SW8150905_Historical File_20160219

Energy, Mineral
and LandResources
ENVIRONMENTAL QUALITY
February 19, 2016
Dr. Arnold L. Sobol, Manager
Aftew Properties, LLC
2020 S. Churchill Drive
Wilmington, NC 28403
Subject: State Stormwater Management Permit No. SW8150905
The Village at Motts Landing Phase 2C
High Density Subdivision Wet Pond Project
New Hanover County
Dear Mr. Sobol:
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary
TRACY DAVIS
Director
The Wilmington Regional Office received a complete, State Stormwater Management Permit Application for The
Village at Motts Landing Phase 2C on February 18, 2016. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-
211 and Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8150905 dated February 19, 2016, for the
construction, operation and maintenance of the BMP's and built -upon area associated with the subject project.
This permit shall be effective from the date of issuance until February 19, 2024, and shall be subject to the conditions
and limitations as specified therein. Please pay special attention to the conditions listed in this permit regarding the
Operation and Maintenance of the BMP(s), recordation of deed restrictions, 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 transfer the permit, or to renew
the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this 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, and 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 Kelly Johnson in the
Wilmington Regional Office, at [phone].
ZSin rely,
Tracy Da is, P.E.; Director
Division of Energy, Mineral and Land Resources
GDS/kpj: 111Stormwater\Permits & Projects120151150905 HD12016 02 permit 150905
cc: Phil Tripp, PE, Tripp Engineering
Inspector, New Hanover County Inspections
New Hanover County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1910 350 2004 F I htfir//n—tal nrdenrIwet+Qr/

State Stormwater Management Systems
Permit No. SW8 150905
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
Aftew Properties, LLC
The Village at Motts Landing Phase 2C
5625 River Road, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of two (2) wet detention pond(s) in compliance with the provisions of 15A
NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as the "stormwater ruiesl 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 (hereafter referred to as the Division or DEMLR)
and considered a part of this permit.
This permit shall be effective from the date of issuance until February 19, 2024 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. The subdivision is permitted for 61 lots, each allowed a maximum of 5,000 square feet of built -upon area.
3. This stormwater system has been approved for the management of stormwater runoff as described in
Section 1.6 of this permit. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the permitted stormwater control systems. The wet ponds designated as Pond
1 and Pond 2, have been designed to treat the runoff from 300,515 square feet (including 0 square feet of
future impervious area) for Pond 1, and 285,050 square feet of impervious area (including 10,000 square
feet of future impervious area) for Pond 2.
The maximum built -upon area allowed for the entire subdivision is 585,565 square feet.
A 50' wide vegetative buffer must be provided and maintained adjacent surface waters, measured
horizontally from and perpendicular to the normal pool of impounded structures, the top of bank of both
sides of streams and rivers and the mean high water line of tidal waters.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 150905
6. The following design elements have been permitted for this wet detention pond stormwater facility, and must
be provided in the system at all times.
a. Drainage Area, Acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Lot Impervious, ft2:
Roads/Parking, ft2:
Other, ft2:
future, ft2:
Offsite, ft2:
c. Average Pond Design Depth, ft:
d. TSS Removal Efficiency, %:
e. Design Storm, in:
f. Permanent Pool Elevation, fmsl:
g. Permitted Surface Area at PP, ft2:
h. Temporary Storage Elevation, fmsl:
Predevelopment 1 yr-24 hr. discharge rate,
i. cfs:
j. Controlling Orifice Diameter, in:
k. Orifice Flowrate, cfs:
I. Permanent Pool Volume, ft3:
m. Forebay Volume, ft3:
n. Maximum Fountain Horsepower, hp:
o. Receiving Stream/ River Basin
p. Classification of Water Body
II. SCHEDULE OF COMPLIANCE
Pond 1 Pond 2
16.04
15.28
698,627
665,808
0
0
300,515
285,050
120,000
185,000
56,825
56,105
7,865
33,945
0
10,000
115,825
0
6.00
4.50
90
90
1.5
1.5
8.00
8.50
16,905
24,927
10.00
10.00
0.63
0.61
2.50
2.50
0.13
0.12
79,498
99,937
15,987
21,431
1/4
1/3
Motts Creek / Cape Fear
C; SW
No person or entity, including the permittee, shall alter any component of the approved stormwater system
shown on the approved plans.
2. The permittee shall review all lot plans for new construction and any subsequent modifications and
additions, for compliance with the conditions of this permit. The permittee shall not approve any lot plans
where the maximum allowed built -upon area has been exceeded, or where revisions to the grading or to the
storm drainage system are proposed unless and until a permit modification has been approved by the
Division.
3. The permittee is responsible for the routine monitoring of the project for compliance with the built -upon area
limits, grading, and the storm drainage system established by this permit, the permit documents, the
approved plans, and the recorded deed restrictions. The permittee shall notify any lot owner that is found to
be in noncompliance with the conditions of this permit in writing, and shall require timely resolution.
4. 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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 150905
5. The stormwater management system shall be constructed in its entirety, vegetated and operational for its
intended use prior to the construction of any built -upon surface.
6. All stormwater collection and treatment systems must be located in public rights -of -way, dedicated common
areas or recorded easements. The final plats for the project will be recorded showing all such required
rights -of -way, common areas and easements, in accordance with the approved plans. Access to the
stormwater facilities for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
7. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of
this permitted facility, the permittee shall cause a certification from an appropriate designer for the system
installed to be submitted, 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. A modification may be required for
those deviations.
9. The permittee shall submit to the Director and shall have received approval for revised plans, specifications,
and calculations prior to construction, for any modification to the approved plans, including, but not limited
to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater management
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.
The project area is defined as all property owned by the permittee, for which Sedimentation and
Erosion Control Plan approval or a CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
e. The construction of any future BUA listed on the application.
10. The permittee shall at all times provide the operation and maintenance necessary to assure that all
components of the permitted stormwater system function at design condition. The approved Operation and
Maintenance Agreement is incorporated by reference into this permit and must be followed in its entirety
and maintenance must occur at the scheduled intervals.
11. Records of maintenance activities must be kept and made available upon request to authorized personnel of
the Division. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
12. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number SW8150905, 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 Division.
e. Alteration of the drainage as shown on the approved plans may not take place without the
concurrence of the Division.
f. The maximum built -upon area per lot is 5,000 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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 150905
All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the pond or street, grading the lot
to drain toward the street or directly into the pond, or grading perimeter swales and directing them
into the pond or street.
Built -upon area in excess of the permitted amount will require a permit modification.
All affected lots shall maintain a 50' wide vegetative buffer adjacent to surface waters, measured
horizontally from and perpendicular to the normal pool of impounded structures, the top of bank of
each side of streams and rivers and the mean high water line of tidal waters.
Any individual 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 G.S.143, Article 21.
13. A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date of
recording the plat, and prior to selling lots. 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.
14. If the stormwater system is 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.
15. Prior to transfer of the permit, the stormwater facilities will be inspected by Division personnel. The project
and the stormwater facility must be in substantial compliance with all permit conditions. Any items not in
compliance must be repaired, replaced or restored to design condition prior to the transfer. Records of
maintenance activities performed to date will be required.
16. If the permanent pool volume is greater than 30,000 cubic feet, a decorative spray fountain 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 this pond is 1/4hp for Pond 1 and 1/3hp for Pond 2.
17. The facilities shall be constructed in accordance with the conditions of this permit, the approved plans and
specifications. and other su000rtina data.
18. If permeable pavement BUA credit is desired, the permittee must submit a request to modify this permit to
incorporate such language as required by the Division. The request to modify must include a proposed
amendment to the deed restrictions and protective covenants for the subdivision, and a soils report
identifying the type of soil, the Seasonal High Water Table elevation and the infiltration rate. Upon the
successful completion of a permit modification, the individual lot owners that request to utilize permeable
pavements shall submit the necessary forms and documentation to the permittee, or a designated agent,
and receive approval prior to construction of the permeable pavement.
III. GENERAL CONDITIONS
Any person or entity found to be in noncompliance with the provisions of a stormwater management permit
or the stormwater rules is subject to enforcement action as set forth in NCGS 143, Article 21.
2. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances, which may be imposed by other government agencies (local, state, and federal)
having jurisdiction.
3. In the event that 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. Additional or replacement stormwater management
systems shall receive a permit from the Division prior to construction.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 150905
4. 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 Name/Ownership Change 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. An ownership change including 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;
b. 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;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time as the Division
approves a request to transfer the permit. Neither the sale of the project in whole or in part, nor the
conveyance of common area to a third party constitutes an approved transfer of the permit.
6. The permittee grants DEMLR Staff permission to enter the property during normal business hours for the
purpose of inspecting the permitted stormwater management facility.
The permit issued shall continue in force and effect until revoked or terminated. 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.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
9. Approved plans, specifications, supplement forms, 0&M Agreements and calculations for this project are
incorporated by reference and are enforceable parts of the permit. The permittee shall maintain a copy of
these documents on file at all times.
10. The issuance of this permit does not prohibit the Director from reopening and modifying the permit, revoking
and reissuing the permit, or terminating the permit as allowed by the laws, rules and regulations contained in
SL 2006-246, Title 15A NCAC 2H.1000, SL 2008-211 and NCGS 143-215.1 et.al.
11. The permittee shall submit a permit renewal application at least 180 days prior to the expiration date of this
permit. The renewal request must include the appropriate documentation and the processing fee.
Permit issued this the 19th day of February 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
'�4 . lz'e�
Tracy DaA, P.E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 150905
The Village at Motts Landing Phase 2C
Stormwater Permit No. SW8150907
New Hanover County
Designer's Certification
Page 1 of 2
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:
Signature
Registration Number
Date
SEAL
Page 7 of 8

Certification Requirements:
State Stormwater Management Systems
Permit No. SW8 150905
Page 2 of 2
1. The drainage area to the system contains approximately the permitted acreage.
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.
16. All components of the stormwater BMP are located in either recorded common areas, or recorded
easements.
cc: NCDEQ-DEMLR Regional Office
Inspector, New Hanover County Building Inspections
Page 8 of 8

Permit Number:'-��/-5�
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BUT elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maxunum extent practical. ECEIVE
- Once a year, a dam safety expert should inspect the embankment.
SEP 3 0 2''m4
After the wet detention pond is established, it should be inspected once a mZ and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inchelbff in 2
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
I erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
{
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra mi .
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or. other
Remove the plants by wiping them
invasive plants cover 50 % of i
with pesticide (do not spray).
the basin surface.
EC 1V
$EP 3 0 NO
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2U 4
BY:

