for:
Meadowlands Golf Club, Inc.
PO Box 4159
Calabash, NC 28467
Prepared by:
Coastal Laud Deslan. PLLC
Civil Engineering / Landscape Architecture
Land Planning / Construction Management
P.O. Box 1172 (910) 254 - 9333
Wilmington, NC 28402 (910) 254 - 0502
www.cidenq.com
April 18, 2017
� .Pn
s. CFI b
,=.EIVE
APR 18 201?
BY:

Project Modification Preface
Savannah Lakes Phase 3 is composed of three phases (3A, 313, and 3C) and was designed and permitted
as by Thomas & Hutton Engineering Co. under State stormwater permit SW8 051203-MOD (permitted
1/28/2008).
In 2015, Coastal Land Design, PLLC (CLD) was contracted by the Meadowlands Golf Course, Inc. to:
• modify the road grades and piping infrastructure in Phase 3B to eliminate one of the two
forebays in Pond 6 (formerly Lake 6);
• adjust the site development plans for Phase 3C to eliminate excess piping and pond excavation
after the declassification of an existing on -site borrow pit as Waters of the State; and,
• apply for and update the State and County stormwater permits, accordingly.
In late 2015 and through the middle of 2016, CLD issued several sets of submittals based upon the
State's requests for additional information related to the proposed modifications. Since Phase 3B was
already constructed at the time of the resubmittal, the State agreed to waive the new stormwater
buffer setbacks if it could be proven that the stormwater ponds in the new submittal were not located
any closer to surface waters (Shingletree Swamp Canal) than previously permitted.
Through the review process, it was also noted that some of the rear drainage from the lots within Phase
1 that abuts Phase 3B was not being captured in Pond 6 (Phase 313) as previously permitted. This
presented at challenge at the time since there was no stormwater drainage infrastructure was installed
to capture this runoff.
The wet detention basin in Phase 3C (Pond 7, previously permitted as Lakes 8A and 813), has two
forebays with one significantly oversized for use as a rear -lot amenity feature. This oversizing resulted in
a forebay volume that did not meet the State's requirement of 18-22% of the total pond volume.
After several requests for additional information, the State issued a Project Return letter dated July 14,
2016 due some of the outstanding items not being able to be addressed. Those items identified in the
letter are provided below:
• Demonstration that the ponds are not located any closer to surface waters (Shingletree Swamp
Canal) than previously permitted;
• -I-op of bank and water levels for Shingletree Swamp Canal need to be delineated on the plans
and the appropriate buffers illustrated in the vicinity of the lots and BMP features;
• The common area between Phase 1 and Phase 3B was not shown to be include an easement
granted in favor of the party responsibly for the operation and maintenance of the stormwater
system;
• The previously designed Swale Detention Area did not meet the minimum design requirements
for sediment removal efficiency as the State compared it's functionality more to a dry detention
basin than a wet detention basin;
• An operation and maintenance agreement for the Swale Detention Area was not provided;
• The forebay sizing for Pond 7 did not meet the State's requirements; and,
• Additional grading information was requested.

Current Project Modification
This resubmittal is for Phase 3B and Phase 3C and addresses all of the aforementioned requests for
additional information that were left unresolved in the previous review cycle.
On December 12, 2016, Thompkins Land Surveying, PA (L-2851) surveyed the existing top of bank of
Shingletree Swamp Canal along Phase 3B and Phase 3C, the top of pond and riser elevations for Pond 6
and Pond 7, and provided topographical information in the vicinity of the previously proposed Swale
Detention Area. Thompkins Land Surveying, PA also provided CLD an updated as -built of Phase 3B. In
January, 2017, CLD acquired digital copies of the previously permitted design plans by Thomas & Hutton
Engineering Co. for use as an underlay to compare top of pond locations.
Based upon these two additional sources of information the following actions were taken:
• Savannah Lakes Phase 313 (Pond 6, formerly Lake 6 by others)
o The previously permitted land plan for Phase 313 and Lake 6 was overlaid on top of the
proposed land plan for Phase 3B and Pond 6. As shown on Sheet SW-D1 of the revised
plan set, the existing top of bank for Pond 6 is not located any closer to surface waters
than previously permitted.
o There is sufficient hydraulic grade and access within the Common Space to pipe the
former Swale Detention Area along the rear and side of lot 259 into the forebay of Pond
6. The Swale Detention Area was removed from this plan. The Common Space is in
ownership. by Meadowlands Golf Club which is also the responsible party for operation
and maintenance of Pond #6. The common space directly abuts the right of way for
Chickweed Court and provides sufficient access width to perform maintenance on the
new pipe system.
• Savannah Lakes Phase 3C (Pond 7, formerly Lake 8A and 8B by others)
o The existing top of pond (former borrow pit) was located closer to surface waters than
the previously permitted Lake 8A so grading activities are proposed to push in the north
side of the existing pond to be outside of the setback (equal to the same distance away
from Shingletree Swamp Canal the previously permitted Lake 8A). Please refer to Sheet
SW-D2 in the revised plan set.
o The size of the main pond section was expanded to provide additional site fill and to
allow the combination of the attached forebay (Forebay 7A) and the oversized detached
forebay (Forebay 71311 to be within 18-22% of the total pond volume. Each forebay is also
proportionally sized to their respective drainage basins.
o The buildable area footprints for the Lots that abut the Shingletree Swamp Canal have
been moved back to ensure no built upon area is within the 50' surface water setback.
The BUA from the bridge crossing over Shingletree Swamp Canal is captured in the curb
and gutter and directed to the.stormwater system.
o Additional grading contours are provided on the plan, similar to as shown for Phase 3B.
A full submittal with the revised application, supplemental forms, and other pertinent documentation
for this modification is provided with this modification.

Project Modification Overview
The permit modifications to Phase 36 are summarized below:
Design Criteria
Existing Permit
Modification
Lake #6
Pond #i6
a. Drainage Area, acres
Onsite, ft2
Offsite, ft2
4.96
216,058
None
6.022
262,300
None
b. Total Impervious Surfaces, ft2
(1) Buildings, ft2
(2) Roads/Parking, ft2
(3) Other (Sidewalk), ft2
(4) Other (Phase 1), ft2
(5)Future
(6) Offsite, ft2
97,203
69,760
27,443
0
0
0
0
130,840
80,000
27,450
6,580
9,810
7,000
0
c. Design Storm, inches
1.0
1.5
d. Pond Depth, feet
5.0
4.15
e. TSS Removal Efficiency
90
_
90
f. Permanent Pool Elev., FMSL
25.00
24.00
g. Perm. Pool Surface Area, ft2
13,939
12,375
h. Permitted Storage Volume, ft3
8,768
16,462
i. *Temp. Storage Elevation, FMSL
25.59
25.15
j. Controlling Weir, Ht x L, in
7.13 x 1.5
2" Diameter
k. Permitted Forebay Volume, ft3
10,147
8,073
I. Receiving Stream/River Basin
Shingletree Swamp
Shingletree Swamp
m. Stream Index Number
Lumber
Lumber
n. Classification of Waterbody
LBR57 15-23-2
LBR5715-23-2
o. Max. Fountain Horsepower, HP
1/6
1/6
* Additional storage volume is provided to meet Brunswick County's pre- and post -development discharge requirements.

The permit modifications to Phase 3C are summarized below:
Design Criteria
Existing Permit
Modification
* Lake #8A
*Lake #8 B
Pond #7
a. Drainage Area, acres
Onsite, ft2
Offsite, ft2
8.05
350,658
None
6.95
302,742
None
20.989
914,300
None
b. Total Impervious Surfaces, ft2
(1) Buildings, ft2
(2) Roads/Parking, ft2
(3) Other, ft2
(4) Future, ft2
(5) Offsite, ft2
127,396
86,896
40,500
0
0
0
135,972
95,472
40,500
0
0
0
368,655
248,000
90,655
0
30,000
0
c. Design Storm, inches
1.5
1.5
1.5
d. Pond Depth, feet
9 (4.9 avg)
8 (3.5 avg)
4.64
e. TSS Removal Efficiency
90
90
90
f. Permanent Pool Elev., FMSL
25.0
25.0
24.10
g. Perm. Pool Surface Area, ft2
20,455
17,224
73,394
h. Permitted Storage Volume, ft3
17,574
18,770
120,757
i. **Temp. Storage Elevation, fmsl
25.81
25.99
25.89
j. Controlling Weir, Ht x L, in
10.0 x 2.0
12.0 x 2.0
3" Diameter
k. Permitted Forebay Volume, ft3
20,342
13,063
61,850
I. Receiving Stream/River Basin
Shingletree Swamp
Shingletree Swamp
m. Stream Index Number
LBR5715-23-2
LBR5715-23-2
n. Classification of Waterbody
C; Sw
C; SW
o. Max. Fountain Horsepower, HP
1/3
1/4
1/4
* In the existing permit, the Lake 7 area (interconnection lake) was combined with the lake areas for Pond #8A and Pond #86
since there were designed as outfalling ponds.
** Additional storage volume is provided to meet Brunswick County's pre- and post -development discharge requirements.

Phase 3B Stormwater System
Drainage System
This section uses a combination of reinforced concrete and corrugated plastic pipe to convey
stormwater drainage to wet detention basin 6 (Pond 6). Reinforced concrete pipe is planned to be used
under the roadways and corrugated plastic pipe is planned to be used elsewhere. The proposed
drainage systems were analyzed using Hydraflow Storm Sewers-2008 by InteliSOLVE modeling software.
The system was designed for the 10-year design storm event according to the NOAA Atlas-14 rainfall
estimates for this area. A tailwater elevation of 25.15 fmsl (temporary pool) was assumed and the pipes
were designed such that the hydraulic grade line remained within the curb inlets for the 10-year storm
event. The curb inlets were located per NCDOT guidelines such that the gutter spread does not cover
half of the lane width (5.5ft) for the 4 inch per hour (in/hr) storm event.
Wet Detention Basin 6
Water Quality
The treatment system for this Phase is a wet detention basin designed to store over 1.5 inches of rainfall
from a 6.022 acre drainage basin and provide a 90% reduction in total suspended solids with an average
depth of 4.15 feet. The drainage area is designed to have 130,840 sf of total impervious surface
subdivided into 20 lots at 4,000 sf/lot (80,000 sf), 27,450 sf of roadway, and 6,580 sf of sidewalk, 7,000
sf of future impervious, and 9,810 sf of impervious drainage from the rear of the lots in Phase 1 that
abut Phase 3B. There are no changes to the previously approved and permitted deed restrictions of
4,000 sf / lot (by others).
Water Quantity
Wet Detention Basin 6 was modeled using "Hydraflow-Hydragragh" modeling software and
incorporated the Type -III rainfall distribution for the 1-year 24-hour duration storm event and the 10-
year 24-hour duration storm event as 3.7 inches and 7.0 inches, respectively (per Brunswick County
design standards). The NOAA Atlas-14 rainfall estimate for the 100-year 24-hour storm event is 11.2
in/hr.
The pre- and post -development discharges for the drainage area are provided below:
Wet Detention Basin 6
1-year 24-hour
10-year 24-hour
100-yr 24-hour
Pre -Development Discharge
3.73 cfs
14.7 cfs_
31.4 cfs
Post -Development Discharge
0.74 cfs
14.7 cfs _
30.3 cfs
Water Surface Elevation
25.22 fmsl
25.73 fmsl
26.02 fmsl
Wet Detention Basin 6 reduces the post -development discharge for the 1-year 24-hour storm event and
discharges less than a 5% increase in the 10-year 24-hour storm events. The wet detention basin meets
the NCDENR stormwater requirements as well as Brunswick County's pre- and post -development
requirements.

Phase 3C Stormwater System
Drainage System
This section uses a combination of reinforced concrete and corrugated plastic pipe to convey
stormwater drainage to wet detention basin 7. Reinforced concrete pipe is planned to be used under
the roadways and corrugated plastic pipe is planned to be used elsewhere. The proposed drainage
system was analyzed using Hydraflow Storm Sewers-2008 by InteliSOLVE modeling software. The system
was designed for the 10-year storm designevent according to the NOAA Atlas-14 rainfall estimates for
this area. A tailwater elevation of 25.89 fmsl (temporary pool) was assumed and the pipes were
designed such that the hydraulic grade line remained within the curb inlets for the 10-year storm event.
The curb inlets were located per NCDOT guidelines such that the gutter spread does not cover half of
the lane width (5.5ft) for the 4 inch per hour (in/hr) storm event.
Wet Detention Basin 7
Water Quality
The treatment system for this Phase is a wet detention basin designed to store over 1.5 inches of rainfall
from a 20.989 acre drainage basin and provide a 90% reduction in total suspended solids with an
average depth of 4.64 feet. The drainage area is designed to have 368,655 sf of total impervious surface
subdivided into 62 lots at 4,000 sf/lot (248,000 sf), 90,655 sf of roadway, and 30,000 sf of future
allocation. Wet Detention Basin 7 has two forebays (7A and 713) that have been designed to be between
18-22% of the total pond volume and proportionally sized based upon their respective drainage basins.
There are no changes to the previously approved and permitted deed restrictions of 4,000 sf / lot (by
others).
Water Quantity
Wet Detention Basin 7 was modeled using "Hydraflow-Hydragragh" modeling software and
incorporated the Type -III rainfall distribution for the 1-year 24-hour duration storm event and the 10-
year 24-hour duration storm event as 3.7 inches and 7.0 inches, respectively (per Brunswick County
design standards). The NOAA Atlas-14 rainfall estimate for the 100-year 24-hour storm event is 11.2
in/hr.
The pre- and post -development discharges for the drainage area are provided below:
Wet Detention Basin 7
1-year 24-hour
10-year 24-hour
100-yr 24-hour
Pre -Development Discharge
4.59 cfs
39.8 cfs
103 cfs
Post -Development Discharge
0.24 cfs
12.0 cfs
68.0 cfs
Forebay 7B Water Surface Elev.
26.53 fmsl
27.49 fmsl
28.72 fmsl
Main Pond Water Surface Elev.
25.28 fmsl
26.25 fmsl
27.18 fmsl
Wet Detention Basin 7 reduces the post -development discharge for the 1-year 24-hour storm event and
discharges less than a 5% increase in the 10-year 24-hour storm events. The wet detention basin meets
the NCDENR stormwater requirements as well as Brunswick County's pre- and post -development
requirements.

Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
18-April-2017
Dear Christine Hall,
ECEIVE
APR 18 20V
BY:
On March 3, 2017, we had a scoping meeting for this project to ensure that we have addressed the outstanding
requests for additional information for this project. After we walked through each request for additional
information and we demonstrated how they were being addressed adequately, we were allowed to permit this
project within the express stormwater system. Nothing has changed since our scoping meeting and we have
progressed the plans and calculations accordingly. More details on the specifics of the Scope of Work for this
project are provided in the Design Narrative, Design Calculations, and Design Plans included with this
resubmittal.
To aid in the review, we have included this supplemental letter that lists the return letter comments and how
the each comment was addressed or satisfied. We discussed these steps and actions in our scoping meeting and
we generalized the comments/actions below for simplicity. For ease, your request are repeated in normal font,
and our responses are in bold font below each comment.
1. 15A NCAC 02H.1005(h)(5) and . 1 005(e): The location of the stormwater control measures in relation to
the surface waters remains unresolved. As noted in Item 1 of the previous two requests for additional
information, the proposed changes to the stormwater treatment system are considered a major
modification to the stormwater permit. A major modification requires the site and the associated BMPs to
be designed in accordance with the current State Stormwater requirements listed in 15A NCAC
02H.1005(a), which includes additional requirements for providing vegetated buffers along surface waters.
As noted in the previous two requests for additional information, it was agreed that instead of requiring
the proposed wet detention ponds to meet the requirements for the vegetated buffer, it may be
demonstrated that this modification does not relocate the two ponds any closer to the surface waters than
previously approved. Please note that the pond area is considered to be the water surface up to the top of
the embankment.
After the review of the response to Item 1 submitted on ?une 7, 2016. The following will need to be
addressed in order for any future submittals to be approved:
a. Pond 6 has been adequately demonstrated to have been designed within substantial intent of the
previously approved distance to surface waters.
Thank you. Please refer to plan sheet SW-D1 included with this resubmittal.
b. Pond 7 and the provided justification regarding its relocation is not sufficient to approve its
current configuration. The justification is based on the location of the previously approved outlet
structure. However, the location of the outlet structure is clearly an error as the previously
approved permanent pool area and pond area (up to the top of the embankment) arc shown to be
setback from the canal casement. Pond 7 will either need to be reconfigured such that it is no
closer than previously approved or it will need to be demonstrated that the existing pond area is
not being expanded any closer to the surface waters.
310-05 NCDENR RFI Response 04182017 Page 1 of 4

The north bank of Pond 7 will be "pushed in" to ensure that it is not located any closer to
surface waters than previously approved. Please refer to plan sheet SW-D2 included with this
resubmittal.
c. The newly proposed swale detention area appears to be located within 50-foot buffer. Based on
the provided calculations, it appears this device is being compared to a wet detention pond. As
noted above, wet detention ponds may not be located within 50-foot vegetated buffer. The design
of this stormwater control measure will need to be reconsidered (please also refer to Items 4 and
6.b of this letter for additional concerns regarding this proposed measure).
The "Swale Detention Area" has been removed from this project. The subject area will be
piped directly into the Pond 6 forebay. Please refer to plan sheets SW-01, SW-02, and SW-D1
included with this resubmittal.
2. 15A NCAC 02H.1003(g)(5): The top of bank, normal pool elevation, or mean high water line of the
surface waters and the corresponding 50-foot vegetated buffer does not appear to have been delineated on
the plans. As requested in Item I of the previous two requests for additional information, the top of bank,
normal pool elevation, or mean high water line of the surface waters must be delineated on the plans. Due
to the additional lots along Road A within Phase 3C as well as the additional swale detention area
stormwater control measure and the fact that these areas are considered a major modification and are
subject to the new rules, the 50-foot vegetated buffer must be delineated with the vicinity of these new
features.
On December 12, 2016, we had the top of bank for Shingletree Swamp Canal along Phase 36 and 3C.
Shingletree Canal Swamp is a drainage ditch and does not have a normal water level. The depth of
drainage fluctuates based upon storm events and ranges from dry to an elevation two feet from the
top of bank. We have included the top of bank and 30' and 50' offsets for the existing Phase 313
section, and the 50' offset for Phase 3C. The Phase 313 houses and roadway are constructed and the
existing Pond 6 is not located any closer to surface waters than previously approved. We feel that the
existing/permitted/approved 30' offset from the top of bank is applicable to Phase 313 since it is
complete and constructed. We have moved all impervious drainage for Phase 3C out of the 50' top of
bank offset since this section has not been built. Please refer to the plan set included with this
response.
3. 15A NCAC 02H. I 003(g)(5) and 1008(c)(3): Upon review of the revised plans, the stormwater system
behind lots 47 to 253 are only partially within a common area while the remaining area is not located
within an easement. This common area does not appear to have an access casement to the nearest public
right-of-way. In response to Item 4 of the previous request for additional information, it was noted that
recording easements on already recorded lots would not be practical. The response also implies that this
problem was discussed in our conversation and meeting on April 10, 2016. However, the discussions I
recall from that meeting surrounded grading concerns and the ability to direct the water to Pond 6. Per the
referenced sections in the rules, all stormwater features must be located within a recorded access
casement to the nearest public right-of-way or common area. The easement shall be granted in favor of
the party responsible for operation and maintaining the stormwater system.
The common area between Phase 1 and Phase 313 is owned and operated by Meadowlands Golf Club
which is also the responsible party for operation and maintenance of the stormwater system and
Pond #6. The common space directly abuts the right of way for Chickweed Court and provides
sufficient access width to perform maintenance activities on the pond and new piping system.
4. 15A NCAC 02H.1005(a)(3)(B) and .1008(h): During the meeting on April 10, 2016, it was discussed that
the runoff from all impervious areas from a high density project must be collected and treated. During that
310-05 NCDENR RFI Response 04182017 Page 2 of 4

meeting it was also discussed that the grading along the rear of the lots within Phase I may not allow the
runoff to be directed to Pond 6 as originally approved. During that discussion, it was agreed that if the
runoff could not be directed to Pond 6, that an alternative design could be proposed, however that design
had to meet the requirements of 15A NCAC 02H.1008(h).
The previously submitted plans showed the area between Phase I and Phase 3B as being directed to a
swale that would be directed to the collection system for Pond 6. Instead of directing the runoff to the
stormwater collection system, the recently submitted and revised plans propose a "swale detention area",
which would be considered an alternative stormwater control measure subject to I5A NCAC
02H.1008(h). In order for alternative designs to be approved the following must be provided: equal or
better stormwater control, equal or better protection of waters of the state, and result in no increased
potential for nuisance conditions. Per 15A NCAC 02H.I008(h), the following criteria must be provided in
order to approve an alternative design:
a. The stormwater management system shall provide 85% average annual removal of total
suspended solids.
b. The discharge rate from the system must either:
i. The discharge rate following the 1.5-inch storm event shall be such that the runoff
volume draws down to the pre -development design state within 2 to 5 days.
ii. T he post -development discharge rate shall be no greater than the pre -development
discharge rate for the one-year, 24-hour storm.
As noted in Item Lc of this letter, it appears this device is being compared to a wet detention pond.
However, upon review of the proposed "swale detention area", it appears that this feature more closely
resembles a dry detention basin than a wet detention pond since several key features of a wet detention
pond have not been provided. Please not that dry detention basins only achieve 50% average annual
removal of total suspended solids. The stormwater management system proposed for this area must be
reconsidered. If an alternative design is desired, it must be demonstrated that it achieves an 85% TSS
removal rate either by a single measure or a series of measures as described in Section 3.9 of the NC
BMP manual and that they outlet structure will continue to meet the two criteria listed above.
The "Swale Detention Area" has been removed from this project. The subject area will be piped
directly into the Pond 6 forebay. Please refer to plan sheets SW-01, SW-02, and SW-D1 included with
this resubmittal.
s. 15A NCAC 02H.1003(g)(8): The operation and maintenance agreement specific to the stormwater
management system proposed for the additional drainage area discussed I Item Lc and 4 of this letter was
not provided with the recently submitted items. Operation and maintenance agreements must be provided
for all proposed stormwater control measures.
The "Swale Detention Area" has been removed from this project. The subject area will be piped
directly into the Pond 6 forebay. Please refer to plan sheets SW-01, SW-02, and SW-D1 included with
this resubmittal.
6. 15A NCAC 02H.1003(g)(7):
a. Upon review of the information presented in response to Item 3 of the previous request for
additional information and consultation with other stormwater staff, it was determined that the
entire total permanent pool volume must be used for sizing the forebays associated with Pond 7.
As requested in Item 5.b of the request for additional information dated January 13, 2016, the
permeant pool volume to be contained in Forebay 1 for Pond 7 must be based on the three areas
contributing to the permanent pool surface area and volume (main pond, forebay 1 and forebay
2).
310-05 NCDENR RA Response 04182017 Page 3 of 4

The size of the main pond for Pond 7 was expanded to provide additional site fill and to allow
the combination of the attached forebay (Forebay 7A) and the detached forebay (Forebay 713)
to be within 18-22% of the total pond volume. Please refer to plan sheets SW-03, SW-04, SW -
OS, and SW-D2, and the wet detention basin calculations for Pond 7 that are included with this
resubmittal.
b. For the additional drainage area currently being treated by the swale detention area, the following
information must be provided.
i. The additional drainage area and associated impervious area by be identified in the
supplemental drainage area table provided in lieu of Section IV.10 of the application.
ii. Calculations must be provided to support the provided storage volume of 1,473 cf. It is
recommended to include this elevation in the provided stage / storage table.
iii. The supplement(s) that most closely relates to the proposed stormwater control measure
must be provided.
The "Swale Detention Area" has been removed from this project. The subject area will be
piped directly into the Pond 6 forebay. Please refer to plan sheets SW-01, SW-02, and SW-D1
included with this resubmittal.
The revised calculations indicate that the driving head and drawdown time for Pond 6 has been
revised. An updated Page 2 of the supplement for Pond 6 must be provided.
Revised wet detention basin supplements for both ponds have been included with this
resubmittal.
15A NCAC 02H.1003(g)(4): As previously discussed on a separate project, drainage area arrows are not
sufficient to demonstrate the proposed grading. Existing and proposed topographic contours or spot
elevations must be provided for all drainage features. If the contour intervals are too large to adequately
reflect the identified drainage patters, spot elevations must be provided.
Proposed grading contours have been added to Phase 3C as requested. Please refer to plan sheets
SW-03, SW-04, SW-05, and SW-132 included with this resubmittal.
We appreciate your cooperation with the time extension and hopefully have satisfied the requests regarding
this project. Should you have any questions or concerns, please feel free to contact our office.
Thank
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
[phone] x 1001
310-05 NCDENR RFI Response 04182017
Page 4of4

Supplemental Soils Investigation
Phase 3C (Previously Submitted)
EIV�
APR 18 101?
BY.

