SW8080533_Historical File_20180223

. MZ
ROY COOPER
Governor
N
�a
MICHAEL S. REGAN
Secretary
Energy,Mineral& WILLIAM E. (TOBY) VINSON,JR.
Land Resources Interim Director
ENVIRONMENTAL QUALITY
February 23,2018
Coastal Communities at Ocean Ridge Plantation, LLC
ATTN: Becky K.Noble,Vice President
131 Ocean Boulevard West
Holden Beach,NC 28462
Subject: State Stormwater Management Permit No. SW8 080533
Ocean Ridge Plantation Phase VI,Section 2
High Density Subdivision Project
Brunswick County
Dear Ms.Noble:
Effective August 1,2013,the State Stormwater program was transferred from the Division of Water
Quality(DWQ)to the Division of Energy,Mineral and Land Resources(DEMLR). All previous
references to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they are
modified. Please note that the attached modified permit now references DEMLR as the Division
responsible for issuance of the permit.
On August 5,2009,the Governor signed Session Law 2009-406.This law impacted any development
approval issued by the former Division of Water Quality under Article 21 of Chapter 143 of the General
Statutes,which was current and valid at any point between January 1,2008, and December 31,2010. The
law extended the effective period of any stormwater permit that was set to expire during this time frame
to three(3)years from its current expiration date. On August 2, 2010,the Governor signed Session Law
2010-177,which granted an extra year for a total of four(4)years extension. Accordingly,this permit
shall now be effective from the date of issuance until June 12,2021,which includes all available
extensions, and shall be subject to the conditions and limitations as specified therein.
The Wilmington Regional Office received a complete,modified Stormwater Management Permit
Application for Ocean Ridge Plantation Phase VI, Section 2 on January 17,2018 with final information
on February 14,2018. Staff review of the plans and specifications has determined that the modified
project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000.
We are forwarding modified Permit No. SW8 080533,dated February 23,2018,for the construction,
operation and maintenance of the built-upon areas and BMP's associated with the subject project.
The modifications covered by this permit include:
1. The addition of Pond#9 and#12. The previously permitted pond#9 will remain as an amenity
pond,which is not covered by this permit.
2. Pond#14 is eliminated.
3. Changes to the drainage areas and impervious areas for Ponds#6,#10,#11 and#13. Total
impervious area has decreased, so the 1995 rules for pond design still apply.
4. All sidewalk within the street right-of-way has been eliminated. The approved plans include a
new street detail that has no sidewalk.
Please pay special attention to the conditions listed in this permit regarding the Operation and
Maintenance of the BMP(s),recordation of deed restrictions, certification of the BMP's,procedures for
changing ownership,transferring the permit, and renewing the permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system,to record deed restrictions,
to certify the BMP's,to transfer the permit, or to renew the permit,will result in future compliance
problems.
State of North Carolina Em irnnmentaf Qua;ity € Energy.Mineral cad Land Resources
1,V'iiminn;on Regional O:ee ' 127 Cardinal Drive Extension I Mriimington,NC 28405
010 796 7::15

State Stormwater Permit No. SW8 080533
Page 2 of 2
If any parts,requirements, or limitations contained in this modified permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of Administrative
Hearings (OAH). The written petition must conform to Chapter 150B of the North Carolina General
Statutes. Per NCGS 143-215(e)the petition must be filed with the OAH within thirty(30)days of receipt
of this permit. You should contact the OAH with all questions regarding the filing fee(if a filing fee is
required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh,NC 27699-6714,
or via telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless such demands are
made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter,please contact Linda
Lewis in the Wilmington Regional Office of DEMLR at(910) 796-7215.
Sincerely,
evt William E. (Toby)Vinson, Jr.,P.E., CPESC, CPM,Interim Director
Division of Energy,Mineral and Land Resources
GDS/arl: G:\\\Stormwater\Permits &Projects\2008\080533 HD\2018 02 permit 080533
cc: Matt Haley, P.E., Cape Fear Engineering
Brunswick County Engineering
Wilmington Regional Office Stormwater File
State c•F North Carolina I Environmental Quality Energy.Mina' I and Land Resources
Wilmington R.rgiona:Of ice i 127 Cardinal Drive Extension ( Wilmington,NC 28405
910 7%7215

State Stormwater Management Systems
Permit No. SW8 080533
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Coastal Communities at Ocean Ridge Plantation, LLC
Ocean Ridge Plantation, Phase VI, Section 2
NC 904 at NCSR 1163, Ocean Isle Beach, Brunswick County
FOR THE
construction, operation and maintenance of six (6) wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater
rules') and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Energy,
Mineral and Land Resources (Division orDEMLR) and considered a part of this permit.
This permit shall be effective from the date of issuance until June 12, 2021, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 of this permit. The subdivision is permitted for a
total of 145 lots, each allowed a maximum of 5,250 square feet of built-upon
area. Lots 120-145 are located in the "Future" development area.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The runoff from all built-upon area within the permitted.drainage areas of this
project must be directed into the permitted stormwater control system. Ponds
numbered 6, 9, 10, 11, 12 and 13 are permitted to treat a maximum built-upon
area of 309,007; 243,656; 233,298; 152,755; 18,350 and 103,326 square feet,
respectively.
5. The consulting engineer has investigated the site and provided a report indicating
that under SHWT conditions, the permitted ponds will be able to draw down to
pre-storm levels within 2-5 days.
Page 1 of 8

State Stormwater Management Systems
Permit No. SW8 080533
6. The following design elements have been permitted for the wet detention pond
stormwater facilities, and must be provided in the system at all times.
Design Criteria j Pond#6 Pond#9 I Pond Pond Pond Pond
#10 #11 #12 #13
a. Drainage Area,acres: Acres I 19.77 18.87 11.32 8.39 1.36 5.62
Onsite Ft2 j 861,389 822,077 493,197 365,624 59,272 244,851
Offsite Ft2 0 0 0 0 0 0
b. Total Impervious Surfaces 309,007 243,656 I 233,298 152,755 18,350 103,326
(1) *Number of Lots I *25 *29 *32 *22 *4 *17
(2) Lot BUA 131,250 144,375 165,375 105,000 10,500 81,375
(3) Roads/Parking Ft2 j 59,847 48,982 I 44,610 29,387 0 10,326
(4) Other 0 20,000 ! 0 0 0 0
(5) Future 117,910 I 30,299 23,313 18,368 7,850 11,625
(6) Offsite 0 I 0 0 0 I 0 0
c.Average Pond Depth Feet 4.5 4.0 I 5.0 3.5 4.0 4.5
d. TSS removal efficiency % i 90 j 90 90 90 90 90
e. Design Storm Inches j 1.0 1.0 1.0 1.0 1.0 1.0
f. Permanent Pool Elev. FMSL 25.5 I 23.5 33.5 37.5 32.5 27.5
g. Perm.Pool Surface Area Ft2 26,132 25,453 21,002 21,734 5,515 10,932
h. Permitted Storage Volume Ft3 43,204 i 42,851 35,845 24,495 6,963 12,793
i. Temporary Storage Elev. FMSL j 27.0 j 25.0 35.0 38.50 33.5 28.5
j. Controlling Orifice "O pipe 2.5 2.0 2.0 2.0 0.75 1.5
k.Permanent Pool Volume Ft3 , 103,192 88,299 82,295 60,648 I 16,783 31,703
I. Permitted Forebay Volume, Ft3 22,405 33,364 17,285 25,805 6,028 8,820
m. Max.fountain horsepower HP 1/3 1/3 1/3 1/4 N/A 1/8
n. Receiving Stream UT Calabash River
o.Stream Index Number LBR59 15-25-13
p. Stream Classification SA HQW(see note 1)
*Lot numbers for each DA as follows:
Pond #6 - (51 total) (25) Current Lots 96-104, 104A-107 and (26) Future lots 120-145;
Pond #9 - (29 lots) Lots 218-240, 243-248. Lots 218, 219 & 243 are partial;
Pond #10 - (32 lots) Lots 1-11, 66-76, 78-80 and 91-95. Lots 64-69 are partial;
Pond #11 - (22 lots) Lots 12-19, 49-53, 81-87, and 89-90. Lots 18, 19 & 89 are partial;
Pond #12 - (4 lots) Lots 66-69 all partial;
Pond #13 - (17 lots) Lots 41-43, 54-65, 88-89. Lots 43, 64, 65, & 89 are partial;
Note 1- the project drains to SA classified waters, but is located >1/2 mile from those SA
waters, so the SA design criteria do not apply.
II. SCHEDULE OF COMPLIANCE
1. No individual or entity shall alter the approved stormwater management system
or fill in, pipe, remove, reroute, resize or alter in any way, any of the runoff
conveyance or collection structures shown on the approved plans as part of the
stormwater management system unless and until the permittee submits a
modification to the permit and receives approval from the Division.
2. The stormwater management system shall be entirely constructed, vegetated,
operated and maintained for its permitted use prior to the construction of any
built-upon surface.
3. The permittee (or his designee) shall review all new and modified lot plans for
compliance with the Covenants and Restrictions related to stormwater. The
plans reviewed must show all proposed built-upon area. The permittee shall not
approve any lot plans where the maximum BUA limit will be exceeded.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 080533
4 The maximum built-upon area assigned to each lot via this permit and the
recorded deed restrictions may not be increased or decreased by either the
individual lot owner or the permittee unless and until the permittee notifies the
Division and obtains written approval from the Division. This will require at a
minimum, an amendment to the recorded deed restrictions and may require a
permit modification.
5. The permittee shall monitor the project on a routine basis to ensure that the built-
upon area on each lot does not exceed the maximum allowed by this permit.
The permittee shall notify any noncompliant lot owners in writing and shall
require timely resolution.
6 The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
7 No person or entity, including the permittee, shall alter any component shown in
the approved plans and specifications. Prior to the construction of any
modification to the approved plans, the permittee shall submit to the Director, and
shall have received approval for modified plans, specifications, and calculations
including, but not limited to, those listed below:
a. Any modification to the approved plans and specifications, regardless of size
including the stormwater control measures, built-upon area, details, etc.
b. Redesign or addition to the approved amount of built-upon area or to the
drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part
of the project area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading or resizing of
any component of the approved stormwater control measures, stormwater
collection system and/or vegetative conveyance system shown on the
approved plan.
e. The construction of any allocated future BUA or future phases of the project.
f. The construction of any areas of#57 stone or permeable pavement for BUA
credit that was not included in the approved plans and specifications.
g. Other modifications as determined by the Director.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
11. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 080533
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals. The approved O&M agreement is incorporated into this permit by
reference.
15. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DEMLR. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
16. The permitted facilities shall be constructed, operated and maintained in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
17. The permittee shall cause the following deed restriction statements to be
recorded as part of the Declaration of Covenants and Restrictions for the
subdivision, prior to the sale of any lot such that these restrictions apply to all lots
covered by this permit:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 080533, as issued
by the Division of Energy, Mineral and Land Resources under NCAC
2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
c. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Energy, Mineral and Land Resources.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built-upon area per lot is 5,250 square feet. This allotted
amount includes any built-upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through on-lot collection or grading. Lots that will naturally
drain into the system are not required to provide these measures.
Built-upon area in excess of the permitted amount will require a permit
modification.
18. The permittee shall submit a copy of the recorded deed restrictions to the
Division within 30 days of recording. The recorded copy must contain all of the
statements above, the signature of the Permittee, the deed book number and
page, and the stamp/signature of the Register of Deeds. The owner of any lot
that was conveyed under the previous allocation of 6,000 sf per lot must sign off
on the recorded document to change that allocation from 6,000 to 5,250.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080533
'19. Prior to transfer of the permit, the stormwater facilities will be inspected by DEQ /
DEMLR personnel. The facility and the built-upon area must be in compliance
with all permit conditions. Any items not in compliance must be repaired or
replaced to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
20. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in these
ponds is listed in Section 1.6 (m) of this permit.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed State
Stormwater Permit Transfer Application Form accompanied by the supporting
documentation as listed on the form, to the Division at least 60 days prior to any
one or more of the following events:
a. Any ownership change including:
i. The assignment of declarant rights to another individual or entity;
ii. The sale or conveyance of the common areas to a Homeowner's or
Property Owner's Association, subject to the requirements of Session
Law 2011-256;
iii. The sale or conveyance of the project area in whole or in part, except in
the case of an individual lot sale that is made subject to the recorded
deed restrictions and protective covenants;
iv. Dissolution of the partnership or corporate entity, subject to NCGS 57D-
2-01(e) and NCGS 57D-6-07;
b. Bankruptcy;
c. Foreclosure;
2. The permittee shall submit a completed and signed Permit Update Form to the
Division within 30 days of any one or more of the following events:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the permittee;
3. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
4. Neither the sale of the project area, in whole or in part, nor the transfer of
common area ownership to a third party shall be considered as an approved
transfer of the permit.
5. Any person or entity found to be in noncompliance with the provisions of a
stormwater management permit or the requirements of the stormwater rules is
subject to enforcement procedures as set forth in NCGS 143 Article 21.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 080533
6. The issuance of this permit does not preclude the Permittee from complying with
all relevant statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have jurisdiction.
7. If the facilities fail to perform satisfactorily the Permittee shall take immediate
corrective action, including those as may be required by this Division, such as the
construction of additional or replacement stormwater management systems.
8. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
9. Permittee grants permission to Department/ Division staff to access the property
during normal business hours for the purposes of inspecting the stormwater
facilities.
10. The permittee shall maintain a copy of the permit documents and the approved
plans and specifications on file.
11. The permittee shall submit a permit renewal application to the Division at least
180 days prior to the expiration date of this permit. The application will include
the processing fee, along with any other required documentation.
Permit modified, updated and reissued this the 23rd day of February 2018.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
:cis) ‘?--Ekt--
or illiam E. oby) Vinson, Jr., P.E., CPESC, CPM, Interim Director
Division of Energy, Mineral and Land Resourcesy
By Authority of the Environmental Management Commission
Permit Number SW8 080533
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080533
'Ocean Ridge VI, Section 2 Page 1 of 2
Stormwater Permit No. SW8 080533
Brunswick County
Designer's Certification
, as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 080533
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDEQ-DEMLR Regional Office
Brunswick County Engineering - Stormwater
Page 8 of 8

DEMLR USE ONLY
f. Date Rec ived Feg Paid, Permit umber
off'_ .l
Applicable ule : Coastal SW-1995 ❑Coastal SW-200 ❑Ph II-Post Construction
(select all that apply) ❑Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
❑Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy,Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original C C E IFe
I. GENERAL INFORMATION 1� G
1. Project Name(subdivision,facility,or establishment name-should be consistent jkc'ne on p s,
specifications,letters,operation and maintenance agreements,etc.):
BY:
Ocean Ridge Plantation Phase VI,Section 2
2. Location of Project(street address):
Follow US Hwy 17 S, turn left onto NC 904, project is at the intersection of NC 904 and SR 1163
City:Ocean Isle Beach Township County:Brunswick Zip:28469
3. Directions to project(from nearest major intersection):
Follow US Hwy 17 S, turn left onto NC 904, project is at the intersection of NC 904 and SR 1163
4. Latitude:34°13'10.57"N Longitude:77°58'56.96"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): ['New HModification ❑Renewal w/Modificationt
+Renewals with modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number SW8 080533 ,its issue date(if known) 4/17/09 ,and the status of
construction: ❑Not Started ❑Partially Completed* ❑Completed* *provide a designer's certification
2. Specify the type of project(check one):
['Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application,list the stormwater project number,
if assigned, and the previous name of the project,if different than currently
proposed,
4.a.Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
ECAMA Major ®Sedimentation/Erosion Control: 26 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:Ocean Ridge Plantation PH-6 SEC-1&2 /BRUNS-2008-180/July 8,
2009.
Please note a new erosion control permit is being requested for just Phase 6 Section 2 with 26 acres of
disturbed area.
5. Is the project located within 5 miles of a public airport? ❑No ®Yes
Form SWU-101 Version Oct.31,2013 Page 1 of 6

5. Is the project located within 5 miles of a public airport? [No ®Yes
If yes,see S.L.2012-200,Part VI:http:/fportal.ncdenr.orgit:tebilr'rales-rand-regulations
III. CONTACT INFORMATION
1.a.Print Applicant/Signing Official's name and title(specifically the developer,property owner,lessee,
designated government official,individual,etc. who owns the project):
Applicant/Organization: Coastal Communitites at Ocean Ridge Plantation,LLC
Signing Official&Title: Becky Noble,Vice President
b.Contact information for person listed in item 1a above:
Street Address:131 Ocean.Blvd W
City:Holden Beach State:NC Zip:28462
Mailing Address (if applicable):1.31 Ocean.Blvd W
City:Holden Beach State:NC Zip:28462
Phone: (91.0 ) 287-1719 Fax: (
Email:bknobleCToceanridge.com
c.Please check the appropriate box.The applicant listed above is:
®The property owner(Skip to Contact Information,item 3a)
❑Lessee* (Attach it copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑Purchaser* (Attach a copy of the pending sales agreement and complete Contact information,item 2a and
2b below)
❑Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address(if applicable):
City: State: Zip:
Phone: ( ) Fax: (
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official&Title: flECEIVE
b.Contact information for person listed in item 3a above: FEB 1 4 2018
Mailing Address:
City: State: Zip: BY
Phone: ( ) Fax: (
Email:
4. Local jurisdiction for building permits:Town of Sunset Beach
Point of Contact:Sandy.Wood Phone#: (910 ) 579-1840
Form SWU-101 Version Oct.31,2013 Page 2 of 6

IV. PROJECT INFORMATION
7.. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Stormwater will be treated with wet detention basins.Stormwater will be conveyed to wet ponds via
improved roadways and pipe collection systems.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date:
❑Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
®Coastal SW-1995 ❑Ph II-Post Construction
3. Stormwater runoff from this project drains to the Lumber River basin.
4. Total Property Area:87 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area: acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5)-Total Surface Water Area(6)=Total Project
Area+: acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers,the area below the Normal High Water(NHW)line or Mean High Water
(MHW)line,and coastal wetlands landward from the NHW(or MI-IW)line. The resultant project area is used to
calculate overall percent built upon area(BLIA). Non-coastal wetlands landward of the NHW(or MIIW)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/Total Project Area)X 100 =27.98
9. How many drainage areas does the project have?6(For high density,count 1 for each proposed engineered
stormwater BMP. For low density and other projects,use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area_ Drainage Area— Drainage Area^ Drainage Area_
Receiving Stream Name See Attached
Stream Class *
Stream Index Number*
Total Drainage Area(sf)
On-site Drainage Area(sf)
Off-site Drainage Area(sf)
Proposed Impervious Area**(sf)
Impervious Area**(total)
Impervious*"Surface Area Drainage Area_ Drainage Area_ Drainage Area_ Drainage Area_
On-site Buildings/Lots(sf)
On-site Streets (sf)
On-site Parking (sf)
On-site Sidewalks (sf) r
Other on-site (sf)
Future(sf) ._—._ OCT z b
Off-site (sf)
Existing BUA***(sf) BY:
Total (sf):
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
** Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version Oct.31,2013 Page 3 of 6

10. Complete the following information for each drainage area identified in Project Information item 9. If there are
more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Area 1 mad 61 Area 2 Pond
Receiving Stream Name UT to Calabash River UT to Calabash River
Receiving Stream Class/Index No. 5r4{ I IC-25,1 3 sit}e
Total Drainage Basin Area(sf) 861,389 822,077
On-Site Drainage Area(sf) 861,389 822,077
Off-Site Drainage Area(sf) 0 0
Existing Impervious*Area(sf) 0 0
Proposed Impervious*Area(sf) 309,007 243,656
%Impervious*Area(total) 36% 30%
ilependoes*Serbia Area Area 1 Area 2
On-Site Buildings(sf) 131,250 144,375
On-Site Streets(sf) 59,847 48,982
On-Site Parking(sf) 0 0
Other(sf) 0 20,000
Future(sf) 117,910 30,299
Total(sf) 309,007 243,656
MUIRhilareradaa Area 3 PINrd 4 Peed U3 .....,....
Receiving Stream Name UT to Calabash River UT to Calabash River
Receiving Stream Class/Index No. 5A.,e 5A g _
Total Drainage Basin Area(sf) 493,197 365,624
On-Site Drainage Area(sf) 493,197 365,624
Off-Site Drainage Area(sf) 0 0
Existing Impervious*Area(sf) 0 0
Proposed Impervious*Area(sf) 233,298 152,755
%Impervious*Area(total) 47% 42%
rM NIIV 01 ►areai3 Area 4 •
On-Site Buildings(sf) 165,375 105,000
On-Site Streets(sf) 44,610 29,387
On-Site Parking(sf) 0 0
Other(sf) 0 0
Future(sf) 23,313 18,368
Total(sf) 233,298 152,755
BGCEW
OCT 2 6 2011
BY

Basin Information
Arou 5 Woad 12) Area U{ice 13)
Receiving Stream Name UTto Calabash River UT to Calabash River
Receiving Stream Class/Index No. sA 2 5AA
Total Drainage Basin Area(sf) 59,272 244,851
On-Site Drainage Area(sf) 59,272 244,851
Off-Site Drainage Area(sf) 0 0
Existing Impervious*Area(sf) 0 0
Proposed Impervious*Area(sf) 18,350 103,326
%Impervious*Area(total) 31% 42%
impervious*Surface Area Area 5 Area 6
On-Site Buildings(sf) 10,500 81,375
On-Site Streets(sf) 0 10,326
On-Site Parking(sf) 0 0
Other(sf) 0 0
Future(sf) 7,850 11,625
Total(sf) 18,350 103,326
Overall Project Information
Total Drainage Area(sf) 2,846,410
•
Total Proposed Impervious*Area(sf) 1,060,392
Total%Impervious*Area 37%
flECEIVE
JAN 17 2018
BY: 70 RU 533