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potential roblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
Consult a dam safety specialist to
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.0 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 8.2
6_0 Pe !!enPool
- - - - - - - -------- - Volume Sediment Removal Elevation 1_5 Volum,
5-0 -ft Min. -------------------------------------------- ------
Sediment Bottom Elevation 0_5 1-ft
Storage Sedime
FOREBAY
Storage
MAIN POND
ECEIVE
BY:
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:The Village at iviotts Landing Phase 2C
PMP drainage area number:I
Print name:Arnold L. Sobol
Title:.Member Manager
Address:2020 S. Churchill Drive, Wilmington NC 28403
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
�I, ".�� A C �Q )tt� , a Notary Public for the State of
Cd(.,CClo, ., County of P&d , do hereby certify that
Y"trl pina personally appeared before me this Z.1
day ofuquTa- 1 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires /(
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be m;n;m;zed to the
maximum extent practical. , � � � ��
- Once a year, a dam safety expert should inspect the embankmen ��p
After the wet detention pond is established, it should be inspected once o' i`th aIR 2Qi5J
within 24 hours after every storm event greater than 1.0 inches (or 1.51 es if in a
Coastal County). Records of operation and maintenance should be kept iri a o
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
I
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
I Maintain vegetation at a height of
long. I
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page, I of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of I
with pes ' '
the basin surface.
UMV
SEP302015
BY:
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate the roblem:
The embankment
Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
f
beavers.
A tree has started to grow on
Consult a dam safety specialist to
i the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.5 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 8.5
6_0 Pe anen Pool
- - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 4_5 Volume
5_0 -ft Min. ------- ---------------------- --------------- L-ft
aluSediment Bottom Elevation 3.5
Storage Sedimej
FOREBAY MAIN I V Storage
SEP 3 0 205
Sly:
-
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:The Village at Motts Landing Phase 2C
BMP drainage area number:2
Print name:Arnold L. Sobol
Title:Member Manager
Address:2020 S. Churchill Drive, Wilmington NC 28403
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,Al Sa-� , a Notary Public for the State of
NOIAJ aj ( Wk , County of C,�f , do hereby certify that
— A s-�i L , sue) personally appeared before me this ZJ
day of , ZO)5S- , and acknowledge the due execution of the
forgoing wet etention basin maintenance requirements. Witness my hand and official
seal, &t4A , C qa� _ "
�OTAR1'
.' USUNP.
SEAL
My commission expires IQ i5'-/
GENE
SEP302015
1V,
[��jYiy�
ti l .
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Co uction
(selecf all that applly) ❑ 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
i nis form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
The Village at Motts Landing Phase 2C
2. Location of Project (street address):
5625 River Road
City:Wilmington County:New Hanover
3. Directions to project (from nearest major intersection):
Zip:28412
From the intersection of Sanders Road (5R1187) and Motts Village Road (SR 2427) travel approx. 01 mile
north. Turn right onto Motts Forest Road and travel 0.2 mile east to Grand Champion Road
4. Latitude:34° 07' 36" N Longitude:77° 54' 00" W of the main entrance to the project.
H. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals 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 , its issue date (if known)------------, 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):
❑LAMA Major ®Sedimentation/Erosion Control: _
❑NPDES Industrial Stormwater Z404/401 Permit: Proposed Impacts
ac of Disturbed Area
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the tamp of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://l2ortal.ncdenr.org/web/Ir/rules-and-regulations 3 Q 20b
M.
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

Ill.' 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:Aftew Properties, LLC
Signing Official & Title:Arnold L. Sobol, Member Manager
b. Contact information for person listed in item 1a above:
Street Address:2020 S. Chruchill Drive
City _Wilmin&ton State:NC Zip:28403
Mailing Address (if applicable):
City:
Phone: (910 ) 763-2629
Email:[e-mail]
State: Zip:
Fax: (910 ) 763-4742
Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a 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 &
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State:
Phone: ( 1 Fax:
Email:
Zip:
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 &
b. Contact information for person listed in item 3a above:
Mailing Address:
City:_
Phone:
Email:
4. Local jurisdiction for building permits:
Point of Contact:
State:
Phone #:
Form SW- 101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
two 2) wet detention basins
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 Cape Fear River basin.
4. Total Property Area: 28.58 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:28.58 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 Hi h Water (NHK9 line or Mean High Water
(MHM line, and coastal wetlands landward from the NHW (or ZA line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Non -coastal wetlands landward of the NHW (orMHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 47 %
9. How many drainage areas does the project have?2 (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
Receiving Stream Name
Drains a Area 1
ns
MoCreek
Drama Area 2
Motts Creek
Draina a Area _
Drainage Area
Stream Class *
C;Sw
C;Sw
Stream Index Number *
18-82
18-82
Total Drainage Area (so
698,627
665,808
On -site Drainage Area (so
441,715
665,808
Off -site Drainage Area (so
256,912
0
Proposed Impervious Area** (so
300,515
285,050
Impervious Area** total
43
42.8
Impervious" Surface Area
On -site Buildings/Lots (so
Drainage Area 1
120,000
Drama a Area 2
185,000
Drainage Area _
Drainage Area _
On -site Streets (so
56,825
56,105
On -site Parking (so
0
0
On -site Sidewalks (so
7,865
8,345
Other on -site (so
0
25 600
Future (so
0
i0,000
Off -site (so115,825
0
Existing BUA*** (so
0
0
Total (so:
300,515
285,050
—So µi"K 1-L- -umber can ne aetermined at: htW,r.
: &ortal.ncdenor /wg eb/wg s/csu/dassif cations
Impervi, ous area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
"** Report only that amount of existing B UA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

11. ' How was the off -site impervious area listed above determined? Provide documentation. NA
Proiects in Union County: Contact DEMLR Central Ojfice 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 1 SA 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
fromhgp://12ortal.ncdenr.org/web/wg/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/nia�s.)
Please indicate that the following required information have been pirvided 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.
1. Original and one copy of the Stormwater Management Permit Application Form. I. 'tia
ls
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to (�
http://www.envheIR.org/pages/onestogexpress 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�_
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 1/2 mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). Aug
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:_
a. Development/Project name. 12
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
d2i AV waters, and any coastal wetlands landward of the MHW or NHW lines. G E I V IE
Delineate the vegetated buffer landward from the normal pool elevation of ' ounded
structures, the banks of streams or rivers, and the MHW (or NHIA.7) of tidal rsIn Z i. Dimensioned property/project boundary with bearings & distances.
04-45
j. Site Layout with all B UA identified and dimensioned.
k. ExistL g contours, proposed contours, spot elevations, finished floor elevations. BY'
1. Details of roads, drainage features, collection systems, and stormwater control measures.
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).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
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"xll" 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 SH1NT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 3497 Page No: 0245
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC MA_
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 stan.aiig with the NC
Secretary of State, otherwise the application will be returned.
h!W://www.secretary.state.nc.us/Corl2orations/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 httl2://portal.ncdenr ore/web/lr/state-stormwater-
forms does. 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:Phillip G. Tripp, P.E.
Consulting Firm: Tripp Engineering
Mailing Address:419 Chestnut Street
City: Wilmington State:NC Zip:28401
Phone: [phone] Fax: (910 ) 763-5631
Email:trippeng®ec.rr.com
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 currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submi the
party responsible for the operation and maintenance of the stormwater system.
BY:
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

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:
a Notary Public for the State of
do hereby certify that
County of
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
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Arnold L. Sobol
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 protectiv venants will be recorded, and that the proposed project complies with the requirements of the
applicable s rm ater rules and r 15A CAC 2H .1000 and any other applicable state r water requirements.
Signature: Da
I, , i1a r a Notary Public for the State of . County of
'M-rr do hereby certify that rrlcti� �, �o bob personally appeared
before me this 2i day of ZSJISJ and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires_ / 0 )s-I�o
EGEVE {;
SEP 3 0
BY:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Permit No. 7 CA 05
(to be rovided by DWQ)
'
OF W.ATF9
HCDENR
y -
STORMWATER MANAGEMENT PERMIT APPLICATION FORM'
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out; printed and submitted.
The Required Hems Checklist (Part in) must be printed, filled out and submitted along with all of the required information.
Project name Village at Motts Landing Phase 2C
Contact person Phillip G. Tripp; PE
Phone number 910-7D5100
Date 23-Sep-15
Drainage area number 1
II, DE61GN INFORMATION
Site Characteristics --
Drainage area 698,627 fe
Impervious area, post -development 300,515 fe
% impervious 43.02 %
Design rainfall depth 1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24-hrstonn
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
38,174 ft3
40,530 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
Y (Y or N)
3.8 in
020 (unitless)
0.52 (unitless)
3.90 inthr OK
12.51 fe/sec
32.69 a3/sec
20.18 fe/sec
10.00 fmsl
8.00 fmsl
7 69 fmsl
8.50 fmsl
7.50 hall
0.50 fmsl
-0.50 fmsl
a
E C E I V Er.
Y (Y or N)
10.0 fmsl OK
11112 2011
BY:
Form SW401Met Detention Basin-Rev.9.4/18/12
Parts i. & ii. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
AL DESIGN INFOP NIAMON - — --
Surface Areas — Area, temporary pool 22,672 le
Area REQUIRED, permanent pool 15,929 fe
SAIDA ratio 2.28 (unitess)
Area PROVIDED, permanent pod, A ._P, 16,135 ft OK
Area, bottom of 10ft vegetated shelf, AbOL_dw 12,933 ft`
Area, sediment ceanout, top elevation (bottom of pond), Aid 7,604 f?
Volumes
Volume, temporary pool 40,530 f?
Volume, permanent pool, 1lP— -Pw 73,817 fP
Volume, forebay (sum of forebays if more than one forebay) 15,987 fe
Forebay % of permanent pool volume 21.7% %
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp,,,,_,,
Area provided, permanent pool, Ap.„_P,
Average depth calculated
Average depth used in SAIDA, d81,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A,, _pw
Area, bottom of 1Oft vegetated shelf, Ab„
Lw
90 %
Y (Y or N)
N (Y or N)
2.28 (unitess)
N (Y or N)
73,817 ft
16,135 ft
ft
It
Y (Y or N)
16,135 if
12,933 fe
OK
OK
Need 3 ft min.
Area, sediment cleanout, top elevation (bottom of pond), Ab0,P d 7,604 fe
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 7.00 ft
Average depth calculated 6.01 ft OK
Average depth used in SAIDA, d,,,, (Round to down to nearest 0.511) 6.0 ft OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (d circular)
Area of orifice (if -non -circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C,x)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated finer provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
pump
Y (Y or N)
2.50 in
in
0.60 (unitless)
1.17 ft
N (Y or N)
(unitless)
(unitess)
ft
It
12.51 f?/sec
32.69 ft3/sec
0.13 If/sec
3.30 days
3 :1
10 :1
10.0 It
3.0 A
Y (Y or N)
1.0 ft
N (Y or N)
Y (Y or N)
Y (Y or N)
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
ECEIVE
FEB 0 2 2016
BY: -
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & 11. Design Summary, Page 2 of 2

Permit No
II REQUIRED ITEMS CNECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request,for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial 'below. if a
requirement has not been met, attach justification.
Pagel Plan
I itiais Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
1 f / _
3. Section view of the wet detention basin (1" 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
d If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
AM
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
9L V_
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
'vim—
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
0"'ECEIVOM
RY.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Requirprl Items Checklist, Page 1 of 1

Permit No.
fro be provided by D WQ)
Aft
743YIA O� W A Tg9
14C EMIR � Q
STORMWATER MANAGEMENT PERMIT APPLICATION FORMS}
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1l1) must be printed, filled out and submitted along with all of the required information.
^. PROJECT 4NFORMq't ION ^�
Project name Village at Motts Landing Phase 2C
Contact person Phillip G. Tripp, PE
Phone number 910-763-5100
Date 23-Sep-15
Drainage area number 2
ff, DESIGN VNFORKATION
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak now Calculations
Is the prelpost control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment deanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of hie additional volume
665,808 fe
285,050 fe
42.81 %
1.5 in
36,229 ft3
42,810 ft3
OK, volume provided is equal to or in excess of volume required.
to
ft3
ft3
ft3
Y (Y or N)
38 in
0.20 (unitless)
0.52 (unitless)
3.90 inthr OK
11.92 ifisec
31.06 ft3/sec
19.14 ft"Isec
10.00 fmsl
8.50 fmsl Ro
sl
9.00 fmsl
8.00 fmsl
3 50 fmsl
2 50 fmsl �O
1.00ft ECEI V E
Y (Y or N) in fmsl OK SEp3 0 Nj'tJ
By: —
Form SW401-Wet Detention Basin-Rev.9-4/16/12 Parts !. & 11. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
1 Ql N INF� INFORMA.TIt +Y
Surface Areas
Area, temporary pool
30,568 fe
Area REQUIRED, permanent pool
22,238 if
SAIDA ratio
3.34 (unitless)
Area PROVIDED, permanent pool, AP�,�
24,927 a OK
Area, bottom of 1 Oft vegetated shelf, Ab�Lo dj
21,661 if
Area, sediment cleanout, top elevation (bottom of pond), Abol,.w
15,538 ft'
Volumes
Volume, temporary pool
Volume, permanent pool, VP,.,m
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SA/DA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VPWMyoa
Area provided, permanent pool, A,f11,_P,
Average depth calculated
Average depth used in SAIDA, d. (Round to nearest 0.511)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, APL--PW
Area, bottom of 1 Oft vegetated shelf, Ab. S,a,
Area, sediment oleanout, top elevation (bottom of pond), A
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d. (Round to down to nearest 0.511)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Co)
Driving head (Hj
Drawdown through weir?
Weir type
Coefficient of discharge (Q
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow W of ifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
42,810 ft3 OK
99,936 fe
21,431 fe
21.4% % OK
90 %
Y (Y or N)
N (Y or N)
3.34 (unitless)
N (Y or N)
99,936 ft3
24,927 fe
it Need 3 It min.
it
Y (Y or N)
_ 24,927 ft
21,661 f
15,538 fe
4.50 ft
4.33 it OK
4.5 It OK
Y (Y or N)
2.50 in
in
(unitless)
0.60 ft
0.5 (Y or N)
N (unitless)
(unitless)
it
It
11.92 ft/sec
31.06 ft3/sec
0.12 ft3/sec
3.61 days OK, draws down in 2-5 days.
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3 0 :1
OK
Y (Y or N)
OK
1.0 it
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
pump
ECEIV
SEP 3 0 C_.,
BY:
Form SW401-Wet Detention Basin-Rev.9-4H8112 Parts I. A It. Design Summary. Page 2 of 2