SOIL AND SEASONAL HIGH WATER TABLE
EVALUATION FOR
STORMWATER DISPOSAL DESIGN
PROJECT:
PROPOSED SAVANNAH LAKES, PHASE 3 SITE
TREE ACRES CIRCLE NW AND WILLIAMS TRAIL NW
CAROLINA SHORES, NORTH CAROLINA
PREPARED FOR:
MR. JEFF PETROFF, P.E.
COASTAL LAND DESIGN, PLLC
WILMINGTON, NORTH CAROLINA
DULY 28, 2015
PREPARED BY:
�zr
ATLANTIC GEOSCIENCE INTERNATIONAL, Ltd.
8633 VINTAGE CLUB DRIVE
WILMINGTON, NORTH CAROLINA 28411
[phone]

-
Soil and Season High Water Table Evaluation for Stormwater Disposal Design
Proposed Savannah Lakes, Phase 3 Site
Tree Acres Circle NW and Williams Trail NW
Carolina Shores, North Carolina
TABLE OF CONTENTS
PAGE
1.0 PROJECT DESCRIPTION
1
2.0 OBJECTIVE
1
3.0 FIELD METHODS
2
3.1 Augering and Borehole Advancement
2
3.2 Soil Classification
2
3.3 Piezometer Installation
3
3.4 Surveying
3
4.0 RESULTS OF SITE EVALUATION
3
4.1 Soil Classification/Boring Logs
4
4.2 Soil Types/Conditions at Boring Locations
5
4.3 Groundwater and SHWT Conditions
6
5.0 LIMITATIONS
8
6.0 PROFESSIONAL SEALS AND SIGNATURES 9
FIGURES
FIGURE 1 — SITE MAP WITH SOIL BORING/PIEZOMETER LOCATIONS
FIGURE 2 — SOIL SURVEY MAP-USDA-BRUNSWICK COUNTY
FIGURE 3 — PZ-1 WA T ER TABLE SUBSURFACE PROFILE
FIGURE 4 — PZ-2 WATER TABLE SUBSURFACE PROFILE
FIGURE 5 — PZ-3 WATER TABLE SUBSURFACE PROFILE
APPENDICIES
APPENDIX I- FIELD SURVEY DATA (1 sheet)

Soil and Season High Water Table
Evaluation for
Stormwater Pond Design
Proposed Savannah Lakes, Phase 3
Adjacent to Tree Acres Circle NW and Williams Trail NW
Carolina Shores, North Carolina
July 28, 2016
1.0 PROJECT DESCRIPTION
Atlantic Geoscience International, Ltd. (Atlantic Geoscience) was contacted by the project design
firm, Coastal Land Design, PLLC (CLD), to discuss site development plans for a parcel located on
approximately 30.0 acres in Carolina Shores, NC. The partially cleared site is located adjacent to
Tree Acre Circle NW, Williams Trail NW, and Stanley Trail SW in Carolina Shores, NC. Significant
site/civil improvements are underway on the parcel including grading, cutting, and filling throughout
much of the site. The site developer is preparing the parcel for the construction of a residential
development and subdivision. Site development also includes lot layout, roadways, drainage, and
stormwater retention pond construction. It is our understanding that the present development plan
proposes a total of three independent stormwater retention ponds be constructed to manage
stormwater for the completed project. Stormwater Pond No. 1 has been partially completed on the
northeast portion of the site adjacent to Tree Acres Circle NW and Shingle Tree Swamp. Along the
northern boundary of the parcel, the site is bordered by Shingletree Swamp which is an unlined
drainage tributary that conveys significant volumes of stormwater drainage from nearby existing
developments, neighborhoods, NCDOT roadways, and adjacent golf courses. The location of the
site including soil borings (13-1, 2, and 3) and piezometer locations (PZ-1, 2, and 3) is shown in
Figure 1.
Field work for the project was performed on July 22, 2015 by two NC Licensed Geologist. A
number of soil borings were advanced across the site for soils evaluation and for installing
temporary piezometers to assess site sub -grade hydraulic conditions with respect to determining
the SHWT. Groundwater level measurements were gauged from piezometers at the time borings
were advanced to determine shallow groundwater table conditions. Soil types encountered in each
boring locations are discussed extensively in Seciion 4.0 of this report.
2.0 OBJECTIVE
Atlantic GeoScience, Ltd was retained to evaluate soil conditions on the subject site for the CLD
project engineer with respect to facilitating design of the proposed stormwater retention structures.
This evaluation included a determination of general site soil morphology, hydraulic conditions, soil
types, redoximorphic conditions, and an estimate of the present-day seasonal high water table
(SHVM. The following methods describe the methods, protocols, test methods, and findings from
our evaluation.

3.0 FIELD METHODS
3.1 Augering and Borehole Advancement
To access soil types and morphology on this site, field work included advancing a series of
augered test borings, pilot holes, and supplemental shallow borings. Primary borings used for soil
classification are denoted as (B-1, B-2, and B-3) and water level piezometers corresponding to
these borings are denoted as PZ-1, PZ-2, and PZ-3. Borings were advanced into the subsurface
using a 5.0 centimeter (cm) diameter dove -tail auger. The borings were advanced in general
accordance with the American Society of Testing and Materials (ASTM) Method D-1586, "Soil
Investigation By Auger Borings". Soil samples were collected and logged by a Field Geologist as
the auger was advanced in six inch intervals. The samples were visually observed for mineralogy,
evidence of oxidation or reduction, structural and relic features, moisture content, mineralization,
and other indicators used for estimating the depth of the SHWT.
Boring (B-1) was advanced adjacent to existing Stormwater Pond No 1 located in the northeast
quadrant of the site adjacent to Shingletree Swamp. The stormwater pond is not completed at
present, however is functioning as a temporary sediment basin. The existing pool in this pond
appears sporadic and does not appear to be greater than 12" to 18" at any particuiar location of the
pond. Boring B-1 was advanced to a total depth of approximately 80.0 inches below grade.
In the west-northwest quadrant of the site, a second boring B-2 was advanced to a depth of
approximately 54.0 inches below grade. This location is an upland that sits immediately adjacent to
a delineated Corps 404 wetland area and a shallow sparse vegetative lined drainage ditch
bordering the western property boundary. This area of the site is being considered for a second
stormwater retention pond and therefore, soils in this location were evaluated for design criteria
suitability.
In the center -southern section of the site, a third location is proposed for a stormwater retention
pond to accommodate drainage off residential lots proposed in the center and southern portion of
the site. A narrow dog -legged pond is proposed to be constructed in the center of Lots 12 through
27 and situated at the back property line of those lots. At least four drainage easements are shown
in the proposed subdivision plan to handle sheetflow from these lots as well as runoff from
Meadowbrook Lane. Boring B-3 was advanced in this location adjacent to the back (northwest)
comer of Lot 21. The back slope of Lot 21 consist of a six to seven -foot high denuded cut slope
with an exposed 1.5 H:1.0 V soil face forming the backslope of lot. The exposed soil profile was
! sed to evaluate soils in this location. Below is a description of the soil types and soil condition
noted at the time of our evaluation,
3.2 Soil Classification
Soil samples were collected from auger -cuttings and visually classified/described in the field in
accordance with ASTM-D 2488-84, "Description and Identification of Soils (Visual Procedure)" and
in accordance with the Unified Soil Classification System (USCS). The predominant soils
encountered were classified and described as discussed below. Site soils appear to range in
gradation from fine grained sands to silts to clays. Both non -cohesive and cohesive soils are
present in the sub -grade. Specifically, the following soils were identified: fine-grained clean
sands (SP). fine-grained dirty sands (SM), clayey -sands (SC), semi -plastic silts, (ML), lean clays
(CL), fat clay (CH) and laminated layering of combinations of these soils. Where dual soil types
are denoted, they well be described by use of double symbols i.e. SP/SC.

The SHWT determination is based on soil type, color/chroma, redoxi-morphic features and soil
wetness, Atlantic Geoscience also considered the hydraulic affects that may be caused by
localized changes in areal drainage patterns, event flooding regimes, and drainage from
adjacent/nearby sites. For the purposes of this report, the SHWT table is being defined as the
highest level of the saturated zone, persisting in the soil continuously for at least 2 weeks within
2 meters of the natural soil surface. A comparison of soils encountered from the boring
advancement regime was made with relevant literature contained in Brunswick County USDA-SCS
mapping and published literature. A depiction of site soils according to USD-SCS mapping is
shown in Figure 2.
3.3 Piezometer Installation
Piezometers were installed in each of the key boring locations on the project site to enable
evaluation of present groundwater hydraulic conditions. The piezometers are denoted as PZ-1,
PZ-2, and PZ-3 which correspond to B-1, B-2, and B-3. Upon completion of each auger hole
used for describing soils, slotted PVC wellpoints and casing were inserted into the boring
annular space to enable groundwater level measurements. Each small diameter piezometer
was constructed with 1.5" diameter PVC casing provided with threaded 3.0 ft. long x 1.5"
diameter 0.01 slotted PVC wellpoint screens. The 8.0 ft. long piezometers were inserted into the
boreholes and pushed firmly into the saturated sands until a water column of least 8"-12" was
maintained. A sand pack media was not introduced to boring as we allowed native sands to
form the sand pack around the wellpoints. The wellpoints enabled groundwater elevation
measurements in the shallow subsurface soils. The depths of the piezometers were typically 6.0
in length but varied slightly from location to location. Groundwater measurements were collected
at the time the piezometer was installed and up to four hours later after equilibration had
occurred.
3.4 Surveying
Elevation of the temporary piezometers and adjacent relevant features used in this evaluation were
field surveyed by Atlantic Geoscience. An existing temporary benchmark (TBM) located onsite
was used when surveying B-1/PZ-1 and B-3/PZ-3 on the eastside of the site. The TBM is a
wooden hub located on the far east side of the project near the entrance/exit to Tree Acres Circle
NW. This hub is reported by CLD to have a known elevation of 29.17 ft. above mean sea level
(AMSL). Atlantic Geoscience established a second temporary benchmark (TBM-2) on the west
side of the site for determining elevations at B-2 and PZ-2. The TBM-2 benchmark is the top of a
metal silt fence stake marked with orange and pink flagging. The assumed elevation for TBM-2
v6ms set at 32.16 ft. AMSL. Site surveyinn and leveling was performed using a Bosch CST/Berger
SAL24N autolevel.
The accuracy of this survey was not performed to comply with horizontal and vertical control
standards specified by NC Geodetic Survey or NAD 831NSRS2007, or NAVD 88. surveying
standards. The leveling operation was performed in general accordance with the general surveying
methods described in "Construction Measurements", 2`d Edition, B.A. Barry. A copy of the field
survey notes are included in Appendix I of this report.
4.0 RESULTS OF SITE EVALUATION
The findings of the July 22, 2015 auger -boring evaluation used to determine site soils and
SHWT conditions beneath the subject site are presented below.

4.1 Soil Descriptions/Boring Logs
Below are boring log records showing each soil type and prominent zone encountered in our
soil borings advanced beneath the site. The zones and depths indicated below by grey shading
of the row represent the estimated depth of the SHWT for each boring location:
Boring No.1 (B-1) Adjacent to Stormwater Pond No.1
BORING
DESCRIPTION
MOISTURE
*OXIDATION/
USCS
SHWT
USDA
DEPTH in
CONTENT
REDUCTION
CLASS
ASSOCIATION
0 to 12.0"
Dark brown/grey fine silty
None
N
SIP
N
Baymeade
SAND
Bab
12.0" to 20.0"
Dark grey fine silty SAND
None
N
SP
N
Baymeade
BaB
20.0" to 35.0"
Dark grey fine SAND w/
None
N
SWSP
N
Baymeade
1
silt
BaB
U JI 66.di-_r)c
Srs , 0401,11A W/
dist at W
Y_
SPIW, :
al-
I aytneas .
flea , rba les; k>lock-y
Very Malai
,
60.0" to 80.0"
Grey lean to fat CLAY w/
silty SAND, tan heavy
Wet
Y
CUCH,
SM
Baymeade
(BaB)
mottles, blocky, some
—Shaded area--SHWT estimated at 35..0" below existing grade.
Boring No. 2 (B-2) NW Quadrant of Site Adjacent to Wetland
BORING
DESCRIPTION
MOISTURE
*OXIDATION/
USCS
SHWT
USDA
DEPTH(in)
CONTENT
REDUCTION
CLASS
0 to 6.0"
Dark light grey fine silty
None
N
SP
N
Grifton
SAND
Gt
6.0" to 15.0"
Yellow -grey fine clayey
None
N
SC
N
Grifton
SAND
Gt
15.0" to 18.0"
Dark grey lean CLAY w/
None
N
CUSM
N
Grifton
fine grey SAND w/ silt
Gt
18.0" to 24.0"
Orange -grey lean CLAY,
None
Y
CUSM
N
Grifton
w/ fine SAND Faint orange
(Gt)
mottles, slightly block
24.0" to 36.0"
Grange grey fine SANG w/
None
Y
SM/CL
N
Griffon
lean CLAY heavy grey-
(Gt)
orange mottles, blocky,
fissure tubes
36.0" =to 42.,Q".
Oranp grey clayey
Moist
Y_
Y
Griffon .
-
= SANflifalnt orange -Bray
{+fit)
42.0" to 45.0"
Fine -medium SAND,
Very Moist
Y
SM/SC
Gditon
clayey SAND w/ grey
(Gt)
mottling
45.0" to 50.0"
Light grey/green SAND w/
Wet
Y
SM
Griffon
faint orange mottles
_T
Gt
50.0" to 54.)
Light grey fine SAND
Wet
N
SP
Griffon
w/man anese specs
I
"*Shaded area=SHWT estimated at 36.0" below existing grace.
4

Boring No. 3 (B-3) Center of Site Adm. to Lots 10 — 27, (Proposed Pond No. 2)
BORING
DESCRIPTION
MOISTURE
"OXIDATION/
USCS
SHWT
USDA
DEPTH(in)_CONTENT
REDUCTION
CLASS
ASSOCIATION
0 to 75.0""
Orange grey fine clayey
None -Moist
Y
SC/CL,
N
Baymeade
SAND w/ lean CLAY w/
SP
(BaB)
fine clayey SAND
75 0" to 89:0'
Bane s* �A�10 .
Wet ::,
N:.
Y
*"Shaded area=SHWT estimated at 78.6' below existing grade. The SG/GL, SP material from u- to 75- appears disturbed.
4.2 Soil Types/Conditions at Boring Locations
Field data collected during our soils evaluation was compared to the United States Department of
Agriculture (USDA) Soil Conservation Service (SCS), Soil Survey of Brunswick County, North
Carolina, revised/published in 1982. The USDA survey indicates that three distinct soil types exist
on this site. The soils are categorized as the Baymeade Series, (BaB), Grifton Series, (Gt) and the
Leon series (Lo).
It should be noted that Baymeade was the prominent soil type on the eastern half of the site while
Grifton soils largely covered the western side of the site. Leon soils were not encountered in our
boring locations but are shown by USDA-SCS mapping to exist on the southwestem corner of the
site. Excavated soils stockpiled on that portion of the site did appear consistent with Leon soils.
Because much of this site appears disturbed by historic and/or present re -working of soils from
construction, excavation, and flit activities some location exhibit the absence of soil horizons and/or
altered horizons. As stated previously, soil horizons observed in locations, did not display "classic"
resemblance to either the Baymeade or Grifton soils from the top of boring profiles to the bottom. In
our opinion, due to apparent re -working, excavation, cutting, filling of site soils that has occurred,
some borings may have only evaluated segments of native soil profiles. The A Horizon appears to
be missing in locations of the site. The elevation of portions of the east side of the site seem to
have been cut or lowered. Therefore, we opine that some borings could have been placed in the
mid -sequence (or even lower) of the B Horizon. The Baymeade series matched relatively well with
our field findings, however soils in the B-3 location, also identified as Baymeade did not correspond
well with USDA mapping. In the B-3 location. It appear the site elevation has been increased by the
addition of fill. Soils in the B-2 location also did not correspond well with Griffon soil descriptions
mapped by USDA-SCS for that segment of the property.
In addition, it is our opinion that the adjacent Shingietree Swamp channel has 11ad a profound
affect changing the site hydrology and particularly redoximorphic indicators. Additionally, the
drainage alterations from the adjacent Crow Creek Golf Club has also likely impacted site
hydrology on the Savannah Lakes site. Shingletree Swamp is a deep earthen channel that
conveys a significant volume of regional drainage into Cawcaw Swamp, eventually discharging to
the Waccamaw River. When Shingletree Swamp Branch is not conveying stormwater runoff
during the wet season from upland sources and watercourses, it likely serves as a hydrauiic relief
outlet under -draining the Savannah Lakes site. The Shingletree Swamp watercourse runs along
the northern perimeter of the Savannah Lakes site which is greater than 1400 linear feet. Due to it's
depth, the channel is presently intercepting shallow groundwater from the Savannah Lakes site
(and adjoining sites). Regional groundwater discharge to this channelized creek likely provides a
substantial portion of the base flow during April through October timeframe.