***Report only that amount of existing BLIA that will remain after development.Do not report any existing BUA that
is to be removed and which will be replaced by new BLIA.
11. How was the off-site impervious area listed above determined?Provide documentation.
Protects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened&
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&M)forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy,Mineral and
Land Resources(DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. M M
2. Original and one copy of the signed and notarized Deed Restrictions&Protective Covenants M M
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s)(sealed,signed and dated)and O&M M(h
agreement(s)for each BMP.
4. Permit application processing fee of$505 payable to NCDENR. (For an Express review,refer to MM
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative(one to two pages)describing the stormwater treatment/managementfor t*M
the project. This is required in addition to the brief summary provided in the Project
Information,item 1. /
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1 mile of the site boundary,include the l
mile radius on the map.
7. Sealed,signed and dated calculations(one copy). M M
8. Two sets of plans folded to 8.5"x 14"(sealed,signed,&dated),including: h►M
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line of tidal
waters,and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal waters.
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours,proposed contours,spot elevations,finished floor elevatio E1VE
1. Details of roads,drainage features,collection systems,and stormwater control D
m.Wetlands delineated,or a note on the plans that none exist. (Must be delineat: •y a .T 2 U 2017
qualified person. Provide documentation of qualifications and identify the pe who
made the determination on the plans.
Form SWU-101 Version Oct. 31,2013 Page 4 of 6 BY.

m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations.
o. Drainage areas delineated(included in the main set of plans,not as a separate document).
p. Vegetated buffers(where required).
9. Copy of any applicable soils report with the associated SHWT elevations(Please identify M 1
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs.Include an 8.5"x11"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DEMLR to verify the SHWT prior
to submittal,[phone].)
10. A copy of the most current property deed.Deed book: Page No:
11. For corporations and limited liability corporations(LLC):Provide documentation from the NC pi A
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-stormwater-
forms docs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:Matthew Haley
Consulting Firm:Cape Fear Engineering,Inc
Mailing Address:151 Poole Road,Suite 100
City:Belville State:NC Zip:28451
Phone: (910 ) 383-1044 Fax: (910 ) 383-1045
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION(if Contact Information,item 2 has been filled out,complete this
section)
I,(print or type name of person listed in Contact Information,item 2a) ,certify that I
own the property identified in this permit application,and thus give permission to(print or type name of person
listed in Contact Information,item 1a) with(print or type name of organization listed in
Contact Information,item 1a) to develop the project as curre • • ,, , c t...,
the lease agreement or pending property sales contract has been provided with the sub : , ,
party responsible for the operation and maintenance of the stormwater system. "_ OCT 76 2017 s •
Form SWU-101 Version Oct.31,2013 Page 5 of 6 BY:

As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
• ' agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DEMLR Stormwater permit reverts back
to me,the property owner.As the property owner,it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature: Date:
I, ,a Notary Public for the State of ,County of
,do hereby certify that personally appeared
before me this_day of ,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in Contact Information,item la)Becky Noble
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
Signature: r 4 4 . IQUO`-rrt. Date: I 1 ta ts II
I, -Pcm(\ .4-\c c[C ,a Notary Public for the State of n61 1 .12xxitt61‘01/4,County of
,do hereby certify that kb Nable personally appeared
before me this'l ! day of t(z . , 201-1 .and cknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, ai\( p .4 1, i)
OP osuir
11;) SEAL
t1OTARS� 902z
s� UBOO 11:z My commission expires CS \'21 U2.
"'rival Gag,
flECEWE
OCT 2 6 zul(
BY:
Form SWU-101 Version Oct. 31,2013 Page 6 of 6

Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, February 14, 2018 12:39 PM
To: 'Matt Haley'
Cc: '[e-mail]'
Subject: SW8 080533 Ocean Ridge Phase VI Section 2
Matt:
I ran into one small snag when I was writing this permit. The mailing address for Coastal
Communities at Ocean Ridge Plantation, LLC listed on the stormwater permit application does not
match the mailing address listed on the last LLC annual report filed with the NCSOS. Please update
the mailing address on the application to match the mailing address on file with the NCSOS for this
LLC and resubmit that corrected page of the application by email.
Thanks,
Linda Lewis, E.I.
Environmental Engineer Ill
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis a(�ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
:r. trr Wirt
7i077ti3fc. .-:Si n':u teu" the
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1

Lewis,Linda
From: Lewis,Linda
Sent: Monday, February 05, 2018 12:56 PM
To: 'Matt Haley'
Cc: Mason Manhertz
Subject: RE: [External] RE: Ocean Ridge SW8 080533
Matt:
I'll make that correction by hand.
I have one other concern that I just realized as I was filling in the pond table in the permit and getting
the approved plan set together. There is no detail sheet showing the street and the sidewalk. The
April 2009 plans have a detail sheet, D-1, which I can reference in the permit and include in the
approved plan set. That street detail has a 24' BC-BC road and a 6' wide sidewalk on one side.
The only problem is that the application makes no allocation of sidewalk BUA for any of the ponds,
except for Pond #9 which has a 20,000 sf allocation of "Other" BUA. If this is the correct street detaii
to use, then please list the amount of BUA within each Pond DA for sidewalk and email me those
corrected application pages.
If this is not the correct detail to use, then please provide 2 copies of a plan sheet with a new street
detail that doesn't have any sidewalk.
Linda
From: Matt Haley [mailto:[e-mail]]
Sent: Monday, February 05, 2018 12:25 PM
To: Lewis,Linda <[e-mail]>
Cc: Mason Manhertz<[e-mail]>
Subject: [External] RE: Ocean Ridge SW8 080533
External email. Do not click links or open attachn}ehts uhfe�erified.Send all Stt7�i e ail as an laitac ment to
keourt 5�aiti.._.._ —. ter• ��-:� .�,
Linda,
Thank you for clarifying and it makes sense. Can you confirm whether or not you need a revised application from us or if
you will make the change by hand?
Thanks,
Matthew Haley, PE
CAPE FEAR
ENGINEERING
matt.haley a(�capefearengineerinq.com
PH: 910.383.1044
151 Poole Road, Ste. 100 I Belville, NC 128451
1

From: Lewis,Linda [moilto:lindallewis5ncdenr.env]
Sent: Monday, February 5, 2018 10:18 AM
To: Matt Haley<[e-mail]>
Subject: Ocean Ridge SW8 080533
Matt:
I wanted to make you aware of one small change on the application. The classification of the
Calabash River is SA, however, the project is located further than 1/ mile from those SA waters, so
the SA criteria does not apply.
This does not change the classification of the Calabash River from SA to SC. The application must
reflect SA as the classification of the receiving stream, but the permit will clearly stipulate that the
project is >1/2 mile from those SA waters, so those SA requirements do not apply.
Linda Lewis, E.I.
Environmental Engineer Ill
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis(cr�ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
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Lewis,Linda
From: Lewis,Linda
Sent: Friday,January 12, 2018 9:13 AM
To: 'Matt Haley'
Subject: FW: [External] RE: SW8 080533 Mod Ocean Ridge Phase VI Section 2
Matt:
Do you have any information to provide here?
For more information, the 2009 permit mod indicated that the overall density was 47%. Since that is
high density, any net BUA increase beyond that amount would need to be accounted for at the 2017
design storm level, unless you are able to demonstrate a prior authorization as per NCAC
02H.1001(5).
Individually, the BUA in four of the six ponds is increasing. As long as the overall BUA for the entire
project stays below the previously permitted amount, the design storm applied to the additional BUA
in these ponds can remain at 1 inch. This is why we need to see a calculation of the overall project
BUA.
Please note that based on my preliminary check of the pond design, the provided volume in all but
one of these ponds is sufficient to detain the 1.5" design storm.
Linda
From: Lewis,Linda
Sent: Wednesday,January 10, 2018 4:33 PM
To: 'Matt Haley'<[e-mail]>
Subject: FW: [External] RE: SW8 080533 Mod Ocean Ridge Phase VI Section 2
Matt- one extra caveat. Any BUA increases beyond the currently permitted maximum amount, are
subject to the current regulations.
For low density projects, you cannot have more than the maximum allowed density limit specified in
the existing permit. If you go beyond that existing maximum limit, then the 2017 rules will govern.
For high density projects, the runoff volume from any BUA above and beyond the permitted maximum
for that existing SCM must be calculated using the 2017 regulations. If you are removing previously
permitted BUA and replacing it with new BUA, only the net increase in the BUA over and above the
previously permitted maximum for that SCM is subject to the 2017 regulations.
Linda
From: Lewis,Linda
Sent: Wednesday,January 10, 2018 8:33 AM
To: 'Matt Haley' <[e-mail]>
Subject: RE: [External] RE:SW8 080533 Mod Ocean Ridge Phase V! Section 2
1

Matt:
Prior authorizations are listed and discussed in NCAC 02H.1001(5). If you can demonstrate a valid
prior authorization as listed in that section of the rule, then we can proceed under the 1995 criteria.
Linda
From: Matt Haley [mailto:[e-mail]]
Sent:Tuesday,January 09, 2018 6:06 PM
To: Lewis,Linda <[e-mail]>
Cc:Scott, Georgette<georgette.scott@ncrienruov>; Mason Manhertz<m son.man_hertztidc nefearengineerinf;.com__>
Subject: [External] RE: SW8 080533 Mod Ocean Ridge Phase VI Section 2
CAUTION: External email.Do not click links or open attachments unless verified,Send all suspicious email as an attachment to
reportmannfo nc.gov.
•
Linda—Would a PUD approval be sufficient to establish vested rights and allow us to remain under the 1995 rule even if
the total impervious exceeds what was previously permitted?Just want to make sure that I am understanding correctly.
Thanks,
Matthew Haley, PE
CAPE FEAR
ENG :„NEERING
matt.halevacapefearenq ineerind.com
PH: 910.383.1044
151 Poole Road, Ste. 100 I Belville, NC 128451
From: Lewis,Linda [mailto:[e-mail]]
Sent:Tuesday,January 9, 2018 5:51 PM
To: Matt Haley<[e-mail]>
Cc:Scott, Georgette<georgette.scotti'[e-mail]>
Subject: SW8 080533 Mod Ocean Ridge Phase VI Section 2
Matt:
I am trying to make a determination regarding the rules that will apply to the design of the new ponds
9 and 12 which are being added to this permit.
The original permit had an overall project column representing the entire project and proposed a total
of 1,795,519 sf of BUA. In order to keep the 1995 rule to design the new ponds, you will need to keep
the total proposed BUA for the project at or below 1,795,519 sf.
Please provide a revised application DA sheet with the overall project BUA information listed on it.
Thanks,
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
2

910-796-7215 Office
liiida.ievvisncdchi..qov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
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3

Stormwater Design Narrative
& Calculations
For
NCDEQ Permitting
Subject:
Ocean Ridge Plantation
-Phase VI-
Section 2/Tract B
Brunswick County,North Carolina
Prepared for
M" 'fie
OCEAN ROE
PLANTATIONS
Coastal Communities at Ocean Ridge Plantation, LLC.
351 Ocean Ridge Parkway SW
Ocean Isle Beach,North Carolina 28469
[phone]
tpritgrll!!!f(rf ry!q.r
tOtt. w rrr.ii
Date: March 2008
Revised February 2009
Revised March 2009 `" r
Revised April 2017
Prepared by
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville,NC 28451
[phone] E
NC License No. C-1621
OCT 26 2Di
By:50/0,053

DESIGN NARRATIVE
Please note that this project has prior authorization to the Coastal SW-1995 regulations. This
submittal is to modify the Ocean Ridge Phase VI Section 2 stormwater permit (SW8 080533)
which was issued on April 17, 2009. Due to modifications to the land plan and significant
changes to the stormwater management design, the application and all required supporting
documents per the Coastal SW-1995 regulations will be provided in this submittal.
Modifications include:
• Addition of proposed state stormwater Ponds#9 and#12. Previously permitted Pond#9
to remain Amenity Pond#9.
• Pond#14 will no longer be proposed.
• Changes to drainage area basins and impervious area allocations for Ponds#6, #10, #11,
and#13.
• Changes to water quality design calculations and routing calculations for Ponds#6, #10,
#11, and#13.
• Proposed impervious area for lots 120-145 to be reallocated to "reserve" in the drainage
area for Pond#6.
• Impervious area associated with sidewalks will no longer be proposed in any of the pond
drainage areas.
1. GENERAL: l`s
�n
Ocean Ridge Plantation is an existing golf course formerly known a Angle's Trace. It was
originally comprised of two full golf courses, a driving range, and a clu ouse. Ocean Ridge
Plantation Phase VI consists of the restructuring of the existing golf courses. Eighteen holes and
practice range from the existing fairways will be reconstructed for a new golf course while the
remaining eighteen holes have been approved as a planned unit development located off of Old
Georgetown Road (SR 1163) within Brunswick County, North Carolina. The current proposal is
for Section 2 Lots 1-76, 78-104, 104A, 105-119. The intent of this project is to develop streets,
drainage improvements, and residential lots and upgrade existing fairways. This phase of the
development will support 119 single family homesites. Lots 120-145, located in the northwest
corner of the project, will not be included as part of this request for a modification to the
stormwater permit. If these lots are proposed for development in the future, a modification to the
stormwater permit will be requested at that time.
2. EXISTING SITE:
Site topography in the area is a mix between flat golf course fairways and natural vegetation with
very little slope, typically less than three percent. The entire project follows the natural drainage
pattern of north to south into existing Waters of the US. Vegetation consists primarily of grasses,
minor ground cover and row pines. Subsurface soils on the site are primarily silty sands and
organics.

3. DRAINAGE CONSIDERATIONS:
The proposed residential development will be high density with improvements proposed
including pipe collection systems, streets, and utilities. Drainage for the most part will sheet
flow from the lots into the streets which will have curb and gutter to direct drainage to low points
in the roads. Drainage from the low points will be conveyed via curb inlets and pipes, and drain
into six wet detention basins. The discharge from these wet detention basins will follow the
existing drainage patterns, ultimately to the large existing lake that is used for golf course
irrigation. Seasonal high water table reports and a wetland delineation map are included with the
application.
4. PROPOSED BMPs DESIGN AND CONSIDERATIONS
The proposed design includes Wet Detention Basins as the primary stormwater BMPs. Each
pond has been designed to treat all proposed impervious area within its corresponding drainage
area as well as a reserve amount for future development. All Wet Detention Basins have been
designed for 90% TSS Removal and will treat a volume of runoff calculated by the Simple
Method. Each pond will have a fore-bay where all pipe networks will convey stormwater to. Pipe
inlets and outlet structures have been strategically placed at each pond to prevent short circuiting.
Ponds have been designed with a multi stage outlet structure in order to isolate drawdown from
the design runoff volume through a single orifice and bypass runoff associated with larger storm
events through a trash rack weir. The front rim of the trash rack weir for each pond is at the
temporary pool elevation. This ensures that the only contributing discharge is the temporary pool
(required treatment) volume through the drawdown orifice. All discharge from the outlet
structures will be conveyed through an outlet pipe to Existing Pond#106.
Please note that Ponds #9 and #12 are existing golf amenity ponds. These ponds will be
converted to state stormwater ponds with design features as described above. In some locations,
drainage swales will be utilized to drain stormwater from lots to drop inlets, eventually draining
to the corresponding pond in its drainage area. All drainage swales were sized per NCDEQ
conveyance swale criteria. All calculations, wet detention basin supplements and O&M
Agreements have been provided in this submittal.

WET DETENTION BASIN CALCULATIONS
(WATER QUALITY)

WET DETENTION BASIN DATA SHEET DATE: 3/28/2017
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-06 12
OCEAN RIDGE PHASE G SECTION 2 DESIGNED BY: MTH
POND#6
DRAINAGE AREA(Ad) = 861 ,389 SQ. FT 19.77 ACRES
IMPERVIOUS AREA(Ai):
BUILDINGS: 131 ,250 SQ. FT
ROADS: 59,847 SQ. FT
OTHER: 0 SQ. FT
FUTURE: 1 1 7,91 0 SQ. FT
TOTAL: 309,007 SQ. FT
PERCENT IMPERVIOUS (I):
1 = Ad/AI = 35.87% U5E36
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND#G
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#G SHALL HAVE AN AVERAGE DEPTH OF 4.5'AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORMWATER BMP MANUAL
@ DEPTH = 4.5'
% IMP. SA/DA
30 2.50
36 2.86
40 3.10
SA/DA= 2.8G%
SAREQ.= 24,636 SF. = 0.57 AC
SURFACE AREA PROVIDED AT PERMANENT POOL(ELEV. 25.5) = 26,132 SF
SA PROVD= 26,132 > 24,636 =SA REQ'D OK
POND 6
DATA SHEET
PAGE I OP 3
P:\8I 0\,810-06 12\Calcs\POND CALCULATIONS\20I 4 REDESIGN-MTh CALCULATION9\1'OND 6 REV 2017-03-28.x15

MINIMUM REQUIRED VOLUME(SIMPLE METHOD BYTOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.372858
VOLUME= I .0"*Rv*Ad = 0.614432 AC-FT
= 26,765 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
FL SA(SF) VOL. (CF) VOL. (CF)
25.5 26,132 0 0
26 28,547 13,670 13,670
27 30,522 29,535 43,204
28 32,555 31,539 74,743
29 34,643 33,599 108,342
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 26.44
VOL. REQ'D = 26,765 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 27.00
VOL. PROV'D = 43,204 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 43,204 > 26,765 =VOL. REQ'D OK
POND G
DATA SHEET
PAGE 2 OF 3
P:\81 0\8I O-O6I 2\CaIcs\POND CALCULATIONS\20 I 4 REDESIGN-MTH CALCULATIONS\POND 6 REV 2017-03-28.x15

FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
SA(SF) VOL. (CF) VOL. (CF)
20 14,283 0 0
21 15,787 15,035 15,035
22 17,348 16,568 31 ,603
23 18,965 18,157 49,759
24 20,640 19,803 69,562
25 22,370 21 ,505 91,067
25.5 26,132 12,126 103,192
KEQ'D FOREBAY VOLUME = 20,638 CF
CHECK FOREBAY VOLUME
INCREM. TOTAL
�L SA(SF) VOL. (CF) VOL. (CF)
20 2,596 0 0
21 3,273 2,935 2,935
22 4,014 3,644 6,578
23 4,820 4,417 10,995
24 5,689 5,255 16,250
25 6,621 6,155 22,405
PROV'D VOLUME = 22,405 CF
VOL. PROV'D= 22,405 --- 20,638 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0. 15489 CFS (FOR.2 DAY DRAWDOWN)
Q5= 0.06196 CPS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 25.5 (PERM. POOL EL.)
TEMP. POOL EL. = 27.00 (OUTLET EL.)
ORIFICE DIAMETER = 2.5 IN.
Q PROV'D= Cd*A*(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.03409 SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.5
Q PROV'D= 0. 1160G
Q2> 0.1160G >Q5 OK
DRAWDOWN TIME: c IV
E
TIME = VOI UMF = 26765 = 2.67 DAYS �rr 2 s 2017
Q PROV'D 0.1 160G
BY: rulvu 6
DATA SHEET
PAGE 3 OF 3
PA\81 0\8I 0-061 2\Calcs\POND CALCULATIONS\20 I 4 REDESIGN-MTh CALCULATIONS\POND 6 REV 201 7-03-26.x15

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WEIGHTED 5CS CURVE NUMBER DATE: 3/28/1 7
DESIGN CALCULATIONS FOR PROJECT NO.: 810-06I 2
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND#6
SOIL TYPES
HSG Area (Acres)
BnS, Blanton A 3.24
Fo, Foreston C I .53
Ma, MANDARIN C 7.34
Mu, Murville D 6.76
Lo, Leon D 0.87
Total Area in HSG A = 3.24 Acres 16.4%
Total Area in HSG.B = 0.00 Acres 0.0%
Total Area in HSG C = 8.86 Acres 44.9%
Total Area in HSG D = 7.64 Acres 38.7%
'9.74 Acres 100.0%
PRE-DEVELOPMENT:
LAND USE, CONDITION 11.5.G 5CS CN` PERCENT CN x%
IMPERVIOUS - 98.00 0.00 0.00
WOODS, FAIR A 36.00 16.40 590.40
WOODS, FAIR C 73.00 44.90 3277.70
WOODS, FAIR D 79.00 38.70 3057.30
• From NC Erosion Control Manual Tables 8.03e and 8.03g 100.00 6925.40
WEIGHTED 5C5 CN = 69
POST-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LAND USE, CONDITION 11.5.G SCS CN" PERCENT CN x%
IMPERVIOUS - 98.00 36.00 3528.00
OPENSPACE, GOOD A 39.00 10.50 409.62
OPENSPACE, GOOD C 74.00 28.73 2 126.29
OPENSPACE, GOOD D 80.00 24.76 198 I .05
* From NC Erosion Control Manual Table 8.03e 100.00 8044.97
WEIGHTED SCS CN = 80
POND#G
SCS CN
P:\8I 0\810-061 2\Cale=-',POND CALCULATIONS\2014 REDESIGN-MTh CALCULATIONS\POND 6 REV 20'7-03-28.x1s PAGE I OF I

WET DETENTION BASIN DATA SHEET DATE: 7/28/20 1 4
DESIGN CALCULATIONS FOR PROJECT NO.: 810-061 2
OCEAN RIDGE PHASE G SECTION 2 DESIGNED BY: MTH
POND#9
DRAINAGE AREA(Ad) = 822,077 SQ. FT 18.87 ACRES
IMPERVIOUS AREA(Ai):
BUILDINGS: 144,375 SQ. FT
ROADS: 48,982 SQ. FT
OTHER: 20,000 SQ. FT
RESERVE 30,299 SQ. FT
TOTAL: 243,656 SQ. FT
PERCENT IMPERVIOUS (I):
I = AcVAI = 29.64% USE 30%
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND #9
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND #9 SHALL HAVE AN AVERAGE DEPTH OF 4.0'AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE 10-4 IN NCDENR STORMWATER BMP MANUAL
@ DEPTH = 4.0'
% IMP. SA/DA
30 2.70
30 2.70
40 3.50
SA/DA= 2.70%
SAREQ.= 22,1 96 SF. = 0.51 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 23.5) = 25,453 SF
SA PROVD= 25,453 > 22,196 =SA REQ'D OK
POND 9
DATA SHEET
PAGE I OF 3
\BI 0\810-061 2\CaIcs\POND CALCULATIONS\20 I 4 REDESIGN-MTH CALCULATIONS\POND 9.xls