Permit No.
(to be provided by DWQ)
11. REQUIRE.) ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initiais Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
- High flow bypass system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
Mai(_
- Inlet and outlet structures.
4.
If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
M1 At_
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
'fix
7. The supporting calculations.
Ly _
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
la�ll
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
IECEVVE
SEP302 5
BY:
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 1 of 1

Johnson, Kel
From: Johnson, Kelly
Sent: Monday, February 15, 2016 1:17 PM
To: Monica Valsi ([e-mail])
Subject: FW: SW8150905, Village at Motts Landing Phase 2C
I forgot to also ask you my second question.... Sorry, moving too fast.
Do sheets DA1 & DA3 come over from the September submittal? I haven't seen revisions for those since September so I
wanted to check.
Thanks,
KJ
From: Johnson, Kelly
Sent: Monday, February 15, 2016 1:12 PM
To:'Monica Valsi' <[e-mail]>
Subject: RE: SW8150905, Village at Motts Landing Phase 2C
Monica,
Is there a revised supplement for Pond #2? It looks like the bottom elevation changed from the previous submittal. (I
don't know if other data changed or not, I just saw this one number.)
Thanks,
Kelly
From: Monica Valsi [mailto:[e-mail]]
Sent: Monday, January 25, 201610:01 AM
To: Johnson, Kelly <kelly.pJohnson ncdenr.gov>
Subject: RE: SW8150905, Village at Motts Landing Phase 2C
Kelly,
We would like to request an extension with a re -submittal date of Tuesday, February 2. Please confirm this is acceptable
or direct otherwise.
Thank you,
Monica
From: Johnson, Kelly [mailto:kelly.p.iohnsonCcDncdenr.gov]
Sent: Tuesday, January 12, 2016 12:22 PM
To: Monica Valsi (monica-trippeng ec.rr.com) <[e-mail]>
Subject: SW8150905, Village at Motts Landing Phase 2C
Monica,
Please see attached.
Thanks,
KJ

General Data: Impervious, Drainage Area and Volume
PROJECT NUMBER: 5W8
1156905
Reviewer:
Kklmson ...
DRAINAGEBASIN:
lCepaFear
Current Date
15-Feb-16
Original Run Date:
trf oT 25
BMP Type
afigpow
-
watpow
Nd BNPdr
Noompin
NOWN11a
w4ampt.
DAL
W.Salpin
n.
N.91INPIR
a in
nu
Ro
Receiving Stream
rAbtN:E
Nue ey..k
Stream Index
1962
tars
Class
C. SW
C SW
Method used to determine required volume?
Strap
sfawl.
Farsalm
J9rreekct
DlrrBaba
PI. —Mad
iarrSekat
Wrr salsa
der Bahr;
Pier a.
Simple Method, Design Storm, P,y2Ne, in:
(Enter ePmj.at Y Subject to SA- NEEDED FOR BOTH BNPLE AND SCS SA CALC.)
Simple Method, Design Storm of Old Rule, In:
Ener B Padaf Pm'ad la Parmtredbralaren ON Rua eirdl r i.0- r mat Mr btanN
SCS Dittaete (TR-55) Method, Design Storm, Value of Ppwwjwmk, In:
(Enter are Vabe of Pm N Non -SA or Pry -If W
Pmict B Subect to SA?
N
N
'Rrriwpct:Plrr
0
BaYct
0
plaees 6ebct:PJreaa:5aper:Pta—
D
0
SOFMI
0
Plrr lsetra9Yre
0
5.W ::p*.r Select
0 D
Volume That is Required, fta:
(Vu: ime er'.i ether:he &.. pre Afi ihoa r-thc SCC Melhad. "-C3 tterhud b: SA, nmpem
c r: ro al 1 - sae. - arwro
Simple Method Volume Summary:
Simple Method & SA
(2004 Rule, Greater of 1.5' or 1 y24hr pmJpos0+ Old Rule at 1.5�
Simple Method & non -SA
008 Rule, 1.5*)+(Old Rule, 1.W
SCS Discrete (IR-55) Volume Summery: mTRse la used, than the spreadahaatb
rot ad up to=braddba thatwtrmeb m old mY ntorbtee at a lomr(1.0-)sh [
doe. nd rrka rme b combine the vobma nkubtbn. M— .
SCS Discrete (rR-W) & SA
08 Rule, Greater of 1.5' or 1 yr24hr pmlpoeQ
SCS Discrete (rR55 & non -SA
Proposed Impervious (ALL IMPERVIOUS), Total, R':
A174
3074
300.5151
36,229
36.228
285.050
Onske Buiklin s
10 115000
Onsite Streets
Was B&I05
Onside Parking
0 0
Onsite Sidewalks
7
Onsite Other
- 0 25-800
Future
115,825 10
Of its
0 0
Existing
0
Rujit, P
01 0
D
0
0
0
0
0
0
0
Onske Buildings
- -
Onsite Streets
-
Onske Parkin
Onshe Sidewalks
Onake Other
-
Future
Offske
Existing
300.515
265,050
g
0
0
g
0
01
0
g
Drainage Area, Total, R':
898.6271
885,808
Onake, R :
MAVI
845 8p8
Offsjte, fit:
0
IrtevRo "'.sAMLGW ltv
0
_ 0
0
0
01
0
0
0
0
0
Onsite, itt:
OfWde, R2:
P(9p*M DA (b"W Added , ti72
608.5271
865,808
Drainage Area, Subject to Oki Rule, 112:
01
0
0
0
0
0
0
0
0
0
Drainede Area. Subtect to New Ruts, f12:
Data
898,627
665.808
volume Required, Old Rule, fr:
D
0
Di
0
0
G
0
0
0
0
Rvp,a Dmjw au. Oki Rule:
Volume Required, 2008 Rule, Rs:
38,174
36.229
Rvne c..,,,,d, 2008 Rule:
(Enter 0.06 r to pr&dmbpm nt 9UA)
Rv,,,... _ 2008 Rule: -
0.44
0."
Volume Requiredl, its:
38.174
36.229
0
0
0
O
0
0
0
0
Volume Requiredly hn it:
0
0
0
0
0
0
01
01
0
0
Volume Calculations - Page 1/3

Wet Ponds
PROJECT NUMBER: SW8
150905
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
15-Feb-16
Original Run Date:
16-Nov-15
DA Number
1
1 2
3
4
5
1 6
1 7
8
9
10
BMP Type
Minimum Surface Area
Wet Pond
Wet Pond
No BMP in
D
No BMP in
DA
No BMP in
DA
No BMP In
No BMP in
pA
No BMP in
No BMP in
pp
No BMP in
% impervious
43.0%
42.81 %
Lower Impervious
40.0%
40.--
Upper Impervious
50.0%
50.0%
TSS 85 or 90 :
B0
g0
Lower SAIDA
2.1
3.1
#N/
#N/A
#N/A
#N/A
#N/A
#N/AI
#NIA
#WA
Upper SAIDA
2.7
3.9
#N/A
#NIA
#N/
#N/
#N/A
#N/A
#N/AI
#NIA
SAIDA ratio
2.3
3.3
#NIA
#N/A
#N/A
#N/A
#N/
#N/A
#WA
#N/A
#N/A
PP Surface Area req, ft :
Storage Calculations
15,935 22,138
#N/A
#N/A
#WA
#N/A
#N/A
#N/A
#N/A
Elevation, Bottom of Sediment excavated depth),fmsl:
©50 2.50'
Elevation, Top of Sediment (bottom pond/deal ned bottom),fmsl:
0. 3.50
Elevation, Bottom of shelf, fmsl:
7,01 8.00
Elevation, Permanent Pool, fmsl:
8.50
Elevation, Top of Shelf, fmsl:
9.00
Elevation, Temp. Pool, fmsl:
t0,00
Area, Top of Sediment (bottom pond/designed bottom), ft :
P12 21,661
Area, Bottom of Shelf, ft2:
21,661
Area, Perm Pool, ft:
24,927
Area, Top of Shelf, ft :
10,492
28.392
Area, Temp.Pool, fe:
22;S72
30 5W
Volume Provided (Temp Pool), DWQ Calculated, ft':
40,5301
42.810
0
0
0
0
0
0
01
0
Volume Provided (Temp Pool), Pmvided per consultant, ft3:
42,193,
42.810
Volume Required (Temp Pool), DWQ calculated, fe:
38,174
36,229
Consultanf Provided Enough Volume?
y
y
Average Depth Option 1 or Option 2 Enter 1 or 2?
2
2
Average Depth Provided, ft:
6.0
4,5
Average Depth - OPTION 1 -, DWQ Calculated, ft:
4.57
4.01
Average Depth - OPTION 2 -, DWQ Calculated, ft:
Forebay Volume
6.0
4.50
Permanent Pool Volume, ft3:
73,8181
99,937
0.
0
0
0
01
0
01
0
Forebay Volume, Required, ft3:
14,764
19,987
0
0
0
0
01
0
0
0
Forebay Volume, Provided, ft3:
15,967
21.,431
Percent of Permanent Pool (18-22% is Target):
Drawdown
22%
21 %
Aygerage Head, ft:
0.63
0.47
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Average Flow Q2, ft3/sec:
0.221
0.210
Average Flow Q5, ft3/sec:
0.088
0.084
Q2 Area, In 2:
8.311
9.192
Q5 Area, in 2:
3.3241
3.677
No. of Orifices
1
1
Orifice Diameter, in:
2.50
2.60
Orifice Area, in 2:
Weir enter Y or N ?
4.909
4.909
0.000
0.000
0.000
0.000
0.000
0,000
0.000
0.000
Weir Height, in:
Weir Length, in:
Weir C:
Weir L, Effective Length, ft:
-0.126
-0.093
0.0001
0.000
0.0001
0.000
0.0001
0.000
0.000
0.000
Average Orifice Flowrate, DWQ Calc (QDwQ) ft'/sec:
0.130
0.112
0.0001
0.000
0.0001
0.000
0.0001
0.000
0.000
0.000
Average Orifice Flowrate, Reported (Qft ,,,d) ft3/aec:
0130
0120
Average Orifice Flowrate, is Adequate?
y
y
Runoff Coefficient Cc:
0.250
0.250
0.2501
0.250
0.2501
0.250
0.2501
0.250
0.250
0.250
1 yr 24 hr rainfall depth, in:
0,801
3.80
1 yr 24 hr Intensity (1) inthr..
0.1581
0.158
0.0001
o.000
0.6001
0.000
0.0001
0.000
0.000
0.000
1 yr 24 hr Pre -Development (Q), ft3/sec:
D.635
0.605
Avg. Orifice flow<Pre Q?
OK
OK
Drawdown, days:
Soils Report Data
3.391
3.75
Ground Elevation at Boring in Soils Report, fmsl:
13.71
Distance Ground to SHWT per Soils Report, In:
73.00
%-GG
Distance Uround to SHWT per Soils Report, ft:
6.08
3.25
0.00
0.00
0.00
0.00
0.001
0.00
0.00
0.00
SHWT Elevation, DWQ Calculated, fmsl:
SHWT Elevation, Reported by Consultant, fmal:
7.69
7.6{)
8.84
9,75
0.00
0.00
0.00
0.00
0.00
0.00
0.00i
0.00
Distance SHWT to PP, ft:
Design OK if.• 0- Value- 0.5
0.31
0.34
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Permanent Pool Elevation, fmsl:
Pump
8.001
8.501
0.001
0.00
0.00
0.00j
0.001
0.00
0.001
0.00
Max HP:
1/4 11/3
N/A
NIA
N/A I
WA
WA
N/A
NIA
N/A