The result of this flow condition appears to reveal itself in the soil profile as observed by the faint to
prominent mottling that occurs in the B Horizon in certain locations within the Baymeade soils
complex on the site. Where these indicators are seen in the soil profile, they are not in direct
contact with either an apparent or perched water table. This suggest that regionsll drainage
patterns have changed over time and that the SHWT may now be lower today than historically.
The use of piezometers on the site to evaluate static groundwater levels aided in confirming that on
some locations of the site, the water table is greater than 6.5 ft. below the first indications of redoxi-
morphic indicators.
The project site's southwest and western boundary is also bordered by a 1,500 long perimeter
shallow drainage ditch. In this case, the ditch does not appear to intercept shallow groundwater
flow from the subject site. This finding is evidenced by the water table measurements collected
from PZ-2 installed the adjacent ditch. There is no base flow observed to exist in this shallow ditch
at this time which is significantly different than Shingletree Swamp. To assess this, a boring was
advanced through the ditch -bottom into soils to a depth of 18" deep below the dry -ditch bottom.
The borehole filled and equilibrated after approximately 30 to 60 minutes. Measurements of the
water table at adjacent PZ-2 and the water level of the ditch were collected and suggest that the
water table is perched in this location of PZ-2. The measurement also indicates the ditch is not
acting as a discharge boundary or intercepting the water table at this time of the year as the
measure water level was below the bottom of the ditch. It is also probable that during seasonal wet
periods such as the winter months, when a surplus of base flow exist in the ditch, it back -floods
adjacent properties to some degree including the subject site.
In general, soils observed on the site in upper zones of the soil profile (A Horizon) typically
consisted of fine grained sands with low to no moisture content, no organic matter, no
redoximorphic indications, and no cementation. Conditions in the B Horizon varied across the site
depending on localized conditions and elevation. Clayey soils consisting of lean and fat marine
clays and clayey loams that existed in the B Horizon exhibited redoximorphic indicators ranging
from faint to heavy oxidation and reduction.
4.3 Groundwater Table and SHWT Conditions
From the borings advanced at this site, the apparent groundwater table was observed at depths
ranging from approximately 2.20 to 6.38 ft. below grade. The apparent water table elevations in
most Coastal Plain shallow surficial aquifers tend to fluctuate seasonally. They are typically at
their highest level between the time of December through mid -April and lower from mid -April
through November. Our field observations of actua! measured water table elevations are shown
in the below table in the right column. This empirica! data collected during our evaluation of the
shows a range of variation and differs somewhat from elevation data generically reported by
USDA-SCS published data for these soil types.
Piezometer
Soil Type by
USDA SHWT
Observed Water Table
USDA and USCS
Estimate (ft.)
Elevation ft.)
PZ-1
Baymeade/
4.0 to 5.0
3.76
SP.SM.and CL
PZ-2
Grifton/
0.5 to 1..0
2.20
SP, SC, and CL
-T
PZ-3
Baymeade/
4.0 to 5.0
6.38
SP.SM.and CL

Based on the observed water table values shown above, the actual piezometer measurement
from PZ-1 correlates well with USDA-SCS published data. The boring log data from PZ-1 shows
an unconfined shallow sand water table aquifer indicative of the apparent SHWT. This data
correlates more closely with USDA pubiished data than SHWT data from other locations on the
site (see Figure 3).
Atlantic Geoscience opines that the soil types mapped by USDA across the site are not entirely
consistent with field observations and classifications determined by our onsite borings. There
are several reasons that a discrepancy may exist: First the USDA mapping can be a useful
source but a host of published hydrogeologic data shows that regional hydrology changes. It
changes occur subsequent to the time of USDA's mapping, this can often negate the value of
the USDA data. The last revision to the Brunswick County USDA-SCS Soils Maps was 1982.
This 33 year old groundwater elevation data has limited value today. Significant changes to
county -wide hydrology since the time the USDA data was produced has been due to a surge of
private and public sector development experienced in the last 15 years in Brunswick County.
The second reason for differences in USDA mapping from our classification of soils for this site
is due to the disturbance, re -working, and alterations of site soils. This is due in part to present
excavation and earth moving operations underway, as well as historic disturbance including
borrow pit excavation. From the survey elevations performed by Atlantic Geoscience, Ltd. it
appears that up to 2.5 feet of cut may have occurred over the eastern and northeastern portion
of this site. In places, the depth of cut and fill -removal appears to be possibly greater, such as in
the area of PZ-1 and PZ-3. In the northwest quadrant of the site, near PZ-2, clearing and land
disturbance has occurred to some degree. Pre -construction topography is not available, so we
can accurately estimate the elevation change that may have occurred in that location. In all, any
elevation reduction of the site has a direct affect on the depth to the SHWT, reducing the
observed depth.
The western and southern borders of the site are bound by a shallow drainage ditch traversing
over 1500 linear feet along those borders. This ditch is not nearly as deep as the channel of
Shingletree Swamp/Branch. At the time of our site evaluation, there was no observed baseflow in
this ditch. To recharge the ditch via groundwater, the water table must increase in elevation at least
another 0.5 to 1.0 feet higher than present in order for this ditch to intercept groundwater beneath
the site. This finding was confirmed by the boring that was constructed in the bottom of the subject
ditch (B-2).. A water elevation measurement in the ditch at that location was measured being 1.05
ft. lower than the water table elevation from adjacent piezometer PZ-2. The water table was
determined to be below the floor of the ditch and no base flow is observed throughout the ditch. In
this case, it is obvious the ditch is not acting as intercaptor and is apparently not influencing water
table conditions in this portion of the site. The elevation reading from the piezometer suggest that
the watertable is confined in this area of the site, since the soil boring in that location did not
encounter moist/wet soils until a depth of 36' to 42 below existing grade. The water table in this
location appear confined (under pressure head) since the subgrade is a cap of cohesive -plastic
clayey sands (SC) and lean clays (CL) in the upper several feet of the soil column. The thick
plastic clays and clayey sands inter -bedded in the B Horizon appear to be mostly impermeable
which is preventing downward infiltration of recharge. In these locations, the SHWT appears
confined (under pressure) and to only exist trapped beneath the thick clayey soils. (see Figure 4)
In the vicinity of Lot 21 and PZ-3, the present top bank elevation was surveyed and determined
to be 31.84 ft. AMSL. This is elevation when compared to the TBM (which appears undisturbed)
is 2.67 feet higher than the TBM used to establish site elevation and nearby to PZ-1, Therefore,
based on the soil types observed to be present and elevation differences, it is appears this

section of the Meadowbrook road and the adjacent embankment has been filled at least 2.67
feet. This would account for the SHWT appearing to be much greater than expected in this area
of the site. By applying a correction factor, if the 2.67 ft. difference is subtracted from the top of
bank elevation, a corrected estimate of the depth to the water table would be 3.71 feet which is
within the range of the USDA's published data for Baymeade soils which is 4.0 to 5.0 below
grade. The corrected elevation of 3.71 ft. AMSL for PZ-3 correlates closely with the elevation
from nearby PZ-1 which is 3.76 ft. AMSL. According to USDA-SCS mapping, both PZ-1 and
PZ-3 are situated within the Baymeade soil series so it is reasonable that the water table
elevations would be similar. The key point is, this site has been re -worked and elevation has
been altered by stripping, borrow removal, as well as filling in some locations. The altered site
elevations also impact the observed depths to the SHWT. (see Figure 5)
In addition, it is our opinion that Shingletree Swamp has had a profound affect on the overall site
hydrology as well as drainage changes in relation to construction the adjacent Crow Creek Golf
Club. Shingletree Swamp is a deep earthen channel that conveys a significant volume of regional
drainage into Cawcaw Swamp and eventually discharging to the Waccamaw River. During periods
of high rainfall and high recharge, Shingletree Swamp Branch conveys excessive volumes of
surface runoff from upland sheetflow and other contributing channelized watercourses. When base
flow diminishes and during the periods of low season rainfall, it provides hydraulic relief essentially
under -draining adjacent properties that it traverses such as the Savannah Lakes site. The
Shingletree Swamp watercourse runs along the entire northern perimeter of the Savannah Lakes
site which is greater than 1400 linear feet. The channel serves as an interceptor of shallow
groundwater discharging from the Savannah Lakes site and adjoining sites. Shallow groundwater
is greatly influenced by nearby topographic changes. Because this creek is a deep -cut channel,
groundwater discharge provides a substantial portion of the seasonal base flow observed during
April through October timeframe. At the time of our field investigation, Shingletree Swamp/Branch
was observed to have a steady volume of base flow (estimated >10 cubic feet second) running
westward to Cawcaw Swamp despite little to no rainfall in the past few weeks.
Conversely, during annual periods high recharge in winter and early spring, it is probable that the
Shingletree Swamp/Branch can not convey all stormwater it receives during such periods and
therefore, likely creates periods of seasonal flooding. Episodic flooding to adjacent lands and
property will also occur when rainfall events exceed the design flow of the channel. Flooding
events will alter site hydrology and redoximorphic conditions. We believe this is confirmed by the
faint to prominent mottling that is observed in certain locations within the Baymeade soils complex
on the site where these indicators are noted, yet they are not in close proximity to either the
apparent or perched water tables observed. This suggest that regional drainage patterns have
drastically change~ over time and are now lower than USDA's mapping of soils on this site, but
may still experience event flooding due to surplus stream base flow in Shingletree Swamp.. The
use of piezometers on the site to evaluate static groundwater levels aided in confirming that in
some locations of the site, the water table is greater than 6.0 ft. below the first indications of redoxi-
morphic indicators.
Based on soil morphology, redox indicators, organic composition, and soil wetness observed in
the field we feel the SHWT elevations stated in the above Section 4.0 "Results of Site
Evaluation," represent the site SHWT conditions at this time.
6.0 LIMITATIONS
This report has been prepared for exclusive use by Coastal Land Design, PLLC. The report
should not be relied upon by other third parties. The exploratory and evaluative methods

implemented by Atlantic GeoScience, Ltd. in performing this limited evaluation are consistent
with geo-scientific, geologic, and geo-engineering standards routinely used in performing limited
subsurface exploratory investigations. The subsurface exploration data presented in this report
include geotechnical, hydrogeological, and geological conditions encountered during test drilling
on the subject site. Use of this data is interpretive by nature and requires estimations,
inferences, assumptions and interpolation between known data points. Cross -sections and drill
logs illustrating subsurface conditions are for information purposes and should not be relied
upon for site development, construction, or subsurface excavation purposes. Subsurface
conditions represented in the report are subject to vary laterally and vertically across the site.
The test results and data presented in this report represent conditions that were discovered
during the time borings were advanced at this site. Site conditions described in this report may
vary in the future or be altered due to man-made activities or occurrences. This includes soil
types, bedding thickness, and the elevation of groundwater.
Additional drilling, analyses, testing, modeling, and surveying may be necessary to refine the
accuracy of the data provided in this report. The user of this data should do so with caution as
subsurface conditions at the site may vary from the findings contained in this report.
6.0 PROFESSIONAL SEALS AND SIGNATURES
The below parties certify that this the work performed and this report has been conducted under
the direct supervision of a Professional Geologist registered with over 30 years of experience
performing subsurface investigations in the State of North Carolina. The authors of this report
also are Stormwater BMP Inspection & Maintenance Certified and are knowledgeable in
stormwater management. The Professional Geologist in -responsible -charge has verified the
work performed and reported during completion of this project including planning, drilling, test pit
excavation, field data collection, classification of soils, and technical report preparation. The
data, information, assertions, interpolations, inferences, and statements describing site
conditions are believed to be true and accurate. The report has been prepared in accordance
with the current standards of accepted practice for geology and geo-sciences by the NC Board
for Licensing of Geologist.
J'
-t. ` 7
Rudy A. Smithwick, P.G. Stephen A. Tyler, P.G.
Principal Geologist Senior Geologist
NC Stormwater BMP Cert. No. 1871 NC Stormwater BMP Cert. No. 1875

FIGURES I THROUGH 5
Figure 1 - Site Map wl Soil Boring and Piezometer Locations
Figure 2 - Soil Survey Map -USDA Brunswick County
Figure 3 - PZ-1 Water Table/Subsurface Profile
Figure 4 - PZ-2 Water Table/Subsurface Profile
Figure 5 - PZ-3 Water Table/Subsurface Profile
---

Tom~`\\\\
{ 1 1 \

.4
'4'
4
%
SAVANNAH LAKES, PHASE 3 Soil Survey Map
AT Source:USDA-SCS-1982 and
MEADOWLANDS Brunswick Co. GIS
1c GeoScience, Ltd CAROLINA SHORES, NC
ar AR7 Jul
Wilmington, North Carolina Job No.: I Date:
Ibcale: Drawn By: I Ckd. By:
08/21/15 1"--200 ft. R. Smithwick 3 ST
, Fwww.AtlanticGeoscienceorg 8212015-01 1
2

k
�
q
21
\
G
\
k
/3
wk
§k
~
E k
2
A
0 2
\
E m §
v
ƒ
>
22 �U
cc
U
co
m
I
/
M iA
rQ tn
.0
f
\
_
m
/
-
_
;
� �
co
.
.\
\
2
.
5j
§
_
\
\
m
-
■�
E
2
G
ELin
2
2
kz
/
0
k
as \
_
>
C
a
\
\
5 k
2
\ai
k
ai
\
w
d
\
k
�
\
in
\ \
/
\
\
-
-
m
# §
ai
/ 4D
-
/
k
%m
0 w
F- =
§
LA
(D
@�� FIGURE:eeeeeeeum S VANAH LAKES,P A E3 PZ 1 WATER TABLE/
I krnaflewd,&td, A ME DOw LAND SUBSURFACE PROFILE
Wdmingt% && CAROLINASHORES, NC 3
m__ Df. raWder.
2150702 7 24 2015 ST R

I
• c
o
(u >
a ' -ts w
0
� H
O
N
v 3
o I .0 °0
L O
:u O
0 Q
LD
Y �
N
m
� M
to
u 0
C m
>
LL tV
ar uW
in -p
N OJ E
Ln
to
F
u
m
Y o
m 4'
0
N
t
a c
L U
Q. O
N
a
9 1-.
Fes— coo
L
m
45 N
O
tV
N
c @
d
N >
00
N
O_ C7 ti3
m
M N
tm
0) o
�II
t
N ++
N 0
� N
O
C7
C O
U c
c 0
'y
W to m
O t— Q1
Z u w
0
N
Project: Title:
AtlanticGeoSclence SAVANAH LAKES, PHASE 3 PZ_2 WATER TABLE/
Intentatlonal,ltd. AT MEADOW LAND SUBSURFACE PROFILE
Wilmington, NC CAROLINA SHORES, NC
rrojed No: Dais: - Dmm w. cnatoa eY
*t,;,,j„�, ti&n*1 d-1m*ru,�,n,w- 2150702 1 7/24/2015 ST RS

nL
APPENDIX 1-
FILED SURVEY DATA

Page f of /
SITE SUaVEY DATA SHEET
r/-I-
Temperature:
-..
•
�.iF3.:1LL'3:i19i'�
InslTument
Hei
�
T
■�■■■��■■■■■■■■■■■■■■�■■■

Supplemental USGS Map
Phase 3B and Phase 3C
ECEIVE
APR 18 2017
BY:

TOPOI map prtnted on 04/04/17 from "North CaroNna.tW and "Untided.tpg"
78037.000' W 78038.000' W 78035.000' W WGS84 78034,000' W
i•
,. �. ]0 W :. � � 1 of • � � r.. ..;F
o — a
��4 x>. Phase 38 � �':ur= . - � r t !•. - -- - -.-�_ `� .Ia :•.! �.. r Phase 3C ,.✓`�' .I
o , t, ,_ z
fiki
Ova
VIC
In
(•1 K L '7 Y/-' h{j 'y/ �a " is o
it
x Y4 s•
::.: • _
78037.000' W a 78036.000' W s 7�8�035.0O0' W WGS84 78034.000' W
Imo FEEr a sm ,00a }GIs
Ptesud imm TOPo} �.ac::v xo}aw�,t�x+3

�G J For DEQ Use ONLYl
North Carolina Department of Environmental Quality Reviewer:
�
Request for Express Permit Review I r l
Time: 1 Govv�
Confirm:
FILL-IN all the information below and CHECK the Pennit(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 file) and vicinity map (same items expected in the application
package of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(alncdenr_gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.112 cdenr. ov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; marcia.allocco ncdenr.aJv
• Washington Region -Lyn Hardison 252-948-3842 or ILn.hardison ncderr.gov
• Wilmington Region -Cameron Weaver910-796-7303 or cameron.weavep&cderr.clov
NOTE: Project application received after 12 noon will be stamped in the following work day
S. 6_1
S11.1
Project Name: SAVANNAH LAKES PHASE 3B AND 3C County: BRUNSWICK
Applicant: MEADOWLANDS POA, INC Company:
Address: 1031 MEADOWLANDS TRAIL NW City: CALABASH, State: NC Zip: 28467-_
Phone: _ _ Fax:' _ Email: @ Ota: �r —
Physical Location:SAME AS ABOVE
Project Drains into SHINGLETREE CREEK waters — Water classification C;SW `4.R %grface Water C assi ic9tions G.4a
Project Located in LUMBER River Basin. Is project draining to class ORW waters? N, within A mile and draining to class SA waters N, or within 1 mile and
draining to class HQW waters? N
Engineer/Consultant: JAY CARMINE, PE Company: COASTAL LAND DESIGN, PLLC
Address: PO BOX 1172 City: WILMINGTON , State: NC Zip: 28402-_
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE RECT FE19 092017
$0.00 #N/A JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
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 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems ElIiigh Density —SW Wetlands _ # Treatment Systems
❑ High Density Other _ #Treatment Systems / ❑ A":OD: j ",ajor ❑ Minor F Plan rRevision ❑ Red-v. Exclusion SW 051203 (Provide pe:-n;: #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTION THREE —.PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
DEQ use oiily
Fee Split for multiple permits: Check #
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ® Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDEQ EXPRESS March 2016

4
NORTH
3
SITE
, � J
LOCATION MAP
CALABASH, NORTH CAROLINA
NOT TO SCALE

Express Stormwater Review
Design Narrative
for the
Modification to Phase 3B and 3C of
Savannah Lakes at the Meadowlands
(SW8 051203 Modification)
Calabash, Brunswick County, NC
Prepared for:
Meadowlands Golf Club, Inc.
PO Box 4159
Calabash, NC 28467
Prepared by -
Coastal Land Design, PLLC
Civil Engineering / Landscape Architecture
Land Planning / Construction Management
P.O. Box 1172 (910) 254 - 9333
Wilmington, NC 28402 (910) 254 - 0502
www.cideng.com
9-February-2016

Modifications to Phase 3C include: a new road layout and lot subdivision based upon the Army
Corps of Engineers' declassification of the two former borrow pits as jurisdictional wetlands.
This revision is intended to replace the permitted Phase 3C section of the Savannah Lakes at the
Meadowlands (Pond #7, Pond #BA., and Pond #86 in the former permit) in its entirety. This
modification provides treatment in the form of one wet detention basin (Pond #7). The existing,
and permitted, deed restriction of 4,000sf/lot is not modified in this revision.
The permit modifications to Phase 3C are summarized below:
Design Criteria
Existing Permit
Modification
*Pond #8A
*Pond #86
Pond #7
a. Drainage Area, acres
Onsite, ft2
Offsite, ft2
8.05
350,658
None
6.95
302,742
None
20.0
871,000
None
b. Total Impervious Surfaces, ft2
(1) Buildings, ft2
(2) Roads/Parking, ft2
(3) Other, ft2
(4) Offsite, ft2
127,396
86,896
40,500
0
0
135,972
95,472
40,500
0
0
338,655
248,000
90,655
0
0
c. Design Storm, inches
1.5
1.5
TBD
d. Pond Depth, feet
9 (4.9 avg)
8 (3.5 avg)
TBD
e. TSS Removal Efficiency
90
90
MDC
f. Permanent Pool Elev., FMSL
25.0
25.0
TBD
g. Perm. Pool Surface Area, ft2
20,455
17,224
TBD
h. Permitted Storage Volume, ft3
17,574
18,770
TBD
L **Temp. Storage Elevation, fmsl
25.81
25.99
TBD
j. Controlling Weir, Ht x L, in
10.0 x 2.0
12.0 x 2.0
TBD
k. Permitted Forebay Volume, ft3
20,342
13,063
TBD
I. Receiving Stream/River Basin
Shingletree Swamp / Lumber
No Change
m. Stream Index Number
LBR57 15-23-2
No Change
in. Classification of Waterbody
C; SW
No Change
o. Max. Fountain Horsepower, HP
1/3
1/4
TBD
- in the existing permit, the Lake / area (interconnection lake) was combined with the lake areas for Pond #8A and
Pond #8B since there were designed as outfalling ponds.
" Additional storage volume is provided to meet Brunswick County's pre- and post -development discharge
requirements.

61I6ina
�:
cE
N
� L
�
�va'iZo
o�F
cn
O
a 0 a
LM
M
L
IVNY�dWVM533lLL3lONIHS-- —� �- --
s

Hall, Christine
From:
Hall, Christine
Sent:
Monday, February 13, 2017 3:17 PM
To:
'Jay Carmine'
Cc:
Weaver, Cameron
Subject:
express request for Savannah Lakes - SW8 051203
Jay,
Cameron just approached me with the express request for Savannah Lakes. When this project was returned last year,
there was quite a few items that needed to be addressed, one of which was an alternative design. The narrative doesn't
discuss what is happening in this alternative designed area. There also doesn't appear to be a site plan for Phase
3B. The Express program is designed for projects that meet the current requirements and are not seeking alternative
designs. Can you please provide a site plan for Phase 3B and provide more details describing the changes to the design
since last year?
Thanks,
Christine
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
L-1ti ., �.. �F`�: o.... .. ... t n"�ti�ii� ...� �,, +7 -�:.c �_� :�1� �•rrv_ ill I. ri L'y.
.. :: a:. 'C�•_`.'ir«� �..'s ..,r.Y r r,. i�r,.r��c.0 .a ar'... ^1�`v.:r.

Hall, Christine
From:
Jay Carmine <[e-mail]>
Sent:
Friday, February 17, 2017 12:16 PM
To:
Hall, Christine
Cc:
Weaver, Cameron; Scott, Georgette
Subject:
RE: express request for Savannah Lakes - SW8 051203
Thanks for touching base back with me. I anticipated that the alternative design vrith the swale, while ultimately cheaper
and easier to construct, would likely not fit within the express stormwater permitting system. After discussing this
possibility with the client, and the time delay and opportunity cost of going through the lengthy normal stormwater
review cycle, he wanted to go ahead and take the necessary actions to satisfy the previous requests for information
outright.
We received topographic survey information for this area (and Phase IIIC) in the time between my last correspondence
and now. Based upon this new survey information, we now know that there is enough hydraulic grade and room to pipe
that area to the forebay for Pond 6 — as in the previously approved plans. It roquires a bit of extra pipe, but it's
constructible and will work and will remain within the common -space for this development (requiring no additional
easements across the lots). In fact, we can capture a little more than was previously permitted. We are going to run a
pipe system from this area and direct stormwater from this area into the forebay of Pond 6. This will ensure there is no
untreated BUA leaving the site. We also have topographic survey data to prove that the existing top of pond bank for
Pond 6 is located no closer to surface waters than previously permitted.
If I recall correctly, these were the "hanging chads" that we were not able to fully address for Phase IIIB last time. We
hope that the State is willing to uphold its previous position that the new vegetated buffer requirements would be
waived if we could prove that the pond is not located any closer to surface waters than previously permitted.
We also received survey information on the top of bank and pond for Phase IIIC. As it would be, this pond as designed
would have been located closer to surface waters than previously permitted. So, we are pushing in that pond bank to
provide the necessary 50 vegetated buffer off of Shingletree Swamp Canal. We are also modifying the forebays to be
compliant with the new rules and based upon the previous requests for information.
I feel that the modifications we have designed will adequately satisfy the previous issues with this project and hopefully
will still fit within the express system. There is nothing austere or unique about these designs and we would like to
permit this project under the express system.
I would be happy to come in and meet with both of you and show you how we are addressing the outstanding issues
with the pervious submittal; i.e. scoping meeting. Please let me know if this is something that you would like, and
whether we can keep this project in the express system. Thank you, and please feel free to contact me at your
convenience.
Very Respectfully,
JayCarmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402

Hall, Christine
From: Hall, Christine
Sent: Friday, February 17, 2017 11:39 AM
To: 'Jay Carmine'
Cc: Weaver, Cameron; Scott, Georgette
Subject: RE: express request for Savannah Lakes SW8 051203
Jay,
I have had the opportunity to digest the information you provided. We can certainly go in to more detail on the merits
of your proposal during a scoping meeting. However, the alternative design of providing a vegetated swale instead of a
forebay is not something that can be submitted under the express program. The express time frames are not conducive
to reviewing alternative designs and is intended for standard designs that meet the established requirements.
Please advise if you wish to continue with the scoping meeting.
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
F''n ail :crmsocrde;?:^e to and fmm dii.3 ^ddrLss is subJ60_' io rile
,ib'f RE--' rds L3v Pi !;7 I ay i5G' di :`iO:i-Ud ii? :ii>: Co
r«.
From: Jay Carmine [mailto:[e-mail]]
Sent: Tuesday, February 14, 2017 12:28 PM
To: Hall, Christine <Christine. Hall @ncdenr.gov>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: express request for Savannah I ekes - SW8 051203
Christine/Cameron;
Can we please schedule a scoping meeting for this project? I think that with the history of this project that it will likely be
the best course of action for permitting. I want to make sure our express submittal will be good -to -go and address all the
previous concerns.
Thanks and I look forward to hearing from you.
Very Respectfully,

]a Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.742.4000
www.CoastalLandDesign.net
From: Jay Carmine
Sent: Monday, February 13, 2017 4:28 PM
To:'Hall, Christine' <Christine. Kall@ ncdenr.gov>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: express request for Savannah Lakes - SW8 051203
I'm sorry for not providing enough information in the express application narrative. I will flesh it out a little more and
email it over to you tomorrow.
Phase-3C
Since this phase is not finalized, we are updating the Pond for Phase 3C to the current standards (and pushing the north
bank in to be 50 feet from the top of bank for the Shingletree Swamp Canal) and will be able to adequately address all
of the concerns from the previous reviews.
Phase-3B
As you recall, Phase 313 is complete so our solutions had to be retrofitted into areas that were common space. Instead of
a retrofitted design element within the common space, we are proposing piping that small area directly into the Main
Pond for Phase 313. This is essentially what the original plan had with the exception that we feel the vegetated
conveyance provided within the common space will provide an acceptable sediment removal (analogous to a forebay).
This area would be treated in the main pond of Pond 6; just as previously permitted.
That one area in Phase 36 is the one area that I wanted to run by you first and get your input before we invested too
much time to finalizing the design. It will work hydraulically.
Would you be willing to look at what we are proposing and give us a go/no-go as far as our solution — to see if this will
meet the intent of the State's previous concerns with this area? I understand that it wouldn't be a full review, but I
wanted to get your input before we too far down the design route.
Thank you very much and please let me know should you have any questions or concerns. I look forward to hearing from
you — and hopefully getting this project off all of our books once and for all.
Very Respectfully,
Jay Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. f001

Cell: 910.742.4000
www.CoastalLandDesign.net
From: Hall, Christine[mailto:[e-mail]
Sent: Monday, February 13, 2017 3:17 PM
To: Jay Carmine <icarmineC�cl.dEne.com>
Cc: Weaver, Cameron <cameron.weaver -ecdenr.,ov>
Subject: express request for Savannah Lakes - SW8 051203
Jay,
Cameron just approached me with the express request for Savannah Lakes. When this project was returned last year,
there was quite a few items that needed to be addressed, one of which was an alternative design. The narrative doesn't
discuss what is happening in this alternative designed area. There also doesn't appearto be a site plan for Phase
3B. The Express program is designed for projects that meet the current requirements and are not seeking alternative
designs. Can you please provide a site plan for Phase 3B and provide more details describing the changes to the design
since last year?
Thanks,
Christine
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(c)-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
:=yoth-ro Compares
01.
to :zr;c �rcr, ties i �u:.., ; �# .c ma
be_ n -- a,.'-'�•yE�•..