MINIMUM REQUIRED VOLUME(SIMPLE METHOD BYTOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.316752
VOLUME= I .0"'Rv*Ad = 0.498152 AC-FT
= 21 ,700 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
EL. SA(5F) VOL. (CF) VOL. (CF)
23.5 25,453 0 0
24 28,222 13,419 13,419
25 30,643 29,433 42,851
26 33,124 31 ,884 74,735
27 35,664 34,394 109,129
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 24.28
VOL. REQ'D = 21 ,700 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 25.00
VOL. PROV'D = 42,851 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 42,85 I > 2 I,700 =VOL. REQ'D OK
POND 9
DATA SHEET
PAGE 2 OF 3
P:18I 018I 0-06 I 21CaIcs\POND CALCUTATIONS12014 REDESIGN-MTH CALCULATIONSTOND 9.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
SA (SF) VOL. (CF) VOL. (CF)
I S 10,376 0 0
19 12,294 I 1 ,335 I 1 ,335
20 14,276 13,285 24,620
21 16,319 15,298 39,918
22 18,42 1 17,370 57,288
23 20,583 19,502 76,790
23.5 25,453 1 I ,509 88,299
REQ'D FOREDAY VOLUME 17,660 CF
CHECK FOREBAY VOLUME
INCREM. TOTAL
EL,. SA (SF) VOL. (CF) VOL. (CF)
18 3,841 0 0
19 4,900 4,371 4,371
20 6,021 5,461 9,831
21 7,202 6,6I2 I6,443
22 8,445 7,824 24,266
23 9,750 9,098 33,364
PROV'D VOLUME = 33,364 CF
VOL. PROV'D= 33,364 I7,660 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.12558 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.05023 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 23.5 (PERM. POOL EL.)
TEMP. POOL EL. = 25.00 (OUTLET EL.)
ORIFICE DIAMETER= 2.0 IN.
Q PROV'D= Cd*A*(2gh)^ I/2 WHERE: Cd= 0.6
A= 0.02182 SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.5
Q PROV'D= 0.07428
Q2> 0.07428 >Q5 OK
DRAWDOWN TIME:
TIME = VOI IJMF = 21 700 = 3.38 DAYS
Q PROV'D 0.07428
POND 9
DATA SHEET
PAGE 3 OF 3
P:\810\8I O-06 12\Calcs\POND CALCULATIONS\201 4 REDESIGN-MTH CALCULATIONS\POND 9.xls

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WEIGHTED SCS CURVE NUMBER DATE: 3/28/17
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-06 12
OCEAN RIDGE PHASE G SECTION 2 DESIGNED BY: MTh
POND #9
SOIL TYPES
taG Area (Acres)
BnB, Blanton A 4.47
BaB, Baymeade A 5.47
Mu, Murville D 8.95
Total Area in HSG A = 9.93 Acres 52.G%
Total Area in HSG B = 0.00 Acres 0.0%
Total Area in 115G C = 0.00 Acres 0.0%
Total Area in HSG D = 8.95 Acres 47.4%
18.88 Acres 100.0%
PRE-DEVELOPMENT:
LAND USE, CONDITION H.5.G 5C5 CN" PERCENT CN x %
IMPERVIOUS - 98.00 0,00 0.00
WOODS, FAIR A 36.00 52.60 1893.60
WOODS, FAIR C 73.00 0.00 0.00
WOODS, FAIR D 79.00 47.40 3744.60
* From NC Erosion Control Manual Tables 8.03e and 8.03g 100.00 5638.20
WEIGHTED 5C5 CN = 56
I __
PO5T-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LAND U5E. CONDITION I-1.5.G SC5 CN" PERCENT CN x %
IMPERVIOUS - 98.00 30.00 2940.00
OPENSPACE, GOOD A 39.00 36.81 1435.76
-
OPENSPACE, GOOD C 74.00 0.00 0.00
OPENSPACE, GOOD D 80.00 33. 19 2654.85
* From NC Erosion Control Manual Table 8.03e 100.00 7030.6 I
WEIGHTED SCS CN = 70
POND#9
5C5 CN
PA5I 0\5I 0-061 2\CaIcs\POND CALCULATIONS\20 I 4 REDESIGN-MTH CALCULATIONS\POND 9.xis PAGE I OF I

WET DETENTION BASIN DATA SHEET DATE: 3/28/2017
DESIGN CALCULATIONS FOR PROJECT NO.: 810-061 2
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND#10
DRAINAGE AREA(Ad) = 493,197 SQ. FT I I .32 ACRES
IMPERVIOUS AREA(Ai):
BUILDINGS: 165,375 SQ. FT
ROADS: 44,610 SQ. FT
OTHER: 0 SQ. FT
FUTURE 23,313 SQ. FT
TOTAL: 233,298 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/AI = 47.30% USE 4Z5 %
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND#10
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#I 0 SHALL HAVE AN AVERAGE DEPTH OF 5.0'AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
@ DEPTH = 5.0'
% IMP. SA/DA
40 2.80
47.5 3.33
50 3.50
SA/DA= 3.33%
SAREQ.= 16,399 SF. = 0.38 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 33.5) = 2 I,002 SF
SA PROV'D= 2 I ,002 > 16,399 =SA REQ'D OK
POND 1 0
DATA SHEET
PAGE ! OF 3
P:O I C1810-06I 2\CalcsiPOND CALCULATION5\20I 4 REDESIGN-MTH CALCULATIONS\POND I 0 REV 201 7-03-28

MINIMUM REQUIRED VOLUME (SIMPLE METHOD BYTOM SCIIUELER):
Rv=0.05+0.009*(I)
Rv= 0.475729
VOLUME= 1 .0"'Rv'Ad = 0.448860 AC-FT
= 19,552 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
EL SA (SF) VOL. (CM VOL. (CM
33.5 21 ,002 0 0
34 23,550 I 1 ,138 1 1 ,138
35 25,864 24,707 35,845
36 28,245 27,055 62,900
37 30,693 29,469 92,369
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 34.34
VOL. REQ'D = 19,552 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 35.00
VOL. PROV'D = 35,845 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET-ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 35,845 > I 9,552 =VOL. REQ'D OK
POND 10
DATA SHEET
PAGE 2 OF 3
P:\8I 0\810-OG 1 2\Calcs\POND CALCULATIONS\20 1 4 REDESIGN-MTH CALCULATIONS\POND 1 0 REV 201 7-03-28.xds

FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
EL. SA(SF) VOL. (CF) VOL. (CF)
26 5,215 0 0
27 6,497 5,856 5,85G
28 7,885 7,191 13,047
29 9,390 8,638 21 ,685
30 ' 1 ,01 1 10,201 31 ,585
31 ! 2,736 I 1 ,874 43,759
32 14,559 1 3,648 57,40G
33 16,478 5,519 72,925
33.5 21,002 9,370 82,295
REQ'D FOREBAY VOLUME 16,459 CF
CHECK FOREBAY VOLUME
INCREM. TOTAL
EL 9A(SF) VOL. (CF) VOL. (CF)
29 2,519 0 0
30 3,335 2,927 2,927
31 4,248 3,792 6,719
32 5,259 4,754 1 I ,472
33 6,366 5,813 17,285
PROV'D VOLUME = 17,285 CF
VOL. PROV'D= 17,285 -- I 6,459 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: .ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.1 1315 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.04526 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 33.5 (PERM. POOL EL.)
TEMP. POOL EL. = 35.00 (OUTLET EL.)
ORIFICE DIAMETER= 2.0 IN.
Q PROV'D= Cd"A"(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.02182 SF
g= 32.2 FPS/S
h= (TEMP POOL-NORMAL POOL)/3
= 0.5
Q PROV'D= 0.07425
Q2> 0.07428 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 19552 = 3.05 DAYS
Q PROV'D 0.07428 POND 10
DATA SKEET
PAGE 3 OF 3
P:181 0,810-06I 21CaIcs\POND CALCULATIONS120 14 REDESIGN-MTIH CALCULATIONSIPOND I REV 2017-03-28.xls

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WEIGHTED SCS CURVE NUMBER DATE: 3/28/17
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-061 2
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND #10
SOIL TYPES
HSG Area (Acres)
BnB, Blanton A 0.3 I
Ma, MANDARIN C 8.31
Mu, Murville D 2.68
Total Area in HSG A = 0.3 I Acres 2.8%
Total Area in HSG B = 0.00 Acres 0.0%
Total Area in HSG C = 8.3 I Acres 73.6%
Total Area in HSG D = 2.68 Acres 23.7%
11 .30 Acres 100.0%
PRE-DEVELOPMENT:
SOIL TYPE, LAND USE, CONDITION 11.5.G SCS CN• PERCENT CN x %
IMPERVIOUS - 98.00 0.00 0.00
WOODS, FAIR A 36.00 2.80 100.80
WOODS, FAIR C 73.00 73.60 5372.80 _
WOODS, FAIR D 79.00 23.70 1872.30
* From NC Erosion Control Manual TableS 8.03e and 8.03g 100. 10 7345.90
WEIGHTED SCS CN = 73
POST-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LAND USE, CONDITION 11.5.G SCS CN• PERCENT CN x %
IMPERVIOUS - 98.00 47.50 4655.00
OPENSPACE, GOOD A 39.00 I .46 56.90
OPENSPACE, GOOD C 74.00 38.62 2857.52
OPENSPACE, GOOD D 80.00 12.43 994.07
* From NC Erosion Control Manual Table 8.03e 100.00 8563.49
WEIGHTED SCS CN = 86
POND#10
SC5 CN
P:\8I 0\81 0-061 2\Calcs\POND CALCULATIONS\20 I 4 REDESIGN-MTh CALCULATIONS\POND I 0 REV 2017-03-28.xbs PAGE 1 OF I

WET DETENTION BASIN DATA SHEET DATE: 3/28/201 7
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-06 12
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND#1 I
DRAINAGE AREA(Ad) = 365,624 SQ. FT 8.39 ACRES
IMPERVIOUS AREA(At):
BUILDINGS: 105,000 SQ. FT
ROADS: 29,387 SQ. FT
OTHER: 0 SQ. FT
FUTURE I 8,368 SQ. FT
TOTAL: 152,755 SQ. FT
PERCENT IMPERVIOUS(I):
I = Ad/Ai = 41 .78% USE 42 95
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND#I I
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#I SHALL HAVE AN AVERAGE DEPTH OF 3.5'AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORMWATER BMP MANUAL
@ DEPTH = 4.0'
% IMP. SA/DA
40 4.00
42 4.20
50 5.00
SNDA= 4.20%
SAS.= 15,356 SF. = 0.35 AC
SURFACE AREA PROVIDED AT PERMANENT POOL(ELEV. 37.5) = 2 I,734 SF
SA PRDV'D= 2 I .734 > 15,356 =SA REQ'D OK
POND I
DATA SHEET
PAGE I OF 3
P:18101b 1 O-O6I 2\GaIcs\POND CALCULATION512014 REDESIGN-Mill CALCULATIONSV OND 1 I.xls

MINIMUM REQUIRED VOLUME(SIMPLE METHOD BYTOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.426013
VOLUME= 1 .0"'Rv'Ad = 0.297981 AC-FT
= 12,980 FT"3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA(SF) VOL. (CF) VOL. (CM
37.5 2 I ,734 0 0
38 24,587 1 I ,580 I I,580 s C 3 ? «5 a o 3� a
39 27,071 25,829 37,409 2511
40 29,626 28,349 65,758 r 38.S aC
4 I 32,25 I 30,939 96,696 3 7 4.017 3q
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME): Z s W1
REQ'D EL.= 38.05
5
VOL. REQ'D = 12,980 CF % .: l Z'1( 4-S
TEMP. POOL ELEVATION: 2,{ 4 415
X �
OUTLET EL. = 38.50
VOL. PROV'D = 24,495 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION IS THE TEMPORARY POOL ELEVATION.
-
VOL. PROV'D= 24.495 > 12.980 =VOL. REQ'D OK
POND I I
DATA SHEET
PAGE 2 OF 3
PA8 i Orb I 0-O6 12\Galcs\POND CALCULATIONS\20I 4 REDESIGN-MTIH CALCULATIONSIPOND I.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
EL.. SCSSF) VOL. (CM VOL. (CM
33 9,1 1 7 0 0
34 10,775 9,946 9,946
35 ! 2,618 I I ,697 21 ,643
36 14,647 13,633 35,275
37 16,821 15,734 51 ,009
37.5 21 ,734 9,639 60,648
REQ'D FOREBAY VOLUME = 12,130 CF
CHECK FOREBAY VOLUME
INCREM. TOTAL
SA(SF) VOL. (CM VOL. (CM
33 4,103 0 0
34 5,217 4,660 4,660
35 6,400 5,809 10,469
36 7,65I 7,026 17,494
37 8,970 8,311 25,805
PROV'D VOLUME = 5 CF
VOL. PROV'D= 25.805 12,130 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.075 1 2 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.03005 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 37.5 (PERM. POOL EL.)
TEMP. POOL EL. = 38.50 (OUTLET EL.)
ORIFICE DIAMETER = 2.0 IN.
Q PROV'D= Cd*A"(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.02182 SF
g= 32.2 FPS/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.33333
Q PROV'D= 0.06065
Q2> 0.06065 >Q5 OK
DRAWDOWN IIME:
TIME = VOI1 MF = 12980 = 2.48 DAYS
Q PROV'D 0.06065
POND I I
DATA SHEET
PAGE 3 OF 3
m81 0\510-06 I Malcs\POND CALCULATIONS\20 14 REDESIGN-MTH CALCULATION5IFOND I I.xls

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WEIGHTED SCS CURVE NUMBER DATE; 3/28/17
DESIGN CALCULATIONS FOR PROJECT NO.: 8I0-061 2
OCEAN RIDGE PHASE G SECTION 2 DESIGNED BY: MTH
POND#I I
SOIL TYPES
HSG Area (Acres)
BnB, Blanton A 3.00
BaB, Baymeade A 0.3 I
Mu, Murville D 5.08
Total Area in HSG A = 3.31 Acres 39.5%
Total Area in HSG B 0.00 Acres 0.0%
Total Area in 1SG C 0.00 Acres 0.0%
Total Area in HSG D 5.08 Acres 60.5%
8.39 Acres 00.0%
PRE-DEVELOPMENT:
LAND USE, CONDITION H.S.G 5CS CN' PERCENT CN x%
IMPERVIOUS - 98.00 0.00 0.00
WOODS, FAIR A 36.00 _ 39.00 1404.00
WOODS, FAIR. C 73.00 0.00 0.00
WOODS, FAIR D 79.00 G 1 .00 481 9.00
* From NC Erosion Control Manual TableS 8.03e and 8.03g 100.00 6223.00
WEIGHTED SCS CN = 62
POST-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LANE) USE, CONDITION 11.5.G SCS CN' PERCENT CN x
IMPERVIOUS - _ 98.00 42.00 4116.00
OPENSPACE, GOOD A 39.00 22.89 892.62
OPENSPACE, GOOD C 74.00 0.00 0.00
OPENSPACE, GOOD D 80.00 35. I I 2808.99
From NC Erosion Control Manual Table 8.03e 100.00 78 17.6 I
WEIGHTED 5CS CN = 78
POND#1 I
SCS CN
PA\8I 0\8 I 0-06I 2\Calcs\POND CALCULATIONS\20I 4 REDESIGN-MTh CALCULATIONS\POND I 1.xis PAGE 1 OF 1

WET DETENTION BASIN DATA SHEET DATE: 3/28/20 17
DESIGN CALCULATIONS FOR PROJECT NO.: 810-06 12
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND #1 2
DRAINAGE AREA(Ad) = 59,272 SQ. FT I.36 ACRES
IMPERVIOUS AREA(Ai):
BUILDINGS: 10,500 SQ. FT
ROADS: 0 SQ. FT
OTHER: 0 SQ. FT
FUTURE 7,850 SQ. FT
TOTAL: I5,350 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/Ai = 30.9G% USE 3/
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND#' 2
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#12 SHALL HAVE AN AVERAGE DEPTH OF 4.0' AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE I 0-4 IN NCDENR STORM WATER BMP MANUAL
@ DEPTH = 4.0'
% IMP. SA/DA
30 2.70
3 I 2.78
40 3.50
SA/DA= 2.78%
SAREQ.= I ,648 SF. = 0.04 AC
SURFACE AREA PROVIDED AT PERMANENT POOL (ELEV. 32.5) - 5,985 SF
SA PROV'D= 5,985 > I,648 =SA REQ'D OK
POND 12
DATA SHEET
PAGE I OF 3
P:18 I 0\8I O-O6I 21CaIcs1POND CALCULATION5120 I 4 REDESIGN-MTH CALCULATIONS\POND 12.xls

MINIMUM REQUIRED VOLUME(SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.328631
VOLUME= I .0"*Rv*Ad = 0.037264 AC-FT
1 ,623 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
FL SA (SF) VOL. (CF) VOL. (CF)
32.5 5,985 0 0
33 7,101 3,272 3,272
34 8,132 7,617 10,888
35 9,221 8,677 19,565
36 10,370 9,796 29,360
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 32.78
VOL. REQ'D = 1 ,623 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 33.50
VOL. PROV'D = 7,080 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL I5 GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION.
VOL PROV'D= 7,080 > I,623 =VOL. REQ'D OK
POND I
DATA SHEET
PAGE 2 OP 3
P:\8I 0\8l 0-06I 2\Calcs\POND CALCULATIONS\20 I 4 REDESIGN-MTh CALCUTATIONS\POND 12.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
FL SA(SF) VOL. (CM VOL. (CM
27 1,765 0 0
28 2,176 1 ,971 1,971
29 2,615 2,396 4,366
30 3,082 2,849 7,215
31 3,576 3,329 10,544
32 4,097 3,837 14,380
32.5 5,985 2,52 1 16,90
REQ'D FORESAY VOLUME = 3,380 CF
CHECK FOREBAY VOLUME
INCREM. TOTAL
EL. SA(SF) VOL. (CF) VOL. (CF)
27 545 0 0
28 768 657 657
29 1 ,025 897 1,553
30 1 ,3 1 7 1 ,1 71 2,724
31 I ,643 1 ,480 4,204
32 2,005 1 ,824 6,028
PROV'D VOLUME = 6,028 CF
VOL. PROV'D= G,028 -r 3,380 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.00939 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.00376 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 32.5 (PERM. POOL EL.)
TEMP. POOL EL. = 33.50 (OUTLET EL.)
ORIFICE DIAMETER = 0.75 IN.
Q PROV'D= Cd'A'(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.00307 SF
g= 32.2 FP5/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.33333
Q PROV'D= 0.00853
Q2> 0.00853 >Q5 OK II
DRAWDOWN TIME:
TIME = VOI UMF = 1623 = 2.20 DAYS
Q PROV'D 0.00853
POND I
DATA SHEET
PAGE 3 OF 3
P:\810\8 I O-06 12\Calcs\POND CALCULATIONS\2014 REDESIGN-MTN CALCULATIONS',POND I 2.xls

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WEIGHTED SCS CURVE NUMBER DATE: 3/28/17
DESIGN CALCULATIONS FOR PROJECT NO.: 8I 0-06 12
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND#12
SOIL TYPES
HSG Area (Acre,)
Ma, MANDARIN C 1 .36
Total Area in HSG A = 0.00 Acres 0.0%
Total Area in HSG B = 0.00 Acres 0.0%
Total Area in HSG C = 1 .36 Acres 100.0%
Total Area in HSG D = 0.00 Acres 0.0%
1 .36 Acres 100.0%
PRE-DEVELOPMENT:
LAND USE, CONDITION H.S.G SCS CN` PERCENT CN x%
IMPERVIOUS - 98.00 0.00 0.00
WOODS, FAIR A 36.00 0.00 0.00
WOODS, FAIR C 73.00 100.00 7300.00
WOODS, FAIR D 79.00 0.00 0.00
` From NC Erosion Control Manual TableS 8.03e and 8.03g 100.00 7300.00
WEIGHTED SCS CN = 73
POST-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LAND USE, CONDITION H.S.G 5C5 CN` PERCENT CN x%
IMPERVIOUS - 98.00 31 .00 3038.00
OPENSPACE. GOOD A _ 39.00 0.00 0.00
OPENSPACE, GOOD C 74.00 69.00 5 106.00
OPENSPACE, GOOD D 80.00 0.00 0.00 _
* From NC Erosion Control Manual Table 8.03e 100.00 8144.00
WEIGHTED SCS CN = 8I
----]
POND#i2
SCS CN
P:\8I O\8I O-06I 2\Gales\POND CALCULATIONS\20 I 4 REDESIGN-MTh CALCULATIONS\POND 12.xls PAGE I OF I

WET DETENTION BASIN DATA SHEET DATE: 3/28/20 17
DESIGN CALCULATIONS FOR PROJECT NO.: 810-061 2
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND #13
DRAINAGE AREA(Ad) = 244,85 I SQ. FT 5.62 ACRE.
FOREBAY#I AREA = 80,839 SQ. FT 33.02 PERCENT
FOREBAY#2 AREA = 164.012 SQ. FT 66.98 PERCENT
IMPERVIOUS AREA(Ai):
BUILDINGS: 81 ,375 SQ. FT
ROADS: 10,326 SQ. FT
OTHER: 0 SQ. FT
FUTURE: I I,625 SQ. FT
TOTAL: 103,326 SQ. FT
PERCENT IMPERVIOUS (I):
I = Ad/AI = 42.20% U5E42%
CALCULATE AVERAGE DEPTH (Davg):
SEE AVERAGE DEPTH CALCULATION SPREADSHEET FOR POND#13
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
POND#13 SHALL HAVE AN AVERAGE DEPTH OF 4.5'AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE 10-4 IN NCDENR STORMWATER BMP MANUAL
@ DEPTH = 4.5'
% IMP. SA/DA
40 3.10
42 3.26
50 I 3.90
SA/DA= 3.26%
SARfQ.= 7,982 SF. = O. I AC
SURFACE AREA PROVIDED AT PERMANENT POOL(ELEV. 27.5) = 10,932 SF
SA PROVD= 10,932 > 7,982 =SA REQ'D OK
POND 13
DATA SHEET
PAGE I OF 4
PAS I0\8I0-061 21Calcs\POND CALCULATIONS 120I 4 REDESIGN-MTh CALCULATIONSIPOND I 3.xls