vated Depth
om Pond/Top Sediment
om Shelf
Shelf
P Volume:
PP Volume:
PP Area:
Forebay #1 Volume:
% Forebay #1:
Average Depth (Option 1):
Average Depth (Option 2):
A,­wr
A _P.a
Ammo.d
depth
Bottom Shelf
ivated Depth
DM Pond/Top Sediment
DM Shelf
Shelf
TP Volume:
PP Volume:
PP Area:
Forebay #1 Volume:
% Forebay #1:
Average Depth (Option 1):
Average Depth (Option 2):
Aa.w.t
AP.,.,Pw
AWkP..d
depth
Bottom Shelf
Bottom Pond/Top Sediment
Basin Forebay Total
Contour I Co our Contour
El SA I Inc Vol I Cum Vol EI SA Ine Vol Cum Vol EI SA Inc Vol Cum Vol
01) I (s€ I (el I i�l (ft) I (s4j i�fi (�) I (ft)
I (l 1) 1�+)
40,530 =
- -4.3 , - 73,81B
73,818 =
F7, •5'. + 15,987
15,987
22%
4.6-->Round
4.5
6.0 —>Round
6.0
12,933ft2
Main Pond +Forebay
16,135ft2
Main Pond +Forebay
7,604 ftr
Main Pond Only
7.D0 ft
Bottom Shelf to Bottom Pond
7.56 msl
©.SD msl
El I SA I Inc Vol I Cum Vol EI SA I Inc Vol I Cum Vol I El SA Inc Vol Cum Vol
ft) (50 (cf) (� (ft) Isf) (�1 (cf) (ft) I6111 (cf) (cl)
42,810 =
t•.'�,7^7 99,937
99,937 =
.. 'ar + 21,f?1
24,927 =
+ 6,1:._
21,431
21%
4.0 -->Round
4.0
4.3-->RDund
4.5
2201fe
Main Pond +Forebay,
24,927ft'
Main Pond +Forebay
15,53E fe
Main Pond Only
4.5D ft
Bottom Shelf to Bottom Pond
8.00 msl
3.5D msl

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
February 1, 2016
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Village at Motts Landing Phase 2C
Stormwater Project No. SW8150905
TE 14026
Dear Kelly:
ECE IVWE
FEB 0 2 2016
BY:
RECEIVED
FED U t 2816
In response to your Request for Additional Information dated January 12, 2016, we offer
the following:
""' Streams [15A NCAC 02H. I 003(g)(5) and 02h. I 005(D)]:
,/a. 1/12/16
Stream Location: David Syster of SEGI and Chad Coburn of
DWR/401 have indicated that the origin should be below Lot 324
rather than Lot 327. Please revise the plans accordingly.
• The stream location has been revised.
Vi i. Pond in a Buffer: 15A NCAC 02H.1005(e) prohibits wet ponds from
being located in the buffer. The proposed plans show that the
permanent pool is located outside of the buffer but that a portion of the
embankment of the pond is inside the buffer. This issue has come up
on other projects, and we have received direction from our Central
Office on how to proceed. Please remove the full embankment on the
pond -side of the berm from the buffer.
• The entire embankment has been removed from the buffer.
Seasonal High Water Table [15A NCAC 02H.1003(g)(5) and 02H.1005(d)]:
%/a. 1/12/16
v%f. Both Ponds/Borings:
• Please submit the data provided in your letter under seal.

�-► Attached please find the previously submitted data
under seal.
• Please specify the wetlands elevation adjacent to each pond in
your summary in order to establish that the pond will not drain
the wetlands. (The elevations are difficult to read on the plans
because other data is on top of them).
• Me wetland elevation adjacent to each pond is
specified in the attached sealed data.
\ii. Pond 2/Boring 4: There is a typo on the supplement which says that
the SHWT is at 9.75 msl. I will revise it to show that it is 8.84 msl.
• Chank you
3. Drainage Area 1 [15A NCAC 02H.1008(c)(1)]:
a. 1/12/16: Perhaps this is an issue of clarification of the project area and the
drainage area.
Project Area: Where is the project area on the plan? Originally I
thought that Sheet CO showed that area, but now I see that it excludes
the wetlands. Please denote the full 28.58 ac. area to be covered by
this permit on the plans with bearing/distance lines.
• The P1UJVA A aroci with oearing/distatims is proviaea on 3neet
CO. Some of the wetlands are omitted as those areas are
bypassed with culverts under the roadways from the proposed
RW-.
ii. Drainage Area: There are two drainage areas on the plans, one for each
pond shown on Sheet DAl, DA2, and DA3. DAl shows the drainage
divides for a large area. DA3 shows many sub -drainage areas. DA2
shows what may be the two ponds' drainage areas. Are sheets DA 1
and DA3 needed for the full permitted set, or does DA2 show the full
area draining to the ponds? Without the project area I am not sure
where the drainage area extends beyond the project area. But, please
account for any potential impervious area that could be constructed
offsite (outside the project area but draining to the permitted ponds) at
ultimate build out potential. For instance, if there is 20,000 sf of
offsite drainage area to a pond what amount of that 20,000 sf could be
built out in the future? If Zoning or others requirements limit
development to 60%, then ultimate buildout is 12,000 sf which should
be accounted for in the pond.
• DA2 only applies to the State Stormwater permit. The
drainage area for DA 1 has been revised to include Onsite and
Offsite drainage areas. I hope this clarifies your concern.
ECEIVE
FEB 0 2 2016
BY:

We have provided a complete revised set of calculations for simplicity. Please review for
approval and contact us with any questions, comments or if you need additional information.
Thank you.
Sincerely,
Tripp Engineering, P.C.
IM d�� & J�
Monica Valsi, E.L
MLV:dcb
Enc.
ECEI`.
FEB 0 2 2016
13Y:

VAML Phase 2C Ponds/Borings
1. Pond 1/13oring 3: The existing ground elevation at boring 3 is 13.77, the distance to
the SHWT is 73" or 6.083' and the resultant SHWT elevation is 7.69. The permanent
pool elevation is at elevation 8.00. The adjacent wetland elevation is 8.00.
2. Pond 2/Boring 4: The existing ground elevation at boring 4 is 12.09, the distance to
the SHWT is 39" or 3.25' and the resultant SHWT elevation is 8.84. The permanent
pool elevation is at elevation 8.50. The adjacent wetland elevation is 7.00.
`````Iglll CA 10%i
p�� °ESS R�X ��✓
® SEAL
17374
IECEiVE�
FEB 0 2 2016
BY:

01 /26/2016
MLV
14026
Total Drainage Area
ft.
acres
. "
16.04
VAML Phase 2C
DA #1
Wet Detention Basin Calculation
Impervious Area
Land Use
sq. ft.
acres
Lots
:,;.1`�tQO
2.75
Roads
.'
1.30
Sidewalks
;7t
0.18
`:
0.00
Future (Offsite)
Total
'41 * ' _,
2.66
300,515
6.90
Stormwater Calculations:
Time of Concentration:
Hydraulic Length (L) = h; °-e 2; &;: ft.
change in Height (H) _
Tc = (L3 /H).3e1 / 128
20.89 min.
Flow for 1 year, 24 hour Storm (Q7):
QPRE _ (CPRE) x (11) x (Area)
12.61 cis
QPosT = (CPosT) x (11) x (Area)
= 32.69 efs
Detention Pond Design:
Main Pond Size:
Does Area Drain to SA Waters? n
% impervious = 0.430
= 43.0%
CPRE = 0.2
CPosT = (% imp.)(.95)+(1% imp.)(.20)
0.52
11 = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q10):
QPRE ' (C•PRE) x (110) X (Area)
= 23.19 cfs
QPosT = (CPosT) x (170) x (Area)
60.60 cfs
State Surface Area Required at normal pool:
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 7.00
Bot. Pool =
SA/DA = 0.0228;fcordepth
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA = SAIDA x(Total Drainage Area
= 15,929 sq. ft.
Provided SA = 16,135 sq. ft.
Pond Size:
�•�-•. ••�• .auua.c ni as 111u. VOI kluml. Vol. Elevation Surf. Area Incr. Vo
ft(sq. ftft s
of Bank 14,Vd� 87,906 175,608 Top of Bank 14�1010 '532q 21,316
P. Pool 23,630 87,702 Temp. Pool 1911 5591W 10,658
of V.S. 5' :" �11 �.:` 6,242 64,073 Perm. Pool ,8:0p '..;� 2,665
I. Pool i8tQ/ 4,603 57,831 Bot. of V.S.Kr ; T,716©•59" 13,323
Of V.S. i 5 1 �+ � r r �i 53,228 53,228 Bot. Pool 5 00
Of Pool r�_ 0 0 0
Bottom SA = 7,604 sq. ft.
Bottom of VS SA= 7,604 sq. ft.
Permanent Pool SA = 10,806 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)/2) x (Bottom VS el. - Bottom Pool el.)]
57,831 cu. ft.
Fore bay:
Provided Normal Forebay Pond Volume
Bottom of Pool SA= 5,329 sq. ft.
Permanent Pool SA = 5,329 sq. ft.
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
15,987 cu_ ft. Depth= 3.00 ft
Required Forebay Volume 18%-22% required)
Vol. = 22% of Permanent Pool volume of Pond and Forebay
16,240 cu. ft.
Volume required to contain from design storm(ft')= 38,174
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cum[.
Volume
8.00
0
14.00
149,752
26,645
15,987
13,323
U
Total Provided PP Volume
= 73,817 cu.ft.
Actual % of Forebay Volume t '7/^•' (p
21.66
aye ,�N CA R p
+ems p�;•OFE.SS/pti9!9�'
Using Interpolation to determine stage at volume = 38,174
Maximum Stage (feet) = 9.53 SEAL
w
Therefore set Temporary Pool Elevation at or higher than Maximum Stage -0 ; 17374 t CL
14026 Pond CalesAu 1 of 4

01/26/2016 VAML Phase 2C 14026
MLV DA #1
Pond Size for Determining Storage Volume: Wet Detention Basin Calculation
Elev.
SA
Incr. Vol.
Cum. Vol.
(ft)
(sq.ft.)
(cu.ft.)
(cu.ft.)
Temp.
Pool
10.00
22,672
31,623
40,530
Top of V.S.
8.50
? :;
8,907
8,907
Penn. Pool
8.00
16,135
0
0
Provided Storage Volume:
Vol. _ [((PP SA + Top of VS SA)/2) x (Top of VS Elev. — PP Elev.)]
+ [((Top of VS SA+TP SA)/2) x (TP Elev. - Top of VS Elev.)]
Vol. = 40,530 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.437
V= (Design rainfall)(Rv)(Drainage Area)
38,174 cu.ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for Min. Volume required of stormwater,
Q = Min. Vol. Req. / 172,800 sec. (2-days)
0.221 rife
Required Area of Pipe for 2-day drawdown:
A= Q I [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./sz
h = (T.P. elev.- N.P. Elev.)/3
= 0.67 ft.
A = 0.0562 s . ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.2675 ft.
3.21 in.
Drawdown Calculation
Orifice Used=
Drawdown rate= 0.134 cfs
Drawdown time= 3.30 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1-% imp.)(.25)
= 0.52
1= 7.23 in. for a 10 yr. Storm
A = 16.04 Acres
60.60 cfs
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp. Pool Vol. / 432,000 sec. (5-days)
= 0.088 cfs
Required Area of Pipe for 5-day drawdown:
A= Q/ [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./sz
h = (F.P. elev. - N.P. Elev.) / 3
= 0.666667 ft.
A = 0.0225 s . ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.1692 ft.
2.03 in.
Q= CwxLxH"5
H= [Q/(CwxQ1213
Cw = 3
1.17 ft.
Peak elevation = flood pool elevation + H
= 11.17 ft.
14026 Pond Calcsxlsx 2 of 4

01/26/2016 VAML Phase 2C
MLV DA #1
Wet Detention Basin Calculation
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (arrps)
IA=
43.0 %
Rv=
0.437
Design Rainfall Depth =
1.50 in.
Drainage Area = 16.04 acres
Volume = 38,174 ft3
14026
14026 Pond CaIcsAu 3 Of 4

01/26/2016 VAML Phase 2C
MLV DA #1
Wet Detention Basin Calculation
14026
Average Depth Calculated
Permanent Pool Volume (ft') 73,816.5
Permanent Pool Area (ft) 16,135.0
Option 1 - Average Depth (ft) 4.57
Bottom Vegetated Shelf Area (ft) 12933.0
Permanent Pool Area (ft2) 16135.0
Bottom Pond Area (i) 7604.0
Depth (ft) 7.0
Option 2 Average Depth (ft) 6.01
Average Depth for use in Table (ft) 6.01
Round to nearest 0.5 for SA/DA (ft) 6.00
14026 Pond Calcsxlsx 4 of 4

01/26/2016
MLV
14026
Total Drainage Area
sq. ft.
acres
15.28
VAML Phase 2C
DA #2
Wet Detention Basin Calculation
Impervious Area
Land Use
sq. ft.
acres
Lots
4.25
Roads
1.29
Sidewalks
0.19
Amenity Area
0.59
Future
Total
0.23
285,050
6.54
btormwater galculanons:
Time of Concentration:
Hydraulic Length (L) _
change in Height (H) =
Tc = (L3 /H).3e5 / 128
= 10.28 min.
Flow for 1 year, 24 hour Storm (Q,):
QPRE _ (CPRE) x (I,) x (Area)
11.92 cfs
QPosT = (CPosT) x (11) x (Area)
31.06 cfs
Detention Pond Desion:
Does Area Drain to SA Waters? n
% impervious = 0.428
= 42.8°%
CPRE = 0.2
CPosT = (°% imp.)(.95)+(1-% imp.)(20)
0.62
I, = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q10):
QPRE _ (CPRE) x (Ito) x (Area)
= 22.10 cfs
QPOST = (CPOST) x (110) x (Area)
57.59 cis
State Surface Area Reauired at normal pool:
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 4.50
Bot. Pool =
..
SA/DA = 0.0334 ; or.4•, '
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA = SA/DA x(Total Drainage Area
22,238 sq. ft.
Provided SA = 24.927 sq. ft.
Main Pond Size: Forebay Pond Size:
Elevation Surface Area Incr. Vol CurnL Vol. Elevation Surf. Area Incr. Vol. Cuml. Vol
ft.) (sq. ft.ft. s
Top of Bank ,t¢ 0 ' ', , 116,598 228,730 Top of Bank ` ,1_ Old 6, a 24,492 55,107
Temp. Pool IOU, Z ,, r + : h s 4 / 23,357 112,132 Temp. Pool aAA { { ft ( 9,185 30,615
Top of V.S. 10,268 88,775 Perm. Pool Ali
3,062 21,431
Perm. Pool �S Y It
8,586 78,507 Bot. of V.S h'0Q tt ''. 18,369 18,369
Bot. of V.S iY $ 69,921 69,921 Bot. Pool ' ti0, . r.,$�f2V 0 0
wc-
Bot. of Pool ,8w 0 0
'rovided Normal Main Pond Volume:
Bottom SA = 15,538 sq. ft.
Bottom of VS SA= 15,538 sq. ft.
Permanent Pool SA = 18,804 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)/2) x (Bottom VS el. - Bottom Pool el.)]
= 78,507 cu. ft.
Fore bay:
2rovided Normal Forebav Pond Volume
Bottom of Pool SA= 6,123 sq. ft.
Permanent Pool SA = 6,123 sq. ft.
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
21,431 cu. ft. Depth= 3.50 ft.
Required Foreba Volume 18%-22% required)
Vol. = 22°% of Permanent Pool volume of Pond and Forebay
21,986 cu. ft.
Volume required to contain from design storm(ft3)= 36,229
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cuml.
Volume
8.50
0
14.00
183,900
Total Provided PP Volume
9 1,936 cu.ft.
Actual % of Forebay Volume
= 21.44
Using Interpolation to determine stage at volume = 36,229
Maximum Stage (feet) = 9.58
Therefore set Temporary Pool Elevation at or higher than Maximum Stage
14026 Pond Calcs.xim 1 of 4

01/26/2016 VAML Phase 2C 14026
MLV DA #2
Pond Size for Determining Storage Volume:
Wet Detention Basin Calculation
Elev.
SA
Incr. Vol.
Cum. Vol.
(ft)
(sq.ft.)
(cu.ft.)
(cu.ft.)
Temp.
Pool
10.00
30,568
29,480
42,810
Top of V.S.
9.00
13,330
13,330
Perm. Pool
8.50
24,927
0
0
F
vided Stora a Volume:
V01. _ [((PP SA + Top of VS SA)/2) x (Top of VS Elev. — PP Elev.)]
+ [((Top of VS SA+TP SA)/2) x (TP Elev. - Top of VS Elev.)]
Vol. = 42,810 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.435
V= (Design rainfall)(Rv)(Drainage Area)
36,229 cu. ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for Min. Volume required of stormwater,
Q = Min. Vol. Req. / 172,800 sec. (2-days)
0.210 cis