Cap
C a�cs ` a-,eA G,S \V0A

Scott, Georgette
From: Jeff Petroff <[e-mail]>
Sent: Thursday, December 08, 2016 11:31 AM
To: Scott, Georgette
Cc: Hall, Christine
Subject: RE: Quick Sit-down to review a previous project submittal
Hi Georgette,
Thanks for the response. I'm unable to meet on either the 15th or 16". Let me get with our folks and see if we can
generate an email detailing our proposed approach and go from there.
Thanks,
Jeff Petroff, P. E
?r0ojec't Engincor
Coastal Lend Dssign, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: 910.254, 0502
www.CLDen-g.com
From: Scott, Georgette[mailto:[e-mail]]
Sent: Wednesday, December 7, 2016 2:54 PM
To: Jeff Petroff <[e-mail]>
Cc: Hall, Christine <[e-mail]>
Subject: RE: Quick Sit-down to review a previous project submittal
Jeff,
Both Christine and I sat in a meeting with you a while ago and offered various ways to fix this project. But we did not
see the changes in any of the responses during the review. If you want to meet again than go through the return letter I
have attached to this email and tell me how you want to address the issues in an email so we can move forward on this
project. If we meet again we need proposals from you based on all the things we have offered on this project from the
last meeting and from what Christine has noted in her letters. Maybe the new MDCs can solve the problem or by way of
an alternative design, (which I think we offered the last time we met).
The only time we have available to meet is the afternoon of the 151h or the morning of the 16th. Let rnie know.
Georgette Scott
State Stormwater Program Supervisor
Department of Environmental Quality
Office [phone]
Fax [phone]
Georgette. Scott(Qncden r. gov
127 Cardinal Drive Ext.
Wilmington, NC 28405

Scott, Georgette
From:
Scott, Georgette
Sent:
Wednesday, December 07, 2016 2:54 PM
To:
'Jeff Petroff
Cc:
Hall, Christine
Subject:
RE: Quick Sit-down to review a previous proiect submittal
Attachments:
2016 07 return_project 051203.docx
Jeff,
Both Christine and I sat in a meeting with you a while ago and offered various ways to fix this project. But we did not
see the changes in any of the responses during the review. If you want to meet again than go through the return letter I
have attached to this email and tell me how you want to address the issues in an email so we can move forward on this
project. If we meet again we need proposals from you based on all the things we have offered on this project from the
last meeting and from what Christine has noted in her letters. Maybe the new MDCs can solve the problem or by way of
an alternative design, (which I think we offered the last time we met).
The only time we have available to meet is the afternoon of the 15th or the morning of the 16th. Let me know.
Georgette Scott
State Stormwater Program Supervisor
Department of Environmental Quality
Office [phone]
Fax [phone]
Georgefte.ScottCa ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nothing Compares --r
el to -and horn lhis ,ut-V(_?cuoth'e
rv�, rr �;ar;�liria f uralic; Records Lau? al"d ;n1dy rjt� disOosed to third padies
From: Jeff Petroff [mailto:[e-mail]]
Sent: Wednesday, December 07, 201610:42 A.M.
To: Scott, Georgette <[e-mail]>
Subject: RE: Quick Sit-down to review a previous project submittal
Thanks!
Je i V Reit.afif, Ra
Project Engineer
T
r
L J
Coastal Lind nasiLn, PLLC
PO Box 1172
Wilmington, iJC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com
w

From: Scott, Georgette[mailto:[e-mail]]
Sent: Tuesday, December 6, 2016 4:52 PM
To: Jeff Petroff <[e-mail]>
Subject: RE: Quick Sit-down to review a previous project submittal
Ok let me take a look at it first. This week is pretty full, I will get back to you on a time.
Georgette Scott
State Stormwater Program Supervisor
Department of Environmental Quality
Office [phone]
Fax [phone]
Georgette.ScottCa_ncdenr. ov
127 Cardinal Drive Ext.
Wilmington, NC 28405
N' :' � 'Nothing Compares.
to and Frow !lii - aelickes is subject to ifie
.;rYis Law and may be disclosed to third parlies,

S TAIZ OF NORTH CAROU A
Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 2W5
[phone]
E .ACCESS RECORD
SBCTION
TJMEIDATE
NAME
REPRESENTING Ga 1 1-1
Guidelines for Access: The staff of W'j,,,iug on Regional Office is dedicated to malting public records in
our custody readily available to the public for review and copying. We also have the responsibility to the
public to safeguard these records and to ma7 out our day -today program abligatio:ns. Please read
carefully the following guidelines signing the form:
1. Due to the large public demand for file access, we request thatyou caE at least a day 'u
advance to schedule an appointment to review the files. Ay]pO dments 'evil be scheduled
baween 9:00am and 3:00pm. Viewing time ends at 4:45pm. Attune KIMtur wrthout an
a7pointmerii may vier the fileto e went that time and staff suuer vision is available.
2. You must specify files you want to review by faggy name. The number of files chat you
may review at one time will be limited to five.
3. Yon may make copies of a file when the copier is not in use by the staff and if time Permits.
Cost per copy is $.05 cents. Payment may be made by check, honey order, or cash at the
recentioA desk. Conies totaling $5 00 or more can be invoiced for your convenience.
4. FI LFS WRTS'T $E KEPT IN ORDEAL YOU POUND THEM.' Files may not be taken from
the office. To remove, alter, deface, mutilate, or destroy material in one of these files is a
misdemeanor for which you can be fined up to $500.00. No briefcases, large totes, etc• ate
pemvtted in the file review area.
5. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and
collected -for checks on which payment has been refused
FACILITY NAME
2. �jGar f 4S/ZD i
tore and Name of Fum/Business Date
Please attach a business =d to dds form
COPIES MADE PAID
S:Admin.file access
COUNTY
0s5,T cogs
Time In Time Out
INVOICE

1
VA
,
` c1
N vv�v-e-
v O�1 _
7/ RV( �
A)V�\Ivu,
40 s��

PAT McCRORY
Governor
DONALD R. VAN DER VAART
Secretary
Energy, Mineral &
Land -Resources
ENVIRONMENTAL QUALITY
July 14, 2016
Mr. Carl Ruopp, President
Meadowlands Property Owners Association, Inc. c/o Atalaya Property Management
525 6' Ave. South
North Myrtle Beach, SC 29582
Subject: PROJECT RETURN
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
Dear Mr. Ruopp:
TRACY DAVIS
Director
The Wilmington Regional Office received and accented a modified State Stormwater Management Permit
Application for Savannah Lakes at the Meadowlands on November 2, 2015 with requested additional
information received on February 26, 2016 and again on June 7, 2016. A review of the information
recently submitted on June 7, 2016 has determined that the supporting information is not complete and
the permit cannot be issued for the project as proposed. As noted in the second request for additional
information dated March 30, 2016, only two rounds of requesting additional information are allowed. Per
the requirements of Section .1009 (c) of the Stormwater Management Rules, this Office is hereby
returning the subject application as incomplete. The $505.00 application fee has been forfeited and a new
fee will need to be provided if you choose to resubmit this application in the future.
During the review of the information recently submitted on June 7, 2016, it was found that several of the
issues identified in both letters requesting additional information remain unresolved. The project is being
returned as incomplete for the following reasons:
15A NCAC 02H.1005(h)(5) and .1005(e): The location of the stormwater control measures in
relation to the surface waters .remains unresolved. As noted in Iteml of the previous two requests
for additional information, the proposed changes to the stormwater treatment system are
considered a major modification to the stormwater permit. A major modification requires the site
and the associated BMPs to be designed in accordance with the current State Stormwater
requirements listed in 15A NCAC 02H.1005(a), which includes additional requirements for
Providing vegetated buffers along surface waters. As noted in the previous two requests for
additional information, it was agreed that instead of requiring the proposed wet detention ponds
to meet the requirements for the vegetated buffer, it may be demonstrated that this modification
does not relocate the two ponds any closer to the surface waters than previously approved. Please
note that the pond area is considered to be the water surface up to the top of the embankment.
After the review of the response to Item 1 submitted on June 7, 2016, the following will need to
be addressed in order for any future submittals to be approved:
a. Pond 6 has been adequately demonstrated to have been designed within substantial intent
of the previously approved distance to surface waters.
b. Pond 7 and the provided justification regarding its relocation is not sufficient to approve
its current configuration. The justification is based on the location of the previously
approved outlet structure. However, the location of the outlet structure is clearly an error
as the previously approved permanent pool area and pond area (up to the top of the
embankment) are shown to be setback from the canal easement. Pond 7 will either need
to be reconfigured such that it is no closer than previously approved or it will need to be
demonstrated that the existing pond area is not being expanded any closer to the surface
waters.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmingtm Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 7% 7215

State Stormwater Permit No. SW8 051203
Page 2 of 3
c. The newly proposed swale detention area appears to be located within 50-foot buffer. +
Based on the provided calculations, it appears this device is being compared to a wet
detention pond. As noted above, wet detention ponds may not be located within 50-foot
vegetated buffer. The design of this stormwater control measure will need to be
reconsidered. (please also refer to Items 4 and 6.b of this letter for additional concerns
regarding this proposed measure)
2. 15A .NCAC 02H.1003(g)(5): The top of bank, normal pool elevation, or mean high water line of
the surface waters and the corresponding 50-foot vegetated buffer does not appear to have been
delineated on the plans. As requested in Item 1 of the previous two requests for additional
information, the top of bank, normal pool elevation, or mean high water line of the surface waters
must be delineated on the plans. Due to the additional lots along Road A within Phase 3C as well
as the additional Swale detention area stormwater control measure and the fact that these areas are
considered a major modification and are subject to the new rules, the 50-foot vegetated buffer
must be delineated within the vicinity of these new features.
15A NCAC 02H.1003(g)(5) and .1008(c)(3): Upon review of the revised plans, the stormwater
system behind lots 247 to 253 are only partially within a common area while the remaining area
is not located within an easement. This common area also does not appear to have an access
easement to the nearest public right-of-way. In response to Item 4 of the previous request for
additional information, it was noted that recording easements on already recorded lots would not
be practical. The response also implies that this problem was discussed in our conversation and
meeting on April 10, 2016. However, the discussions I recall from that meeting surrounded
grading concerns and the ability to direct the water to Pond 6. Per the referenced sections in the
rules, all stormwater features must be located within a recorded access easement to the nearest
public right-of-way or common area. The easement shall be granted in favor of the party
responsible for operation and maintaining the stormwater system.
4. 15A NCAC 02H. 100 5 (a)(3)(B) and .1008(h): During the meeting on April 10, 2016, it was
discussed that the runoff from all impervious areas from a high density project must be collected
and treated. During that meeting it was also discussed that the grading along the rear of the lots
within Phase 1 may not allow the runoff to be directed to Pond 6 as originally approved. During
that discussion, it was agreed that if the runoff could not be directed to Pond 6, that an alternative
design could be proposed, however that design had to meet the requirements of 15A NCAC
0211.1008(h).
The previously submitted plans showed the area between Phase 1 and Phase 3B as being directed
to a Swale that would be directed to the collection system for Pond 6. Instead of directing the
runoff to the stormwater collection system, the recently. submitted and revised plans propose a
"swale detention area", which would be considered an alternative stormwater control measure
subject to 15A NCAC 0211.1008(h). In order for alternative designs to be approved the following
must be provided: equal or better stormwater control, equal or better protection of waters of the
state, and result in no increased potential for nuisance conditions. Per 15A NCAC 02H.1008(h),
the following criteria must be provided in order to approve an alternative design:
a. The stormwater management system shall provide 85% average annual removal of total
suspended solids.
b. The discharge rate form the system must either:
i. The discharge rate following the 1.5-inch storm event shall be such that the
runoff volume draws down to the pre -development design stage within 2 to 5
days.
ii. The post development discharge rate shall be no larger than the pre -development
discharge rate for the one-year, 24-hour storm.
As noted in Item Lc of this letter, it appears this device is being compared to a wet detention
pond. However, upon review of the proposed "swale detention area", it appears that this feature
more closely resembles a dry detention basin than a wet detention pond since several key features
of a wet detention pond have not been provided. Please note that dry detention basins only
achieve 50% average annual removal of total suspended solids. The stormwater management
system proposed for this drainage area must be reconsidered. If an alternative design is desired, it
must be demonstrated that it achieves an 85% TSS removal rate either by a single measure or a
State of North Carolina I Environmental Quality I Energy, Mineraland Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension i Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 051203
Page 3 of 3
series of measures as described in Section 3.9 of the NC BMP manual and that the outlet structure
will continue to meet one of the two criteria listed above.
5. 15A NCAC 02H.1003(g)(8): The operation and maintenance agreement specific to the
stormwater management system proposed for the additional drainage area discussed in Items Lc
and 4 of this letter was not provided with the recently submitted items. Operation and
maintenance agreements must be provided for all proposed stormwater control measures.
6. 15A NCAC 02H.1003(g)(7):
a. Upon review of the information presented in response to Item 3 of the previous request
for additional information and consultation with other stormwater staff, it was determined
that the entire total permanent pool volume must be used for sizing the forebays
associated with Pond 7. As requested in Item 5.b of the request for additional
information dated January 13, 2016, the permanent pool volume to be contained in
forebay 1 for Pond 7 must be based on the three areas contributing to the permanent pool
surface area and volume (main pond, forebay 1, and forebay 2).
b. For the additional drainage area currently being treated by the Swale detention area, the
following information must be provided:
i. The additional drainage area and associated impervious area must be identified in
the supplemental drainage area table provided in lieu of Section IV.10 of the
application.
ii. Calculations must be provided to support the provided storage volume of 1,473
cf. It is recommended to include this elevation in the provided stage / storage
table.
iii. The supplement(s) that most closely relates to the proposed stormwater control
measure must be provided.
c. The revised calculations indicate that the driving head and drawdown time for Pond 6 has
been revised. An updated page 2 of the supplement for Pond 6 must be provided.
7. 15A NCAC 02H.1003(g)(4): As previously discussed on a separate project, drainage arrows are
not sufficient to demonstrate the proposed grading. Existing and proposed topographic contours
or spot elevations must be provided for all drainage features. If the contour intervals are too large
to adequately reflect the identified drainage patterns, spot elevations must be provided.
If you wish to pursue construction of this project, you must reapply for a permit to the Division. Your
application package must include a completed and signed application form; supplement forms; signed
0&M agreements; application fee; signed, sealed and dated calculations; and 2 sets of signed, sealed and
dated site layout and grading plans with details. Additionally, it is recommended that the items identified
above be resolved prior to resubmittal.
The construction of any impervious surfaces that are not consistent with the originally approved plans
prior to receipt of the stormwater permit, 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.
If you have any questions concerning this matter, please contact Christine Hall at [phone] or via e-
mail at [e-mail].
Sincerely,
(;) azv
AT-racy=P.E.,,irector
Division of Energy, Mineral and Land Resources
GDS/cash: %Stormwater\Permits & Projects\2005\051203 HD\2016 07 return_project 051203
cc: Meadowlands Golf Club, Inc., PO Box 4159, Calabash, NC 28467
Jay Carmine, Coastal Land Design PLLC
Brunswick County Inspections
Wilmington Regional Office
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office j 127 Cardinal Drive Extension I Wilinington,NC 28405
910 796 7215

Hall, Christine
From: Hall, Christine
Sent: Thursday, July 14, 2016 4:52 PM
To: 'Jay Carmine'; Jeff Petroff [e-mail])
Cc: Scott, Georgette
Subject: return of Savannah Lakes - SW8 051203
Attachments: 2016 07 project return 051203.pdf
Jay / Jeff,
I just wanted to give you two a heads up that the information submitted on June 7tn in response to the second request
for additional information dated March 30, 2016 was found to be insufficient. As noted on the last page of the March
30" request for additional information, only two requests for additional information are allowed. After careful
consideration, it was decided to return the project application. A pdf of the return letter is attached for your
reference. Copies of the signed letter will also be sent in the mail.
Please let me know if you wish to discuss any of the items.
Thanks,
Christine
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
F;nail corrasporide+rce to and fro this address is subject to rite
North Carolina Public Records Law and may be disclosed to third panties.

Stormwater Management Plan
Design Narrative
for the
Modification to Phase 3B and 3C of
Savannah lakes at the Meadowlands
(SW8 051203 Modification)
Calabash, Brunswick County, NC
Prepared for:
Meadowlands Golf Club, Inc.
PO Box 4159
Calabash, NC 28467
C IVE
Prepared by: FEB 2 6 2016
BY.
Coastal Land Design, PLLC
Civil Engineering / Landscape Architecture
Land Planning / Construction Management
P.O. Box 1172 (910) 254 - 9333
Wilmington, NC 28402 (910) 254 - 0502L
: ; www.cidenq.com NN�NN�py
�., ►�� CA/4?0
.� Q�OtrEsS/C
��Q yy s
22-February-2016 ¢ SEAL g
028858 ct a
KQ

Preface
This project incorporates revisions to the Phase 36 and Phase 3C sections of the Savannah Lakes
Phase at the Meadowlands only. The remaining portion of the overall permit for Savannah Lakes
at the Meadowlands (SW8 051203-Modification) is unchanged and remains as permitted.
Modifications to Phase 313 include: an increase of the total drainage area slightly to 250,000
square feet (sf) and an increase to the overall impervious to 122,030 sf. The increase in
impervious comes from the inclusion of a couple lots to the stormwater pond drainage area, an
increase of lot BUA to the maximum allowable BUA of 4,000 sf/lot based upon the existing deed
restrictions, and the addition of a 4-foot wide sidewalk along the roadway. The general shape of
the pond remains the same in this modification, but in order to meet new stormwater
regulations and the updated hydrology of the area, the pond elevations were modified
accordingly.
The permit modifications to Phase 36 are summarized below:
Design Criteria
Existing Permit
Modification
Pond #6
Pond #6
a; nrainage Area, acres
Onsite, ft2
Offsite, ft2
4.96
216,058
None
5.74
250,000
None
b. Total Impervious Surfaces, ft2
(1) Buildings, ft2
(2) Roads/Parking, ft2
(3) Other (Sidewalk), ft2
(4) Future
(5) Offsite, ft2
97,203
69,760
27,443
0
0
0
122,030
80,000
27,450
6,580
8,000
0
c. Design Storm, inches
1.0
1.5
d. Pond Depth, feet
5.0
7 (3.4 avg)
e. TSS Removal Efficiency
90
90
f. Permanent Pool Elev., FMSL
25.00
24.00
g. Perm. Pool Surface Area, ft2
13,939
13,894
h. Permitted Storage Volume, ft3
_
8,768
17,975
i. *Temp. Storage Elevation, FMSL
25.59
25.15
j. Controlling Weir, Ht x L, in
7.13 x 1.5
2" Diameter
k. Permitted Forebay Volume, ft3
10,147
9,069
I. Receiving Stream/River Basin
Shingletree Swamp
Shingletree Swamp
m. Stream Index Number
Lumber
Lumber
n. Classification of Waterbody
LBR57 15-23-2
LBR5715-23-2
o. Max. Fountain Horsepower, HP
1/6
1/6
- Aaaitionai storage volume is provided to meet Brunswick County's pre- and post -development discharge
requirements.