MINIMUM REQUIRED VOLUME(SIMPLE METHOD BYTOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.429796
VOLUME= I .0"*Rv*Ad = 0.201 324 AC-FT
8,770 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
SA(SF) VOL. (CF) VOL. (CF)
27.5 10,932 0 0
28 12,792 5,931 5,931
29 14,657 13,725 19,656
30 16,581 1 5,6 19 35,275
MINIMUM TEMP. POOL ELEVATION (FROM SIMPLE METHOD VOLUME):
REQ'D EL.= 28.21
VOL. REQ'D = 8,770 CF
TEMP. POOL ELEVATION:
OUTLET EL. = 28.50
VOL. PROV'D = 12,793 CF
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL
POOL IS GREATER THAN THE MINIMUM TEMP. POOL ELEVATION, THE OUTLET
ELEVATION 15 THE TEMPORARY POOL ELEVATION.
VOL. PROV'D= 12.793 > 8,770 =VOL. REQ'D OK
POND 13
DATA SHEET
PAGE 2 OF 4
P:\8l ars I 0-06 12\CaIcs\POND CALCULATION5120 I 4 REDESIGN-MTh CALCULATIONS\POND 13.xls

FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
€L SA (SF) VOL. (CM VOL. (CF)
20 1,54 I 0 0
21 2,024 I ,783 1,783
22 2,575 2,300 4,082
23 3,252 2,914 6,996
24 4,085 3,669 10,664
25 5,01 I 4,548 15,212
26 5,987 5,499 20,71 I
27 7,020 6,504 27,215
27.5 10,932 4,488 31 ,703
TOTAL REQ'D FOREBAY VOLUME = 6,34 I CF
REQ'D VOLUME FOREBAY I = 2,093 CF 33.02 PERCENT
REQUIRED VOLUME FOREBAY 2 = 4,247 CF 66.98 PERCENT
CHECK FOREBAY I VOLUME
INCREM. TOTAL
EL `, VOL. (CF) VOL. (CM
23 404 0 0
24 GOG 505 505
25 847 727 1 ,232
26 I,129 988 2,220
27 1,452 I ,291 3,510
PROV'D VOLUME = 3,5 I 0 CF
VOL. PROV'D= 3,510 - 2,093 =VOL. REQ'D OK
CHECK FOREBAY 2 VOLUME
INCREM. TOTAL
EL 9A(SF) VOL. (CF) VOL. (CF)
23 614 0 0
24 930 772 772
25 1,300 1 , 1 1 5 I ,887
26 1,704 1 ,502 3,389
27 2,138 1 ,92 I 5,310
PROV'D VOLUME = 5,310 CF
VOL. PROVD= 5,310 r 4,247 =VOL. REQ'D OK
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
NOTE: ORIFICE SIZED TO DRAWDOWN THE TEMPORARY POOL IN 2-5 DAYS
Q2= 0.05075 CFS (FOR 2 DAY DRAWDOWN)
Q5= 0.02030 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE EL.= 27.5 (PERM. POOL EL.)
TEMP. POOL EL. = 28.50 (OUTLET EL.)
POND 13
ORIFICE DIAMETER= I.5 IN. DATA SHEET
PAGE 3 OF 4
PAO I O\8 I O-O6I 2\CaIcs\POND CALCUTATIONS120I 4 REDESIGN-MTh CALCULATIONS\POND I3.xIs

Q PROV'D= Cd'A'(2gh)^ 1/2 WHERE: Cd= 0.6
A= 0.01227 sr
g= 32.2 FP5/5
h= (TEMP POOL-NORMAL POOL)/3
= 0.33333
Q PROV'D= 0.034 I I
1
Q2> 0.03411 >Q5 OK
DRAWDOWN TIME:
TIME = VOLUME = 8770 = 2.98 DAYS
Q PROV'D 0.034 I I
POND 13
DATA SHEET
PAGE 4 OF 4
P:\810\8I O-061 2\Calcs\POND CALCULATIONS\20 14 REDESIGN-MTh CALCULATIONS\POND 13.x15

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WEIGHTED 5C5 CURVE NUMBER DATE: 3/28/17
DESIGN CALCULATIONS FOR PROJECT NO.: 8 I 0-061 2
OCEAN RIDGE PHASE 6 SECTION 2 DESIGNED BY: MTH
POND #13
SOIL TYPES
HSG Area (Acres)
BnD, Blanton A 2.71
Ma, MANDARIN C 0.79
Mu, Murville D 2. 13
Total Area in HSG A = 2.7 I Acres 48. I
Total Area in HSG B = 0.00 Acres 0.0%
Total Area in HSG C = 0.79 Acres 14.0%
Total Area in HSG D = 2. 13 Acres 37.8%
5.62 Acres 100.0%
PRE-DEVELOPMENT:
LAND USE, CONDITION H.S.G SCS CN` PERCENT CN x%
IMPERVIOUS - 98.00 0.00 0.00 _
WOODS, FAIR A 36.00 48. I 0 173 1 .60
WOODS, FAIR C 73.00 14.00 1022.00
WOODS, FAIR D 79.00 37.80 2986.20
From NC Erosion Control Manual TableS 8.03e and 5.0343 99.90 5739.80
WEIGHTED SCS CN = 577
POST-DEVELOPMENT:
Assume that all pervious area will be proportionally divided between soil groups.
Assume that all pervious area will be open space good condition (Grass > 75%)
LAND USE, CONDITION H.S.G 5C5 CN` PERCENT CN x%
IMPERVIOUS - 98.00 42.00 41 16.00
OPENSPACE, GOOD A 39.00 27.90 1088.02
OPENSPACE, GOOD C 74.00 8. 13 60 I .3 I
OPENSPACE, GOOD D 80.00 21 .95 1755.90
' From NC Erosion Control Manual Table 8.03e 99.97 756 I .23
WEIGHTED SC5 CN = 76
POND#1 3
SCS CN
PAS 045I 0-O6I 2\Calcs\POND CALCULATIONS\2014 REDESIGN-MTh CALCULATIONS\POND 13.xls PAGE I OF 1

DRAINAGE SWALE CALCULATIONS

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE DRAINING LOTS 108-110
Hydrograph type = Rational Peak discharge (cfs) = 5.115
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.880 Runoff coeff. (C) = 0.6
Rainfall Inten (in/hr) = 9.688 Tc by User (min) = 5
IDF Curve = ILM PER 8.03.9.IDF Rec limb factor = 1.00
Hydrograph Volume=1,535(cuft);0.035(acft)
Runoff Hydrograph
Q(cfs) 10-yr frequency Q (cfs)
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 5 10
Time(min)
— Runoff Hyd-Qp=5.12 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE DRAINING LOTS 108-110
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 1.12
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 5.120
Total Depth (ft) = 2.00 Area (sqft) = 6.00
Invert Elev (ft) = 40.00 Velocity (ft/s) = 0.85
Slope (%) = 2.30 Wetted Perim (ft) = 9.08
N-Value = 0.200 Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 8.72
Calculations EGL (ft) = 1.13
Compute by: Known Q
Known Q (cfs) = 5.12
Elev (ft) Section Depth (ft)
43.00 3.00
•
•
42.50 2.50
42.00 - 2.00
41.50 - 1.50
41.00 - - 1.00
40.50 0.50
40.00 0.00
39.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE TO FES 1202
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.24
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 1.320
Total Depth (ft) = 0.75 Area (sqft) = 0.41
Invert Elev (ft) = 47.90 Velocity (ft/s) = 3.20
Slope (%) = 2.20 Wetted Perim (ft) = 2.52
N-Value = 0.020 Crit Depth, Yc (ft) = 0.29
Top Width (ft) = 2.44
Calculations EGL (ft) = 0.40
Compute by: Known Q
Known Q (cfs) = 1.32
Elev (ft) Section Depth (ft)
49.00 1.10
48.50 0.60
r -/
48.00 1 0.10
47.50 -0.40
47.00 -0.90
0 1 2 3 4 5 6 7 8
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE TO FES 102
Hydrograph type = Rational Peak discharge (cfs) = 1.318
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.340 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 9.688 Tc by User (min) = 5
IDF Curve = ILM PER 8.03.9.IDF Rec limb factor = 1.00
Hydrograph Volume=395(cuft);0.009(acft)
Runoff Hydrograph
10-yr frequency Q (cfs)
2.00
1.00
0.00 - 0.00
0 5 10
Time(min)
Runoff Hyd -Qp= 1.32 (cfs)

Hydrology Report
Hydra low Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,Apr 5 2017
SWALE TO FES 1306
Hydrograph type = Rational Peak discharge (cfs) = 1.963
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.330 Runoff coeff. (C) = 0.64
Rainfall Inten (in/hr) = 9.293 Tc by User (min) = 5
IDF Curve = Sunset Beach.IDF Rec limb factor = 1.00
Hydrograph Volume=589(cuft);0.014(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q(cfs)
2.00 2.00
"\\\ \\\\.
1.00 1.00
0.00 - 0.00
0 5 10
Time(min)
Runoff Hyd Qp= 1.96(cfs)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE TO FES 1306
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.35
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 1.960
Total Depth (ft) = 1.00 Area (sqft) = 0.72
Invert Elev (ft) = 28.00 Velocity (ft/s) = 2.73
Slope (%) = 1.00 Wetted Perim (ft) = 3.21
N-Value = 0.020 Crit Depth, Yc (ft) = 0.36
Top Width (ft) = 3.10
Calculations EGL (ft) = 0.47
Compute by: Known Q
Known Q (cfs) = 1.96
Elev (ft) Section Depth (ft)
30.00 1 2.00
29.50 1.50
29.00 - - 1.00
28.50 - 0.50
28.00 0.00
•
27.50 -0.50
0 1 2 3 A 5 6 7 8 9
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE DRAINING LOTS 24-40
Hydrograph type = Rational Peak discharge (cfs) = 11.96
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 2.470 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 9.688 Tc by User (min) = 5
IDF Curve = ILM PER 8.03.9.IDF Rec limb factor = 1.00
Hydrograph Volume=3,589(cuft);0.082(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
12.00 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10
Time(min)
Runoff Hyd-Qp= 11.96 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Apr 5 2017
SWALE DRAINING LOTS 24-40
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.69
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 11.96
Total Depth (ft) = 1.25 Area (sqft) = 2.81
Invert Elev (ft) = 30.00 Velocity (ft/s) = 4.26
Slope (%) = 1.00 Wetted Perim (ft) = 6.36
N-Value = 0.020 Crit Depth, Yc (ft) = 0.73
Top Width (ft) = 6.14
Calculations EGL (ft) = 0.97
Compute by: Known Q
Known Q (cfs) = 11.96
Elev (ft) Section Depth (ft)
32.00 2.00
31.50 1.50
31.00 1.00
•
30.50 - 0.50
30.00 0.00
29.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

WET DETENTION BASIN
ROUTING CALCULATIONS
rOCEiV1
C7 26 ZDA
BY:

Hydraflow Table of Contents POND 6 2017-03-29.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, POND 6 - PRE-DEV 4
Hydrograph No. 2, SCS Runoff, POND 6-POST-DEV 5
Hydrograph No. 3, Reservoir, POND 6-ROUTED 6
Pond Report - POND 6 7
10 - Year
Summary Report 9
Hydrograph Reports 10
Hydrograph No. 1, SCS Runoff, POND 6 - PRE-DEV 10
Hydrograph No. 2, SCS Runoff, POND 6-POST-DEV 11
Hydrograph No. 3, Reservoir, POND 6-ROUTED 12
100 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, POND 6 - PRE-DEV 14
Hydrograph No. 2, SCS Runoff, POND 6-POST-DEV 15
Hydrograph No. 3, Reservoir, POND 6-ROUTED 16
IDF Report 17
flECE V
OI.T262017
BY.�___

1
Watershed Model Schemati�ydraflowHydrographsExtensionforAutoCAD®Civil3D®2016byAutodesk,Inc.v11
V
Legend
F Origin Descdintion
1 SCS Runoff POND 6-PRE-DEV
2 SCS Runoff POND 6-POST-DEV
3 Reservoir POND 6-ROUTED
Project: POND 6 2017-03-29.gpw Wednesday, 04/ 12/2017

2
Hydrograph Return Period RgrCa nydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
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 -- 14.78 22.73 ------ 37.05 50.87 72.83 92.18 115.91 POND 6-PRE-DEV
2 SCS Runoff — 32.53 44.66 ----- 65.17 83.85 112.44 137.00 166.65 POND 6-POST-DEV
3 Reservoir 2 11.53 20.65 --- 32.88 43.58 89.68 121.68 156.76 POND 6-ROUTED
Proj. file: POND 6 2017-03-29.gpw Wednesday, 04/ 12/2017

3
Hydrograph Summary Re pol�y3raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 14.78 2 744 83,067 ----- POND 6-PRE-DEV
2 SCS Runoff 32.53 2 730 133,088 ----- -- POND 6-POST-DEV
3 Reservoir 11.53 2 754 124,329 2 27.45 57,244 POND 6-ROUTED
POND 6 2017-03-29.gpw Return Period: 1 Year Wednesday, 04/ 12/2017
1

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 6 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 14.78 cfs
Storm frequency = 1 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 83,067 cuft
Drainage area = 19.770 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 6 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 1 Year Q(cfs)
15.00 I I 15.00
I
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 1 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time(hrs)

Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 6-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 32.53 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 133,088 cuft
Drainage area = 19.770 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 6-POST-DEV
Q (cfs) Q (cfs)
Hyd. No. 2-- 1 Year
35.00 35.00
30.00 30.00
25.00 25.00
20.00 - 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - L-- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 2

Hydrograph Report 6
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 6-ROUTED
Hydrograph type = Reservoir Peak discharge = 11.53 cfs
Storm frequency = 1 yrs Time to peak = 12.57 hrs
Time interval = 2 min Hyd. volume = 124,329 cult
Inflow hyd. No. = 2 - POND 6-POST-DEV Max. Elevation = 27.45 ft
Reservoir name = POND 6 Max. Storage = 57,244 cult
Storage Indication method used.
POND 6-ROUTED
Q(cfs) Hyd. No. 3-- 1 Year Q (cfs)
35.00 35.00
30.00 I 30.00
25.00 $ 25.00
20.00 20.00
15.00 • — 15.00
10.00 10.00
5.00 5.00
0.00
— 0.00
0 8 16 24 32 40 48 56 64 72 80
Time(hrs)
— Hyd No. 3 Hyd No. 2 Total storage used = 57,244 cuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Pond No. 1 - POND 6
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=25.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 25.50 26,132 0 0
0.50 26.00 28,547 13,670 13,670
1.50 27.00 30,522 29,535 43,204
2.50 28.00 32,555 31,539 74,743
3.50 29.00 34,643 33,599 108,342
4.50 30.00 36,789 35,716 144,058
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 42.00 2.50 4.00 0.00 Crest Len(ft) = 5.00 10.48 15.97 60.00
Span(in) = 42.00 2.50 54.00 0.00 Crest El.(ft) = 27.50 28.63 29.75 29.25
No.Barrels = 1 1 3 0 Weir Coeff. = 3.33 3.33 3.33 2.60
Invert El.(ft) = 25.50 25.50 27.00 0.00 Weir Type = 1 Red Red Broad
Length(ft) = 54.00 1.00 0.50 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) = 0.93 0.50 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)end submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 25.50 0.00 0.00 0.00 -- 0.00 0.00 0.00 0.00 -- - 0.000
0.05 1,367 25.55 0.01 ic 0.00 ic 0.00 --- 0.00 0.00 0.00 0.00 --- --- 0.005
0.10 2,734 25.60 0.02 ic 0.02 is 0.00 0.00 0.00 0.00 0.00 -- - 0.018
0.15 4,101 25.65 0.04 ic 0.04 is 0.00 --- 0.00 0.00 0.00 0.00 - - 0.035
0.20 5,468 25.70 0.06 is 0.05 is 0.00 --- 0.00 0.00 0.00 0.00 - - 0.051
0.25 6,835 25.75 0.07 is 0.06 ic 0.00 --- 0.00 0.00 0.00 0.00 - - 0.063
0.30 8,202 25.80 0.07 ic 0.07 is 0.00 0.00 0.00 0.00 0.00 -- --- 0.073
0.35 9,569 25.85 0.09 ic 0.08 ic 0.00 -- 0.00 0.00 0.00 0.00 - - 0.081
0.40 10,936 25.90 0.09 is 0.09 is 0.00 --- 0.00 0.00 0.00 0.00 -- 0.089
0.45 12,303 25.95 0.10 is 0.10 is 0.00 -- 0.00 0.00 0.00 0.00 --- 0.097
0.50 13,670 26.00 0.10 is 0.10 is 0.00 -- 0.00 0.00 0.00 0.00 --- 0.103
0.60 16,623 26.10 0.12 is 0.11 is 0.00 0.00 0.00 0.00 0.00 --- -- 0.115
0.70 19,577 26.20 0.13 is 0.13 is 0.00 --- 0.00 0.00 0.00 0.00 - --- 0.125
0.80 22,530 26.30 0.14 is 0.14 ic 0.00 --- 0.00 0.00 0.00 0.00 - --- 0.135
0.90 25,484 26.40 0.14 is 0.14 is 0.00 --- 0.00 0.00 0.00 0.00 - -- 0.144
1.00 28,437 26.50 0.17 is 0.15 is 0.00 --- 0.00 0.00 0.00 0.00 - --- 0.153
1.10 31,390 26.60 0.17 is 0.16 ic 0.00 --- 0.00 0.00 0.00 0.00 - -- 0.161
1.20 34,344 26.70 0.17 is 0.17 is 0.00 -- 0.00 0.00 0.00 0.00 --- --- 0.169
1.30 37,297 26.80 0.19 is 0.18 is 0.00 --- 0.00 0.00 0.00 0.00 - --- 0.176
1.40 40,251 26.90 0.19 is 0.18 is 0.00 --- 0.00 0.00 0.00 0.00 - --- 0.184
1.50 43,204 27.00 0.19 is 0.19 is 0.00 - 0.00 0.00 0.00 0.00 - -- 0.191
1.60 46,358 27.10 1.66 is 0.18 is 1.45 is --- 0.00 0.00 0.00 0.00 - - 1.630
1.70 49,512 27.20 4.32 is 0.16 is 4.11 ic --- 0.00 0.00 0.00 0.00 --- -- 4.273
1.80 52,666 27.30 7.70 is 0.15 is 7.55 is - 0.00 0.00 0.00 0.00 --- -- 7.701
1.90 55,820 27.40 10.92 is 0.14 is 10.47 is - 0.00 0.00 0.00 0.00 - --- 10.61
2.00 58,974 27.50 12.77 is 0.14 is 12.51 is - 0.00 0.00 0.00 0.00 - --- 12.65
2.10 62,127 27.60 15.28 is 0.14 is 14.26 is - 0.53 0.00 0.00 0.00 - --- 14.92
2.20 65,281 27.70 17.73 oc 0.13 is 15.82 is - 1.49 0.00 0.00 0.00 - -- 17.44
2.30 68,435 27.80 19.87 oc 0.13 is 16.85 is - 2.74 0.00 0.00 0.00 ----- 19.72
2.40 71,589 27.90 21.16 oc 0.13 is 16.82 is - 4.21 0.00 0.00 0.00 -- --- 21.16
2.50 74,743 28.00 22.87 oc 0.13 is 16.85 is - 5.89 0.00 0.00 0.00 - --- 22.87
2.60 78,103 28.10 24.56 oc 0.13 is 16.70 is -- 7.74 s 0.00 0.00 0.00 - --- 24.56
2.70 81,463 28.20 26.21 oc 0.13 is 16.59 is --- 9.50 s 0.00 0.00 0.00 -- --- 26.21
2.80 84,822 28.30 27.82 oc 0.12 is 16.48 is --- 11.21 s 0.00 0.00 0.00 -- --- 27.82
2.90 88,182 28.40 29.36 oc 0.12 is 16.34 is --- 12.90 s 0.00 0.00 0.00 -- -- 29.36
Continues on next page...