Re uired Area of Pipe for 2-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./s2
h = (T.P. elev.- N.P. Elev.) /3
0.50 ft.
A= 0.0616sq. ft.
Diameter of Pipe far 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
= 0.2800 ft.
= 3.36 in.
Drawdown Calculation
Orifice Used=
Drawdown rate= 0.116 cfs
Drawdown time= 3.61 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1% imp.)(.25)
0.52
1 = 7.23 in. for a 10 yr. Storm
A = 15.28 Acres
57.59 cfs
Flow for 5-day drawdown:
for Min. Volume required of stonmwater,
Q = Temp. Pool Vol. / 432,000 sec. (5-days)
0.084 cis
Required Area of Pipe for 5-day drawdown:
A= Q/ [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./s2
h = (F.P. elev. - N_P. Elev.) 13
0.5 ft.
A = 0.0246 s . ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.1771 ft.
2.13 in.
Q= CwxLxH"5
H = [Q / (Cw x L)]213
Cw = 3
1.13 ft.
Peak elevation = flood pool elevation + H
11.13 ft.
14026 Pond Calcs.xlsx 2 of 4

01/26/2016 VAML Phase 2C
MLV
DA #2
Wet Detention Basin Calculation
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA - Impervious Fraction = Impervious portion of the drainage area (acres) / nrainnge area (acres)
IA=
42.8 %
Rv =
0.435
Design Rainfall Depth =
1.50 in.
Drainage Area = 15.28 acres
Volume = 36,229 ft3
14026
14026 Pond Cales.xlsx 3 of 4

01/26/2016 VAML Phase 2C
MLV
DA #2
Wet Detention Basin Calculation
14026
Average Depth Calculated
Permanent Pool Volume (ft) 99,936.0
Permanent Pool Area (ft) 24,927.0
Option 1 - Average Depth (ft) 4.01
Bottom Vegetated Shelf Area (ft?) 21661.0
Permanent Pool Area (ft) 24927.0
Bottom Pond Area (ft) 15638.0
Depth (ft) 4.5
Option 2 - Average Depth (ft) 4.33
Average Depth for use in Table (ft) 4.33
Round to nearest 0.5 for SA/DA (ft) 450
14026 Pond Calcs.)dsx 4 of 4

Q1/26/2016
MLV
VAML Phase 2C
Pond #1
Stormwater Pond Routing
2-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 2 YR
4.14 IN/HR
Qa = 41.97 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P 4.5 INCHES 2yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)112/(P+0.8S)
D = 1.29 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 26.05 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
(16,168) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 2 YR
4.14 IN/HR
Qp = 34.63 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
s
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
Ins
(sq ft)
(cu ft)
(cu ft)
(ft)
8.00
16,135
0
0
0
0
9.00
20,540
18,338
18,338
1.0
9.8167
10.00
22,672
21,606
39,944
2.0
10.5952
11.00
24,889
23,781
63,724
3.0
11.0623
12.00
27,175
26,032
89,756
4.0
11.4049
13.00
29,522
28,349
118,105
5.0
11.6793
14.00
31,939
30,731
148,835
6.0
11.9106
Regression Output:
Ks = 18028
b = 1.17
Constant 9.80
In Z
Z est
0
0.00
0.0000
1.01
0.6931
1.98
1.0986
2.95
1.3863
3.96
1.6094
5.01
1.7918
6.11
G:UOBS12014114026-VAML Phase 2C%CaIcs114026 routing2y24hr Pond 1.xlsx

04/26/2016 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
2-year 24hr Storm
14026
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
41.97 cfs
Qp =
34.53 ofs
Tp =
26.1 min
dT =
4 min
BASIN DATA
Ks =
18028
b=
1.17
Zo =
8.00 ft
Normal water elev =
8.00 ft
Peak Outflow =
5.29 cfs
Box Weir Length =
16 It
Peak Stage =
10.89 It
Cw =
3.0
Maximum Storage =
62,092 cu ft
Zcr =
12.75 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.00 It
Cd =
0.59
Weir:
L =
24 in
Zi =
8.00 It
Inv =
10.00 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(ofs)
(cu ft)
(ft)
(cfs)
(cfs)
(ofs)
(cfs)
(cfs)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
2.0
0
8.00
0
0.00
0.00
0
0.00
8
7.4
473
8.04
0.01
0.00
0.00
0.01
0.00
12
15.1
2254
8.17
0.04
0.00
0.00
0.04
0.00
16
23.3
5877
8.38
0.08
0.00
0.00
0.08
0.00
20
30.1
11454
8.68
0.12
0.00
0.00
0.12
0.00
24
34.0
18656
9.03
0.16
0.00
0.00
0.16
0.00
28
34.1
26780
9.40
0.18
0.00
0.00
0.18
0.00
32
30.3
34910
9.76
0.21
0.00
0.00
0.21
0.00
36
24.9
42127
10.07
0.34
0.00
0.00
0.23
0.11
40
20.4
48014
10.32
1.31
0.00
0.00
0.24
1.07
44
16.7
52588
10.50
2.40
0.00
0.00
0.25
2.15
48
13.7
56015
10.64
3.36
0.00
0.00
0.26
3.10
52
11.2
58488
10.74
4.11
0.00
0.00
0.26
3.85
56
9.2
60187
10.81
4.66
0.00
0.00
0.27
4.39
60
7.5
61270
10.86
5.02
0.00
0.00
0.27
4.75
64
6.1
61868
10.88
5.22
0.00
0.00
0.27
4.95
68
5.0
62092
10.89
5.29
0.00
0.00
0.27
5.02
72
4.1
62030
10.89
5.27
0.00
0.00
0.27
5.00
76
3.4
61755
10.87
5.18
0.00
0.00
0.27
4.91
80
2.8
61324
10.86
5.03
0.00
0.00
0.27
4.77
84
2.3
60780
10.84
4.85
0.00
0.00
0.27
4.59
88
1.9
60159
10.81
4.65
0.00
0.00
0.27
4.38
92
1.5
59490
10.78
4.43
0.00
0.00
0.26
4.17
96
1.2
58791
10.76
4.21
0.00
0.00
0.26
3.95
100
1.0
58080
10.73
3.98
0.00
0.00
0.26
3.72
104
0.8
57369
10.70
3.77
0.00
0.00
0.26
3.51
108
0.7
56666
10.67
3.55
0.00
0.00
0.26
3.29
112
0.6
55978
10.64
3.35
0.00
0.00
0.26
3.09
116
0.5
56309
10.62
3.15
0.00
0.00
0.26
2.90
G:UOBS12014114026-VAML Phase 2C%Ca1cs114026 routing2y24hr Pond 1.xlsx

01/26/2016
VAML Phase 2C
MLV
Pond #1
14026
Stormwater Pond Routing
2-year 24hr Storm
120
0.4
54662
10.59
2.97
0.00
0.00
0.25
2.71
124
0.3
54040
10.56
2.79
0.00
0.00
0.25
2.54
128
0.3
53444
10.54
2.63
0.00
0.00
0.25
2.38
132
0.2
52873
10.52
2.48
0.00
0.00
0.25
2.23
136
0.2
52328
10.49
2.33
0.00
0.00
0.25
2.08
140
0.1
51809
10.47
2.20
0.00
0.00
0.25
1.95
144
0.1
51314
10.45
2.07
0.00
0.00
0.25
1.83
148
O. i
50843
10.43
1.96
0.00
0.00
0.25
1.71
152
0.1
50396
10.41
1.85
0.00
0.00
0.24
1.60
156
0.1
49971
10.40
1.75
0.00
0.00
0.24
1.50
160
0.1
49566
10.38
1.65
0.00
0.00
0.24
1.41
164
0.0
49182
10.36
1.57
0.00
0.00
0.24
1.32
168
0.0
48816
10.35
1.48
0.00
0.00
0.24
1.24
172
0.0
48468
10.34
1.41
0.00
0.00
0.24
1.17
176
0.0
48137
10.32
1.34
0.00
0.00
0.24
1.10
180
0.0
47822
10.31
1.27
0.00
0.00
0.24
1.03
184
0.0
47522
10.30
1.21
0.00
0.00
0.24
0.97
188
0.0
47236
10.28
1.15
0.00
0.00
0.24
0.91
192
0.0
46964
10.27
1.09
0.00
0.00
0.24
0.86
196
0.0
46704
10.26
1.04
0.00
0.00
0.24
0.81
200
0.0
46455
10.25
1.00
0.00
0.00
0.24
0.76
204
0.0
46218
10.24
0.95
0.00
0.00
0.24
0.72
208
0.0
45991
10.23
0.91
0.00
0.00
0.24
0.67
212
0.0
45774
10.22
0.87
0.00
0.00
0.23
0.63
216
0.0
45566
10.22
0.83
0.00
0.00
0.23
0.60
220
0.0
45367
10.21
0.80
0.00
0.00
0.23
0.56
224
0.0
45177
10.20
0.77
0.00
0.00
0.23
0.53
228
0.0
44993
10.19
0.73
0.00
0.00
0.23
0.50
232
0.0
44818
10.18
0.71
0.00
0.00
0.23
0.47
236
0.0
44649
10.18
0.68
0.00
0.00
0.23
0.45
240
0.0
44486
10.17
0.65
0.00
0.00
0.23
0.42
244
0.0
44330
10.16
0.63
0.00
0.00
0.23
0.40
248
0.0
44180
10.16
0.60
0.00
0.00
0.23
0.37
252
0.0
44035
10.15
0.58
0.00
0.00
0.23
0.35
256
0.0
43895
10.15
0.56
0.00
0.00
0.23
0.33
260
0.0
43760
10.14
0.54
0.00
0.00
0.23
0.31
264
0.0
43630
10.13
0.52
0.00
0.00
0.23
0.29
268
0.0
43504
10.13
0.51
0.00
0.00
0.23
0.28
272
0.0
43383
10.12
0.49
0.00
0.00
0.23
0.26
276
0.0
43265
10.12
0.47
0.00
0.00
0.23
0.25
280
0.0
43151
10.11
0.46
0.00
0.00
0.23
0.23
284
0.0
43041
10.11
0.45
0.00
0.00
0.23
0.22
288
0.0
42934
10.10
0.43
0.00
0.00
0.23
0.20
292
0.0
42831
10.10
0.42
0.00
0.00
0.23
0.19
296
0.0
42730
10.10
0.41
0.00
0.00
0.23
0.18
300
0.0
42633
10.09
0.40
0.00
0.00
0.23
0.17
304
0.0
42538
10.09
0.38
0.00
0.00
0.23
0.16
308
0.0
42446
10.08
0.37
0.00
0.00
0.23
0.15
312
0.0
42356
10.08
0.36
0.00
0.00
0.23
0.14
316
0.0
42269
10.08
0.35
0.00
0.00
0.23
0.13
320
0.0
42184
10.07
0.35
0.00
0.00
0.23
0.12
324
0.0
42101
10.07
0.34
0.00
0.00
0.23
0.11
328
0.0
42020
10.07
0.33
0.00
0.00
0.23
0.10
332
0.0
41941
10.06
0.32
0.00
0.00
0.23
0.09
336
0.0
41864
10.06
0.31
0.00
0.00
0.23
0.09
340
0.0
41789
10.06
0.31
0.00
0.00
0.23
0.08
344
0.0
41716
10.05
0.30
0.00
0.00
0.22
0.07
348
0.0
41644
10.06
0.29
0.00
0.00
0.22
0.07
352
0.0
41574
10.06
0.29
0.00
0.00
0.22
0.06
356
0.0
41505
10.04
0.28
0.00
0.00
0.22
0.06
360
0.0
41437
10.04
0.28
0.00
0.00
0.22
0.05
364
0.0
41371
10.04
0.27
0.00
0.00
0.22
0.05
368
0.0
41307
10.04
0.27
0.00
0.00
0.22
0.04
372
0.0
41243
10.03
0.26
0.00
0.00
0.22
0.04
376
0.0
41180
10.03
0.26
0.00
0.00
0.22
0.03
380
0.0
41119
10.03
0.25
0.00
0.00
0.22
0.03
384
0.0
41058
10.03
0.25
0.00
0.00
0.22
0.02
388
0.0
40999
10.02
0.24
0.00
0.00
0.22
0.02
392
0.0
40940
10.02
0.24
0.00
0.00
0.22
0.02
396
0.0
40882
10.02
0.24
0.00
0.00
0.22
0.01
400
0.0
40825
10.02
0.23
0.00
0.00
0.22
0.01
404
0.0
40769
10.01
0.23
0.00
0.00
0.22
0.01
408
0.0
40713
10.01
0.23
0.00
0.00
0.22
0.01
G:%JOBS12014114026-VAML Phase 2C\Calcs114026 routing2yrMr Pond 1.xlsx

01 /2612016
MLV
VAML Phase 2C
Pond #1
Stormwater Pond Routing
10-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 10 YR
5.15 IN/HR
Qa = 52.21 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7, INCHES 10yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 3.04 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 49.36 MINUTES
Storage Volume Req'd = (Qp-Qa) Tp*1.39*60
(38,101) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 10 YR
5.15 IN/HR