Modifications to Phase 3C include: a new road layout and lot subdivision based upon the Army
Corps of Engineers' declassification of the two former borrow pits as jurisdictional wetlands.
This revision is intended to replace the permitted Phase 3C section of the Savannah Lakes at the
Meadowlands (Pond #7, Pond #8A, and Pond #813 in the former permit) in its entirety. This
modification provides treatment in the form of one wet detention basin (Pond #7). The existing,
and permitted, deed restriction of 4,000sf/lot is not modified in this revision.
The permit modifications to Phase 3C are summarized below:
Design Criteria
Existing Permit
Modification
*Pond #8A
_
*Pond #86
Pond #7
a. Drainage Area, acres
Onsite, ft2
Offsite, ft2
8.05
350,658
None
6.95
302,742
None
20.0
871,000
None
b. Total Impervious Surfaces, ft2
(6) Buildings, ft2
(7) Roads/Parking, ft2
(8) Other, ft`
(9) Offsite, ft2
127,396
86,896
40,500
0
0
135,972
95,472
40,500
0
0
338,655
248,000
90,655
0
0
c. Design Storm, inches
1.5
1.5
1.5
d. Pond Depth, feet
9 (4.9 avg)
8 (3.5 avg)
5.1(3.1 avg)
e. TSS Removal Efficiency
90
90
90
f. Permanent Pool Elev., FMSL
25.0
25.0
24.10
g. Perm. Pool Surface Area, ft2
20,455
17,224
40,525
h. Permitted Storage Volume, ft3
17,574
18,770
65,159
i. **Temp. Storage Elevation, fmsl
25.81
25.99
26.00
j. Controlling Weir, Ht x L, in
10.0 x 2.0
12.0 x 2.0
4" Diameter
k. Permitted Forebay Volume, ft3
20,342
13,063
44,621
I. Receiving Stream/River Basin
Shingletree Swamp / Lumber
No Change
m. Stream Index Number
LBR57 15-23-2
No Change
n. Classification of Waterbody
C; Sw
No Change
o. Max. Fountain Horsepower, HP
1/3
1/4
1/3 MP, 1/6 FB2
� in the existing permit, the Lake 7 area (interconnection lake) was combined with the lake areas for Pond #8A and
Pond #8B sine there were designed as outfalling ponds.
** Additional storage volume is provided to meet Brunswick County's pre- and post -development discharge
requirements.

Phase 3B Stormwater System
Drainage System
This section uses a combination of reinforced concrete and corrugated plastic pipe to convey
stormwater drainage to wet detention basin 6. Reinforced concrete pipe is planned to be used
under the roadways and corrugated plastic pipe is planned to be used elsewhere. The proposed
drainage system was analyzed using Hydraflow Storm Sewers-2008 by InteliSOLVE modeling
software. The system was designed for the 25-year storm event according to the NOAA Atlas-14
rainfall estimates for this area. A tailwater elevation of 25.15fmsl (temporary pool) was assumed
and the pipes were designed such that the hydraulic grade line remained within the curb inlets
for the 25-year storm event. The curb inlets were located per NCDOT guidelines such that the
gutter spread does not cover half of the lane width (5.5ft) for the 4 inch per hour (in/hr) storm
event. The valley curb is two feet wide, so the allowable inlet spread is 7.5ft for the 4 in/hr
storm event.
Wet Detention Basin 6
Water Quality
The treatment system for this Phase is a wet detention basin designed to store over 1.5 inches
of rainfall from a 5.74 acre drainage basin and provide a 90% reduction in total suspended solids
with an average depth of 3.4 feet. The drainage area is designed to have 122,030 sf of total
impervious surface subdivided into 20 lots at 4,000 sf/lot (80,000 sf), 27,450 sf of roadway, and
6,580 sf of sidewalk, and 8,000 sf of future impervious.
Water Quantity
Wet Detention Basin 6 was modeled using "Hydraflow-Hydragragh" modeling software and
incorporated the Type -III rainfall distribution for the 1-year 24-hour duration storm event and
the 10-year 24-hour duration storm event as 3.7 inches and 7.0 inches, respectively (per
Brunswick County design standards). The NOAA Atlas-14 rainfall estimate for the 100-year 24-
hour storm event is 11.2 in/hr.
The pre- and post -development discharges for the drainage area are nrnvidari halnw-
Wet Detention Basin 6
1-year 24-hour
10-year 24-hour
100-yr 24-hour
Pre -Development Discharge
3.6 cfs
14.0 cfs
29.8 cfs
Past -Development Discharge
1.0 cfs
14.9 cfs
30.6 cfs
Wet Detention Basin 6 reduces the post -development discharge for the 1-year 24-hour storm
event and discharges less than a 5% increase in the 10-year 24-hour storm events. The wet
detention basin meets the NCDENR stormwater requirements as well as Brunswick County's
pre- and post -development requirements.

Phase 3C Stormwater System
Drainage System
This section uses a combination of reinforced concrete and corrugated plastic pipe to convey
stormwater drainage to wet detention basin 7. Reinforced concrete pipe is planned to be used
under the roadways and corrugated plastic pipe is planned to be used elsewhere. The proposed
drainage system was analyzed using Hydraflow Storm Sewers-2008 by InteliSOLVE modeling
software. The system was designed for the 25-year storm event according to the NOAA Atlas-14
rainfall estimates for this area. A tailwater elevation of 25.15fmsl (temporary pool) was assumed
and the pipes were designed such that the hydraulic grade line remained within the curb inlets
for the 25-year storm event. The curb inlets were located per NCDOT guidelines such that the
gutter spread does not cover half of the lane width (5.5ft) for the 4 inch per hour (in/hr) storm
event. The valley curb is two feet wide, so the allowable inlet spread is 7.5ft for the 4 in/hr
storm event.
Wet Detention Basin 7
Water Quality
The treatment system for this Phase is a wet detention basin designed to store over 1.5 inches
of rainfall from a 20.0 acre drainage basin and provide a 90% reduction in total suspended solids
with an average depth of 3.1 feet. The drainage area is designed to have 338,655 sf of total
impervious surface subdivided into 62 lots at 4,000 sf/lot (248,000 sf), and 90,655 sf of roadway.
Forebay-2 is oversized on purpose to provide additional attenuation of the post -development
discharge for this Phase. The total forebay volume is greater than the recommended ratio of
22% of the total pond volume. However, Forebay-2 is staged above the main pond which will
provide a greater sediment and nutrient reduction than if connected.
Water Quantity
Wet Detention Basin 7 was modeled using "Hydraflow-Hydragragh" modeling software and
incorporated the Type -III rainfall distribution for the 1-year 24-hour duration storm event and
the 10-year 24-hour duration storm event as 3.7 inches and 7.0 inches, respectively (per
Brunswick County design standards). The NOAA Atlas-14 rainfall estimate for the 100-year 24-
hour storm event is 11.2 in/hr.
The ore- and Dost-develonment disrharaas fnr tha drainaca nraa ara nrnvirlarl halmar
Wet Detention Basin 7
1-year 24-hour
10-year 24-hour
100-yr 24-hour
Pre -Development Discharge
0.9 cfs
27.4 cfs
98.9 cfs
Post -Development Discharge
0.7 cfs
28.5 cfs
99.8 cfs
Wet Detention Basin 7 reduces the post -development discharge for the 1-year 24-hour storm
event and discharges less than a 5% increase in the 10-year 24-hour storm events. The wet
detention basin meets the NCDENR stormwater requirements as well as Brunswick County's
pre- and post -development requirements.

Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
07-June-2016
Christine Hall:
Your request for additional information has been reviewed and commented upon in this letter. Your requests are repeated
in bold, and our responses are in normal font.
1) 15A NCAC 02H.1005(h)(5): As noted in item 1 of the previous request for additional information, the
proposed changes to the stormwater treatment system are considered a major modification to the
stormwater permit. A major modification requires the site and the associated BMPs to be designed in
accordance with the current State Stormwater requirements listed in 15A NCAC 02H.1005(a), which includes
additional requirements for providing vegetated buffers along surface waters. As noted in the previous
request for additional information, it was agreed that instead of meeting the requirements for the
vegetated buffer, it may be demonstrated that this modification does not relocated Pond 6 or 7 any closer
to the surface waters than previously approved. Please note that the pond area is considered to be water
surface up to the top of the embankment.
The response received on February 26, 2016 indicated that the ponds remain within the previously
permitted footprint. However upon review of the pond areas, as defined above, appears to have been
moved closer to surface waters. For instance, the top of pond embankment for Pond 6 was originally
approved to be 20 feet from the property boundary and currently appears to be less than 15 feet from the
property boundary. For Pond 7, the top of the embankment on the originally approved plans as 12 feet from
the canal right-of-way and appears to be currently proposed approximately 3 feet within the right of way.
Please re-evaluate the location of the ponds, as defined above, to confirm they are no closer to the surface
waters than previously approved. Also, per 15A NCAC 02H.1003(g)(5), please delineate the 50-foot
vegetated buffer as well as the top of bank, normal pool, or mean high water line of the surface water on
the plans. Please note that decisions and approvals are made on a case -by -case basis. Future modifications
to this or other permits will be considered under the associated merits.
We have invested a significant amount of work and time into analyzing the Thomas and Hutton exhibit plans
and our construction plans. We would be pleased to come in and discuss our findings with you and compare
plans side by side if needed.
Pond 6: One of the challenges with comparing our updated construction plans for the Phase-38 Pond 6 and the
previously permitted Thomas and Hutton (T&H) drawings is that their permitted submittal to the State
appeared to be exhibit drawings rather than construction drawings. The previously permitted exhibits for Pond
6 do not include a vegetated shelf or a top of pond that is able to be constructed. Their details indicate the
installation of a vegetated shelf, however, the contours to which our drawings are being compared against do
not have them and are not accurate depictions of how that system would have been installed. The only straight
comparison between the drawings is comparing the permanent pool distances from the Shingletree Canal
easement.
Their permanent pool elevation is approximately 21 feet from top of the Shingletree Canal easement. The
permanent pool elevation for our design is located 22.5.5 f et from the Shingletree Canal easement. The pond is
not located any closer to surface waters than what would have been constructed based upon the previously
permitted plans.
310-05 NCDENR RFI Response 06062016 Page 1 of 3

Pond 7: Without trying to justify the T&H drawings, they set the riser structures for both Pond 8A and 88 on the
canal easement indicating a water surface at least at, if not within, the Shingletree Canal easement. Pond
elevations rise until discharged through riser structures, so regardless of what the exhibits appear to indicate
as the top of pon-; the result of a riser structure on the easement is a pond boundary at least on the easement.
As with Pond 6, the approved exhibits do not appear to tie to grade and are not accurate comparisons to our
provided construction drawings. Our top of pond is located approximately in the some location as their
effective top of pond.
Their effective top of pond would have to be minimum of 3 feet within the Shingletree Canal easement. As you
mentioned, our top of pond is also 3 feet within the Shingletree Canal easement. The pond is not located any
closer to surface waters than what would have been constructed based upon the previously permitted plans.
2) 15A NCAC 02H.1005(c)(2) and .1008(e)(2):
a. The revised calculations appear to base the average head on a minimum temporary pool elevation
instead of the elevation of the next available outlet. Please re-evaluate the average head for both
ponds based upon the elevation of the next available outlet. Also, the average head equation presented
for Pond 7 appears to yield a different result than presented. Please confirm that both the equation and
the result for the average head are formulated correctly.
Please refer to the revised calculations included with this response as well as the responses to Questions
2(b) and 2(c).
b. For Pond 6: The drawdown time is reported as being 3.6 days; however, the equation presented yields a
different result: 15,291 cf / 0.058 cfs / 86,400 sec/d = 3.05 days. Please confirm that the equation used
to determine the drawdown time is formulated correctly.
This was a calculation oversight. The calculation for the average head has been updated accordingly. The
numerical change is: 15,291 cf / 0.063 cfs / 86,400 sec/d = 2.8 days. Please refer to the revised calculations
included with this response.
c. For Pond 7: As noted in Item 4 of the previous request for additional information, the drawdown time is
based on the minimum required storage volume. The drawdown calculations for Pond 7 appear to still
use the provided volume instead of the minimum required volume. Please provide calculations
confirming that the selected orifice allows the minimum required storage volume to drawdown within
2 to 5 days.
The orifice for the Pond 7 has been modified to be 3 inches diameter. This provides a drawdown of 2.8
days based upon conformance with the aforementioned comments. Please refer to the revised calculations
and the revised Sheet SW-4 included with this response.
3) 15A NCAC 02H.1003(g)(7): In response to item 5.b of the previous request for additional information, it was
requested that the 18-22% range in volume for forebay 1 on Pond 7 be waived. However, no documentation
was provided to demonstrate the extent of the discrepancy for which the waiver was requested. Please
provide calculations demonstrating that the percent of the forebay volume when compared to the entire
125,294 ft3 permanent pool volume and justification that Forebay 1 is still sized appropriately to continue
functioning as intended. Please note that decisions and approvals are made on a case -by -case basis. Future
modifications to this or other permits will be considered under the associated merits.
As you request, based upon a total pond volume of 125,294 cf, Forebay 1 (3,555 cf) would consist of 2.83% of
the total volume. Approximately 19.5% of the total drainage basin is directed to Forebay 1 which reduces the
minimum size of the forebay to be 19.5% of the minimum 18% of the total volume; hence,
(0.195)x(0.18)x(125,294 cf) = 4,397 cf (3.51%). With the same general approach, 81.5% of the total drainage
basin is directed to Forebay 2 which reduces the maximum size of the forebay to be 81.5% of 22% of the total
volume; hence, (0.815)x(0.22)x(125,294 cf) = 22,465 cf (17.93%).
310-05 NCDENR RFI Response 06062016 Page 2 of 3

For the minimum required storage (1.5") the temporary pool (25.41 fmsl) is approximately 7-inches below the
riser (26.00 fmsl) and thus not using any of the available storage in Forebay 2 — which starts at elevation 26.00
and is essentially hydraulically disconnected from the main pond for the first flush. Since Forebay 1 is
hydraulically disconnected from Forebay 2 for events that cause stages below the riser elevation in the main
pond, we fee! that the required size of Forebay 1 is more accurately determined based upon the total
connected pond volume of 84,228 cf. Based upon the connected volume of 84,228 cf, Forebay 1 is
approximately 4.22% of the pond (within the allowable range between 3.51% and 4.29% (18%-22%1).
We feel that forebay 1 is appropriately sized for its attributing drainage area and will function properly. Should
the State still prefer the calculation based upon the total pond volume anyway, we kindly request a variance
for Forebay 1 to be at 2.83% of the total pond volume — rather than the numerical minimum of 3.51% of the
total pond volume. Please note in your consideration that the Pond 7 is oversized to meet the Brunswick County
pre- and post -development discharge requirements. The minimum forebay size is based upon a fixed
percentage of the minimum pond size, not necessarily a fixed percentage of the upsized pond size.
We respectfully request the aforementioned numerical, not performance, variance.
4) 15A NCAC 02H.1003(g)(5) and .1008(c)(3): The note on Sheet SW-01 indicates that "a 20' drainage easement
to be across lots 254 through 259 and is to be directed to the Phase-3B stormwater pond (pond 6)." Please
clarify that a drainage easement will also be provided between lots 257 and 258 for the remainder of the
swale directing water to the stormwater collection system for Pond 6.
Based upon our conversation with you on April 11, 2016, the recordation of easements on already recorded lots
would not be practical so an alternate option was required. During that discussion, a course of action was
agreed upon to obtain a seasonal high water table and infiltration test taken at the rear of the lots in the
hopes of providing as much treatment as practical for the impervious that is capable of draining from Phase-1
lots 249 through 253. The soils tests performed indicated that the soils are not capable of infiltration. Thus, a
modified detention device was designed.
There is not sufficient space to install a conventional detention BMP in the open space between the phases,
however, we have designed a best fit swale detention area that will capture the first flush (1.5") and discharge
it between 2 and 5 days. The average depth is lower than the SAIDA tables provide so a linear extrapolation
was calculated (R-squared value of 0.9945) to estimate the required SAIDA at the provided depth. Based upon
the 9VDA requirements and drawdown requirements, this best fit detention area should provide sufficient
treatment for this situation. We upsized the Swale detention area to capture the runoff from lots 247 and 248
(originally not included) in an effort to provide as much practical treatment as possible with this area.
Please refer the supplemental soils report, revised Sheets SW-1 and SW-2, and the provided calculations for the
swale detention area included with this response.
We appreciate your cooperation with the time extensions and hopefully have satisfied the requests regarding this project.
Should you have any questions or concerns, please feel free to contact our office.
Thank you,
y Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
[phone] x 1001
310-05 NCDENR RFI Response 06062016 Page 3 of 3

Coastal Land Desian. PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
www.cideng.com
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Christine Hall
❑ As Requested
❑ Sent via Mail
JUN a
ems_
Date: I June 7, 2016
File: 310-04 I
Subject: Modification to Existine Permit SW8 051203
for Savannah Lakes at the Meadowlands for
Stormwater Ponds #6 and #7
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Response Letter to Request for Additional Information
1
Copy
Revised Wet Detention Basin Supplement for Wet Detention Basin #7 (Page 2, only)
1
Copy
Revised Stormwater Calculations (Wet Detention Basin #6, #7, and Swale Detention Area, only)
Z
Copies
Revised Stormwater Management Design Plans (Sheets SW-1, SW-2, and SW-4, only)
i
Copy
Supplemental Soils Investigation for Swale Detention Area
JUN 0 7
Remarks Please contact our office should you have any questions or concerns. Thank you.
CLD Transmittal 06072016

Hall, Christine
From: Hall, Christine
Sent: Monday, June 06, 2016 12:52 PM
To: 'Jeff Petroff'
Subject: RE: Savannah Lakes - SW8 051203
Jeff,
Only one 30 day extension can be granted. If the requested additional information is not submitted by COB tomorrow,
the project will have to be returned.
Christine
Christine (Nelson) 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
waw.va,l��'•-7.'��Vy '�..:?d ����v��e:a. x.
Email correspondence to and this z dress is subject to 'he
North Carolina Public Records Lsiv and may be disc'o,=ed to ihitd par 'os.
From: Jeff Petroff [mailto:[e-mail]
Sent: Tuesday, May 31, 2016 3:31 PM
To: Hall, Christine <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Hi Christine,
We are trying to finalize a response to the March 30th request for additional information on the Savannah Lakes at
Meadowlands project. We have all the questions answered and were awaiting the geotechnical report for the area
bordered by phase 1 and phase 3b. We had a calculation ready to submit, but needed the infiltration rate. The testing
was conducted, and although we have not yet received the final report, we did receive an email from the geotechnical
engineer giving us an infiltration rate of <0.002 in/hr. This low rate obviously prevents us from using infiltration for the
treatment of this small area. We will have to design a small weir to provide some detention. I know we've had several
extensions while trying to resolve the discrepancies between the 2008 approval and what was installed in the field, but
can we have a two week extension to finalize the weir/detention design?
Thanks,
Jeff Petroff, P.E.
Project Engineer

T
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com
From: Jeff Petroff
Sent: Tuesday, May 3, 2016 1:19 PM
To: 'Hall, Christine' <Christine. Hall@ ncdenr.gov>
Subject: RE: Savannah Lakes - SW8 051203
You Rock, thanks!
Jeff Petroff, P.E.
Project Engineer
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com
From: Hall, Christine[mailto:[e-mail]]
Sent: Tuesday, May 3, 20161:18 PM
To: Jeff Petroff <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Jeff,
The 30 day extension is granted. The requested items are now due back prior to June 1.
Thanks,
Christine
Christine (Nelson) 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. hallOncdenr. aov
127 Cardinal Drive Ext.
Wilmington, NC 28405
2

Hall, Christine
From:
Hall, Christine
Sent:
Tuesday, May 03, 2016 1:18 PM
To:
'Jeff Petroff
Subject:
RE: Savannah Lakes - SW8 051203
Jeff,
The 30 day extension is granted. The requested items are now due back prior to June 1.
Thanks,
Christine
Christine (Nelson) 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
_._;:•Ir Cam. � .Sp0t7CIE",E
Pub,ic F-i.:rrds Li:il''i' .. _ ,-7& / .;,o � 1.� �'^5'%..' t i ih -t
.,
From: Jeff Petroff [mailto:[e-mail]]
Sent: Monday, May 02, 201610:55 PM
To: Hall, Christine <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Hi Christine,
Thanks for your email. Please find the attached request for additional time.
Thanks again,
Jeff Petroff. P.E.
Protect Engineer
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: 91 G.254.93-,3 ext. 1002

Fax: [phone]
www.CLDeng.com
From: Hall, Christine[:nailto:[e-mail]
Sent: Friday, April 29, 2016 4:57 PM
To: Jay Carmine <[e-mail]; Jeff Petroff <ipetro [e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
Jeff,
I received your message, but trill need something, in writing with a specific date you wish to extend the deadline to (no
more than 30 days).
Thanks,
Christine
Christine (Nelson) 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.hallCcifncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Jay Carmine [mailto:[e-mail]]
Sent: Friday, April 29, 2016 3:46 PM
To: Hall, Christine <[e-mail]>
Subject: RE: Savannah Lakes - SW8 051203
I'm sorry Christine, I just go this email. I have not been in the office for a couple weeks due to my class load. Jeff Petroff
in our office should be in contact with you shortly about this project. If you do not hear anything back from him, please
feel free to contact me directly.
Sincerely,
Jay Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1001
Cell: 910.547.4000

www.CoastalLandDesign.net
From: Hall, Christine[Mai lto:[e-mail]]
Sent: Thursday, April 28, 20161:15 PM
To: Jay Carmine <lcarmine c:ldeng.com>
Subject: Savannah Lakes - SW8 051203
Jay,
Just checking in to make sure you didn't have any last minute questions on the request for additional information dated
March 30 for the subject project. I believe the requested information is due back tomorrow.
Thanks,
Christine
Christine (Nelson) 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.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
`-Nothing Compares
Us.. ' •tilJt?ff_'f i f:, i�1G
N: ig7i? {,,,•[+,i[)dr '.�1'1; : 1`i', ::�. ._ c .:� "Y.., - c. '�...r��, r (l ?t.. ....,:K'.