8
POND 6
Stage/Storage!Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EMI User Total
ft cuft ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs cfs
3.00 91,542 28.50 30.83 oc 0.12 is 16.16 is --- 14.55 s 0.00 0.00 0.00 -- 30.83
3.10 94,902 28.60 32.56 oc 0.12 is 16.15 is -- 16.29 s 0.00 0.00 0.00 32.56
3.20 98,262 28.70 34.13 oc 0.12 is 15.67 is -- 17.70 s 0.65 0.00 0.00 --- --- 34.13
3.30 101,622 28.80 36.07 oc 0.11 is 14.80 is - 18.71 s 2.45 0.00 0.00 --- --- 36.07
3.40 104,982 28.90 37.86 oc 0.10 is 13.62 is - 19.23 s 4.90 0.00 0.00 -- -- 37.86
3.50 108,342 29.00 39.47 oc 0.09 is 12.30 is - 19.35 s 7.71 s 0.00 0.00 -- -- 39.46
3.60 111,913 29.10 40.53 oc 0.08 is 11.17 is - 19.40 s 9.87 s 0.00 0.00 -- -- 40.53
3.70 115,485 29.20 40.75 oc 0.08 is 10.00 is - 19.14 s 11.54 s 0.00 0.00 -- --- 40.75
3.80 119,057 29.30 44.11 oc 0.08 is 9.91 is --- 20.29 s 13.83 s 0.00 1.74 --- 45.85
3.90 122,628 29.40 47.71 oc 0.07 is 9.89 is --- 21.53 s 16.20 s 0.00 9.06 -- - 56.77
4.00 126,200 29.50 51.13 oc 0.07 is 9.82 is -- 22.69 s 18.53 s 0.00 19.50 -- -- 70.62
4.10 129,771 29.60 54.38 oc 0.07 is 9.71 is -- 23.77 s 20.81 s 0.00 32.30 -- --- 86.68
4.20 133,343 29.70 57.48 oc 0.07 is 9.58 is -- 24.79 s 23.03 s 0.00 47.09 - --- 104.56
4.30 136,915 29.80 60.54 oc 0.07 is 9.33 is -- 25.54 s 25.00 s 0.59 63.63 --- 124.17
4.40 140,486 29.90 63.74 oc 0.07 is 8.78 is --- 25.59 s 26.21 s 3.09 81.75 - --- 145.49
4.50 144,058 30.00 66.77 oc 0.06 is 8.21 is - 25.47 s 27.17 s 5.87 s 101.32 --- 168.10
...End

9
Hydrograph Summary Re po raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuff) (ft) (cuft)
1 SCS Runoff 50.87 2 740 266,375 ----- ---- POND 6-PRE-DEV
2 SCS Runoff 83.85 2 730 344,006 -- POND 6-POST-DEV
3 Reservoir 43.58 2 746 335,120 2 29.26 117,470 POND 6-ROUTED
POND 6 2017-03-29.gpw Return Period: 10 Year Wednesday, 04/ 12/2017
i i

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 6 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 50.87 cfs
Storm frequency = 10 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 266,375 cuft
Drainage area = 19.770 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.00 min
Total precip. = 7.24 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 6 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
60.00 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time(hrs)

Hydrograph Report 11
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 6-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 83.85 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 344,006 cuft
Drainage area = 19.770 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 6-POST-DEV
Q(cfs) Hyd. No. 2 -- 10 Year Q(cfs)
90.00 90.00
80.00 80.00
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
- Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 6-ROUTED
Hydrograph type = Reservoir Peak discharge = 43.58 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 335,120 cuft
Inflow hyd. No. = 2 - POND 6-POST-DEV Max. Elevation = 29.26 ft
Reservoir name = POND 6 Max. Storage = 117,470 cuft
Storage Indication method used.
POND 6-ROUTED
Q (cfs) Hyd. No. 3- 10 Year Q (cfs)
90.00 90.00
80.00
80.00
70.00
70.00
60.00 _ - _
60.00
_ ,. . ._ __ . . _ .. s _
50.00 50.00
40.00
40.00
30.00
30.00
_
20.00 - 20.00
10.00 - 10.00
0.00 - - w - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 117,470 cuft

13
Hydrograph Summary Repon
y raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 115.91 2 740 609,432 ----- --- POND 6-PRE-DEV
2 SCS Runoff 166.65 2 730 704,392 -- POND 6-POST-DEV
3 Reservoir 156.76 2 734 695,428 2 29.95 142,267 POND 6-ROUTED
POND 6 2017-03-29.gpw Return Period: 100 Year Wednesday, 04/ 12/2017

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 6 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 115.91 cfs
Storm frequency = 100 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 609,432 cuft
Drainage area = 19.770 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.00 min
Total precip. = 12.64 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 6 - PRE-DEV
Q(cfs) Hyd. No. 1 — 100 Year Q (cfs)
120.00 120.00
_
100.00 100.00
80.00 80.00
.
60.00 - 60.00
... _ _ .
__ . ____ _, . .. . . _ . ,
40.00 40.00
20.00 20.00
0.00 - _. . .,..._ ._ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
MOW
Hyd No. 1
Time(hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 6-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 166.65 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 704,392 cuft
Drainage area = 19.770 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 6-POST-DEV
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00
.. 140.00
120.00 120.00
100.00 100.00
80.00
80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2
Time(hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 6-ROUTED
Hydrograph type = Reservoir Peak discharge = 156.76 cfs
Storm frequency = 100 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 695,428 cuft
Inflow hyd. No. = 2 - POND 6-POST-DEV Max. Elevation = 29.95 ft
Reservoir name = POND 6 Max. Storage = 142,267 cuft
Storage Indication method used.
POND 6-ROUTED
Q(ems) Hyd. No. 3-- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00
_ _ 120.00
•
100.00
80.00
80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 _ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 142,267 cuft

17
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 81.8155 12.8000 0.8927 -------
2 89.6877 12.6000 0.8707 ---
3 0.0000 0.0000 0.0000 ----
5 98.3564 12.9000 0.8409 ----
10 98.4972 12.6000 0.8087
25 86.1743 11.1000 0.7415 ------
50 81.3332 10.4000 0.7034 ----
100 74.7444 9.3000 0.6599 ----
File name:ILM PER 8.03.9.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78
2 7.38 5.94 4.99 4.32 3.81 3.42 3.10 2.85 2.63 2.45 2.29 2.15
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 8.70 7.07 5.99 5.21 4.63 4.17 3.80 3.50 3.24 3.02 2.83 2.67
10 9.69 7.91 6.73 5.88 5.24 4.74 4.33 4.00 3.71 3.47 3.26 3.08
25 10.98 8.98 7.67 6.74 6.03 5.48 5.03 4.66 4.35 4.08 3.85 3.65
50 11.88 9.75 8.36 7.37 6.62 6.03 5.55 5.16 4.83 4.54 4.30 4.08
100 12.92 10.60 9.11 8.05 7.25 6.63 6.13 5.71 5.36 5.05 4.79 4.56
Tc=time in minutes.Values may exceed 60.
Precip.file name:L:\Civil\CALCS\Stormwater\ILM SCS PER 8.03.35.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.83 4.66 0.00 6.02 7.24 9.10 10.70 12.64
SCS 6-Hr 0.00 3.38 0.00 0.00 5.20 6.49 0.00 8.93
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 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Casmgr, Jo
From: Casmer,Jo
Sent: Wednesday, November 08, 2017 4:19 PM
To: '[e-mail]'; Matt Haley
Subject: Ocean Ridge Plantation Phase VI, Section 2; Stormwater Permit SW8 080533
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
accepted the Stormwater Permit Application and $505.00 fee on November 8, 2017. The project has been
assigned to Linda Lewis and you will be notified if additional information is needed. Please be advised that no
construction activities may commence until the Stormwater Permit is issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance &Customer Service
910 796-7336 office
910 350-2004 fax
jo.casmer(cDncdenr.aov
127 Cardinal Drive Extension
Wilmington, NC 28405
Irt '`t+othing Compares-- -.�
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
1

Completeness Rev'ew Checklist
Project Name: D /4 O rf-�t kReceived /�.. s �'
4. Date: t/� 2�l �
Project Location: rx 2- Accepted Date: i! t d�
lilule(s'i (' 02008 Coastal 01995 Coastal Phase II (WIRO.) Universal 0198 Coastal
'Tape afi Ferm=t: New or Mo. or PR Existing Permit#(Mod or PR): . 0 PE Cert on File?
Density: HD or LD Type: Commercial or Residential EINCG:
%: (% OK?) Stream Class: ESA Map DOffsite to SW8
-11
SktheDvided?: Subdivision or Single Lot InORW Map Exempt
Paper ork Emailed Engineer on: _
C Su plement(s) (1 original per BMP)
BMP Type(s):
M with correct/original signatures(1 original per BMP except LS/VFS and swales)
implication with correct/original signatures ❑Deed
Corp or LLC: Sig. Auth. per ScS or letter mail Address: Design Engineer
505 (within 6mo) mail Address: Owner
Soils Report with SHWT Note to Reviewer:
calculations (signed/sealed) P 7au' � - _) C..-
ElNo obvious errors In5���'-'" Gol),c_ I� `�L�`
("'", 01" •
Density includes common areas, etc
Owed Restrictions, if subdivided:
aigned & Notarized / ,,
Dearrect Template (Comm/Res 8YLD) or Dec. Covenants & Rest.
Plans ✓
Sets etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc) ik. S.,...0.j?...,
Gradin Wetl g � ands: Delineated or No Wetlands
"cinity Map 9'L yout (proposed BUA dimensions)
EirdBend Maps 1211<ject Boundaries
Infiltration Wet Pond Offsite
■'Sciis Report Soils IReport OPE Cert for Master Lot#:
SFi ✓`T: SHWT: 1❑Deed Rest for Master Lot#Matches Master
Bottom: PP: ; BUA Permitted (Master): sf
Visited: I BUA Proposed (Offsite): sf
Additional Information: -- —)
Permitted Proposed: Proposed: Proposed:
,
BUA(sf)
DA(sf) I
PP (el)
SHWT(el)
Depth (ft)
SA (sf) -
i
—1 k

i 1 �; r.i, f.i ,
CAPE FEAR ,f r ,/,
ENGINEERINGA +,, taf , ii� : �� i{ �
151 Poole Rd.,Suile 100;Bette NC,28451 I ';n l;]r' l<t•',.fi I' r l
TEL[phone];FAX(910)383-'1045 1'i:+1: r )Ili{;{•',
winv.caperearengineering."o" Transmittal -
To: NCDEQ Date: October 26, 2017
127 Cardinal Drive Extension File: 810-0612 "36"
Wilmington, NC 28405 Subject Ocean Ridge
Phase VI Section 2
Attn: Ms. Kelly Johnson Stormwater Permit Modification
SW8 080533
❑As Requested ❑ For Your Files El For Distribution ® For your Review/Action/Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity Drawing No. Description
1 Original $505 Application Fee E E
1 Original & Stormwater Management Application �ICt 2 6 i
Copy
BY-
1 Original & Deed Restrictions & Protective Covenances
Copy
1 Original Wet Pond Supplement Forms
1 Original Wet Pond O&M Agreements
1 Copy Stormwater Narrative & Calculations
2 Copies Stormwater Plan Sheets
•
REMARKS Please find the enclosed documents for the purposes of requesting a stormwater permit modification for
Ocean Ridge Phase VI Section 2. Please let me know if you have any questions or need any additional
information.
CC: Cape Fear Engineering, Inc.
File 810-0612 "36"
Signed: /ea291
Mason Manhertz
OCT 26 Received By:
e}�• �� Date:
P:16101610-06121Adminlstomrweter12017-10-26 Trans-NCDEQ.doc

Hydraflow Table of Contents POND 9 2017-03-29.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, POND 9 - PRE-DEV 4
Hydrograph No. 2, SCS Runoff, POND 9-POST-DEV 5
Hydrograph No. 3, Reservoir, POND 9-ROUTED 6
Pond Report - POND 9 7
10 - Year
Summary Report 9
Hydrograph Reports 10
Hydrograph No. 1, SCS Runoff, POND 9 - PRE-DEV 10
Hydrograph No. 2, SCS Runoff, POND 9-POST-DEV 11
Hydrograph No. 3, Reservoir, POND 9-ROUTED 12
100 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, POND 9 - PRE-DEV 14
Hydrograph No. 2, SCS Runoff, POND 9-POST-DEV 15
Hydrograph No. 3, Reservoir, POND 9-ROUTED 16
IDF Report 17

1
Watershed Model Schemati�ydraflowHydrographsExtensionforAutoCAD®Civil3D®2016byAutodesk, Inc.v11
z
Legend
Jjy I. Origin Description
1 SCS Runoff POND 9-PRE-DEV
2 SCS Runoff POND 9-POST-DEV
3 Reservoir POND 9-ROUTED
Project: POND 9 2017-03-29.gpw Wednesday, 04/ 12/2017

2
Hydrograph Return Period Recap ra ow ydrographs Extension for AutoCADO Civil 3D®2016 by Autodesk, Inc.v11
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 ---- 4.433 9.163 -- 19.06 29.48 47.21 63.66 84.67 POND 9-PRE-DEV
2 SCS Runoff 18.87 28.57 ---- 45.87 62.55 88.97 112.16 140.54 POND 9-POST-DEV
3 Reservoir 1.444 4.038 ---- 6.192 7.430 9.563 43.69 92.29 POND 9-ROUTED
Proj. file: POND 9 2017-03-29.gpw Wednesday, 04/ 12/2017

3
Hydrograph Summary Re po raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 4.433 752 34,538 -- ---- POND 9-PRE-DEV
2 SCS Runoff 18.87e 732 81,317 --- - POND 9-POST-DEV
3 Reservoir 1.444 i28 63,503 2 25.26 51,122 POND 9-ROUTED
POND 9 2017-03-29.gpw Return Period: 1 Year Wednesday, 04/ 12/2017

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 9 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 4.433 cfs
Storm frequency = 1 yrs Time to peak = 12.53 hrs
Time interval = 2 min Hyd. volume = 34,538 cuft
Drainage area = 18.870 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.00 min
Total precip. = 3.83 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 9 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time(hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 9-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 18.87 cfs
Storm frequency = 1 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 81,317 cuft
Drainage area = 18.870 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 9-POST-DEV
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - ��� — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time(hrs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 9-ROUTED
Hydrograph type = Reservoir Peak discharge = 1.444 cfs
Storm frequency = 1 yrs Time to peak = 15.47 hrs
Time interval = 2 min Hyd. volume = 63,503 cuft
Inflow hyd. No. = 2 - POND 9-POST-DEV Max. Elevation = 25.26 ft
Reservoir name = POND 9 Max. Storage = 51,122 cuft
Storage Indication method used.
POND 9-ROUTED
Q(cfs) Hyd. No. 3-- 1 Year Q (cfs)
21.00 21.00
18.00 - 18.00
15.00 - 15.00
12.00 12.00
9.00 - 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time(hrs)
— Hyd No. 3 — Hyd No. 2 Total storage used = 51,122 cuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Pond No. 1 - POND 9
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=23.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 23.50 25,453 0 0
0.50 24.00 28,222 13,419 13,419
1.50 25.00 30,643 29,433 42,851
2.50 26.00 33,124 31,884 74,735
3.50 27.00 35,664 34,394 109,129
4.50 28.00 38,264 36,964 146,093
5.50 29.00 40,924 39,594 185,687
6.50 30.00 43,641 42,283 227,969
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 0.00 0.00 Crest Len(ft) = 3.00 6.06 9.13 50.00
Span(in) = 18.00 2.00 0.00 0.00 Crest El.(ft) = 25.00 25.31 25.62 29.25
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 2.60
Invert El.(ft) 23.12 23.50 0.00 0.00 Weir Type = 1 Rect Rect Broad
Length(ft) 495.00 1.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) 0.03 0.50 0.00 n/a
N-Value .013 .013 .013 n/a
Orifice Coeff. 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrIRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 23.50 0.00 0.00 -- 0.00 0.00 0.00 0.00 -- - 0.000
0.05 1,342 23.55 0.26 oc 0.00 ic 0.00 0.00 0.00 0.00 - - 0.004
0.10 2,684 23.60 0.26 oc 0.01 ic --- 0.00 0.00 0.00 0.00 - - 0.015
0.15 4,026 23.65 0.26 oc 0.03 ic --- 0.00 0.00 0.00 0.00 -- -- 0.027
0.20 5,368 23.70 0.26 cc 0.04 ic --- 0.00 0.00 0.00 0.00 - -- 0.036
0.25 6,709 23.75 0.26 oc 0.04 ic -- 0.00 0.00 0.00 0.00 -- - 0.043
0.30 8,051 23.80 0.26 oc 0.05 ic 0.00 0.00 0.00 0.00 - - 0.049
0.35 9,393 23.85 0.26 oc 0.05 ic --- 0.00 0.00 0.00 0.00 - - 0.054
0.40 10,735 23.90 0.26 oc 0.06 is --- 0.00 0.00 0.00 0.00 -- -- 0.059
0.45 12,077 23.95 0.26 oc 0.06 is 0.00 0.00 0.00 0.00 - -- 0.064
0.50 13,419 24.00 0.26 oc 0.07 is --- 0.00 0.00 0.00 0.00 -- --- 0.068
0.60 16,362 24.10 0.26 oc 0.08 ic 0.00 0.00 0.00 0.00 -- -- 0.075
0.70 19,305 24.20 0.26 oc 0.08 ic --- --- 0.00 0.00 0.00 0.00 -- --- 0.082
0.80 22,249 24.30 0.26 oc 0.09 ic --- --- 0.00 0.00 0.00 0.00 -- --- 0.089
0.90 25,192 24.40 0.26 oc 0.09 ic - -- 0.00 0.00 0.00 0.00 -- - 0.095
1.00 28,135 24.50 0.26 oc 0.10 ic --- -- 0.00 0.00 0.00 0.00 - --- 0.101
1.10 31,078 24.60 0.26 oc 0.11 ic --- - 0.00 0.00 0.00 0.00 -- - 0.106
1.20 34,022 24.70 0.26 oc 0.11 ic - -- 0.00 0.00 0.00 0.00 -- - 0.111
1.30 36,965 24.80 0.26 oc 0.12 is - --- 0.00 0.00 0.00 0.00 -- - 0.116
1.40 39,908 24.90 0.26 oc 0.12 is --- - 0.00 0.00 0.00 0.00 -- - 0.121
1.50 42,851 25.00 0.26 oc 0.13 is --- - 0.00 0.00 0.00 0.00 - -- 0.125
1.60 46,040 25.10 0.44 oc 0.13 is --- - 0.32 0.00 0.00 0.00 - -- 0.443
1.70 49,228 25.20 1.02 oc 0.12 is - -- 0.89 0.00 0.00 0.00 -- -- 1.011
1.80 52,416 25.30 1.74 oc 0.10 is 1.64 0.00 0.00 0.00 -- -- 1.740
1.90 55,605 25.40 2.54 oc 0.08 is --- --- 1.91 is 0.54 0.00 0.00 -- --- 2.539
2.00 58,793 25.50 4.12 oc 0.04 is --- -- 2.49 s 1.60 s 0.00 0.00 - 4.123
2.10 61,981 25.60 4.51 oc 0.03 is --- - 2.38 s 2.10 s 0.00 0.00 - -- 4.508
2.20 65,170 25.70 4.80 oc 0.02 is --- -- 2.07 s 2.17 s 0.54 s 0.00 -- --- 4.795
2.30 68,358 25.80 5.03 oc 0.01 is -- --- 1.83 s 2.13 s 1.05 s 0.00 --- -- 5.021
2.40 71,546 25.90 5.23 oc 0.01 is -- -- 1.68 s 2.12 s 1.39 s 0.00 -- --- 5.209
2.50 74,735 26.00 5.41 oc 0.01 is -- --- 1.60 s 2.13 s 1.65 s 0.00 - - 5.386
2.60 78,174 26.10 5.59 oc 0.01 is -- - 1.55 s 2.16 s 1.87 s 0.00 --- -- 5.589
2.70 81,614 26.20 5.76 oc 0.01 is -- - 1.51 s 2.18 s 2.04 s 0.00 - -- 5.737
Continues on next page...

8
POND 9
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 85,053 26.30 5.93 oc 0.00 is -- 1.48 s 2.21 s 2.19 s 0.00 -- - 5.886
2.90 88,492 26.40 6.09 oc 0.00 is 1.46 s 2.23 s 2.31 s 0.00 -- - 6.000
3.00 91,932 26.50 6.25 oc 0.00 is -- -- 1.46 s 2.28 s 2.45 s 0.00 -- -- 6.197
3.10 95,371 26.60 6.40 oc 0.00 is - - 1.43 s 2.27 s 2.52 s 0.00 - --- 6.226
3.20 98,811 26.70 6.55 oc 0.00 is -- 1.42 s 2.29 s 2.60 s 0.00 --- - 6.305
3.30 102,250 26.80 6.69 oc 0.00 is --- --- 1.44 s 2.36 s 2.74 s 0.00 -- --- 6.541
3.40 105,689 26.90 6.84 oc 0.00 is - -- 1.45 S 2.41 s 2.85 s 0.00 -- -- 6.712
3.50 109,129 27.00 6.98 oc 0.00 is --- -- 1.45 s 2.43 s 2.92 s 0.00 --- - 6.798
3.60 112,825 27.10 7.11 oc 0.00 is -- --- 1.43 s 2.41 s 2.94 s 0.00 -- --- 6.779
3.70 116,522 27.20 7.25 oc 0.00 is - -- 1.50 s 2.56 s 3.16 s 0.00 -- --- 7.228
3.80 120,218 27.30 7.38 oc 0.00 is -- 1.44 s 2.48 s 3.10 s 0.00 -- -- 7.028
3.90 123,914 27.40 7.51 oc 0.00 is -- -- 1.52 s 2.62 s 3.30 s 0.00 - -- 7.444
4.00 127,611 27.50 7.64 oc 0.00 is --- -- 1.42 s 2.47 s 3.14 s 0.00 -- - 7.024
4.10 131,307 27.60 7.76 oc 0.00 ic - - 1.48 s 2.59 s 3.32 s 0.00 -- -- 7.400
4.20 135,004 27.70 7.88 oc 0.00 is -- -- 1.54 s 2.72 s 3.51 s 0.00 -- --- 7.778
4.30 138,700 27.80 8.00 oc 0.00 is --- 1.36 s 2.42 s 3.14 s 0.00 - -- 6.925
4.40 142,396 27.90 8.12 oc 0.00 is -- 1.42 s 2.53 s 3.30 s 0.00 - 7.249
4.50 146,093 28.00 8.24 oc 0.00 is --- -- 1.47 s 2.64 s 3.46 s 0.00 --- --- 7.575
4.60 150,052 28.10 8.36 oc 0.00 is --- --- 1.53 s 2.75 s 3.63 s 0.00 -- -- 7.901
4.70 154,012 28.20 8.47 oc 0.00 is -- --- 1.58 s 2.85 s 3.79 s 0.00 -- --- 8.230
4.80 157,971 28.30 8.59 oc 0.00 is -- --- 1.63 s 2.95 s 3.94 s 0.00 --- - 8.528
4.90 161,930 28.40 8.70 oc 0.00 is - - 1.27 s 2.30 s 3.08 s 0.00 -- -- 6.639
5.00 165,890 28.50 8.81 oc 0.00 is --- --- 1.31 s 2.38 s 3.20 s 0.00 -- 6.889
5.10 169,849 28.60 8.92 oc 0.00 ic -- --- 1.35 s 2.46 s 3.32 s 0.00 -- --- 7.136
5.20 173,809 28.70 9.02 oc 0.00 is - --- 1.39 s 2.55 s 3.45 s 0.00 - 7.389
5.30 177,768 28.80 9.13 oc 0.00 is --- --- 1.42 s 2.61 s 3.54 s 0.00 7.574
5.40 181,727 28.90 9.23 oc 0.00 is 1.46 s 2.69 s 3.67 s 0.00 - -- 7.823
5.50 185,687 29.00 9.34 oc 0.00 is 1.50 s 2.78 s 3.79 s 0.00 -- 8.076
5.60 189,915 29.10 9.44 oc 0.00 is 1.55 s 2.86 s 3.92 s 0.00 - -- 8.326
5.70 194,143 29.20 9.54 oc 0.00 is 1.59 s 2.94 s 4.04 s 0.00 - -- 8.577
5.80 198,372 29.30 9.64 oc 0.00 is 1.62 s 3.00 s 4.13 s 1.45 -- --- 10.21
5.90 202,600 29.40 9.74 oc 0.00 is 1.66 s 3.09 s 4.26 s 7.55 -- - 16.57
6.00 206,828 29.50 9.84 oc 0.00 is --- 1.70 s 3.18 s 4.39 s 16.25 -- - 25.52
6.10 211,056 29.60 9.94 oc 0.00 is -- 1.75 s 3.26 s 4.51 s 26.92 36.44
6.20 215,285 29.70 10.03 oc 0.00 is 1.79 s 3.35 s 4.65 s 39.24 49.02
6.30 219,513 29.80 10.13 oc 0.00 is -- 1.81 s 3.40 s 4.73 s 53.03 62.97
6.40 223,741 29.90 10.22 oc 0.00 is --- 1.86 s 3.48 s 4.86 s 68.13 78.32
6.50 227,969 30.00 10.32 oc 0.00 is 0.00 s 0.00 s 0.00 s 84.44 -- --- 94.75
...End