Qp = 42.98 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,135
0
0
0
0
0
0.00
9.00
20,540
18,338
18,338
1.0
9.8167
0.0000
1.01
10.00
22,672
21,606
39,944
2.0
10.5952
0.6931
1.98
11.00
24,889
23,781
63,724
3.0
11.0623
1.0986
2.95
12.00
27,175
26,032
89,756
4.0
11.4049
1.3863
3.96
13.00
29,522
28,349
118,105
5.0
11.6793
1.6094
5.01
14.00
31,939
30,731
148,835
6.0
11.9106
1.7918
6.11
Regression Output:
=> Ks = 18028
b = 1.17
Constant 9.80
G:W0B812014114026-VAML Phase 2C\Calcs114026 routing10yr24hr Pond 1.xlsx

G1/26/2016 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
10-year 24hr Storm
14026
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
52.21 cis
Qp =
42.96 Cis
Tp =
49.4 min
dT =
4 min
BASIN DATA
Ks =
18028
b =
1.17
Zo =
8.00 ft
Normal water elev =
8.00 ft
Peak Outflow =
21.05 cis
Box Weir Length =
16 ft
Peak Stage =
12.28 It
Cw =
3.0
Maximum Storage =
98,332 cu ft
Zcr =
12.75 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.00 ft
Cd =
0.59
Weir:
L =
24 in
Zi =
8.00 ft
Inv =
10.00 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cls)
(cu ft)
(ft)
(cfs)
(cfs)
(Cfs)
(S)
(cfs)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.7
0
8.00
0
0.00
0.00
0
0.00
8
2.7
166
8.02
0.00
0.00
0.00
0.00
0.00
12
6.0
820
8.07
0.01
0.00
0.00
0.01
0.00
16
10.2
2249
8.17
0.04
0.00
0.00
0.04
0.00
20
15.2
4690
8.32
0.07
0.00
0.00
0.07
0.00
24
20.5
8314
8.51
0.10
0.00
0.00
0.10
0.00
28
26.0
13221
8.77
0.13
0.00
0.00
0.13
0.00
32
31.1
19425
9.07
0.16
0.00
0.00
0.16
0.00
36
35.6
26857
9.41
0.18
0.00
0.00
0.18
0.00
40
39.3
35369
9.78
0.21
0.00
0.00
0.21
0.00
44
41.7
44740
10.18
0.69
0.00
0.00
0.23
0.46
48
42.9
54586
10.59
2.95
0.00
0.00
0.25
2.69
52
42.7
64169
10.97
6.01
0.00
0.00
0.27
5.74
56
41.1
72962
11.32
9.36
0.00
0.00
0.29
9.07
60
38.2
80572
11.61
12.58
0.00
0.00
0.30
12.28
64
34.6
86725
11.85
15.37
0.00
0.00
0.31
15.06
68
31.1
91328
12.02
17.56
0.00
0.00
0.32
17.24
72
28.0
94576
12.14
19.16
0.00
0.00
0.32
18.83
76
25.2
96695
12.22
20.22
0.00
0.00
0.33
19.89
80
22.7
97888
12.27
20.82
0.00
0.00
0.33
20.49
84
20.4
98332
12.28
21.05
0.00
0.00
0.33
20.72
88
18.4
98178
12.28
20.97
0.00
0.00
0.33
20.64
92
16.5
97552
12.26
20.65
0.00
0.00
0.33
20.32
96
14.9
96563
12.22
20.15
0.00
0.00
0.33
19.82
100
13.4
95296
12.17
19.52
0.00
0.00
0.32
19.19
104
12.0
93826
12.12
18.78
0.00
0.00
0.32
18.46
108
10.8
92209
12.05
17.99
0.00
0.00
0.32
17.67
112
9.8
90493
11.99
17.16
0.00
0.00
0.32
16.84
116
8.8
88718
11.92
16.31
0.00
0.00
0.31
16.00
G:UOBS12014114026-VAML Phase 2C%Calcs114026 routing10y24hr Pond 1.xlsx

61/26/2016 VAML Phase 2C 14026
MLV Pond #1
Stormwater Pond Routing
10-year 24hr Storm
120
7.9
88911
11.85
15.46
0.00
0.00
0.31
15.15
124
7.1
85098
11.78
14.62
0.00
0.00
0.31
14.31
128
6.4
83298
11.72
13.80
0.00
0.00
0.31
13.49
132
5.8
81524
11.65
13.00
0.00
0.00
0.30
12.70
136
5.2
79787
11.58
12.23
0.00
0.00
0.30
11.93
140
4.7
78096
11.52
11.50
0.00
0.00
0.30
11.20
144
4.2
76467
11.45
10.80
0.00
0.00
0.29
10.51
148
3.8
74873
11.39
10.14
0.00
0.00
0.29
9.85
152
3.4
73347
11.33
9.51
0.00
0.00
0.29
9.22
156
3.1
71880
11.27
8.92
0.00
0.00
0.29
8.64
160
2.8
70474
11.22
8.37
0.00
0.00
0.28
8.08
164
2.5
69128
11.17
7.85
0.00
0.00
0.28
7.56
168
2.2
67840
11.12
7.36
0.00
0.00
0.28
7.08
172
2.0
66611
11.07
6.90
0.00
0.00
0.28
6.62
176
1.8
65438
11.02
6.47
0.00
0.00
0.28
6.19
180
1.6
64319
10.98
6.07
0.00
0.00
0.27
5.79
184
1.5
63254
10.93
5.69
0.00
0.00
0.27
5.42
188
1.3
62239
10.89
5.34
0.00
0.00
0.27
5.07
192
1.2
61273
10.86
5.02
0.00
0.00
0.27
4.75
196
1.1
60354
10.82
4.71
0.00
0.00
0.27
4.45
200
1.0
59480
10.78
4.43
0.00
0.00
0.26
4.16
204
0.9
58648
10.75
4.16
0.00
0.00
0.26
3.90
208
0.8
57857
10.72
3.92
0.00
0.00
0.26
3.65
212
0.7
57104
10.69
3.68
0.00
0.00
0.26
3.43
216
0.6
56388
10.66
3.47
0.00
0.00
0.26
3.21
220
0.6
55707
10.63
3.27
0.00
0.00
0.26
3.01
224
0.5
55058
10.61
3.08
0.00
0.00
0.25
2.83
228
0.5
54442
10.58
2.91
0.00
0.00
0.25
2.65
232
0.4
53854
10.56
2.74
0.00
0.00
0.26
2.49
236
0.4
53295
10.53
2.59
0.00
0.00
0.25
2.34
240
0.3
52763
10.51
2.45
0.00
0.00
0.25
2.20
244
0.3
52256
10.49
2.31
0.00
0.00
0.25
2.07
248
0.3
51773
10.47
2.19
0.00
0.00
0.25
1.94
252
0.2
51313
10.45
2.07
0.00
0.00
0.25
1.83
256
0.2
50873
10.43
1.96
0.00
0.00
0.25
1.72
260
0.2
50455
10.42
1.86
0.00
0.00
0.25
1.62
264
0.2
50055
10.40
1.77
0.00
0.00
0.24
1.52
268
0.2
49674
10.39
1.68
0.00
0.00
0.24
1.43
272
0.1
49309
10.37
1.59
0.00
0.00
0.24
1.35
276
0.1
48961
10.36
1.52
0.00
0.00
0.24
1.27
280
0.1
48629
10.34
1.44
0.00
0.00
0.24
1.20
284
0.1
48311
10.33
1.37
0.00
0.00
0.24
1.13
288
0.1
48007
10.32
1.31
0.00
0.00
0.24
1.07
292
0.1
47715
10.30
1.25
0.00
0.00
0.24
1.01
296
0.1
47437
10.29
1.19
0.00
0.00
0.24
0.95
300
0.1
47170
10.28
1.14
0.00
0.00
0.24
0.90
304
0.1
46914
10.27
1.08
0.00
0.00
0.24
0.85
308
0.1
46669
10.26
1.04
0.00
0.00
0.24
0.80
312
0.1
46433
10.25
0.99
0.00
0.00
0.24
0.76
316
0.0
46207
10.24
0.95
0.00
0.00
0.24
0.71
320
0.0
45991
10.23
0.91
0.00
0.00
0.24
0.67
324
0.0
45782
10.22
0.87
0.00
0.00
0.23
0.64
328
0.0
45582
10.22
0.84
0.00
0.00
0.23
0.60
332
0.0
45389
10.21
0.80
0.00
0.00
0.23
0.57
336
0.0
45204
10.20
0.77
0.00
0.00
0.23
0.54
340
0.0
45026
10.19
0.74
0.00
0.00
0.23
0.51
344
0.0
44854
10.19
0.71
0.00
0.00
0.23
0.48
348
0.0
44689
10.18
0.68
0.00
0.00
0.23
0.45
352
0.0
44529
10.17
0.66
0.00
0.00
0.23
0.43
356
0.0
44375
10.17
0.63
0.00
0.00
0.23
0.40
360
0.0
44227
10.16
0.61
0.00
0.00
0.23
0.38
364
0.0
44083
10.16
0.59
0.00
0.00
0.23
0.36
368
0.0
43945
10.15
0.57
0.00
0.00
0.23
0.34
372
0.0
43811
10.14
0.55
0.00
0.00
0.23
0.32
376
0.0
43681
10.14
0.53
0.00
0.00
0.23
0.30
380
0.0
43556
10.13
0.51
0.00
0.00
0.23
0.28
384
0.0
43435
10.13
0.50
0.00
0.00
0.23
0.27
388
0.0
43317
10.12
0.48
0.00
0.00
0.23
0.25
392
0.0
43203
10.12
0.47
0.00
0.00
0.23
0.24
396
0.0
43093
10.11
0.45
0.00
0.00
0.23
0.22
400
0.0
42986
10.11
0.44
0.00
0.00
0.23
0.21
404
o_n
42882
in in
0.43
0.00
0.00
0.23
0.20
408
0.0
42781
10.10
0.41
0.00
0.00
0.23
0.19
G:WOBS%2014114026 VAML Phase 2C%Calcs114026 rcuting10yr24hr Pond 1.xlsx

O,1/26/2016 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
25-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.16 MIN
INTENSITY 25 YR
5.83 IN/HR
Qa = 59.10 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = ;84 INCHES 25yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) _ (P-0.2S)"2/(P+0.8S)
D = 3.86 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 55.43 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
(48,438) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 25 YR
5.83 IN/HR
Qp = 48.63 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,135
0
0
0
0
0
0.00
9.00
20,540
18,338
18,338
1.0
9.8167
0.0000
1.01
10.00
22,672
21,606
39,944
2.0
10.5952
0.6931
1.98
11.00
24,889
23,781
63,724
3.0
11.0623
1.0986
2.95
12.00
27,175
26,032
89,756
4.0
11.4049
1.3863
3.96
13.00
29,522
28,349
118,105
5.0
11.6793
1.6094
5.01
14.00
31,939
30,731
148,835
6.0
11.9106
1.7918
6.11
Regression Output:
Ks = 18028
b = 1.17
Constant 9.80
G:WOBS12014114026-VAML Phase 2C%Calcs114026 routing25yr24hr_Pond 1.x1sx

01/26/2016 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
25-year 24hr Storm
14026
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
59.10 cfs
Qp =
48.63 cfs
Tp =
55.4 min
dT =
4 min
BASIN DATA
Ks =
18028
b =
1.17
Zo =
8.00 it
Normal water elev =
8.00 ft
Peak Outflow =
28.03 cfs
Box Weir Length =
16 ft
Peak Stage -
12.77 It
Cw =
3.0
Maximum Storage =
111,309 cu ft
Zcr =
12.75 It
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.00 It
Cd =
0.59
Weir.
L =
24 in
Zi =
8.00 It
Inv =
10.00 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.6
0
8.00
0
0.00
0.00
0
0.00
8
2.5
149
8.02
0.00
0.00
0.00
0.00
0.00
12
5.4
739
8.06
0.01
0.00
0.00
0.01
0.00
16
9.3
2035
8.15
0.03
0.00
0.00
0.03
0.00
20
14.0
4266
A2.4
n n7
0.00
0.00
0.07
0.00
24
19.2
7613
8.48
0.10
0.00
0.00
0.10
0.00
28
24.7
12205
8.72
0.13
0.00
0.00
0.13
0.00
32
30.2
18104
9.00
0.15
0.00
0.00
0.15
0.00
36
35.3
25306
9.34
0.18
0.00
0.00
0.18
0.00
40
39.9
33738
9.71
0.20
0.00
0.00
0.20
0.00
44
43.7
43266
10.12
0.47
0.00
0.00
0.23
0.25
48
46.5
53641
10.55
2.68
0.00
0.00
0.25
2.43
52
48.2
64157
10.97
6.01
0.00
0.00
0.27
5.74
56
48.6
74275
11.37
9.89
0.00
0.00
0.29
9.60
60
47.8
83568
11.73
13.92
0.00
0.00
0.31
13.61
64
45.8
91704
12.04
17.74
0.00
0.00
0.32
17.43
68
42.7
98441
12.29
21.10
0.00
0.00
0.33
20.77
72
39.0
103628
12.48
23.79
0.00
0.00
0.34
23.46
76
35.5
107276
12.62
25.74
0.00
0.00
0.34
25.40
80
32.3
109620
12.70
27.01
0.00
0.00
0.35
26.66
84
29.4
110896
12.75
27.71
0.00
0.00
0.35
27.36
88
26.8
111309
12.77
28.03
0.09
0.00
0.35
27.59
92
24.4
111014
12.75
27.79
0.01
0.00
0.35
27.43
96
22.2
110200
12.72
27.33
0.00
0.00
0.35
26.98
100
20.2
108973
12.68
26.66
0.00
0.00
0.34
26.31
104
18.4
107428
12.62