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
NCDEQ — Wilmington Regional Office
127 Cardinal Drive Extension April 29, 2016
Wilmington, NC 28405
Attn: Ms. Christine Hall
Re: Savannah Lakes at the Meadowlands SW8 051203
Dear Ms. Hall:
Coastal Land Design, PLLC cordially requests a 30-day extension for the response to NCDEQ
stormwater comments on the Savannah Lakes at the Meadowlands SW8 051203 project. Additional
time is needed to finalize the geotechnical testing to address the historical drainage basin layout.
Thank you for your consideration, please let me know if you need anything further for this extension
request.
Sincerely,
Jeffrey B. Petroff, P.E.
Coastal Land Design, PLLC
cc: File
P.O. Box 1172 Wilmington, NC 28402
P h o n e : 9 1 0 - 2 5 4 - 9 3 3 3 F a x : 9 1 0 - 2 5 4 - 0 5 0 2 www.CLDeng.com

PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
March 30, 2016
Mr. Carl Ruopp, President
Meadowlands Property Owners Association, Inc. c/o Atalaya Property Management
525 61 Ave. South
North Myrtle Beach, SC 29582
Subject: Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
Dear Mr. Ruopp:
Secretory
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for Savannah Lakes at the Meadowlands on November 2, 2105 with additional information
received on February 26, 2016. A preliminary in-depth review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. 15A NCAC 02H.1005(h)(5): As noted in item 1 of the previous request for additional
oti< information, the proposed changes to the stormwater treatment system are considered a major
► : �^ ` modification to the stormwater permit. A major modification requires the site and the
associated BMPs to be designed in accordance with the current State Stormwater
requirements listed in 15A NCAC 02H.1005(a), which includes additional requirements_ for
providing vegetated buffers along surface waters. As noted in the previous request for
additional information, it was agreed that instead of meeting the requirements for the
vegetated buffer, it may be demonstrated that this modification does not relocate Ponds 6 or 7
any closer to the surface waters than previously approved. Please note that the pond area is
considered to be the water surface up to the top of the embankment.
The response received on February 26, 2016 indicated that the ponds remain within the
previously permitted footpritit. However, upon review of the location of the ponds, the pond
areas, as defined above, appear to have been moved closer to the surface waters. For
instance, the top of the pond embankment for Pond 6 was originally approved to be 20 feet
from the property boundary and currently appears to be proposed less than 15 feet from the
prop", boundary. For Pond 7, the top of the embankment on the originally approved plans
was 12 feet from the canal right-of-way and appears to be currently proposed approximately
3 feet within the right -of way.
Please re-evaluate the location of the ponds, as defined above, to confirm they are no closer
to the surface waters than previously approved. Also, per 15A NCAC 02H.1003(gx5), please
delineate the 50-foot vegetated buffer as well as the top of bank, normal pool, or mean high
water line of the surface waters on the plans. Please note that decisions and approvals are
made on a case -by -case basis. Future modifications to this or other permits will be
considered under the associated merits.
2. 15A NCAC 02H.1005(c)(2) and .1008(e)(2):
a. The revised calculations appear to base the average head on a minimum temporary pool
a elevation instead of the elevation of the next available outlet. Please re-evaluate the
average head for both ponds based on the elevation of the next available outlet. Also, the
average head equation presented for Pond 7 appears to yield a different result than
,__,,presented. Please confirm that both the equation and the result for the average head. are
formulated correctly.
State ofNordi Carolina I EavironmenW Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Vrilmington. NC 28405
910 796 7215 T 1910 350 2004 F I bftJ/oortal.ncdenrDraL abfrl

State Stormwater Permit No. SW8 051203
/ Page 2 of 2
For Pond 6: The drawdown time is reported as being 3.6 days; however, the equation
presented yields a different result: 15,291 cf / 0.058 cfs / 86,400 sec/d = 3.05 days.
Please confirm that the equation used to determine the drawdown time is formulated
correctly.
/. For Pond 7: As noted in Item 4 of the previous request for additional information, the
drawdown time is based on the minimum required storage volume. The drawdown
calculations for Pond 7 appear to still use the provided volume instead of the minimum
required volume. Please provide calculations confirming that the selected orifice allows
the minimum required storage volume to drawdown in 2 to 5 days.
k 3. 15A NCAC 02H.1003(g)(7): In response to item 5.b of the previous request for additional
IJ"LIC V(T�- information, it was requested that the 18-22% range in volume for forebay 1 of Pond 7 be
waived. However, no documentation was provided to demonstrate the extent of the
.4'0 discrepancy for which the waiver was requested. Please provide calculations demonstrating
the percent of the forebay volume when compared to the entire 125,294 ft permanent pool
volume and justification that Forebay 1 is still sized appropriately to continue to function as
intended. Please note that decisions and approvals are made on a case -by -case basis.
Future modifications to this or other permits will be considered under the associated merits.
DQ — 4. 15A NCAC 02H.1003(g)(5) and .1008(c)(3): The note on sheet SW-01 indicates that "a 20'
drainage easement to be across lots 254 through 259 and is to be directed to the Phase-3B
stormwater pond (Pond 6)." Please clarify that a drainage easement will also be provided
between lots 257 and 258 for the remainder of the Swale directing water to the stormwater
collection system for Pond 6.
Please remember that a change to one number may have a domino effect on other numbers. Please check
all plans, calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to May a, 2016, or the application will be
returned as incomplete. Please note that only two letters requesting additional information will be
allowed. If the information provided after the second request is not sufficient to issue the permit, the
project will be returned. The return of a project will necessitate resubmission of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email 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, which shall be no later than 30
days past the original due date. 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. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
71'.
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2005\051203 HD\2016 03 addinfo 051203
cc: Meadowlands Golf Club, Inc., PO Box 4159, Calabash, NC 28467
Jay Carmine, Coastal Land Design PLLC
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I http://bortal.nodenr.org/webnL/

STATE. QP NORTH Cei1iOLINA
Departwnt of Envit'otuaental and Nataral Resomms
127 Cardinal Drive l gaasion
Wigton, Norih Cmoliv.a 28405
[phone]
RLE Ag SS RE Q01R D
SECT -TON r),u- -,t R 45j
TUVaDATP L, q -0
Nam 44f
Croidelines for Access: The staff of Wam gtm Ragimd offices is dedimted to making public records in
om custodym4lc r avaiXahle tD&Opublic farrcview and capymg. We also Rave the respo0sfbility to the
public to s6gwd these records and to c°ar y out our day-m-day program obligatians. Please read
carefully the following g"Imas 4pmgt o form:
. Do to the large public demm d for Me ac=, we requesttat pou call at Ieast a dq is
ache to schedule an. appointmentto reviewthe files. A.gghd meats wM W sckedn
heiween9:0Lamand 3:0bm. Viewingtuneendsat4:45pm. A.rivonearftzwxfhS
2. Ymmztstspeczfy files youwant to review by fa ' .name. The number offiles 1zatpau.
mayreview at one t vq-U be ]muted to five.
3. You mayma&e copies ofafile wheathe copier is not it usaTj f staffand iftho pemtts•
Cost per copy is $.05 cents Pave* MU be matte by &ack money order or cask at ate
Lamban desk toy' ing $5 4Q or mare M be fozvaiead for You eanyenbume.
4. MM M1.`TST RE UZI IN ORDER YOU JFQM TUM011% mayWtbe WW from
to off I=- To rmove, altar, deface, mutilate, or destroy mdedd m one of tese files is a
mistlemeamrforwhich yo'a can be fated up to $500.00. No brie large, totes,
ke mkod.in the f�Is rt wiew arga.
$. In wmrdancs wife. Umleral Statue 25 3-5I2, a W.00•processing fee wM be urged and
pollectedfor ahaab on whichpay3nesthas beau refused.
RA.= N.AM
2. 't Jill
4
7
3ignatrrre aBdNsme of ' Da%
Please attach a briskness caul to thts fom
COPIES MA.DB 4 I PAD w c�
S:A n Ee, access
0 J
Time in
R rVOICE
Tone out

Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
26-February-2016
Christine Hall:
1G s4
FEB 2620
L3
BY:
Your request for additional information has been reviewed and commented upon in this letter. Your requests are repeated
in bold, and our responses are in normal font.
1) 15A NCAC 02H.1005(h)(5): The proposed changes to the stormwater treatment system are considered a
major modification to the stormwater permit. A major modification requires the site and the associated
BMPs to be designed in accordance with the current State Stormwater requirements listed in 15A NCAC
02H.1005(a), which includes additional requires for providing vegetated buffers along surface waters.
Instead of meeting this requirement for the vegetated buffer, it may be demonstrated that this modification
does not relocate the built -upon or Pond 6 or 7 any closer to the surface waters than previously approved. If
either the built -upon area or the ponds have been redistributed or relocated closer to the surface waters
than previously approved, then the vegetated buffer requirements must be applied. If a vegetated buffer is
needed, please ensure to delineate the top of bank, normal pool, or mean high water line of the surface
waters on the plan. Please note that decisions and approvals are made on a case -by -case basis. Future
modifications to this or other permits will be considered under the associated merits.
Neither Ponds 6 and 7, nor the proposed impervious with this modification to Phase 3, is located any closer to
surface waters than originally permitted. The intent of this modification is to maintain as much similarity with
the original design as possible while incorporating the necessary hydraulic changes associated with this
modification.
The Phase 3B pond remains with the permitted footprint and the lot layouts have not changed from the
previous permitted plans. The Phase 3C pond system has been changed, but is not located any closer to surface
waters than previously permitted. Please refer to the Thomas and Hutton Engineering Company plan. The lot
configuration (and the location of proposed built -upon area) has not been altered to be located any closer to
surface waters.
2) 15A NCAC 02H.1002(23) and .1005(a)(3)(B)(iii): The plans previously approved on January 24, 2008 shows
the drainage from the rear of the adjacent Phase 1 section of lots was to be directed to the pond associated
with Phase 3, Pond 6. However, it appears that a new swale is proposed to re -direct the runoff from the rear
of these lots directly to the surface waters. By definition, all stormwater discharges into the surface water
buffer must be accomplished in a diffuse manner. Additionally, according to aerial photography available
online, it appears that some built -upon area has been constructed behind the home for patios and other
uses. Please demonstrate that all built -upon areas are directed to a stormwater collection system and that
this new discharge will enter the surface waters in a diffuse manner.
The drainage from the rear of the lots has been designed to be directed to the Phase 3B Pond #6 via a lot -side
swale. This swale preserves the same drainage patterns as originally permitted. Please refer to the revised plan
set and supplement included with this response.
3) 15A NCAC 02H.1003(5) and (6): For Pond 6, the revised documents indicate that the drainage area and lot
area are both increasing from previously approved. The modified supplemental drainage exhibit provided in
lieu of Section IV .10 of the application indicates that the lots within drainage area 6 have been allocated a
total of 88,000 square feet or enough for 22 lots. However, the site plan shown on sheet SW-01 appears to
delineate only 20 lots within this drainage area. Also, this exhibit indicates that the drainage area is
increasing, however comparing the drainage area map approved on January 24, 2008 with the revised
310-05 NCDENR RFI Response 01132016.doc Page 1 of 3

drainage area shown in sheet SW-01. It appears that the drainage area is decreasing (also noted in item 2
above). Please confirm the intended design, drainage area, and associated built -upon area for Pond 6.
We are unable to speak for the calculations or supplemental drawings provided by the previous engineering
company that originally permitted the pond. Our design provided for Pond 6 is based upon design elements
calculated from true -space measurements made in AutoCAO and field reconnaissance.
The design configuration and calculations have been checked and verified to be accurate. The original design
calculations include the area identified in Question 2. Please refer to the updated submittal included with this
response. As a note, the lots have been allocated a maximum total of 80,000 squarefeet of impervious for the
20 lots being directed to this Pond. And, the excess 8,000 square feet of impervious has been allocated as
'future impervious" should the impervious in this phase need to increase.
4) 15A NCAC 02H.1005(c)(2) and .1008(e)(2): The minimum required storage volume is required to drawdown
in two to five days. The calculations appear to determine the drawdown time for the provided volume
instead of the minimum required volume. Please provide calculations confirming that the provided orifice
allows the minimum required volume to drawdown in 2 to 5 days.
The drawdown calculations have been updated to reflect drainage of the required first flush volume. Please
refer to the revised calculations and the revised supplement for Pond 6 included with this response.
5) 15A NCAC 02H.1003(g)(7): Provide technical information showing final numbers, calculations, assumptions,
drawings and procedures associated with the stormwater management measures including:
a. For Pond 7, please confirm the surface areas for the top of the sediment cleanout elevation / bottom of
the pond and the bottom of the 20-ft vegetated shelf presented on page 2 of the supplement.
The combined area for at the sediment cleanout elevations (22 fmsJ for Forebay-1 and Forebay-2; and, 20
fmsl for the Main Pond) is 23,416 square feet. The surface area at the bottom of the 10 ft vegetated shelf
(23.6 fmsJ) is 23,677 square feet. Please refer to the revised calculations and supplement included with this
response.
b. For Pond 7, please re -consider the volume contained in forebay 1. Since the minimum required surface
area is being provided by all three areas (main pond, forebay 1, and forebay 2), the total permanent
pool volume should be used to determine the range in forebay volumes.
The total forebay volume is 44,620 cubic feet and the total permanent volume is 125,294 cubic feet. The
State'.s recommended 18-22Y forebay volume ranges are 22,553 cubic feet to 27,565 cubic feet. Forebay 2
is considerably larger than the suggested range but will provide a greater sediment reduction than a
directly connected forebay due to the connection to the lower pond by a riser structure. The additional size
is also necessary in order to the Brunswick County's pre- and post -discharge requirements. In consideration
of this hydraulic improvement, we respectfully request that this requirement be waived.
c. Please confirm the pond cross-section provided for Pond 7. The forebay detail appears to be missing.
Also, the main pond bottom and sediment remove elevations are listed as 21 and 22 ft, respectively,
however, the operation and maintenance agreement lists these elevations as 19 and 20 ft, respectively.
The main pond cross-section detail has been updated to include the connected forebay and the bottom
and sediment cleanout elevations of 19 ft and 20 ft, respectively. Forebay-2 cross-section detail has also
been added to the plan set. Please refer to the revised plan set included with this response.
6) 15A NCAC 02H.1008(e)(9): Please specify the native vegetation types to be planned on the vegetated shelf
of a wet pond. Recommended. The landscape plan should specify the type of vegetation for the side slopes
and should include a calculation of the square footage of the wet pond area and the minimum number of
wetland plants — 50 plants for every 200 square feet of shelf area.
The vegetated shelf specification has been added to the main pond of Pond 7. Based upon our conversation
regarding the fact that Pond 6 is already existing and stabilized, a planting schedule for the vegetated shelf is
not required. This is because of the disturbance and additional hardship necessary to install and establish the
vegetated species. We greatly appreciate the State's cooperation with this existing pond.
310-05 NCDENR RFI Response 01132016 Page 2 of 3

We appreciate your cooperation with the time extension and hopefully have satisfied the requests regarding this project.
Should you have any questions or concerns, please feel free to contact our office.
Thank you,
ay Carmine, PE, PMP
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
[phone] x 1001
310-05 NCDENR RFI Response 01132016 Page 3 of 3

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
6i AriW www.cideng.com
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Christine Hall
❑ As Requested
❑ Sent via Mail
RECEIVED
FEB 2 6 2016
Date: February 26, 2016
File: 310-04
Subject: Modification to Existing Permit SW8 051203
for Savannah Lakes at the Meadowlands for
Stormwater Ponds #6 and #7
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
1
Copy
Revised Stormwater Management Application Form (Page 3A of 6)
1
Original
Revised Wet Detention Basin Supplement for Wet Detention Basin #6 (Pages 1-2)
1
Original
Revised Wet Detention Basin Supplement for Wet Detention Basin #7 (Pages 1-2)
1
Copy
Revised Stormwater Management Plan Design Narrative
1
Copy
Revised Stormwater Management Plan Calculations (Wet Detention Basin #6 and #7 only)
2
Copies
Revised Stormwater Management Design Plans
'aFEB 2 6 2016 ,
Remarks Please contact our office should you have any questions or concerns. Thank you.
CC: File
Client
Jav R.
PLLC
PE
CLD Transmittal 02222016

Hall, Christine
From:
Don Heaton <[e-mail]>
Sent:
Friday, February 26, 2016 11:03 AM
To:
Hall, Christine
Subject:
Re: Stormwater Permit SW8 051203
Christine,
Thank you for the information on the Permit Modification Request! I also have some concerns & questions about permit
SW8970631 as well as SW8051203 which I have listed below. Is it possible you or someone else could address
these? Hope to see you on the 7th.
Permit SW8051203:
• This permit allows 100 lots in Phase III. Phase IIIA has 17 lots, Phase 1116 has 22, which leaves 61 for Phase
IIIC. Is this correct?
• Is there anything in the permit that addresses construction methods or specifications to be used to connect
stormwater pipes to junction boxes or for ground compaction or materials to be used prior to laying of stormwater
pipes?
• Will an inspection by the State be performed on Phase IIIC prior to completion?
• Who makes sure any permit modifications requested and approved by the State are completed?
Permit SW8970631:
• Does this permit or the related drawings indicate the location and directional flow of drainage swales parallel to
the roadways and behind the lots? Are these swales an integral part of the system? If the swales are no longer
functioning properly isn't it the responsibility of the permit holder to fix them?
• Is there a way to determine what percentage of the anticipated stormwater runoff is from the Golf Course versus
the lots in this development? The problem is the system served both the Golf Course and the POA which are two
different entities and there is some question about who will be responsible for maintenance in the future.
• Should this or will this permit be transferred to the POA?
• If the permit is transferred to the POA will the State inspect the system to make sure the "as built" is in compliance
with the permit?
• Are the culverts and drainage pipes under the road on Meadowlands Trail, Wild Oak Lane, and Marsh Road Path
part of the permitted system? Do repairs or replacement of these require approval by the State?
Don Heaton
----- Original Message -----
From: Hall ChrU hrie
To: Don Heaton
Cc: Ruopp, Carl; Johnson, Don; Weaver, Cameron
Sent: Wednesday, February 24, 2016 12:11 PM
Subject: RE: Stormwater Permit SW8 051203
Don,
The consultants requested an extension to submit the requested items. The requested information is now due by this
Friday, February 26". If you'd like to look at their reply, the submitted information will likely be included as part of the
file For your file review. However, please note that the information_ that is submitted in response to the reauest will
likely not be reviewed by the 71h and will not be considered approved until it is reviewed and evervthinR is found to be
in order.

What kind of concerns do ycu have regarding SW8 051203? 1 can try to be available for a few minutes on the 711 but if I
know what the concerns are, it can sometimes be addressed ahead of time and/or help to make for a more productive
discussioill.
Thanks,
Christine
Christine (Nelson) 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
From: Don Heaton [mailto:[e-mail]]
Sent: Tuesday, February 23, 2016 11:15 AM
To: Hall, Christine <[e-mail]>
Cc: Ruopp, Carl <[e-mail]>; Johnson, Don <[e-mail]>
Subject: Stormwater Permit SW8 051203
Christine,
Have you received the information you requested on January 13, 2016 from Coastal Land Design? If so, would it be
possible to get a copy of their reply? Coastal Land Design is working directly for Meadowlands Golf Inc. (the
developer) and we are not in the loop for this information even though we are the owner of this permit.
Two of us from the POA will be at your facility on Monday March 7, 2016 at 9:00 am. We are performing a file review of
this and permit # SW8 970631 with Cameron Weaver. Would it be possible to meet with you for a few minutes that
morning to discuss issues with SW8 051203? Thank you!
Don Heaton
Chairman, Grounds & Facilities Committee
Meadowlands Property Owners Association

Hall, Christine
From:
Hall, Christine
Sent:
Wednesday, February 17, 2016 9:45 AM
To:
'Jeff Petroff'
Cc:
Jay Carmine
Subject:
RE: Savannah Lakes at Meadowlands SW8 051203
Jeff,
Technically, this information was due prior to 2/15/16 and since I didn't get a response or request for an extension by
that date, I should have returned the application. However, I will grant an extension this time. The information is now
due on February 26, 2016.
Please be more cognizant of the due dates in the future and be sure to request any necessary extensions before that
due date.
Thanks,
Christine
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 790 7215 office
910 796 7335 direct
[e-mail]
ve Ext.
28405
"Nol hi.n,g t'c=rnpar s -._
Ernail correspondence to and from this address is subfEct to The
North Carolina Public Re ords Law and may be discloss: io third parties.
From: Jeff Petroff [mailto:[e-mail]]
Sent: Wednesday, February 17, 2016 9:30 AM
To: Hall, Christine <[e-mail]>
Cc: Jay Carmine <[e-mail]>
Subject: Savannah Lakes at Meadowlands SW8 051203
Hi Christine,
I know you've been working with Jay Carmine on Savannah Lakes at Meadowlands SW8 051203, and we are wrapping
up our response but need a little additional time. Can you please extend our deadline by two weeks?
Thanks for your help!
Jeff Petroff, P.E.
Project Engineer

Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com

PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
January 13, 2016
Mr. Carl Ruopp, President
Meadowlands Property Owners Association, Inc. c/o Atalaya Property Management
525 61 Ave. South
North Myrtle Beach, SC 29582
Subject: Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at the Meadowlands
Brunswick County
Dear Mr. Ruopp:
Secretary
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for Savannah Lakes at the Meadowlands on November 2, 2105. A preliminary in-depth
review of that information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
­40 1. 15A NCAC 02H.1005(h)(5): The proposed changes to the stormwater treatment system are
considered a major modification to the stormwater permit. A major modification requires the
site and the associated BMPs to be designed in accordance with the current State Stormwater
requirements listed in 15A NCAC 02H.1005(a), which includes additional requirements for
providing vegetated buffers along surface waters. Instead of meeting the requirements for the
vegetated buffer, .it may be demonstrated that this modification does not relocate the built-
upon area or Ponds 6 or 7 any closer to the surface waters than previously approved. If either
`-the built -upon area or the ponds have been re -distributed or relocated closer to the surface
G� ,a waters than previously approved, then the vegetated buffer requirements must be applied. If
ye 01` a vegetated buffer is needed, please ensure to delineate the top of bank, normal pool, or mean
�. "c high water line of the surface waters on the plans. Please note that decisions and approvals
are made on a ease -by -case basis. Future modifications to this or other permits will be
considered under the associated merits.
k 2. 15A NCAC 02H.1002(23) and .1005(a)(3)(B)(iii): The plans previously approved on
January 24, 2008 shows the drainage from the rear of the adjacent Phase l section of lots was
to be directed to the pond associated with. Phase 3, Pond 6. However, it appears that a. new
swale is proposed to re -direct the runoff from the rear of these lots directly to the surface
waters. By definition, all stormwater discharges into the surface water buffer must be
accomplished in a diffuse manner. Additionally, according to aerial photography available
online, it appears that some built -upon area has been constructed behindthe home for patios
and other uses. Please demonstrate that all built -upon areas are directed to a stormwater
collection system and that this new discharge will enter the surface waters in a diffuse
manner.
Stabs of North Carolina I EmiroameaW Quality I Energy, Mmend and Land Resources
127 Cardinal Drive 1 tensian I Wilmington, NC 29405
910 796 7215 T 1910 350 2004 F I httn://nortal.nodenr.nralweb/lr/