9
Hydrograph Summary Re po y raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 29.48 2 742 162,729 ---- ---- POND 9-PRE-DEV
2 SCS Runoff 62.55 2 730 255,039 --- POND 9-POST-DEV
3 Reservoir 7.430 2 878 236,847 2 27.58 130,630 POND 9-ROUTED
POND 9 2017-03-29.gpw Return Period: 10 Year Wednesday, 04/ 12/2017
1

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 9 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 29.48 cfs
Storm frequency = 10 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 162,729 cuft
Drainage area = 18.870 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 9 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
30.00 30.00
-
25.00 25.00
20.00 - 20.00
15.00 15.00
10.00 10.00
5.00 - 5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
- Hyd No. 1

Hydrograph Report 11
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 9-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 62.55 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 255,039 cuft
Drainage area = 18.870 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 9-POST-DEV
Q (cfs) Hyd. No. 2- 10 Year Q (cfs)
70.00 70.00
_ _
.
60.00 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
• Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 9-ROUTED
Hydrograph type = Reservoir Peak discharge = 7.430 cfs
Storm frequency = 10 yrs Time to peak = 14.63 hrs
Time interval = 2 min Hyd. volume = 236,847 cult
Inflow hyd. No. = 2 - POND 9-POST-DEV Max. Elevation = 27.58 ft
Reservoir name = POND 9 Max. Storage = 130,630 cuff
Storage Indication method used.
POND 9-ROUTED
Q (cfs) Hyd. No. 3 -- 10 Year Q(cfs)
70.00 70.00
60.00 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 10 20 30 40 50 60 70 80 90 100
Time(hrs)
• Hyd No. 3 Hyd No. 2 Total storage used = 130,630 cuft

13
Hydrograph Summary Report raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 84.67 2 740 443,414 ---- — — POND 9-PRE-DEV
2 SCS Runoff 140.54 2 730 577,042 --- POND 9-POST-DEV
3 Reservoir 92.29 2 742 558,232 2 29.99 227,336 POND 9-ROUTED
POND 9 2017-03-29.gpw Return Period: 100 Year Wednesday, 04/ 12/2017
I

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 9 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 84.67 cfs
Storm frequency = 100 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 443,414 cuft
Drainage area = 18.870 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 9 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 100 Year Q(cfs)
90.00 90.00
.
80.00 80.00
70.00 - 70.00
60.00 60.00
1.
50.00 50.00
_
40.00 40.00
.
.. . 1_ _
30.00 30.00
20.00
20.00
10.00 10.00
. ....._ ... V .. _.._ .... . ... ._......_...... ..__ _..v. . . _....._..-0.00 - — _ ...--. • .. - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time(hrs)

Hydrograph Report 15
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 9-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 140.54 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 577,042 cuft
Drainage area = 18.870 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 12.64 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 9-POST-DEV
Q (cfs) Q(cfs)
Hyd. No. 2-- 100 Year
160.00 160.00
140.00 140.00
120.00 120.00
100.00 _ 100.00
80.00 80.00
60.00 60.00
\\4s, .....j...,.........m..........ir.„....._.40.00 40.00
20.00 20.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
- Hyd No. 2

Hydrograph Report 16
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 9-ROUTED
Hydrograph type = Reservoir Peak discharge = 92.29 cfs
Storm frequency = 100 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 558,232 cuft
Inflow hyd. No. = 2 - POND 9-POST-DEV Max. Elevation = 29.99 ft
Reservoir name = POND 9 Max. Storage = 227,336 cuft
Storage Indication method used.
POND 9-ROUTED
Q (cfs) Q(cfs)
Hyd. No. 3-- 100 Year
160.00 160.00
140.00 --- 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - - 60.00
40.00 40.00
20.00 20.00
0.00 - `"� - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time(hrs)
- Hyd No. 3 Hyd No. 2 Total storage used =227,336 cuft

17
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 81.8155 12.8000 0.8927 ----
2 89.6877 12.6000 0.8707
3 0.0000 0.0000 0.0000 ---
5 98.3564 12.9000 0.8409 ---
10 98.4972 12.6000 0.8087 ---
25 86.1743 11.1000 0.7415 ----
50 81.3332 10.4000 0.7034 ---
100 74.7444 9.3000 0.6599 ---
File name:ILM PER 8.03.9.IDF
Intensity= B/(Tc+ D)AE
Return Intensity Values(in/hr)
Period -
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 be oti
1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78
2 7.38 5.94 4.99 4.32 3.81 3.42 3.10 2.85 2.63 2.45 2.29 2.15
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 8.70 7.07 5.99 5.21 4.63 4.17 3.80 3.50 3.24 3.02 2.83 2.67
10 9.69 7.91 6.73 5.88 5.24 4.74 4.33 4.00 3.71 3.47 3.26 3.08
25 10.98 8.98 7.67 6.74 6.03 5.48 5.03 4.66 4.35 4.08 3.85 3.65
50 11.88 9.75 8.36 7.37 6.62 6.03 5.55 5.16 4.83 4.54 4.30 4.08
100 12.92 10.60 9.11 8.05 7.25 6.63 6.13 5.71 5.36 5.05 4.79 4.56
Tc=time in minutes.Values may exceed 60.
Precip.file name:L:1CiviI\CALCS\Stormwater1ILM SCS PER 8.03.35.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.83 4.66 0.00 6.02 7.24 9.10 10.70 12.64
SCS 6-Hr 0.00 3.38 0.00 0.00 5.20 6.49 0.00 8.93
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

Hydraflow Table of Contents POND 10 2017-03-29.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, POND 10 - PRE-DEV 4
Hydrograph No. 2, SCS Runoff, POND 10-POST-DEV 5
Hydrograph No. 3, Reservoir, POND 10-ROUTED 6
Pond Report - POND 10 7
10 - Year
Summary Report 9
Hydrograph Reports 10
Hydrograph No. 1, SCS Runoff, POND 10 - PRE-DEV 10
Hydrograph No. 2, SCS Runoff, POND 10-POST-DEV 11
Hydrograph No. 3, Reservoir, POND 10-ROUTED 12
100 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, POND 10 - PRE-DEV 14
Hydrograph No. 2, SCS Runoff, POND 10-POST-DEV 15
Hydrograph No. 3, Reservoir, POND 10-ROUTED 16
IDF Report 17

1
Watershed Model Schemati�ydraflowHydrographsExtensionforAutoCAD®Civil3D®2016byAutodesk,Inc.v11
Legend
Hyy, gjigk Description
1 SCS Runoff POND 10-PRE-DEV
2 SCS Runoff POND 10-POST-DEV
3 Reservoir POND 10-ROUTED
Project: POND 10 2017-03-29.gpw Wednesday, 04/ 12/2017
I I

2
Hydrograph Return Period 'RyTap
r foww FTydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
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 — 12.67 18.55 --- 28.86 38.52 53.72 67.02 83.21 POND 10-PRE-DEV
2 SCS Runoff -- 26.41 34.58 ----- 48.02 60.05 78.28 93.85 112.62 POND 10-POST-DEV
3 Reservoir 2 4.822 10.72 -- 25.72 49.44 57.43 62.08 67.03 POND 10-ROUTED
Proj. file: POND 10 2017-03-29.gpw Wednesday, 04/ 12/2017

3
Hyd ro g ra p h Summary Re p o y raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 12.67 2 734 57,802 --- --- POND 10-PRE-DEV
2 SCS Runoff 26.41 2 728 101,399 --- POND 10-POST-DEV
3 Reservoir 4.822 2 806 89,892 2 35.63 52,749 POND 10-ROUTED
POND 10 2017-03-29.gpw Return Period: 1 Year Wednesday, 04/ 12/2017
I I

Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 10 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 12.67 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 57,802 cuft
Drainage area = 11.320 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 10 - PRE-DEV
Q (cfs) Q(cfs)
Hyd. No. 1 -- 1 Year
14.00 14.00
12.00 I 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 10-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 26.41 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 101,399 cuft
Drainage area = 11.320 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 10-POST-DEV
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 - 8.00
4.00 - - 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 10-ROUTED
Hydrograph type = Reservoir Peak discharge = 4.822 cfs
Storm frequency = 1 yrs Time to peak = 806 min
Time interval = 2 min Hyd. volume = 89,892 cult
Inflow hyd. No. = 2 - POND 10-POST-DEV Max. Elevation = 35.63 ft
Reservoir name = POND 10 Max. Storage = 52,749 cult
Storage Indication method used.
POND 10-ROUTED
Q (cfs) Hyd. No. 3— 1 Year Q(cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 — 16.00
12.00 - 12.00
8.00 8.00
4.00 4.00
0.00 e _ 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 3 - Hyd No. 2 Total storage used = 52,749 cuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Pond No. 1 - POND 10
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=33.50 ft
Stage!Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 33.50 21,002 0 0
0.50 34.00 23,550 11,138 11,138
1.50 35.00 25,864 24,707 35,845
2.50 36.00 28,245 27,055 62,900
3.50 37.00 30,693 29,469 92,369
4.50 38.00 33,201 31,947 124,316
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 2.00 0.00 0.00 Crest Len(ft) = 4.00 8.27 12.54 0.00
Span(in) = 36.00 2.00 0.00 0.00 Crest El.(ft) = 35.00 35.75 36.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 32.50 33.50 0.00 0.00 Weir Type = 1 Rect Rect --
Length(ft) 39.00 1.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) 2.36 0.50 0.00 n/a
N-Value .013 .013 .013 n/a
Orifice Coeff. 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage!Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 33.50 0.00 0.00 0.00 0.00 0.00 -- --- - 0.000
0.05 1,114 33.55 7.16 is 0.00 is - 0.00 0.00 0.00 --- --- 0.004
0.10 2,228 33.60 7.16 ic 0.01 is --- 0.00 0.00 0.00 -- - 0.015
0.15 3,341 33.65 7.16 is 0.03 is --- 0.00 0.00 0.00 --- - 0.027
0.20 4,455 33.70 7.16 is 0.04 ic 0.00 0.00 0.00 -- - 0.036
0.25 5,569 33.75 7.16 ic 0.04 ic 0.00 0.00 0.00 -- - 0.043
0.30 6,683 33.80 7.16 is 0.05 is --- 0.00 0.00 0.00 --- --- --- 0.049
0.35 7,797 33.85 7.16 is 0.05 is - 0.00 0.00 0.00 - - 0.054
0.40 8,910 33.90 7.16 ic 0.06 ic --- --- 0.00 0.00 0.00 - 0.059
0.45 10,024 33.95 7.16 is 0.06 is 0.00 0.00 0.00 --- - 0.064
0.50 11,138 34.00 7.16 is 0.07 ic 0.00 0.00 0.00 -- -- 0.068
0.60 13,609 34.10 7.16 is 0.08 is 0.00 0.00 0.00 --- -- --- 0.075
0.70 16,079 34.20 7.16 is 0.08 is --- 0.00 0.00 0.00 - -- - 0.082
0.80 18,550 34.30 7.16 is 0.09 is --- 0.00 0.00 0.00 - - - 0.089
0.90 21,021 34.40 7.16 ic 0.09 is 0.00 0.00 0.00 - - - 0.095
1.00 23,492 34.50 7.16 is 0.10 is 0.00 0.00 0.00 - - - 0.101
1.10 25,962 34.60 7.16 is 0.11 is 0.00 0.00 0.00 - - - 0.106
1.20 28,433 34.70 7.16 is 0.11 is --- 0.00 0.00 0.00 - - -- 0.111
1.30 30,904 34.80 7.16 is 0.12 is --- 0.00 0.00 0.00 -- - -- 0.116
1.40 33,374 34.90 7.16 is 0.12 is - --- 0.00 0.00 0.00 - - -- 0.121
1.50 35,845 35.00 7.16 is 0.13 is -- 0.00 0.00 0.00 - - --- 0.125
1.60 38,550 35.10 7.16 is 0.13 is -- 0.42 0.00 0.00 -- --- 0.551
1.70 41,256 35.20 7.16 ic 0.13 is -- 1.19 0.00 0.00 -- - -- 1.325
1.80 43,961 35.30 7.16 is 0.14 is --- 2.19 0.00 0.00 -- - -- 2.326
1.90 46,667 35.40 7.16 is 0.14 is --- 3.37 0.00 0.00 -- --- -- 3.511
2.00 49,372 35.50 7.16 is 0.15 is --- 4.71 0.00 0.00 -- --- - 4.855
2.10 52,078 35.60 7.16 is 0.15 is --- --- 4.16 is 0.00 0.00 - -- - 4.314
2.20 54,783 35.70 7.16 is 0.15 is - --- 4.50 is 0.00 0.00 - -- -- 4.651
2.30 57,489 35.80 7.16 is 0.16 is -- --- 4.81 is 0.31 0.00 - --- - 5.273
2.40 60,194 35.90 7.16 is 0.16 is --- 5 10 is 1.60 0.00 ---- - - 6.860
2.50 62,900 36.00 9.01 is 0.16 is - -- 5.38 is 3.44 0.00 - --- - 8.981
2.60 65,846 36.10 11.50 is 0.16 is --- 5.64 is 5.70 0.00 --- --- - 11.50
2.70 68,793 36.20 14.62 is 0.16 is - --- 5.89 is 8.31 0.00 -- - -- 14.36
2.80 71,740 36.30 17.57 is 0.15 is - 6.13 is 11.23 0.00 --- -- -- 17.52
2.90 74,687 36.40 21.06 is 0.15 is 6.36 is 14.43 0.00 --- -- -- 20.94
Continues on next page...

8
POND 10
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EMI User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.00 77,634 36.50 24.62 is 0.15 ic 6.59 is 17.89 0.00 24.62
3.10 80,581 36.60 29.97 is 0.14 is 6.80 is 21.58 1.32 - -- --- 29.84
3.20 83,528 36.70 49.28 is 0.08 is --- 22.29 s 23.17 s 3.73 - --- 49.28
3.30 86,475 36.80 52.19 is 0.07 is -- --- 21.45 s 23.80 s 6.86 --- --- 52.18
3.40 89,422 36.90 54.56 is 0.06 is - --- 20.42 s 23.82 s 10.26 s --- -- 54.55
3.50 92,369 37.00 56.36 is 0.05 is - 19.74 s 23.97 s 12.59 s --- --- --- 56.36
3.60 95,563 37.10 57.89 is 0.05 is --- 19.21 s 24.13 s 14.50 s - --- -- 57.88
3.70 98,758 37.20 59.25 is 0.04 is --- 18.77 s 24.29 s 16.13 s -- --- - 59.23
3.80 101,953 37.30 60.49 is 0.04 is - 18.42 s 24.45 s 17.58 s --- --- 60.48
3.90 105,147 37.40 61.64 is 0.04 is -- 18.12 s 24.61 s 18.87 s 61.63
4.00 108,342 37.50 62.73 is 0.03 is -- 17.87 s 24.78 s 20.04 s --- --- 62.72
4.10 111,537 37.60 63.78 is 0.03 is --- -- 17.66 s 24.95 s 21.12 s --- --- --- 63.76
4.20 114,731 37.70 64.78 is 0.03 is --- 17.49 s 25.12 s 22.12 s -- 64.76
4.30 117,926 37.80 65.75 is 0.03 is - 17.34 s 25.31 s 23.05 s 65.73
4.40 121,121 37.90 66.69 is 0.03 is - 17.22 s 25.48 s 23.92 s --- --- 66.64
4.50 124,316 38.00 67.61 is 0.02 ic - 17.13 s 25.68 s 24.75 s - --- 67.57
...End

9
Hydrograph Summary Re polraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 38.52 2 734 170,241 --- POND 10-PRE-DEV
2 SCS Runoff 60.05 2 728 237,166 -- POND 10-POST-DEV
3 Reservoir 49.44 2 734 225,453 2 36.71 83,699 POND 10-ROUTED
POND 10 2017-03-29.gpw Return Period: 10 Year Wednesday, 04/ 12/2017
1

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 10 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 38.52.cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 170,241 cuft
Drainage area = 11.320 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 10 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
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. 1

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 10-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 60.05 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 237,166 cuft
Drainage area = 11.320 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 10-POST-DEV
Q(cfs) Hyd. No. 2 -- 10 Year Q(cfs)
70.00 70.00
60.00 = 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
Hyd No. 2 Time(min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 10-ROUTED
Hydrograph type = Reservoir Peak discharge = 49.44 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 225,453 cuft
Inflow hyd. No. = 2 - POND 10-POST-DEV Max. Elevation = 36.71 ft
Reservoir name = POND 10 Max. Storage = 83,699 cuft
Storage Indication method used.
POND 10-ROUTED
Q (cfs) Hyd. No. 3-- 10 Year Q(cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 - 40.00
_ _ _ ~30.00 _.. 30.00
20.00 _ 20.00
10.00 10.00
._\1kIlikikiii_ miii....._
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 - Hyd No. 2 J_u11_l_, Total storage used =83,699 cuft

13
Hydrograph Summary Re polSy raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 83.21 2 732 373,055 --- ---- --- POND 10-PRE-DEV
2 SCS Runoff 112.62 2 728 460,903 --- POND 10-POST-DEV
3 Reservoir 67.03 2 740 449,058 2 37.95 122,450 POND 10-ROUTED
POND 10 2017-03-29.gpw Return Period:'100 Year Wednesday, 04/12/2017

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 10 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 83.21 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 373,055 cuft
Drainage area = 11.320 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 10 - PRE-DEV
Q(cfs) Hyd. No. 1 — 100 Year Q (cfs)
90.00 90.00
80.00 _ _ - _ 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 4 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

Hydrograph Report 15
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 10-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 112.62 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 460,903 cuft
Drainage area = 11.320 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 10-POST-DEV
Q (cfs) Hyd. No. 2 -- 100 Year Q(cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - .. ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

Hydrograph Report 16
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 10-ROUTED
Hydrograph type = Reservoir Peak discharge = 67.03 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 449,058 cult
Inflow hyd. No. = 2 - POND 10-POST-DEV Max. Elevation = 37.95 ft
Reservoir name = POND 10 Max. Storage = 122,450 cult
Storage Indication method used.
POND 10-ROUTED
Q(cfs) Hyd. No. 3 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 :::°
0.00 -
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used = 122,450 cuft

17
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 81.8155 12.8000 0.8927 ----
2 89.6877 12.6000 0.8707
3 0.0000 0.0000 0.0000 ----
5 98.3564 12.9000 0.8409 10 98.4972 12.6000 0.8087 ----
25 86.1743 11.1000 0.7415 ---
50 81.3332 10.4000 0.7034 ---
100 74.7444 9.3000 0.6599
File name:ILM PER 8.03.9.IDF
Intensity= B/(Tc+ D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 6u
1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78
2 7.38 5.94 4.99 4.32 3.81 3.42 3.10 2.85 2.63 2.45 2.29 2.15
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 8.70 7.07 5.99 5.21 4.63 4.17 3.80 3.50 3.24 3.02 2.83 2.67
10 9.69 7.91 6.73 5.88 5.24 4.74 4.33 4.00 3.71 3.47 3.26 3.08
25 10.98 8.98 7.67 6.74 6.03 5.48 5.03 4.66 4.35 4.08 3.85 3.65
50 11.88 9.75 8.36 7.37 6.62 6.03 5.55 5.16 4.83 4.54 4.30 4.08
100 12.92 10.60 9.11 8.05 7.25 6.63 6.13 5.71 5.36 5.05 4.79 4.56
Tc=time in minutes.Values may exceed 60.
Precip.file name:L:\Civil\CALCS\Stormwater\ILM SCS PER 8.03.35.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.83 4.66 0.00 6.02 7.24 9.10 10.70 12.64
SCS 6-Hr 0.00 3.38 0.00 , 0.00 5.20 6.49 0.00 8.93
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
I I I I I

Hydraflow Table of Contents POND 11 2017-03-29.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, POND 11 - PRE-DEV 4
Hydrograph No. 2, SCS Runoff, POND 11-POST-DEV 5
Hydrograph No. 3, Reservoir, POND 11-ROUTED 6
Pond Report - POND 11 7
10 - Year
Summary Report 9
Hydrograph Reports 10
Hydrograph No. 1, SCS Runoff, POND 11 - PRE-DEV 10
Hydrograph No. 2, SCS Runoff, POND 11-POST-DEV 11
Hydrograph No. 3, Reservoir, POND 11-ROUTED 12
100 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, POND 11 - PRE-DEV 14
Hydrograph No. 2, SCS Runoff, POND 11-POST-DEV 15
Hydrograph No. 3, Reservoir, POND 11-ROUTED 16
IDF Report 17

1
Watershed Model Schematic
ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
EID
Legend
Hyd. Oriain Descriotion
1 SCS Runoff POND 11 -PRE-DEV
2 SCS Runoff POND 11-POST-DEV
3 Reservoir POND 11-ROUTED
Project: POND 11 2017-03-29.gpw Wednesday, 04/ 12/2017
I I

�] 2
Hydrograph Return Period R grad a nydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
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 -- 4.385 7.637 -- 13.88 20.12 30.33 39.52 50.96 POND 11 -PRE-DEV
2 SCS Runoff ----- 14.14 19.76 ---- 29.36 38.17 51.73 63.41 77.53 POND 11-POST-DEV
3 Reservoir 2 1.474 4.311 --- 8.822 18.62 22.92 25.49 28.10 POND 11-ROUTED
Proj. file: POND 11 2017-03-29.gpw Wednesday, 04/ 12/2017

3
Hydrograph Summary Reportraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 4.385 2 738 23,566 --- -- POND 11 -PRE-DEV
2 SCS Runoff 14.14 2 728 54,843 --- ---- POND 11-POST-DEV
3 Reservoir 1.474 2 816 48,810 2 38.72 30,105 POND 11-ROUTED
POND 11 2017-03-29.gpw Return Period: 1 Year Wednesday, 04/ 12/2017
1 1 I

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 11 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 4.385 cfs
Storm frequency = 1 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 23,566 cuft
Drainage area = 8.360 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 3.83 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 11 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 - -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 11-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 14.14 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 54,843 cuft
Drainage area = 8.360 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 11-POST-DEV
Q (cfs) Q (cfs)
Hyd. No. 2— 1 Year
15.00 15.00
12.00 - 12.00
9.00 - 9.00
6.00 6.00
3.00 3.00
) Kill'"'•...............
0.00 - ' -----•.-- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 11-ROUTED
Hydrograph type = Reservoir Peak discharge = 1.474 cfs
Storm frequency = 1 yrs Time to peak = 816 min
Time interval = 2 min Hyd. volume = 48,810 cuft
Inflow hyd. No. = 2 - POND 11-POST-DEV Max. Elevation = 38.72 ft
Reservoir name = POND 11 Max. Storage = 30,105 cuft
Storage Indication method used.
POND 11-ROUTED
Q(cfs) Hyd. No. 3-- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
- Hyd No. 3 Hyd No. 2 I_L= Total storage used =30,105 cuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Pond No. 1 - POND 11
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=37.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 37.50 21,734 0 0
0.50 38.00 24,587 11,580 11,580
1.50 39.00 27,071 25,829 37,409
2.50 40.00 29,626 28,349 65,758
3.50 41.00 32,251 30,939 96,696
4.00 41.50 33,589 16,460 113,156
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 0.00 0.00 Crest Len(ft) = 4.00 8.27 12.54 0.00
Span(in) = 24.00 2.00 0.00 0.00 Crest El.(ft) = 38.50 39.25 40.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 37.00 37.50 0.00 0.00 Weir Type = 1 Rect Rect
Length(ft) = 180.00 1.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) = 2.75 0.50 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)end outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 37.50 0.00 0.00 - 0.00 0.00 0.00 - 0.000
0.05 1,158 37.55 1.50 is 0.00 is -- 0.00 0.00 0.00 --- --- 0.004
0.10 2,316 37.60 1.50 is 0.01 is - 0.00 0.00 0.00 0.015
0.15 3,474 37.65 1.50 is 0.03 is - 0.00 0.00 0.00 0.027
0.20 4,632 37.70 1.50 is 0.04 ic -- 0.00 0.00 0.00 0.036
0.25 5,790 37.75 1.50 is 0.04 is - - 0.00 0.00 0.00 -- 0.043
0.30 6,948 37.80 1.50 is 0.05 is -- -- 0.00 0.00 0.00 --- 0.049
0.35 8,106 37.85 1.50 is 0.05 ic 0.00 0.00 0.00 0.054
0.40 9,264 37.90 1.50 is 0.06 is --- 0.00 0.00 0.00 --- -- 0.059
0.45 10,422 37.95 1.50 is 0.06 is --- 0.00 0.00 0.00 0.064
0.50 11,580 38.00 1.50 is 0.07 is --- 0.00 0.00 0.00 -- --- 0.068
0.60 14,163 38.10 1.50 is 0.08 is - 0.00 0.00 0.00 --- -- 0.075
0.70 16,746 38.20 1.50 1s 0.08 is 0.00 0.00 0.00 0.082
0.80 19,329 38.30 1.50 is 0.09 is - 0.00 0.00 0.00 0.089
0.90 21,912 38.40 1.50 is 0.09 is --- 0.00 0.00 0.00 0.095
1.00 24,495 38.50 1.50 is 0.10 is --- --- 0.00 0.00 0.00 - --- 0.101
1.10 27,078 38.60 1.50 is 0.11 is - 0.42 0.00 0.00 --- --- - 0.527
1.20 29,661 38.70 1.50 is 0.11 is - 1.19 0.00 0.00 -- --- 1.302
1.30 32,243 38.80 2.30 is 0.11 is - 2.19 0.00 0.00 --- - --- 2.302
1.40 34,826 38.90 3.52 ic 0.11 is --- --- 3.37 0.00 0.00 -- - 3.481
1.50 37,409 39.00 4.87 Ic 0.11 is --- --- 4.71 0.00 0.00 -- - --- 4.818
1.60 40,244 39.10 4.74 is 0.11 is --- -- 4.16 is 0.00 0.00 -- --- - 4.279
1.70 43,079 39.20 4.62 is 0.12 is --- -- 4.50 is 0.00 0.00 - --- -- 4.617
1.80 45,914 39.30 5.31 is 0.12 is --- -- 4.81 is 0.31 0.00 --- -- -- 5.237
1.90 48,749 39.40 6.85 is 0.12 is -- 5.10 is 1.60 0.00 -- -- -- 6.818
2.00 51,584 39.50 8.93 is 0.11 is -- -- 5.38 is 3.44 0.00 -- --- -- 8.932
2.10 54,418 39.60 16.92 is 0.06 is -- --- 11.16 s 5.70 s 0.00 - --- --- 16.92
2.20 57,253 39.70 18.22 is 0.05 is --- 10.92 s 7.25 s 0.00 - - -- 18.22
2.30 60,088 39.80 19.21 is 0.05 is --- - 10.79 s 8.36 s 0.00 --- - 19.20
2.40 62,923 39.90 20.03 is 0.04 ic - - 10.70 s 9.28 s 0.00 --- - - 20.03
2.50 65,758 40.00 20.75 is 0.04 is - - 10.64 s 10.07 s 0.00 --- - 20.75
2.60 68,852 40.10 21.48 is 0.03 is - -- 10.00 s 10.17 s 1.28 s --- - --- 21.48
2.70 71,945 40.20 22.14 is 0.03 is --- -- 9.38 s 10.10 s 2.63 s -- --- 22.13
2.80 75,039 40.30 22.72 is 0.02 is -- --- 8.89 s 10.06 s 3.74 s -- --- --- 22.71
2.90 78,133 40.40 23.27 is 0.02 ic --- -- 8.52 s 10.05 s 4.67 s --- -- -- 23.26
Continues on next page...

8
POND 11
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EMI User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.00 81,227 40.50 23.79 is 0.02 ic -- - 8.22 s 10.06 s 5.47 s -- - - 23.77
3.10 84,321 40.60 24.29 is 0.02 is 7.99 s 10.09 s 6.18 s -- 24.28
3.20 87,415 40.70 24.77 is 0.01 is - -- 7.80 s 10.13 s 6.81 s - -- 24.76
3.30 90,509 40.80 25.24 ic 0.01 is --- 7.65 s 10.19 s 7.38 s --- --- -- 25.23
3.40 93,602 40.90 25.70 is 0.01 is - -- 7.52 s 10.24 s 7.89 s - --- - 25.66
3.50 96,696 41.00 26.15 is 0.01 is - 7.43 s 10.31 s 8.38 s - -- 26.13
3.55 98,342 41.05 26.37 is 0.01 is --- 7.39 s 10.36 s 8.61 s - -- 26.37
3.60 99,988 41.10 26.59 is 0.01 is 7.33 s 10.37 s 8.81 s -- - 26.53
3.65 101,634 41.15 26.81 is 0.01 ic --- --- 7.29 s 10.41 s 9.01 s --- --- --- 26.72
3.70 103,280 41.20 27.02 is 0.01 ic -- -- 7.27 s 10.46 s 9.23 s --- - -- 26.97
3.75 104,926 41.25 27.24 is 0.01 is -- -- 7.24 s 10.49 s 9.41 s - -- - 27.15
3.80 106,572 41.30 27.45 ic 0.01 is --- 7.22 s 10.55 s 9.63 s - -- - 27.41
3.85 108,218 41.35 27.66 is 0.01 is -- 7.20 s 10.59 s 9.81 s - -- - 27.60
3.90 109,864 41.40 27.86 is 0.01 is --- --- 7.16 s 10.61 s 9.97 s --- --- 27.74
3.95 111,510 41.45 28.07 is 0.01 is -- -- 7.16 s 10.67 s 10.17 s --- --- - 28.01
4.00 113,156 41.50 28.27 is 0.01 is -- 7.15 s 10.73 s 10.35 s -- -- - 28.24
...End

9
H yd rog ra p h Summary Report raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 20.12 2 734 90,393 ----- -- — POND 11 -PRE-DEV
2 SCS Runoff 38.17 2 728 146,871 ---- — POND 11-POST-DEV
3 Reservoir 18.62 2 744 140,655 2 39.74 58,408 POND 11-ROUTED
POND 11 2017-03-29.gpw Return Period: 10 Year Wednesday, 04/ 12/2017
1 I i

10
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 11 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 20.12 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 90,393 cuft
Drainage area = 8.360 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 11 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 — 12.00
9.00 9.00
6.00 6.00
3.00 3.00
_________ _________,...._ ..____ .._. . _._ _____ ____ _. _____ ___....
4
0.00 - - I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

Hydrograph Report 11
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 11-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 38.17 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 146,871 cuft
Drainage area = 8.360 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.24 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 11-POST-DEV
Q(cfs) Hyd. No. 2-- 10 Year Q(cfs)
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
Hyd No. 2 Time(min)

Hydrograph Report 12
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 11-ROUTED
Hydrograph type = Reservoir Peak discharge = 18.62 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 140,655 cuft
Inflow hyd. No. = 2 - POND 11-POST-DEV Max. Elevation = 39.74 ft
Reservoir name = POND 11 Max. Storage = 58,408 cuft
Storage Indication method used.
POND 11-ROUTED
Q (ems) Hyd. No. 3— 10 Year Q(cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 viz ; - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used = 58,408 cuft

13
Hydrograph Summary Reportraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 50.96 2 734 225,369 --- POND 11 -PRE-DEV
2 SCS Runoff 77.53 2 728 306,361 --- — POND 11-POST-DEV
3 Reservoir 28.10 2 748 300,053 2 41.47 112,155 POND 11-ROUTED
POND 11 2017-03-29.gpw Return Period: 100 Year 1 Wednesday, 04/ 12/2017

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 11 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 50.96 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 225,369 cuft
Drainage area = 8.360 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 12.64 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 11 - PRE-DEV
Q(cfs) Hyd. No. 1 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 - 40.00
30.00 - 30.00
20.00 20.00
L-
10.00 10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 11-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 77.53 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 306,361 cuft
Drainage area = 8.360 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 12.64 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 11-POST-DEV
Q(cfs) Hyd. No. 2-- 100 Year Q(cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
_
40.00 40.00
30.00 L......immi____ 30.00
20.00 - 0.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 11-ROUTED
Hydrograph type = Reservoir Peak discharge = 28.10 cfs
Storm frequency = 100 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 300,053 cult
Inflow hyd. No. = 2 - POND 11-POST-DEV Max. Elevation = 41.47 ft
Reservoir name = POND 11 Max. Storage = 112,155 cuft
Storage Indication method used.
POND 11-ROUTED
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 _ I — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used = 112,155 cuft

17
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 81.8155 12.8000 0.8927 ---
2 89.6877 12.6000 0.8707 --
3 0.0000 0.0000 0.0000 5 98.3564 12.9000 0.8409 -
10 98.4972 12.6000 0.8087 --25 86.1743 11.1000 0.7415 --
50 81.3332 10.4000 0.7034
100 74.7444 9.3000 0.6599
File name:ILM PER 8.03.9.IDF
Intensity= B/(Tc+ D)"E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 502 i 55 �=
1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78
2 7.38 5.94 4.99 4.32 3.81 3.42 3.10 2.85 2.63 2.45 2.29 2.15
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 8.70 7.07 5.99 5.21 4.63 4.17 3.80 3.50 3.24 3.02 2.83 2.67
10 9.69 7.91 6.73 5.88 5.24 4.74 4.33 4.00 3.71 3.47 3.26 3.08
25 10.98 8.98 7.67 6.74 6.03 5.48 5.03 4.66 4.35 4.08 3.85 3.65
50 11.88 9.75 8.36 7.37 6.62 6.03 5.55 5.16 4.83 4.54 4.30 4.08
100 12.92 10.60 9.11 8.05 7.25 6.63 6.13 5.71 5.36 5.05 4.79 4.56
Tc=time in minutes.Values may exceed 60.
Precip.file name:L:\Civil\CALCS\Stormwater\ILM SCS PER 8.03.35.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.83 4.66 0.00 6.02 7.24 9.10 10.70 12.64
SCS 6-Hr 0.00 3.38 0.00 0.00 5.20 6.49 0.00 8.93
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

Hydraflow Table of Contents POND 122017-03-29.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, POND 12 - PRE-DEV 4
Hydrograph No. 2, SCS Runoff, POND 12-POST-DEV 5
Hydrograph No. 3, Reservoir, POND 12-ROUTED 6
Pond Report- POND 12 7
10 - Year
Summary Report 8
Hydrograph Reports 9
Hydrograph No. 1, SCS Runoff, POND 12 - PRE-DEV 9
Hydrograph No. 2, SCS Runoff, POND 12-POST-DEV 10
Hydrograph No. 3, Reservoir, POND 12-ROUTED 11
100 - Year
Summary Report 12
Hydrograph Reports 13
Hydrograph No. 1, SCS Runoff, POND 12 - PRE-DEV 13
Hydrograph No. 2, SCS Runoff, POND 12-POST-DEV 14
Hydrograph No. 3, Reservoir, POND 12-ROUTED 15
IDF Report 16

1
Watershed Model Schemati�ydraflowHydrographsExtensionforAutoCAD®Civil3D®2016byAutodesk,Inc.v11
E5
..,
Legend
!:iOriginDescription
1 SCS Runoff POND 12-PRE-DEV
2 SCS Runoff POND 12-POST-DEV
3 Reservoir POND 12-ROUTED
Project: POND 12 2017-03-29.gpw Wednesday, 04/ 12/2017

2
Hydrograph Return Period RerCaPdrographs Extension for AutoCAD®Civil 3D®2016byAutodesk,Inc.v11
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 — 1.806 2.637 -- 4.114 5.504 7.678 9.571 11.88 POND 12-PRE-DEV
2 SCS Runoff --- 3.064 4.157 ---- 5.991 7.653 10.19 12.36 14.98 POND 12-POST-DEV
3 Reservoir 2 0.087 0.281 - 1.384 2.579 6.515 9.721 11.86 POND 12-ROUTED
Proj. file: POND 12 2017-03-29.gpw Wednesday, 04/12/2017

3
Hydrograph Summary Re po y raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 SCS Runoff 1.806 2 730 7,161 --- ---- POND 12-PRE-DEV
2 SCS Runoff 3.064 2 724 9,161 •— POND 12-POST-DEV
3 Reservoir 0.087 2 1012 5,341 .,3.52 7,255 POND 12-ROUTED
POND 12 2017-03-29.gpw Return Period: 1 Year Wednesday, 04/12/2017

Hydrograph Report 4
•
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 12 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 1.806 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 7,161 cuft
Drainage area = 1.360 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 12 PRE-DEV
Q(cfs) Hyd. No. 1 -- 1 Year Q(cfs)
2.00 2.00
j . .., . _ .. _ __ . .. _ _ .... . .
1
1.00 1.00
0.00 - I I 1 ' _ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time(min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 12-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 3.064 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 9,161 cult
Drainage area = 1.360 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 12-POST-DEV
Q(cfs) Hyd. No. 2-- 1 Year Q(cfs)
4.00 4.00
•
3.00 3.00
2.00 - . 2.00
1.00 1.00
0.00 - - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
— Hyd No. 2

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 12-ROUTED
Hydrograph type = Reservoir Peak discharge = 0.087 cfs
Storm frequency = 1 yrs Time to peak = 1012 min
Time interval = 2 min Hyd. volume = 5,341 cuft
Inflow hyd. No. = 2 - POND 12-POST-DEV Max. Elevation = 33.52 ft
Reservoir name = POND 12 Max. Storage = 7,255 cuft
Storage Indication method used.
POND 12-ROUTED
Q (cfs) Q(cfs)
Hyd. No. 3-- 1 Year
4.00 4.00
3.00 3.00
2.00 ! 2.00
1.00 - 1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 3 — Hyd No. 2 Total storage used = 7,255 cuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Pond No. 1 - POND 12
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=32.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cult)
0.00 32.50 5,985 0 0
0.50 33.00 7,101 3,272 3,272
1.50 34.00 8,132 7,617 10,888
2.50 35.00 9,221 8,677 19,565
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 0.75 0.00 0.00 Crest Len(ft) = 3.00 6.10 9.18 10.00
Span(in) = 15.00 0.75 0.00 0.00 Crest El.(ft) = 33.50 33.88 34.25 34.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 2.60
Invert El.(ft) = 32.00 32.50 0.00 0.00 Weir Type = 1 Rect Rect Broad
Length(ft) = 32.00 1.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) = 3.14 0.50 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfl.(in/hr) 0.000(by Contour)
Multi-Stage n/a Yes No No TW Elev.(ft) = 0.00
Note:CuNert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 32.50 0.00 0.00 --- 0.00 0.00 0.00 0.00 -- 0.000
0.05 327 32.55 1.13 ic 0.00 is 0.00 0.00 0.00 0.00 --- 0.002
0.10 654 32.60 1.13 is 0.00 ic --- 0.00 0.00 0.00 0.00 0.004
0.15 981 32.65 1.13 is 0.01 ic - 0.00 0.00 0.00 0.00 0.005
0.20 1,309 32.70 1.13 ic 0.01 is --- 0.00 0.00 0.00 0.00 .-- 0.006
0.25 1,636 32.75 1.13 is 0.01 ic --- 0.00 0.00 0.00 0.00 0.007
0.30 1,963 32.80 1.13 is 0.01 ic 0.00 0.00 0.00 0.00 0.008
0.35 2,290 32.85 1.13 is 0.01 is 0.00 0.00 0.00 0.00 0.008
0.40 2,617 32.90 1.13 is 0.01 is 0.00 0.00 0.00 0.00 0.009
0.45 2,944 32.95 1.13 is 0.01 ic --- 0.00 0.00 0.00 0.00 0.010
0.50 3,272 33.00 1.13 is 0.01 ic 0.00 0.00 0.00 0.00 0.010
0.60 4,033 33.10 1.13 is 0.01 ic - 0.00 0.00 0.00 0.00 --- 0.011
0.70 4,795 33.20 1.13 ic 0.01 is 0.00 0.00 0.00 0.00 0.012
0.80 5,556 33.30 1.13 ic 0.01 ic --- .-- 0.00 0.00 0.00 0.00 0.013
0.90 6,318 33.40 1.13 is 0.01 ic --- -- 0.00 0.00 0.00 0.00 --- 0.014
1.00 7,080 33.50 1.13 is 0.01 is --- -- 0.00 0.00 0.00 0.00 0.015
1.10 7,841 33.60 1.13 ic 0.02 ic - 0.32 0.00 0.00 0.00 0.331
1.20 8,603 33.70 1.13 ic 0.02 ic 0.89 0.00 0.00 0.00 0.909
1.30 9,365 33.80 1.68 is 0.02 ic -- 1.64 0.00 0.00 0.00 1.657
1.40 10,126 33.90 2.02 ic 0.02 is --- 1.91 is 0.06 0.00 0.00 -- - 1.986
1.50 10,888 34.00 3.00 ic 0.02 is --- -- 2.14 ic 0.84 0.00 0.00 --- 2.999
1.60 11,756 34.10 4.45 ic 0.01 ic - -- 2.34 ic 2.10 0.00 0.82 --- - 5.275
1.70 12,623 34.20 7.01 is 0.01 is - -- 3.85 s 3.15 s 0.00 2.33 -- - 9.333
1.80 13,491 34.30 7.44 is 0.00 is -- 3.58 s 3.51 s 0.34 4.27 - -- 11.71
1.90 14,359 34.40 7.77 is 0.00 is - --- 3.10 s 3.41 s 1.25 s 6.58 - --- 14.34
2.00 15,226 34.50 8.04 is 0.00 ic - --- 2.83 s 3.37 s 1.83 s 9.19 - --- 17.22
2.10 16,094 34.60 8.27 is 0.00 ic --- -- 2.65 s 3.36 s 2.26 s 12.08 - -- 20.35
2.20 16,962 34.70 8.49 is 0.00 is --- -- 2.53 s 3.36 s 2.59 s 15.23 -- - 23.70
2.30 17,829 34.80 8.70 is 0.00 is --- - 2.44 s 3.37 s 2.86 s 18.60 --- - 27.27
2.40 18,697 34.90 8.90 is 0.00 is -- 2.39 s 3.41 s 3.10 s 22.20 -- -- 31.09
2.50 19,565 35.00 9.10 ic 0.00 ic - 2.33 s 3.42 s 3.29 s 26.00 --- -- 35.05

8
Hydrograph Summary Re po raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff II 5.504 2 728 21,092 — -- POND 12-PRE-DEV
2 SCS Runoff 7.653 2 724 23,274 ----- POND 12-POST-DEV
3 Reservoir 2.579 2 740 19,434 2 33.95 10,543 POND 12-ROUTED
I
I
POND 12 2017-03-29.gpw Return Period: 10 Year Wednesday, 04/ 12/2017

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 12 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 5.504 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 21,092 cuft
Drainage area = 1.360 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 12 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
__..d..,._,,......_.__......._...,..._.... ._.__..A_ __.._._...._.... ..
3.00 _ � -�� 3.00
,..._
___ ____ .,„_... __________„___.________ .. : „________________. __, _......____
2.00 2.00
1.00 1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- Hyd No. 1

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 12-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 7.653 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 23,274 cuft
Drainage area = 1.360 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.24 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 12-POST-DEV
Q (off) Hyd. No. 2— 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2
Time(min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 12-ROUTED
Hydrograph type = Reservoir Peak discharge = 2.579 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 19,434 cuft
Inflow hyd. No. = 2 - POND 12-POST-DEV Max. Elevation = 33.95 ft
Reservoir name = POND 12 Max. Storage = 10,543 cuft
Storage Indication method used.
POND 12-ROUTED
Q (c ) Hyd. No. 3 -- 10 Year Q(cfs)
8.00 8.00
I.
6.00 6.00
4.00 4.00
2.00 i 2.00
b
0.00 -
- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used = 10,543 cuft

12
Hydrograph Summary Re poy raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 11.88 2 728 46,220 --- --- -- POND 12-PRE-DEV
2 SCS Runoff 14.98 2 724 47,228 --- POND 12-POST-DEV
3 Reservoir 11.86 2 728 43,372 2 34.31 13,539 POND 12-ROUTED
POND 12 2017-03-29.gpw Return Period: 100 Year Wednesday, 04/ 12/2017
1 1 1