State Stormwater Permit No. SW8 051203
Page 2 of 3
�. 15A NCAC 02H.1003(5) and (6): For Pond 6, the revised documents indicate that the
drainage area and lot area are both increasing from previously approved. The modified
supplemental drainage exhibit provided in lieu of Section IV.10 of the application indicates
that the lots within drainage area 6 have been allocated a total of 88,000 square feet or
enough for 22 lots. However, the site plan shown on plan sheet SW-01 appears to delineate
only 20 lots within this drainage area. Also, this exhibit indicates that the drainage area is
increasing, however comparing the drainage area map approved on January 24, 2008 with the
revised drainage area shown in plan sheet SW-0 1, it appears that the drainage area is
decreasing (also noted in item 2 above). Please confirm the intended design, drainage area,
and associated built -upon area for Pond 6.
4. 15A NCAC 02H.1005(c)(2) and .1008(e)(2): The minimum required storage volume is
required to drawdown in two to five days. The calculations appear to determine the
drawdown time for the provided volume instead of the minimum required volume. Please
provide calculations confirming that the provided orifice allows the minimum required
volume to drawdown in 2 to 5 days.
5. 15A NCAC 02H. 1003 (g)(7): Provide technical information showing final numbers,
calculations, assumptions, drawings and procedures associated with the stormwater
management measures including:
Va. For Pond 7, please confirm the surface areas for the top of the sediment cleanout
elevation / bottom of the pond and the bottom of the 10 ft vegetated shelf presented
on page 2 of the supplement.
o b. For Pond 7, please re -consider the volume contained in forebay 1. Since the
minimum required surface area is being provided by all three areas (main pond,
forebay 1, and forebay 2), the total permanent pool volume should be used to
determine the range in the forebay volumes.
,�. Please confirm the pond cross-section provided for Pond 7. The forebay detail
appears to be missing. Also, the main pond bottom and sediment removal elevations
are listed as 21 and 22 ft, respectively; however the operation and maintenance
agreement lists these elevations as 19 and 20 ft, respectively.
Z. 15A NCAC 02H.1008(e)(9): Please specify the native vegetation types to be planted on the
vegetated shelf of a wet pond. Recommended. The landscape plan should specify the type of
vegetation for the side slopes and should include a calculation of the square footage of the
wet pond shelf area and the minimum number of wetlands plants - 50 plants for every 200
square feet of shelf area.
Please remember that a change to one number may have a domino effect on other numbers. Please check
all plans, calculations and forms to ensure that the numbers are consistent throughout. .
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to February 15, 2016, or the application will
be returned as incomplete. The return of a project will necessitate resubmission of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email 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, which shall be no later than 30
days past the original due date. 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.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I htto:NnortaImcdennore/web/Ir/

State Stormwater Permit No. SW8 051203
Page 3 of 3
Please 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,C"-"& w A
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2005\051203 HD\2016 01 addinfo 051203
cc: Jay Carmine, Coastal Land Design PLLC
Wilmington Regional Office Stormwater File
state of North Carolina I Environmental Quality I Energy, Mineral and Land Resoumes
127 Cardinal Drive Extension I Wilmington, NC 29405
910 796 7215 T 1 910 350 2004 F I bttoWportal.ncdem.ore/web/tr/

STATE OF NORTH CAROLINA
Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
FILE ACCESS RECORD
SECTION
T1ME/DATE
NAME
REPRESENTING
Guidelines for Access: The staff of Wilmington Regional Office is dedicated to making public records in
our custody readily available to the public for review and copying. We also have the responsibility to the
public to safeguard these records and to carry out our day-to-day program obligations. Please read
carefully the following guidelines signing the form:
1. Due to the large public demand for file access, we request that you call at least a day in
advance to schedule an appointment to review the files. Appointments will be scheduled
between 9:00am and 3:00pm. Viewing time ends at 4:45pm. Anyone arriving without an
appointment may view the files to the extent that time and staff supervision is available
2. You must specify files you want to review by facility name. The number of files that you
may review at one time will be limited to five.
3. You may make copies of a file when the copier is not in use by the staff and if time permits.
Cost per copy is $.05 cents. Payment may be made by check, money order, or cash at the
reception desk. Copies totaling $5.00 or more can be invoiced for your convenience.
4. FILES MUST BE KEPT IN ORDER YOU FOUND THEM. Files may not be taken from
the office. To remove, alter, deface, mutilate, or destroy material in one of these files is a
misdemeanor for which you can be fined up to $500.00. No briefcases, large totes, etc. are
permitted in the file review area.
5. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and
collected for checks on which payment has been refused.
FACILITY NAME COUNTY
1. 15\,.A J5I'J'D3 �&
2.
3.
ature and Name of Firm/Business Date
Please attach a business card to this form
COPIES MADE --- 0 — PAID
S:Admin.file access
a1�sz 6CM0
Time In Time Out
INVOICE

Supplemental
Jurisdictional Wetland Determination
ECEIVE
IBY
SEP 2 5 2015
;

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-200640566 County: Brunswick U.S.G.S. Quad: Calabash
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: W. J. McLamb Agent: Mr. Wes Frvar
Land Management Group, Inc.
Address: P.O. Box 4159 Post Office Box 2522
Calabash, NC 28467 Wihnington..NC 28402
Telephone: [phone]
Property description:
Size (acres)
Nearest Waterway
USGS HUC
Location description:
28.5
Shinaletree Swamp
030402060701
Indicate Which of the Following Apply:
A. Preliminary Determination,
Nearest Town Carolina. Shores
River Basin Cape Fear
Coordinates N 33.92391 W—7859172
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine theextent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
There are Navigable Waters of the United States within the above described project area subject to the permit requirements
of Section 10 of the Rivers and Harbors Act and- Section 404 of the Clean Water Act. Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of
this notification.
our nnblished regulations. this determination may be relied upon for a period not to exceed five Years from the date
of this notification.
_ We strongly suggest you have the waters of the U.S. on your property delineated. Due to the size of your -property
and/or our present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a
more timely delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by
the Corps.
X The waters of the U.S. including wetland on Your property have been delineated and the delineation has been
_ The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on February 22, 2010. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.

There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section: 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X The property Is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management
Act (CAMA). You should contact the Division of Coastal Management in Wilminaton, NC at [phone] to
determine their reauirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301. of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Ronnie Smith at 910-251-4829.
C. Basis For Determination
D. Remarks:
E. Appeals Information (This Information applies only to approved lurjsdietional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you obj ect to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Ronnie Smith, Project Manager,
Wilmington Regulatory Field Office
PO Box 1890
Wilmington, North Carolina 28402
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by June 7.2010.
**It is not necessary.to submit an RFA form to the District Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date: April 6, 2010 Expiration Date: April 6. 2015-
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the Customer Satisfaction Survey located at our website at
http://per2.nwp.usace.army.mi1/survey.html to complete the survey online.

r
Applicant W.J. McLamb File Number: SAW-2006-40566 Date: Aril 6, .2010
Attached
is: wetland boon drawing
See Section below
LJ
INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission)
A
B
PROFFERED PERMIT Standard. Permit or Letter ofpermission)
PERMIT DENIAL
C
APPROVED JURISDICTIONAL DETERI WATION
D
PRELIMINARY JURISDICTIONAL DETERMINATION
E
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
ACCEPT. If you received a Standard Permit, you may sign the permit document and return it to the district engineer
for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is
authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its
entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional
determinations associated with the permit.
OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may
request that the permit be modified accordingly. You must complete Section H of this form and return the form to the
district engineer. Your objections must be received by the district engineer within 60 days of the date of tbus notice, or
you will forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will
evaluate your objections and may: (a) modify the permit to address all of your concems,.(b) modify the permit to
address some of your objections, or (c) not modify the permit having determined that the permit should be issued as
previously written. After evaluating your objections, the district engineer will send you a proffered permit far your
reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer
for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is
authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its
entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional
determinations associated with the permit.
APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions
therein, you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by
completing Section Il of this form and sending the form to the division engineer. This form must be received by the
division engineer within 60 days of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal
Process by completing Section H of this form and sending the form to the division engineer. This form -must be received by
the division engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of
the date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the
approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section lI of this form and sending the form to the district engineer. This
form must be received by the division engineer within 60 days of the date of this notice.

E: PRELEMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be
appealed), by contacting the Corps district for further instruction. Also you may provide new information for further
consideration by the Corps to reevaluate the JD.
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an
initial proffered permit in clear concise statements. You may attach additional information to this form to clarify where
your reasons or objections are addressed in -the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum
for the record of the appeal conference or meeting, and any supplemental information that the review officer has determined
is needed to -clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to
the record. however, you may provide additional information to clarify the location of information that is already in the
administrative record.
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact_
also contact:
Ronnie Smith
Mr. Mike Bell, Administrative Appeal Review Officer
USAED-RG
CESAD-ET-CO R
69 Darlington Avenue
U.S: Army Corps of Engineers, South Atlantic Division
Wilmington, NC 28403
60 Forsyth Street, Room 9M15
Atlanta,Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15
-day notice of any site investigation, and will have the op ortuni to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered. Permits and approved Jurisdictional Determinations send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Ronnie Smith, Project Manager, Wilmington
Regulatory Field Office, 69 Darlington Avenue, Wilmington, North Carolina 28403 -

NOTE; All boundaries and distances are considered approximate.
This represents a preliminary map prepared from field sketches.
These wetland boundaries have been verbally approved by Ronnie
Smith of the COE.
W.J. McLamb
Meadowlands Golf Course
Brunswick County, NC
03-09-221
Areas sldered to be uplands
rmed disturbance and areas
of Impervious surface may require
stormwater and sedimentlerosion
control measures)
- - Areas considered to be jurisdictional
wetlands as regulated bythe U.S. Army t
Corps of Engineers (no development,
soil disturbance or fill activities without prior
4041401 certification) a
RPW (Relatively Permanent waters t
LMG
W-M ALWAGLM ENT
www.LMGroup.net
Phone: [phone]MG.1078
Fax [phone]
P.O. Box 2522, Wilmington, NC 28402
SCALE 1" = 200'
Section 404 Jurisdictional
Wetlands
(post-COE meeting
1112/10)

DOWN / U5
U5
�1. '
U5 ' , / 110.277 AC.f
N/F y
MEFANDSOLF CLUB,INCO.& 1N'46YC 17. I'6. t06AMENITIES AREA
0.798 AC.*
LES H. BOOM N KILL NO. 14182
ga1t�lk►' N
ZJ
TECHNORVEYL 2 MC0121 P-� 3
UPLANDS
Ut
0.004 AC,t
U2
0.076 AC.t
U3
0.001 AC.t
U4
59.317 AI
U5
15.759 AC.t
UB
25.202 AC.t
U7
SA A f
TOTAL AREA
100.363 AC.t
WETLANDS
t
TO AL AREA 55,. 0 AC.t
WATERS OF THE UNITED STATES
X1
0.070 AC.t
X2
0.009 AC:f
X3
1.503 AC.*
X4
0.471 AC.i
X5
0.229 ACA:
X6
1.673 AC.t
X7
"I'll AC,
TOTAL AREA
4,861 AC.t
UPLANDS 100.363 AC.f
WETLANDS 5.053 AC.t
WATERS OF THE U.S. 4.861 AC.t
TOTAL TRACT AREA 110.277 AC.t
OM Of PELO SURVEY: 11MCH. 2004.
2 OAX MAP 1404 225009& 2250003007 t 2250000501.
ALL BEARINGS AND COORO6414M SHOW ARE BASED
ON THE NORO1 CAROUNA ONO SYSTEM MAD 93(1985).
THE CODIDHILIE VALUES SN01W, WERE EST 0
BY OPS YRRCN ORICIMA7ED ON NC45 TRA2Y 1988'
AND NC05 LSON 1806•.
Q ALL STANCES m10Y1N ARC GROUND IEVEL ONTANCE&
NOT ORAL OISTAIRES TO CONVERT o67ANC[8 TO
GRID DISTANCES, WJLTWLY BY COMBINED FAC709
tAN13403.
61 wEI 4 OEMEATEO BY LAND NAN4SO011 011100P.
eI wM1t6 PBOPWl B PARE OF THE PROMM CLAIM
W && 1342. P& 1429 AND O.& 1791. P0. 567.
7) %7RLE SEARCH WAS PERFORMED BY THIS OFFICE
I. -w
U5
5-1
161i
16-
N/F
MEADOWLANDS GOLF C111B.
225WDOG12
D.B. 106'. PO. 460
LIC 17. PG. 312
SEANIIO
N 76.54'Sr E
N 76.54a3• E
N 7w54'Sr E
N 4901'41r E
N 4WM'4r E
N 4C01'4r E
N 3.Tbr ' E
N 30S032' W
N 305032' w
N 70`27'111' E
N 79.2719• E
N 72'27'19' E
S 51.25'40' E
s 6c13`Sr E
9 6013%r E
9 19.3723' w
3 Or4WW E
5 0740'N• E
S BriS'4r E
S 1939'31r w
5 tw39'36• w
S 7515w w
N 07.38'W E
N 1027'29• E
N 53.41'37' w
N 18.20'O7' W
5 11•N'38' E
5 1 V"38• E
N 5w03'29' [
N 6003'29' E
N 0755'44' w
N 0735'44' W
N 0235'44' N
S 03&Y25' E
S OPN'Or E
N 7041'SI' w
S 04'35'8r w
S OW35'33' w
S 8026'46' w
N 704035' w
N &713'40• w
6 75'NYNI' W
5 B749Y9' W
S 13'OB'17 E
S 18N'17' E
S 1w09'17' E
N I r41'or w
N 2r30'ar w
N 3W39'13' w
S 5a20'4r W
S 602041• w
s 5w10'11' W
S SC13'N' w
S 31Tw3r IF
S 7429'5r E
N S917'3r E
N 2955.31' E
N 4953.10' E
N 8713'3W E
N B713'39' E
N B7t3'3r E
N 86.19'41r E
N 7Y49'13' E
N 61.04154' E
N 35.43128' E
N 14.00'30' E
N 5522'44' W
N71'46'09' W
N 1640`59' W
N 0
729 29' E
N 2S35103' E
N 3949.4e' E
N 71.34'16' w
N 8922`11' W
N 2120`20' E
N 2W15'O1• E
N 41'34'39' E
N 6531'3B' E
N 69.12'1P E
N 6022'51' E
N 5750'22' E
N or16'S4' w
N 702O'24' 1Y
5 3713ar E
S 4u17'26• W
5 11'15'23' W
N 6246.08• w
SHEET 1
JOB 1
SITE
N/F
BOBBIE B. WHITE WCNOY MAP
D.& 813. POD 065 N01 TO SCALE
14&88
30.00
15AS •::::.:: �:•::•:::
Sca, •: =: X6::;;:•::•:::;
1&77
2.03
2.59 ................
. ::::........
.37 62.
2
37.17.:::::::::.
12.a3 ::•:::::::::::•:::
3&OD ::. �:::::.::.::•: •:.
10.27 .... :...:..
49.73.:.:' ::X6
65.96
43.35
1--33
IGIAl
37JS
2.50
11.50
37.35
13.74
57.10
9&51
151.51
71.24
42.35
127.54
102.68
57.00
24.41
39.9a
61.90 U6
53.74
1721
1NA7
171.53
126.71
71.70
43.30
101.24
U6 X7
A
?:.. U6 U7 :.W7 Lis
NT INSET SCALE lE NOT TO S' INSET C LE
N/F
BOBBIE It WHITE
2awODe9
O3L 813, Po. 065
U6
....:•.:::::.:. q : 1 PQ 1N /
�1 • NC P. P0. 352
cur. /
A,
are /
CAr.
U6
#IV
%
4j Z17AF.
U6
3
sErV
7Ba5
;fr
321.31
UK
4&87
37.61
;3
�ry
63,02iF
• �(�`7
8• IFFIN
70.05 PC. 496
N; TO WALE
12&70
Q• f
m CI
132.80
W7.35
r
11.89
43.41
2.4
32.6
32.2929
�
6&N
3&22
/
22.74
100.74
4a.f6
56.11
99.86
47.00
4. .......... :.:
.............
Lie U6
g••X6:.G
INSET 'P
NOT TO SCALE
wETuaDS DELINEATION
SURVEY OF
A PORTION OF
MEADOWLANDS GOLF CLUB
FOR
CENTEX HOMES
SHALOTPE TOWNSHIP
SRUNSWICK COUNTY SOUTH CAROLINA
SCALE V- 1DO FEET MAY 6, 20D4
100 50 D t00 200
orsnm+v µlest �Y )A►c

MEADOWLANDS PROPERTY OWNERS' ASSOCIATION, INC.
2015 ORGANIZATIONAL MEETING OF THE BOARD OF DIRECTORS
MAY 16, 2015
-------------------------------------------------------------------------------------------------------------------
MINUTES
An Organizational Meeting of the Meadowlands POA Board of Directors was held
immediately following the Annual Members Meeting.
The Organizational Meeting was convened at 4:00 p.m.
The purpose of the meeting was to elect Officers. Upon a motion made, seconded
(Johnson/Faust) and unanimously approved, it was:
Moved: the officer positions for the coming year are as follows:
Title
Name
Term Expires
Committee Liaison
President �
arl Ruopp
2016
Communications
Vice President
Don Johnson
2017
Grounds & Facilities
Treasurer
George Stencel
2017
Budget & Finance
Secretary
Christine Faust
2016
Covenants
Director at Large
Ray Faires
2016
Lifestyles
President Ruopp noted the next meeting is a Special Meeting of the Board scheduled for
June 24, 2015 at 2:00 p.m., which is not advertised, however owners may attend. President
Ruopp also noted the next Regular Meeting of the Board is scheduled for July 22, 201.5 at
2:00 p.m.
Upon a motion made, seconded (Johnson/Faust) and unanimously approved, it was:
Moved: to adjourn the Organizational Meeting at 4:09 p.m.
OCT 21 205
BY:

2015
�t II ��{J Ir�1�11t1t�11 II 0B361 0117 09:32 li.0
02
Brenda . Clemons:
PROP
O o 106 NC Register of Deeds page 1 of 6
�O
Presenter r an
Eft.
This docutrentist� tfmmthe T4'I jp —
P , r,�_� Cush S
re is of N.C. Gen. Star. ' Ck Finance —
�p l:W tT:::ai �f i;rca d �� iL"1012 due to condifion
OQl:1 o r; ;•:n 1.
�A Ili e�lA.do^n drd
or/ inquentlaxAsst. 0 reproduced otcoe.
DEED OF DEDICATION
STATE OF NORTH CAROLINA OC/- �L
COUNTY OF BRUNSWI,_i� oaT�1 !�1 g@ on o OUT OPINION OF E lJ
T@G
Prepared By: Sheila K. McLamb
THIS DEED OF DEDICATION, made and entered into this the Al day of
2015, by and between MEADOWLANDS PROPERTY OWNERS
ASSOCIATION, INC., with an officUann6itt hf Brunswick County, North
Xo � o 0
Carolina, party of the first hereinafter referred to as "Grantor", c% Atalaya Property
Management, PO Box 769, North Myrtle Beach, South Carolina 29597, and
BRUNSWICK COUNTY, a governmental entity created and existing under the laws of
the State of North Carolina party of the second gabre" ferred to as "Grantee
P.O. Box 249, Bolivia, N"06 �° T ��
TNESSETH
Whereas Meadowlands Golf Club, Inc. hereinafter referred to as "Developer" is
the developer of a Brunswick County subdivision known as lowlands Golf Club;
(� U o
Whereas Developer%eu8*teWQ ied water and sewer lines under and
along the road rights -of -way of Meadowlands Golf Club; and
Whereas Developer has conveyed the road right-of-way described in Exhibit A to
the Grantor for the Grantor's use as common area; and
((�
Whereas Grantee has ado tccj��dte`iesolution stated policy
©oom
regarding water and sewer Tystems under the terms of which, among other things, in
order to obtain water and sewer for said project, Grantor must convey title to the water
and sewer distribution system to Grantee through an instrument of dedication acceptable
to Grantee; g6@ o Nk� �
NOW, TIIEREFO o 5** m consideration of Grantee accepting said
water and sewer lines and making water and sewer available to said subdivision, has

lam® ° ast
hod°b� Brunswick C{{�{���Register B3610 P0118 m ,of DeOds page 2 of sP�
conveyed and by these presents does hereby convey to Grantee, its lawful successors and
assigns, the following described property:
SEE E3=rr A �O
TO HAVE AND T? D IWwater and sewer lines and equipment above
described together with the privileges and appurtenances thereto belonging to Grantee
forever.
Nonexclusive easement over, along and upon the entir ea of the streets
no
depicted on the maps and servi to y above for purposes of entry into
TO
the property for maintenance, repair and upkeep of the water and sewer distribution
systems and for connecting the same to additional portions of the Developer's property
developed or to be developed lying adjacent to said streets and reserving unto Developer,
its successors and assigns, equal rigl}�s ofUff cb&& over -in -along and upon
said streets for purposes ooO s
and maintaining such utilities as may be required for
the development of said property, including, but not limited to electric, gas, telephone,
cable, water and sewer.
And Grantor does hereby covenant that it water and sewer
lines and equipment descri ATI simple and has the right to convey the same
in fee simple, that the same are free and clear of encumbrances, and that it will warrant
and defend the title to the same against all persons whomsoever.
Developer warrants to Grantee that the system hereinveyed is of good quality
and free from faults and deffeec ia°dbe' 9 as -built drawings. Developer warrants
said system for a period of one year from the date of recording this Deed of
Dedication in the office of the Brunswick County Register of Deeds.
IN WITNESS WHEREOF, the Grantor has caused this instrument to be duly
executed, the day and -year first abov�VT (A@@ ° jngt
��((o��° o
MEADOWI;A1�lDS PROPERTY OWNERS ASSOCIATION, INC.
By: <2-Z 0-==77-d
CARL RUOPP
PRESIDENT
OVA