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 12 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 11.88 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 46,220 cuft
Drainage area = 1.360 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 12 - PRE-DEV
Q(cfs) Hyd. No. 1 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 - 8.00
6.00
6.00
4.00 4.00
2.00 2.00
0.00 I `'���� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- Hyd No. 1

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 12-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 14.98 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 47,228 cuft
Drainage area = 1.360 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 12.64 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 12-POST-DEV
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 I 6.00
3.00 3.00
0.00 J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time(min)
— Hyd No. 2

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 12-ROUTED
Hydrograph type = Reservoir Peak discharge = 11.86 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 43,372 cuft
Inflow hyd. No. = 2 - POND 12-POST-DEV Max. Elevation = 34.31 ft
Reservoir name = POND 12 Max. Storage = 13,539 cuft
Storage Indication method used.
POND 12-ROUTED
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 -
- o.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used = 13,539 cuft

16
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 81.8155 12.8000 0.8927
2 89.6877 12.6000 0.8707
3 0.0000 0.0000 0.0000
5 98.3564 12.9000 0.8409
10 98.4972 12.6000 0.8087 -
25 86.1743 11.1000 0.7415
50 81.3332 10.4000 0.7034
100 74.7444 9.3000 0.6599
File name:ILM PER 8.03.9.IDF
Intensity= B/(Tc+ D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78
2 7.38 5.94 4.99 4.32 3.81 3.42 3.10 2.85 2.63 2.45 2.29 2.15
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 8.70 7.07 5.99 5.21 4.63 4.17 3.80 3.50 3.24 3.02 2.83 2.67
10 9.69 7.91 6.73 5.88 5.24 4.74 4.33 4.00 3.71 3.47 3.26 3.08
25 10.98 8.98 7.67 6.74 6.03 5.48 5.03 4.66 4.35 4.08 3.85 3.65
50 11.88 9.75 8.36 7.37 6.62 6.03 5.55 5.16 4.83 4.54 4.30 4.08
100 12.92 10.60 9.11 8.05 7.25 6.63 6.13 5.71 5.36 5.05 4.79 4.56
Tc=time in minutes.Values may exceed 60.
Precip.file name:L:1CiviRRCALCS\Stormwater\ILM SCS PER 8.03.35.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.83 4.66 0.00 6.02 7.24 9.10 10.70 12.64
SCS 6-Hr 0.00 3.38 0.00 0.00 5.20 6.49 0.00 8.93
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
I I I I

Hydraflow Table of Contents POND 13 2017-03-29.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, POND 13 - PRE-DEV 4
Hydrograph No. 2, SCS Runoff, POND 13-POST-DEV 5
Hydrograph No. 3, Reservoir, POND 13-ROUTED 6
Pond Report- POND 13 7
10 - Year
Summary Report 8
Hydrograph Reports 9
Hydrograph No. 1, SCS Runoff, POND 13 - PRE-DEV 9
Hydrograph No. 2, SCS Runoff, POND 13-POST-DEV 10
Hydrograph No. 3, Reservoir, POND 13-ROUTED 11
100 - Year
Summary Report 12
Hydrograph Reports 13
Hydrograph No. 1, SCS Runoff, POND 13 - PRE-DEV 13
Hydrograph No. 2, SCS Runoff, POND 13-POST-DEV 14
Hydrograph No. 3, Reservoir, POND 13-ROUTED 15
IDF Report 16

1
Watershed Model Schemati�ydraflowHydrographsExtensionforAutoCAD®Civil3D®2016byAutodesk, Inc.v11
1.. . 2__
V
Legend
Hyy, Origin Descrlotion
1 SCS Runoff POND 13-PRE-DEV
2 SCS Runoff POND 13-POST-DEV
3 Reservoir POND 13-ROUTED
Project: POND 13 2017-03-29.gpw Wednesday, 04/ 12/2017

2
Hydrograph Return Period "Iiyuraauoaw nyydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
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 -- 1.746 3.501 --- 7.130 10.93 17.32 23.20 30.63 POND 13-PRE-DEV
2 SCS Runoff --- 8.671 12.31 --- 18.65 24.52 33.59 41.45 50.96 POND 13-POST-DEV
3 Reservoir 2 1.339 5.094 — 11.50 19.32 29.75 38.48 48.19 POND 13-ROUTED
I I I
Proj. file: POND 13 2017-03-29.gpw Wednesday, 04/12/2017

3
Hydrograph Summary Re po y raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 1.746 2 742 11,141 --- — POND 13-PRE-DEV
2 SCS Runoff 8.671 2 730 33,859 --- POND 13-POST-DEV
3 Reservoir 1.339 2 776 30,013 2 28.84 17,425 POND 13-ROUTED
POND 13 2017-03-29.gpw Return Period: 1 Year Wednesday, 04/ 12/2017
� I i

Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 13 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 1.746 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 11,141 cult
Drainage area = 5.620 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 13 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 1 Year Q(cfs)
2.00 1 2.00
i\
1.00 1.00
i ___,.., __. ___
0.00 - I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 13-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 8.671 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 33,859 cult
Drainage area = 5.620 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.83 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 13-POST-DEV
Q (cfs) Hyd. No. 2-- 1 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 --- 6.00
4.00 4.00
2.00 2.00
7 4
T000 _ 11 I 1
1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 13-ROUTED
Hydrograph type = Reservoir Peak discharge = 1.339 cfs
Storm frequency = 1 yrs Time to peak = 776 min
Time interval = 2 min Hyd. volume = 30,013 cuft
Inflow hyd. No. = 2 - POND 13-POST-DEV Max. Elevation = 28.84 ft
Reservoir name = POND 13 Max. Storage = 17,425 cuft
Storage Indication method used.
POND 13-ROUTED
Q(cfs) — Q(cfs)
Hyd. No. 3 1 Year
10.00 10.00
8.00 8.00
. . _ .
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used = 17,425 cuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Pond No. 1 - POND 13
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=27.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft)
0.00 27.50 10,932 0 0
0.50 28.00 12,792 5,931 5,931
1.50 29.00 14,657 13,725 19,656
2.50 30.00 16,581 15,619 35,275
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.50 4.00 0.00 Crest Len(ft) = 3.00 6.01 9.02 40.00
Span(in) = 18.00 1.50 24.00 0.00 Crest El.(ft) = 29.00 29.13 29.25 29.50
No.Barrels = 1 1 3 0 Weir Coeff. = 3.33 3.33 3.33 2.60
Invert El.(ft) = 27.00 27.50 28.50 0.00 Weir Type = 1 Red Rect Broad
Length(ft) = 27.00 1.00 0.50 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) = 3.75 0.50 0.00 n/a
N-Value .013 .013 .013 n/a
Orifice Coeff. 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000(by Contour)
Multi-Stage n/a Yes No No TW Elev.(ft) = 0.00
Note:CulvertlOrice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 27.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- • 0.000
0.05 593 27.55 1.27 ic 0.00 ic 0.00 --- 0.00 0.00 0.00 0.00 --- -- 0.004
0.10 1,186 27.60 1.27 ic 0.01 is 0.00 --- 0.00 0.00 0.00 0.00 -- -- 0.011
0.15 1,779 27.65 1.27 is 0.02 is 0.00 -- 0.00 0.00 0.00 0.00 - -- 0.017
0.20 2,372 27.70 1.27 is 0.02 is 0.00 -- 0.00 0.00 0.00 0.00 -- --- 0.022
0.25 2,966 27.75 1.27 is 0.03 is 0.00 -- 0.00 0.00 0.00 0.00 --- - 0.026
0.30 3,559 27.80 1.27 ic 0.03 is 0.00 - 0.00 0.00 0.00 0.00 - - 0.029
0.35 4,152 27.85 1.27 is 0.03 is 0.00 - 0.00 0.00 0.00 0.00 - 0.032
0.40 4,745 27.90 1.27 is 0.03 is 0.00 - 0.00 0.00 0.00 0.00 --- -- 0.034
0.45 5,338 27.95 1.27 is 0.04 is 0.00 --- 0.00 0.00 0.00 0.00 --- -- 0.037
0.50 5,931 28.00 1.27 is 0.04 is 0.00 - 0.00 0.00 0.00 0.00 --- -- 0.039
0.60 7,303 28.10 1.27 is 0.04 is 0.00 -- 0.00 0.00 0.00 0.00 - - 0.043
0.70 8,676 28.20 1.27 is 0.05 is 0.00 -- 0.00 0.00 0.00 0.00 - - 0.047
0.80 10,048 28.30 1.27 is 0.05 is 0.00 -- 0.00 0.00 0.00 0.00 - --- 0.051
0.90 11,421 28.40 1.27 is 0.05 is 0.00 - 0.00 0.00 0.00 0.00 --- --- 0.054
1.00 12,793 28.50 1.27 is 0.06 is 0.00 - 0.00 0.00 0.00 0.00 --- - 0.057
1.10 14,166 28.60 1.27 is 0.06 is 0.01 oc - 0.00 0.00 0.00 0.00 - 0.069
1.20 15,538 28.70 1.27 is 0.06 is 0.02 oc - 0.00 0.00 0.00 0.00 - 0.082
1.30 16,911 28.80 1.27 is 0.07 is 0.03 oc - 0.00 0.00 0.00 0.00 -- -- 0.094
1.40 18,283 28.90 1.27 is 0.07 ic 3.35 oc - 0.00 0.00 0.00 0.00 - -- 3.416
1.50 19,656 29.00 1.27 is 0.07 is 5.29 oc - 0.00 0.00 0.00 0.00 --- -- 5.364
1.60 21,217 29.10 1.27 is 0.07 is 6.34 is - 0.32 0.00 0.00 0.00 - - 6.728
1.70 22,779 29.20 1.37 ic 0.08 is 7.03 is - 0.89 0.37 0.00 0.00 - - 8.373
1.80 24,341 29.30 3.49 is 0.07 is 7.66 is - 1.64 1.40 0.34 0.00 - - 11.11
1.90 25,903 29.40 6.53 is 0.06 ic 8.25 is - 1.91 is 2.81 1.74 0.00 -- 14.77
2.00 27,465 29.50 10.54 is 0.03 is 8.79 is - 2.84 s 3.99 s 3.68 s 0.00 -- -- 19.33
2.10 29,027 29.60 11.24 is 0.02 is 9.30 is -- 2.71 s 4.11 s 4.40 s 3.29 --- --- 23.83
2.20 30,589 29.70 11.69 is 0.01 is 9.79 is -- 2.64 s 4.20 s 4.83 s 9.30 --- -- 30.78
2.30 32,151 29.80 12.06 is 0.01 is 10.25 is -- 2.61 s 4.28 s 5.15 s 17.09 -- -- 39.40
2.40 33,713 29.90 12.39 is 0.01 is 10.69 is -- 2.60 s 4.37 s 5.42 s 26.31 -- --- 49.40
2.50 35,275 30.00 12.70 is 0.01 is 11.12 is --- 2.59 s 4.44 s 5.65 s 36.77 - -- 60.57

8
Hydrograph Summary Re polSy raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuff) (ft) (cult)
1 SCS Runoff 10.93 2 734 50,478 --- ---- POND 13-PRE-DEV
2 SCS Runoff 24.52 2 728 94,074 — POND 13-POST-DEV
3 Reservoir 19.32 2 736 90,218 2 29.50 27,461 POND 13-ROUTED
POND 13 2017-03-29.gpw Return Period: 10 Year Wednesday, 04/ 12/2017
I

Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 13 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 10.93 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 50,478 cult
Drainage area = 5.620 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 7.24 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
POND 13 - PRE-DEV
Q(cfs) Hyd. No. 1 -- 10 Year Q(cfs)
12.00 I I 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 -1 I i _
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 13-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 24.52 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 94,074 cuft
Drainage area = 5.620 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.24 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 13-POST-DEV
Q(cfs) Hyd. No. 2- 10 Year Q (cfs)
28.00 28.00
24.00 - 24.00
20.00 20.00
16.00 - 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 � �1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

Hydrograph Report 11
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 13-ROUTED
Hydrograph type = Reservoir Peak discharge = 19.32 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 90,218 cuft
Inflow hyd. No. = 2 - POND 13-POST-DEV Max. Elevation = 29.50 ft
Reservoir name = POND 13 Max. Storage = 27,461 cuft
Storage Indication method used.
POND 13-ROUTED
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 — 4.00
0.00 _..4-- I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used =27,461 cuft

12
Hydrograph Summary Re polSy raflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 30.63 2 734 135,353 --- POND 13-PRE-DEV
2 SCS Runoff 50.96 2 728 200,032 --- POND 13-POST-DEV
3 Reservoir 48.19 2 732 196,168 2 29.89 33,524 POND 13-ROUTED
POND 13 2017-03-29.gpw Return Period: 100 Year Wednesday, 04/ 12/2017

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 1
POND 13 - PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 30.63 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 135,353 cuft
Drainage area = 5.620 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 13 - PRE-DEV
Q (cfs) Hyd. No. 1 -- 100 Year Q(cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Hyd. No. 2
POND 13-POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 50.96 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 200,032 cuft
Drainage area = 5.620 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 12.64 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
POND 13-POST-DEV
Q (cfs) Hyd. No. 2-- 100 Year Q(cfs)
60.00 60.00
50.00 50.00
11.
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 J _____________ .._________ .____
10.00
0.00 ......_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Wednesday,04/12/2017
Hyd. No. 3
POND 13-ROUTED
Hydrograph type = Reservoir Peak discharge = 48.19 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 196,168 cuft
Inflow hyd. No. = 2 - POND 13-POST-DEV Max. Elevation = 29.89 ft
Reservoir name = POND 13 Max. Storage = 33,524 cuft
Storage Indication method used.
POND 13-ROUTED
Q(cfs) Hyd. No. 3 -- 100 Year Q(cfs)
60.00 60.00
50.00 50.00
30.00 30.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 2 Total storage used =33,524 cuft

16
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Wednesday,04/12/2017
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period - F
(Yrs) B D e (WA)
1 81.8155 12.8000 0.8927 ---
2 89.6877 12.6000 0.8707
3 0.0000 0.0000 0.0000 -•
5 98.3564 12.9000 0.8409
10 98.4972 12.6000 0.8087
25 86.1743 11.1000 0.7415 ----
50 81.3332 10.4000 0.7034 --
100 74.7444 9.3000 0.6599 --
File name:ILM PER 8.03.9.IDF
Intensity= B/(Tc+ D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78
2 7.38 5.94 4.99 4.32 3.81 3.42 3.10 2.85 2.63 2.45 2.29 2.15
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 8.70 7.07 5.99 5.21 4.63 4.17 3.80 3.50 3.24 3.02 2.83 2.67
10 9.69 7.91 6.73 5.88 5.24 4.74 4.33 4.00 3.71 3.47 3.26 3.08
25 10.98 8.98 7.67 6.74 6.03 5.48 5.03 4.66 4.35 4.08 3.85 3.65
50 11.88 9.75 8.36 7.37 6.62 6.03 5.55 5.16 4.83 4.54 4.30 4.08
100 12.92 10.60 9.11 8.05 7.25 6.63 6.13 5.71 5.36 5.05 4.79 4.56
Tc=time in minutes.Values may exceed 60.
Precip.file name:L:\Civil\CALCS\Stormwater\ILM SCS PER 8.03.35.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.83 4.66 0.00 6.02 7.24 9.10 10.70 12.64
SCS 6-Hr 0.00 3.38 0.00 0.00 5.20 6.49 0.00 8.93
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

Lewis,Linda o 'o S 33
From: Alan Lewis[[e-mail]]
Sent: Monday, March 12, 2012 12:11 PM
To: Lewis,Linda
Cc: [e-mail]; Pam Weber; Becky Noble(Work); Chris Russell (Work)
Subject: SW8 080533-Ocean Ridge Plantation Phase 6 Section 2-Lots 64 and 65
Attachments: SDCCR for ORP Phase 6 Sec 2-B, Lots 41-106.pdf; ORP Phase 6 Sec 2 SW Permit
04-17-09.pdf
Linda,
Attached is a copy of the Supplemental Declaration of Covenants, Conditions and Restrictions (deed
restrictions)for Ocean Ridge Plantation Phase 6, Section 2-B, Lots 41-106 that we have received from Ms.
Becky Noble's office this morning. Also attached, for your ease of reference, is a copy of the project
stormwater permit that was issued on April 17, 2009.
We have noticed that the stormwater permit allows for a maximum of 6,000 SF of BUA(Built-upon-area)for
each lot while the deed restrictions limit the BUA for Phase 6, Section 2-B, Lots 41-106 to a maximum cf 5,250
SF of BUA for each lot. Therefore, it is our understanding that the more restrictive allowance will control.
We are hereby informing our Clients and Ms.Noble that by combining Lots 64 and 65 into a single lot will
mean that the maximum allowed BUA for the combined lot will be 10,500 SF, not 12,000 SF. Per both the
permit and the deed restrictions,the BUA allotted amount includes any built-upon area constructed within the
lot property boundaries and that portion of the roadway right-of-way between the front lot line and the edge of
pavement.
Should you need any additional information,please do not hesitate to contact either Chris Russell or myself at
your convenience.
Thanks,
4/1
NOW
East Coast
ENGINEERING&SURVEYING,P.C.
Alan C.Lewis,President
Director of Planning&Management Services
Post Office Box 2469
Shallotte,North Carolina 28459
(o)910-754-8029
(f)910-754-8049
(m)910-443-2081
Engineers, Planners,Surveyors
[e-mail]
www.eces.biz
1

Lawis,Linda
From: Chris Russell [[e-mail]]
Sent: Wednesday, March 07, 2012 11:31 AM
To: Lewis,Linda
Cc: 'Alan Lewis'
Subject: RE: Ocean Ridge SW
Linda,
Thank you. Please see below for the name and address of our client.
James W. Raycraft Jr.
1301 Refuge Court
Woodbridge,VA 22191
Thanks again for all of your help.
J. CHRISTIAN "CHRIS"RUSSELL, P.E.
EAST COAST ENGINEERING&SURVEYING,PC
(W)910-754-8029
(F)910-754-8049
CONFIDENTIALITY STATEMENT:This e-mail transmission is intended only for the use of the individual or entity named above and may contain information that is
confidential,privileged,and exempt from disclosure under applicable law.If you are not the intended recipient,you are hereby notified that any disclosure,copying,
distribution,or use of any of the information contained in this transmission is strictly prohibited.If you have received this transmission in error,please immediately
notify me by e-mail at the above address.
From: Lewis,Linda jmailto:linda.lewisencdenr.govl
Sent: Wednesday, March 07, 2012 11:16 AM
To: Chris Russell
Subject: RE: Ocean Ridge SW
Thanks Chris. I concur with your assessment. Please note however, that I would like to have the mailing
address of the proposed lot owner. That way, if I run across any problems, I can contact them directly.
Thanks.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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.
From: Chris Russell [mailto:crusselk eces.biz]
Sent: Wednesday, March 07, 2012 11:09 AM
To: Lewis,Linda
Cc: 'Alan Lewis'
Subject: Ocean Ridge SW
1

I spoke with you on the telephone last week about Ocean Ridge Plantation in Brunswick County, SW8 080533.
As we discussed our client owns one lot and would like to purchase the lot adjacent them and build a single
family home in the center of the two lots. It is my understanding from our discussion that no action is
required by the State to address what they want to do so long as they comply with the restrictions set forth in
the original permit. Per our conversation you requested a letter discussing what was planned and a drawing
that shows the changes proposed. I am providing a letter and a portion of the stormwater plan that covers
the lots affected for your records. Please let me know if you need anything else. Please send me a follow up
email concurring with my understanding of our discussion so I can file it in our records.
As is always the case, you have been very helpful in resolving this matter in a timely manner. It is always a
pleasure to work with you. I hope you have a great day!!!
•
East Coast
ENGINEERING&SURVEYING,P.C..
J. CHRISTIAN "CHRIS"RUSSELL, P.E.
(W)910-754-8029
(F)910-754-8049
crussell®eces.biz
www.eces.biz
CONFIDENTIALITY STATEMENT:This e-mail transmission is intended only for the use of the individual or entity named above and may contain information that is confidential,
privileged,and exempt from disclosure under applicable law.If you are not the intended recipient,you are hereby notified that any disclosure,copying,distribution,or use of
any of the Information contained in this transmission is strictly prohibited.If you have received this transmission in error,please immediately notify me by e-mail at the above
address.
2

•
la
East Coast Engineering & Surveying, RC.
ENGINEERS•PLANNERS•SURVEYORS
March 7,2012
Ms.Linda Lewis
NCDENR—Division of Water Quality
127 Cardinal Drive Extension
Wilmington,North Carolina 28405
Subject: Ocean Ridge Phase VI,Section 2—Permit#SW8 080533
Brunswick County,North Carolina
Changes to Lot C nfiguration
Dear Ms.Lewis:
As we discussed on the telephone, our client contacted us regarding lots 64 and 65 in Phase VI, Section 2 of
Ocean Ridge Plantation. Our client owns lot 64 and would like to purchase lot 65 with the intent of building a
single family home in the center of the two lots.
The original high density stormwater permit number is SW8 080533 and was issued on 4/17/2009. Each lot
was allocated 6,000 square feet of impervious area. Once the purchase is completed, the two lots will be
combined and the 8" drain pipe along the lot line between lots 64 and 65, in the original design, will be
relocated to the lot line between lots 65 and 66.
The existing 20'casement along the lot line will be widened to 25' to allow the 8" drainage pipe to be located
within the easement. The additional 5'will be added to the lot 65 side of the easement.
Stormwater runoff collected will be directed to the original stormwater treatment pond. The combined
impervious area of the two lots, 12,000 square feet will not be exceeded.
It is my understanding from our conversation that no action is required to maintain compliance with the
current permit. I am providing this letter and a "snapshot" of the lots with the intended changes for your
records.
Should you have any questions, comments or require any other information,please do not hesitate contacting
our office at your convenience.
Sincerely,
J. Christian Russell,P.E.
Enclosures
pc: Mr.James W.Raycraft Jr.,Owner w/attachment(via email)
Ms.Becky Noble,Coastal Communities at Ocean Ridge Plantation w/attachment(via email)
Ms.Pam Weber,Owner's Representative w/attachment(via email)
File: 1133(Raycraft—O.R.Phase VI)
4918 MAIN STREET•POST OFFICE BOX 2469 s SHALLOTTE,NORTH CAROLINA 28459•TEL:[phone]•Fax:[phone]
FIRM LICENSE NUMBER: C-3014

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