T©t°a�aCr�
g�oo�Q�
IlIIIIIIIu�IIIIIIIIIIIIIIIIIIIIIIII gL11011STATE OF NORTH CAROLINA Brunsulak County, page 3of s
COUNTY OF BRUNSWICK
I, DoNN Pp' e Lbw G- , allo Public, of the County
and State aforesaid, certify that CART RUOPEOWLEANDS
- Wally known to me or
proven by satisfactory evidence, me this day and
acknowledged that he is P f PROPERTY OWNERS
ASSOCIATION. INC. a RTH CAROLINA corporation, and that he, as PRESIDENT
being authorized to do so, voluntarily executed the foregoing on behalf of the corporation
and I have seen satisfactory evidence of the principal's identity, by current state or
federal identification with the principal's photograph in the form of a North Carolina
Driver License; each acknowledging to me that he voluntarily signed the foregoing
docwment for the purposes stated therein. ����
Witness my hand and o i, ,*Qjys `- day�of 2015.
r - - 0
DONNA P. L Notary's Signature _
wARY PUKM
Bnmewidc C,av+tY. Norm camw�a
My „ Notary's Printed Name: CyvN A P L6r3 G
(NOTARY SEAL)
My commission expires: podo°bo Tang@O ° *Qt
god°
�Drang@oo�Q�
�n%@0 ° ndy�
pod° U
� VVD§@@ ° 5Qt
god °

State & County Documents Required — Permit SW8O51203
• Permit Modification Request— 10/21/15 (Coastal Land Design)
o Copy of original request & related drawings
o Purpose of request (supposed to change Pond #6 to reflect as built and combine pond 8A & 8B
into one pond and fore bay called pond V.
o Responses to questions from Christine Hall on 1/13/16 — due 2/15/16.
o Copies of any changes to the permit or drawings in response to the questions.
• Overall Site plan and Stormwater System Construction Details for Phase 3A (Thistle Trail)
• Certifications from the engineering firm for each Phase:
o Phase 1- signed by Walter Warren on 10/17/06
o Phase 2 — signed by David Gantt on 1/10/18
o Phase 3A
o Phase 36 — signed by Coastal land Design on 6/2/15
o Phase 3C - TBD
• Compliance Inspection Reports from the State for each Phase:
o Phase 1 & 2 - inspected by David Cox on 5/29/12
o Phase 3A
o Phase 3B
o Phase 3C - TBD
• Inspection reports from the County for each Phase:
o Phase 1 & 2 — inspected by Brigit Flora on 1/19/12
o Phase 3A
o Phase 3B
o Phase 3C - TBD
County Documents Required — Phase 3
• Construction Details for Phase 3A—Thistle Trail & Meadowlands Lots 1-7?
• Construction Details for Phase 313 — Pasturage & Chickweed
• Permit for construction for Phase 3C
• Construction Details for Phase 3C (Lot Plan, Water & Sewer, Stormwater, Roads & Bridge)
• Is there any geotechnical data concerning the soils and need for underdrains in Phase 3A, 3B, or 30

Casmer, Jo
From: Casmer, Jo
Sent: Wednesday, November 04, 2015 1:14 PM
To: '[e-mail]'
Subject: Savannah Lakes at the Meadowlands; Stormwater Permit SW8 051203
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Application and $505.00 fee on November 2, 2015. The project has been
assigned to Christine Hall and you will be notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
The application did not reflect an email address for the applicant, so we ask you please notify them of the status
of the application.
Jo Casrner
Administrative Assistant for DEMLIR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance & Customer Service
910 796-7336 office
910 350-2004 fax
io.casmerY_ncdenr.uu.
127 Cardinal Drive Extension
Wilmington, NC 28405
s
�/ a •� a:
�l
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Project Name:
Project Location
Rule(s)17-1
2008 Coastal
Type of Permit: New or
%: (% OK?)
Subdivided?: Subdivisi
Paperwo Ir
upplement(s) (1 or
�l
with correct/t �=� � '�
pplication with co
rporLLC:���
505 (within 6mo)
D-Soi' Report mr3f "A//
a(culations (signet
11 No obvious errc
ElDensity include.
i eed Restrictions, o "f
Completeness Review Checklist
y'Lchy�a� Received Date: o�
Accepted Date:
1995 Coastal Phase 11 (WIRO.) Li
Universal 1988 Coastal
Mo or PR Existing Permit # (Mod or PR): PE Cert on File?
Type: Commercial or Residential NCG:
lid.^ "A^^ MOffsite to SW8
igned & Notar
ct Templa A�
retrf
Plans
ets �B
cinity Map 1Y-J ' d'
Bend
Infiltration
Soils Report
SHWT:
Bottom:
Visited:
Additional Information:
Permitted
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA {sf)
11 PP: BUA Permitted (Master):
BUA Proposed (Offsite):
Proposed:
(em
Tress: Design Engineer
Iress: Owner
viewer:
iildings, etc)
oundaries
Lot #:
®Lot # Matches Master
sf
sf

Completeness Review Checklist
Project Name: +—q - Received Date: —a�
Project Location: Accepted Date:
Rule(s) 1:12008 Coastal 1:11995 Coastal 0Phase II (WiRO.) LiUniversal 1988 Coastal
'type of Permit: New or ,60—CP or PR Existing Permit # (Mod or PR): PE Cert on File?
Density: HD or LD Type: Commercial or Resiclential-/'NCG:
%: (% OK?) Stream Class: ®SA Map Offsite to SW8
Subdivided?: Subdivision or Single Lot I MORW Map MExempt
Paperwo k Emalled Engineer on:
upplement(s) (1 original per BMP) BMP Type(s):
with correct/original signatures (1 original per BMP except LS/VFS and swales)
pplication with correct/original signatures eed
p or LLC: Sig. Auth. per SoS or letterffln-a-i"I"Address:
505 (within 6mo) ��ss� ail Address:
Design Engineer
Owner
,S0its Report V4*�T 3, - Note to Reviewer:
culations (signed/sealed) -o
No obvious errors
®Density includes common areas, etc
eed Restrictions, if subdivided:
Sig ed & Notarized
Plans
ets i s (roads, cut -de -sacs, curbs, sidewalks, BMPs, Buildings, etc)
7-1
rading and(�2elineated ,dr No Wetlands
unity Map out (proposed BUA dimensions)
Bend Maps P 9''ect Boundaries
Infiltration
Wet Pond
Offs'ate
Soils Report
Soils Report
PE Cert for Master Lot #:
SHWT:
ll SHWT:
®Deed Rest for Master ®Lot # Matches Master
Bottom:
11 1PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional Information:
Permitted Proposed: Proposed:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

Coastal Land Design, PLLC
Civil Engineering/Landscape ^-
Land Planning/Constrl,
tj a-L9. 2~ ZZIS'.
P.O. Box 1172 P J _
Wilmington, NC 28402 F� .
www.cideng.c
To:
NCDENR - Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 - 7215
Attn:
I Georgette Scott
❑ As Requested ❑ For Your Files
❑ Sent via Mail ❑ Sent via Courier
II Quantity I Drawing No.
1
Original
Stormwater Management Apl
1
Copy
Stormwater Management Apr
1
Original
Wet Detention Basin Operatio
1
Original
Wet Detention Basin Operatioi
1
Minutes from POA meeting sh.
1
Recent Deed of Dedication to E
IL0
- . cut,
Remarks
Hi Georgette, please find the revised signature pages for the POA as the permittee. I attached meeting minutes
showing the new president and a recorded document from Brunswick County. Let me know if you need anything
else on this. Thanks for your help on getting this straight!
CC: File RE IV Coastal Land Design, PLLC
Client
OCT Z 7 2015 Signed
Jeff Pe off, PE
CLD Transmittal 10262015.docx

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
www.cideng.com
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
I Georgette Scott
❑ As Requested
❑ Sent via Mail
Date: October 26, 2015
File: 310-04
Subject: Modification to Existing Permit SW8 051203
for Savannah Lakes at the Meadowlands for
Stormwater Ponds #6 and #7
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Stormwater Management Application Form (revised permittee)
1
Copy
Stormwater Management Application Form (revised permittee)
1
Original
Wet Detention Basin Operation and Maintenance Agreement for Wet Detention Basin #6 (revised)
1
Original
Wet Detention Basin Operation and Maintenance Agreement for Wet Detention Basin #7 (revised)
1
Minutes from POA meeting showing Carl Ruopp as President
1
Recent Deed of Dedication to Brunswick County showing Carl Ruopp as President
BY: AV
Remarks
Hi Georgette, please find the revised signature pages for the POA as the permittee. I attached meeting minutes
showing the new president and a recorded document from Brunswick County. Let me know if you need anything
else on this. Thanks for your help on getting this straight!
CC: File
Client
OCT �I 7 2015
Coastal Land Design, PLLC
PE
CLD Transmittal 10262015.docx

Scott, Georgette
From:
Scott, Georgette
Sent:
Monday, October 26, 2015 3:45 PM
To:
'Jay Carmine'
Cc:
Casmer, Jo [e-mail])
Subject:
RE: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Ok. Since I will be out the rest of the week you have till next Tuesday. If you drop this off please
make sure it is addressed to me or Jo casmer.
Georgette
From: Jay Carmine [mailto:[e-mail]]
Sent: Monday, October 26, 2015 2:57 PM
To: Scott, Georgette <[e-mail]>
Subject: RE: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
I'm sorry Georgette. I forwarded that email over to another person in my office to handle while I've been out. I think
that they are still in the process of obtaining a new application form. Thank you for the head's up. I'll talk with them
today and verify.
Jay Carmine, PE
Coastal Land Design, PLLC
[phone]
From: Scott, Georgette[mailto:[e-mail]]
Sent: Friday, October 23, 2015 4:00 PM
To: Jay Carmine <[e-mail]>
Cc: Casmer, Jo <[e-mail]>
Subject: RE: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Jason,
We discussed this on the phone several weeks ago and you told me you were sending in a new
application. We can only hold these for a short time due to dated checks etc.
I will have to return the package to you next Wednesday if we do not get an application by Mondav
or Tuesday.
Georgette
From: Scott, Georgette
Sent: Thursday, October 08, 2015 2:05 PM
To:'[e-mail]' <[e-mail]>
Subject: FW: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Resent to correct email address
From: Scott, Georgette
Sent: Thursday, October 08, 2015 2:03 PM
To: '[e-mail]' <[e-mail]>
Cc: '[e-mail]' <[e-mail]>
Subject: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203

Jason,
We were about to process this modification when we realized that this permit is not in
Meadowlands Golf Course, Inc. name. This permit was transferred to the POA in 2012.
If you wish to continue with this modification you will have to send in a new application with the
POA's signature allowing the modification. Meadowlands Golf Course, Inc. will then be 'Listed as
the developer.
If I do not hear from you we will have to send the package back to you.
The current president for the POA is Stephen Cosgrove and the registered agent is Lisa P. Watts.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
(.;corh,x:[e-mail]
Phone [phone]
Fax [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.

Scott, Georgette
From: Scott, Georgette
Sent: Friday, October 23, 2015 4:00 PM
To: '[e-mail]'
Cc: Casmer, Jo [e-mail])
Subject: RE: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Jason,
We discussed this on the phone several weeks ago and you told me you were sending in a new
application. We can only hold these for a short time due to dated checks etc.
I will have to return the package to you next Wednesday if we do not get an application by Monday
or Tuesday.
Georgette
From: Scott, Georgette
Sent: Thursday, October 08, 2015 2:05 PM
To: '[e-mail]' <[e-mail]>
Subject: FW: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Resent to correct email address
From; Scutt, Georgette
Sent: Thursday, October 08, 2015 2:03 PM
To:'[e-mail]' <icarmine2cld.eng>
Cc: '[e-mail]' <WJMcLamb gmail.com>
Subject: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Jason,
We were about to process this modification when we realized that this permit is not in
Meadowlands Golf Course, Inc. name. This permit was transferred to the POA in 2012.
If you wish to continue with this modification you will have to send in a new application with the
POA's signature allowing the modification. Meadowlands Golf Course, Inc. will then be listed as
the developer.
If I do not hear from you we will have to send the package back to you.
The current president for the POA is Stephen Cosgrove and the registered agent is Lisa P. Watts.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
George.tte.Scoty@ncdetn gov
Phone [phone]
Fax [phone]
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and may be disclosed to third parties.

Scott, Georgette
From: Scott, Georgette
Sent: Thursday, October 08, 2015 2:05 PM
To: '[e-mail]'
Subject: FW: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Resent to correct email address
From: Scott, Georgette
Sent: Thursday, October 08, 2015 2:03 PM
To:'[e-mail]' <[e-mail]>
Cc:'[e-mail]' <[e-mail]>
Subject: Savannah Lakes at Meadowlands State Stormwater Permit# SW8 051203
Jason,
We were about to process this modification when we realized that this permit is not in
Meadowlands Golf Course, Inc. name. This permit was transferred to the POA in 2012.
If you wish to continue with this modification you will have to send in a new application with the
POA's signature allowing the modification. Meadowlands Golf Course, Inc. will then be listed as
the developer.
If I do not hear from you we will have to send the package back to you.
The current president for the POA is Stephen Cosgrove and the registered agent is Lisa P. Watts.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
Georgn:t te. Scottc(p i iccleiu-.gov
Phone [phone]
Fax [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.

r Y'• �}i t AaA.ma
.� . _ . •r• � _ �' . --� ��__�___ . �..a _ , _ .....E—�;��x;�, � �. _� - _ - —
i _.� r ,� � _ }Jl7rlryli?c:ii'Ftt .,- r �..•- ..... .. ;'IYas�nt+'3tn:ua
rtx..
a r 4h'1.
'9eui � r
� S�Ly '� I Ci•SVGF� � ... _^ _J i j �'�d.r
1 "�� ;'- i'�}C�4[11iE1`i6 . i-•Hek+sl i . fs�• _� _ _ � +:. : j k 17
PkA
.s�w:��,.T�s�rc>'alt�3• � i rvhi_•���• � yr •Iw:` .. .- 1 _�...._�� �.�__._�. l .,..-.�...... _ �'_�.
f PHASE 3 +Ui► .ld
I I
�•;, ' "r` 4 •-] _ - 1.
,., , . • yam- . ' .-.,; - ! � .... -'' --�:3- � � •: . •'», �1 I ' • ' x� - ,
VICINITY MAP FOR SAVANNAH LAKES
(PHASE 3) AT MEADOWLANDS
LATITUDE: 33-55-37
LONGITUDE:—78-35-38
USGS QUADRANGLE MAP: CALABASH
DATE: July 27, 2006
PROPOSED ACTIVITY: SAVANNAH
LAKES (PHASE 3)
COUNTY: BRUNSWICK
APPLICANT: CENTEX HOMES

Corporations Division
Page 1 of 1
Haft careve
r j """ _'75 5FZ.R.,1}�,�I' 1!41 T tL i;. 'I _I IL!
Seomiery
,,� „• POI-:» 7:: 4' RKUvi jp, I`•d 27QK.-fv,-- n (919)07-2U[If1 Account
Login
Click Here To: Register
View Document Filings
Corporate names
Legal: Meadowlands Property Owners Association, Inc.
Non -Profit Corporation information
Sosld:
0415500
Status:
Current -Active
Annual Report Status:
Not Applicable
Citizenship:
Domestic
Date Formed:
V13/1997
Fiscal Month:
December
State of Incorporation:
NC
Registered Agent:
Watts, Lisa P.
Corporate Addresses
Mailing:
1031 Meadowlands Trail NW
Calabash, NC 28467
Principal Office:
1031 Meadowlands Trail NW
Calabash, NC 28467
Reg Office:
1031 Meadowlands Trail NW
Calabash, NC 28467
Reg Mailing:
1031 Meadowlands Trail NW
Calabash, NC 28467
http://www.secretary.state.ne.us/Search/profcorp/4738341 10/8/2015

C201508301418
SOSID: 0415500
Date Filed: 3/31/2015 3:59:00 PM
Elaine R Marshall
State of North Carolina North Carolina Secretary of State
Department of the Secretary of State C2015 083 01418
NONPROFIT CORPORATION'S STATEMENT OF CHANGE OF PRINCIPAL OFFICE
Pursuant to §55A-16-23(b) of the General Statutes of North Carolina, the undersigned nonprofit corporation does hereby submit the
following for the purpose of changing its principal office address currently on file with the Secretary of State.
RaPlIMATION CURRENTLY ON FILE
The name of the corporation is: Meadowlands Property Owners Association, Inc.
The street address and county of the principal office of the corporation currently on file is:
Number and Street: 2284 Ocean Highway West Hwy 17 N
City, State, Zip Code: Shaliotte, NC 26459
County: Brunswick
The mailing address if dii erentfrom the street address of the principal office currently on file is:
PO Box 338, Shailotte, NC 28459
NEW EVF_„QRMATION
The street address and county of the new principal office of the corporation is:
Number and SUeet:1031 Meadowlands Trail NW
City, State, Zip Code: Calabash, NC 28467 County_ Brunswick
2. The mailing address if dii erem from the street address of the new principal office is:
This statement will be effective upon filing, unless a later date and/or time is
This is the 11 th 'day of March , 2015
Property tners Ass ration, Inc.
e of Corporation
or Print Name and(y e� Mvli
NOTES:
1. Filing fee is $5. This statement and one exact or conformed copy of it must be filed with the Secretary of State.
Revised January 2000 Form N-12
CORPORATIONS DIVISION P. O. BOX 29622 RALEIGH, NC 27626-
0622

SOSID: 0415500
Date Fled: 4/24/2014 8:18:00 AM
Elaine R Marshall
North Carolina Secretary of State
STATE OF NORTH CAROLINA C2013 343 00172
DEPARTMENT OF THE SECRETARY -OF STATE'
STATEMENT OF CHANGE OF REGLSTERED
OFFICE ANDIOR REGISTERED AGENT
Pursuant to §5513-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpose of
changing its registered office and/or registered agent in the State ofNorth Carolina
!ik :
The name of the entity is: MeadowAnds Property Owners Associalm. Inc.
Entity Type: OCaparatien, oFamp Cmpwwon, ElNenptu& QMor Wa,, QFomiga Nonpto5t Corporatism,
Limited Liability Company, OForelp Limited Liability Company OLimited Partnership, []Foreign Limited Partaerskp,
0L1miftd Liability Parts m&p,131imaign LimitedualubtyPartnerwip
The street address and county of the entity's registered office currently on file is:
Number and Street: 1030 Meadowanda Trap NW
City, Sire, Zip Code: Wi4ain. NO 2i 4F
Cody. earuneMck
The 6A9alftg a rsif N C bash. N�64reet �°W of the office currently on file is:
'1!±e name of the current registered sgertt ia: Kellle K Mold
n1' •Lb' .. � I�
1. The street address and county of the new registered office of the entity'is:
(complete this item only (]the adds ofow registered opce is being changed}
Number and Street: 1031 Meadowlands Trail NW
City, State, Zip Code: Calabash, NC 26467 County. Brunswick
2. The mailing address j'di fereat f m the stntst address of the new registered office is:
(complete this item only Me address of the registered of ce is being changed]
1031 Meadowlands Trail NW, Calabash, NC 28467
3. The name of the new registered agent and the new agent's consent to appointment appears below:
(complete this item only ifthe name of the registered agent is bein Chan so � l
LIN P. Wa t ,
Bjge or FW1a1Jaree of NeWAgent ! • Slgnatrere A nde
4. The address of the entity's registered office and the address of the business office of its registered agent, as changed,
will be ideaticatl.
S. This statement will be effective upon filirng, aatea a date and/or time is specified: Upon Receipt
This is the day of _ , 20_ MsadoWNRIS Property Owners AseoCMw, Ina
�Cla V1
�naryxev`�—��rl
or print.Arame and Title
Hates: F6Wg roe !e SS.ea. 'r9b dacaareae moot be t>tert writ <tie 6eeretaq araete,
IIaetead ateigalag hers, the am rq&kerea agent map alga a mpnate wrttao moot to tie appotatmat, wakt mmt be atacw to thus anteaaat.
CORPORATIONS DMSION P. 0. BOX 29622 RALEIGH, NC 27626-0622
Revised Jamtary 2002 Form BE-06

Coastal Land Desian. PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
www.cideng.com
To:
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Stormwater Review
❑ As Requested
❑ Sent via Mail
Date: I September 23, 2015
File: 310-04
Subject: Modification to Existing Permit SW8 051203
for Savannah Lakes at the Meadowlands for
Stormwater Ponds #6 and #7
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
1
Check
In the Amount of $505.00
1
Original
Stormwater Management Application Form
1
Copy
Stormwater Management Application Form
i
Original
Wet retention Basin Supplement for Wet Detention Basin #6
1
Original
Wet Detention Basin Supplement for Wet Detention Basin #7
1
Original
Wet Detention Basin Operation and Maintenance Agreement for Wet Detention Basin #6
1
Original
Wet Detention Basin Operation and Maintenance Agreement for Wet Detention Basin #7
1
Original
Stormwater Management Plan Design Narrative
1
Original
Stormwater Management Plan Calculations
1
Copy
Supplemental Soils Report
1
Copy
Supplemental Deed Restrictions
1_
Copy
Supplemental Property Deed
1
Copy
Supplemental Business Corporation Annual Report EP 's tm5
1
Copy
Supplemental Jurisdictional Wetland Determination
2
Copies
Stormwater Management Design Plans
Remarks Please contact our office should you have any questions or concerns. Thank you.
CLD Transmittal 09232015

STATE OY NOWM CAR012iA
Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
ME ACCESS RECORD
SECTION
TIMEMATE
NAME
REPRESENTING
Guidelines for Access: The staff of Wilmington Feegional Office is dedicated to making public records in
our custody readily available to the public for review and copying. We also have the responsibility to the
public to safeguard these records and to cagy out our day-to-day program obligations. Please read
carefully the following guidelines signing the form:
1. Due to the large public demand for Me access, we request that you call at least a day in
advance to schedule an appointment to review the files..AbpoWtments will be scheduled
between 9:00am and.3:00pm. Viewing time ends at 4:45pm. Anyone arriving without an
appointmen# may view the files to the extent that time and staff supervision is available.
2. You must specify files you want to review by facility name. The number of files that you
may review at one tune will be limited to five.
3. You may make copies of a file when the copier is not in use by the staff and if time permits.
Cost per copy is $.05 cents. Payment may be made by chekk, money order, or cash at the
reception desk. Copies totaling $5 00 or more can be invoiced for your eonyenience.
4. FjLES MUST BE KERT IN ORDER YOU FOUND THEM. Files may not be taken from
the office. To remove, alter, deface, mutilate, or destroy material in one of these files is a
misdemeanor for which you can be fined up to $500.00. No briefcases. Iarae totes, etc. are
Muted in the file review area.
5. In accordance w5 General. Statue 25--3-512, a $25.00 processing fee will be charged and
collected.for checks on which payment has been refused.
FACILITY NAME COUNTY
i.cze
2
3.
4.
ignature and Name of FEofhk�fbm
ss Da
Please attach a business ca
COPIES MADE i 5 PAID
S:Admi Lfde. access
I ZkZ 0
Time In
RITVOICE
IS-, ZS
Time Out