26.82
0.00
0.00
0.34
25.48
108
16.8
105650
12.56
24.87
0.00
0.00
0.34
24.53
112
15.3
103705
12.48
23.83
0.00
0.00
0.34
23.50
116
13.9
101648
12.41
22.76
0.00
0.00
0.33
22.42
G:WOBSQ014114026-VAML Phase 2C%CaIcs114026 routingMyrMr Pond 1.xlsx

0,1/26/2016
VAML Phase 2C
14026
MLV
Pond#1
Stormwater Pond Routing
25-year 24hr Storm
120
12.7
99521
12.33
21.66
0.00
0.00
0.33
21.32
124
11.5
97360
12.25
20.55
0.00
0.00
0.33
20.23
128
10.5
95192
12.17
19.46
0.00
0.00
0.32
19.14
132
9.5
93038
12.09
18.40
0.00
0.00
0.32
18.08
136
8.7
90914
12.01
17.36
0.00
0.00
0.32
17.04
140
7.9
88833
11.93
16.36
n nn
0.00
0.32
16.05
144
7.2
86805
11.86
15.41
0.00
0.00
0.31
15.10
148
6.6
84837
11.77
14.50
0.00
0.00
0.31
14.19
152
6.0
82932
11.70
13.63
0.00
0.00
0.31
13.32
156
5.4
81094
11.63
12.81
0.00
0.00
0.30
12.51
160
5.0
79325
11.56
12.03
0.00
0.00
0.30
11.73
164
4.5
77626
11.50
11.30
0.00
0.00
0.30
11.00
168
4.1
75997
11.43
10.61
0.00
0.00
0.29
10.31
172
3.7
74436
11.37
9.96
0.00
0.00
0.29
9.67
176
3.4
72943
11.32
9.35
0.00
0.00
0.29
9.06
180
3.1
71515
11.26
8.78
0.00
0.00
0.29
8.49
184
2.8
70152
11.21
8.24
0.00
0.00
0.28
7.96
188
2.6
68651
11.16
7.74
0.00
0.00
0.28
7.46
192
2.3
67610
11.11
7.27
0.00
0.00
0.28
6.99
196
2.1
66426
11.06
6.83
0.00
0.00
0.28
6.55
200
1.9
65298
11.02
6.42
0.00
0.00
0.27
6.14
204
1.8
64223
10.97
6.03
0.00
0.00
0.27
5.76
208
1.6
63198
10.93
5.67
0.00
0.00
0.27
5.40
212
1.5
62222
10.89
5.34
0.00
0.00
0.27
5.07
216
1.3
61292
10.86
5.02
0.00
0.00
0.27
4.76
220
1.2
60406
10.82
4.73
0.00
0.00
0.27
4.46
224
1.1
59562
10.79
4.45
0.00
0.00
0.26
4.19
228
1.0
58758
10.75
4.20
0.00
0.00
0.26
3.93
232
0.9
57992
10.72
3.96
0.00
0.00
0.26
3.70
236
0.8
57262
10.69
3.73
0.00
0.00
0.26
3.47
240
0.8
56566
10.67
3.52
0.00
0.00
0.26
3.26
244
0.7
55903
10.64
3.33
0.00
0.00
0.26
3.07
248
0.6
55270
10.61
3.14
0.00
0.00
0.26
2.89
252
0.6
54667
10.59
2.97
0.00
0.00
0.25
2.72
256
0.5
54092
10.57
2.81
0.00
0.00
0.25
2.56
260
0.5
53543
10.54
2.66
0.00
0.00
0.25
2.41
264
0.4
53019
10.52
2.52
0.00
0.00
0.25
2.27
268
0.4
52519
10.50
2.38
0.00
0.00
0.25
2.13
272
0.4
52041
10.48
2.26
0.00
0.00
0.26
2.01
276
0.3
51585
10.46
2.14
0.00
0.00
0.25
1.89
280
0.3
51149
10.45
2.03
0.00
0.00
0.25
1.79
284
0.3
50732
10.43
1.93
0.00
0.00
0.25
1.68
288
0.2
50334
10.41
1.83
0.00
0.00
0.24
1.59
292
0.2
49953
10.40
1.74
0.00
0.00
0.24
1.50
296
0.2
49588
10.38
1.66
0.00
0.00
0.24
1.42
300
0.2
49239
10.37
1.58
0.00
0.00
0.24
1.34
304
0.2
48905
10.35
1.50
0.00
0.00
0.24
1.26
308
0.2
48585
10.34
1.43
0.00
0.00
0.24
1.19
312
0.1
48278
10.33
1.37
0.00
0.00
0.24
1.13
316
0.1
47984
10.32
1.30
0.00
0.00
0.24
1.06
320
0.1
47702
10.30
1.24
0.00
0.00
0.24
1.00
324
0.1
47431
10.29
1.19
0.00
0.00
0.24
0.95
328
0.1
47171
10.28
1.14
0.00
0.00
0.24
0.90
332
0.1
46922
10.27
1.09
0.00
0.00
0.24
0.85
336
0.1
46682
10.26
1.04
0.00
0.00
0.24
0.80
340
0.1
46452
10.25
0.99
0.00
0.00
0.24
0.76
344
0.1
46231
10.24
0.95
0.00
0.00
0.24
0.72
348
0.1
46018
10.23
0.91
0.00
0.00
0.24
0.68
352
0.1
45813
10.23
0.88
0.00
0.00
0.23
0.64
356
0.0
45616
10.22
0.84
0.00
0.00
0.23
0.61
360
0.0
45426
10.21
0.81
0.00
0.00
0.23
0.57
364
0.0
45243
10.20
0.78
0.00
0.00
0.23
0.54
368
0.0
45067
10.19
0.75
0.00
0.00
0,23
0.51
372
0.0
44896
10.19
0.72
0.00
0.00
0.23
0.49
376
0.0
44732
10.18
0.69
0.00
0.00
0.23
0.46
380
0.0
44574
10.17
0.67
0.00
0.00
0.23
0.43
384
0.0
44421
10.17
0.64
0.00
0.00
0.23
0.41
388
0.0
44273
10.16
0.62
0.00
0.00
0.23
0.39
392
0.0
44130
10.16
0.60
0.00
0.00
0.23
0.37
396
0.0
43992
10.15
0.58
0.00
0.00
0.23
0.35
400
0.0
43858
10.14
0.56
0.00
0.00
0.23
0.33
404
0.0
43729
10.14
0.54
0_00
0.00
U.23
0.31
408
0.0
43604
10.13
0.52
0.00
0.00
0.23
0.29
GAJOBSUD74114026-VAML Phase 2CXCalcs114026 routing25y24hr Pond t.xlsx

01/26/2016 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 100 YR
6.89 IN/HR
Qa = 69.85 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P= .INCHES 100yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 5.48 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 66.55 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
(68,728) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 100 YR
6.89 IN/HR
Qp = 57.47 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
s
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
Ins
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,135
0
0
0
0
0
0.00
9.00
20,540
18,338
18,338
1.0
9.8167
0.0000
1.01
10.00
22,672
21,606
39,944
2.0
10.5962
0.6931
1.98
11.00
24,889
23,781
63,724
3.0
11.0623
1.0986
2.95
12.00
27,175
26,032
89,756
4.0
11.4049
1.3863
3.96
13.00
29,522
28,349
118,105
5.0
11.6793
1.6094
5.01
14.00
31,939
30,731
148,835
6.0
11.9106
1.7918
6.11
Regression Output:
Ks = 18028
b = 1.17
Constant 9.80
GAJOBS12014114026-VAML Phase 2C%Calcs114026 routing100yr24hr Pond 1.x1sx

0,1/26/2016 VAML Phase 2C 14026
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
69.85 cfs
Qp =
57.47 Cis
Tp =
66.6 min
dT =
4 min
BASIN DATA
Ks =
b=
Zo =
Normal water elev =
Box Weir Length =
Cw =
Zcr =
18028
1.17
8.00 ft
8.00 ft
Peak Outflow =
48.76 cfs
16 ft
Peak Stage =
13.19 ft
3.0
Maximum Storage =
123,049 cu It
12.75 ft
Control Holes:
State Orifice:
Dia = 2 50 it
Dd = 36 in
Cd = 0.59
Zi = 8.00 ft
Inv = 8.00 ft
Weir: L = 24 in
Inv = 10.00 ft
Emergency Overflow Weir: L = 480.0 in
Inv = 13.50 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cis)
(cu ft)
(ft)
(ems)
(�)
(ds)
(S)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.5
0
8.00
0
0.00
0.00
0
0.00
8
2.0
123
8.01
0.00
0.00
0.00
0.00
0.00
12
4.5
608
8.05
0.01
0.00
0.00
0.01
0.00
16
7.8
1684
8.13
0.03
0.00
0.00
0.03
0.00
20
11.9
3553
8.25
0.06
0.00
0.00
0.06
0.00
24
16.6
6390
8.41
0.09
0.00
0.00
0.09
0.00
28
21.7
10341
8.62
0.12
0.00
0.00
0.12
0.00
32
27.0
15510
8.88
0.14
0.00
0.00
0.14
0.00
36
32.4
21957
9.18
0.17
0.00
0.00
0.17
0.00
40
37.7
29698
9.53
0.19
0.00
0.00
0.19
0.00
44
42.7
38700
9.93
0.22
0.00
0.00
0.22
0.00
48
47.1
48888
10.35
1.50
0.00
0.00
0.24
1.26
52
51.0
59842
10.80
4.54
0.00
0.00
0.26
4.28
56
54.0
70979
11.24
8.57
0.00
0.00
0.29
8.28
60
56.1
81878
11.66
13.16
0.00
0.00
0.30
12.85
64
57.3
92186
12.05
17.98
0.00
0.00
0.32
17.66
68
57.4
101613
12.41
22.74
0.00
0.00
0.33
22.40
72
56.5
109932
12.71
27.18
0.00
0.00
0.35
26.83
76
54.7
116974
12.97
36.14
5.03
0.00
0.36
30.75
80
51.9
121419
13.13
45.07
11.42
0.00
0.36
33.29
84
48.3
123049
13.19
48.76
14.16
0.00
0.36
34.24
88
44.7
122949
13.19
48.52
13.98
0.00
0.36
34.18
92
41.3
122033
13.16
46.44
12.43
0.00
0.36
33.64
96
38.2
120811
13.11
43.75
10.45
0.00
0.36
32.94
100
35.4
119487
13.06
40.98
8.44
0.00
0.36
32.18
104
32.7
118140
13.01
38.31
6.54
0.00
0.36
31.41
108
30.2
116795
12.97
35.82
4.81
0.00
0.36
30.65
112
28.0
115458
12.92
33.53
3.28
0.00
0.35
29.89
116
25.9
114126
12.87
31.45
1.96
0.00
0.35
29.15
G:UOBS12014114026-VAML Phase 2C%Celcs114026 routing100yr24hr Pond 1.xlsx

01/26/2016
VAML Phase 2C
14026
MLV
Pond #1
Stormwater Pond Routing
100-year 24hr Storm
120
23.9
112786
12.82
29.63
0.88
0.00
0.35
28.40
124
22.1
111418
12.77
28.12
0.13
0.00
0.35
27.65
128
20.5
109979
12.72
27.21
0.00
0.00
0.35
26.86
132
18.9
108361
12.66
26.33
0.00
0.00
0.34
25.98
136
17.5
106586
12.59
25.37
0.00
0.00
0.34
25.03
140
16.2
104698
12.52
24.36
0.00
0.00
0.34
24.02
144
15.0
102737
12.45
23.33
0.00
0.00
0.34
22.99
148
13.8
100732
12.37
22.28
0.00
0.00
0.33
21.95
152
12.8
98708
12.30
21.24
0.00
0.00
0.33
20.91
156
11.8
96684
12.22
20.21
0.00
0.00
0.33
19.88
160
11.0
94676
12.15
19.21
0.00
0.00
0.32
18.88
164
10.1
92695
12.07
18.23
0.00
0.00
0.32
17.91
168
9.4
90752
12.00
17.28
0.00
0.00
0.32
16.97
172
8.7
88852
11.93
16.37
0.00
0.00
0.32
16.06
176
8.0
87002
11.86
15.50
0.00
0.00
0.31
15.19
180
7.4
85205
11.79
14.67
0.00
0.00
0.31
14.36
184
6.9
83463
11.72
13.87
0.00
0.00
0.31
13.56
188
6.3
81779
11.66
13.11
0.00
0.00
0.30
12.81
192
5.9
80154
11.60
12.39
0.00
0.00
0.30
12.09
196
5.4
78586
11.54
11.71
0.00
0.00
0.30
11.41
200
5.0
77077
11.48
11.06
0.00
0.00
0.30
10.77
204
4.6
75625
11.42
10.45
0.00
0.00
0.29
10.16
208
4.3
74229
11.37
9.87
0.00
0.00
0.29
9.58
212
4.0
72889
11.31
9.33
0.00
0.00
0.29
9.04
216
3.7
71602
11.26
8.81
0.00
0.00
0.29
8.53
220
3.4
70368
11.22
8.33
0.00
0.00
0.28
8.04
224
3.1
69184
11.17
7.87
0.00
0.00
0.28
7.58
228
2.9
68049
11.12
7.43
0.00
0.00
0.28
7.15
232
2.7
66961
11.08
7.03
0.00
0.00
0.28
6.75
236
2.5
65919
11.04
6.64
0.00
0.00
0.28
6.37
240
2.3
64920
11.00
6.28
0.00
0.00
0.27
6.01
244
2.1
63963
10.96
5.94
0.00
0.00
0.27
5.67
248
2.0
63047
10.93
5.62
0.00
0.00
0.27
5.35
252
1.8
62169
10.89
5.32
0.00
0.00
0.27
5.05
256
1.7
61328
10.86
5.03
0.00
0.00
0.27
4.77
260
1.6
60523
10.83
4.77
0.00
0.00
0.27
4.50
264
1.4
59751
10.79
4.52
0.00
0.00
0.26
4.25
268
1.3
59012
10.77
4.28
0.00
0.00
0.26
4.02
272
1.2
58304
10.74
4.05
0.00
0.00
0.26
3.79
276
1.1
57626
10.71
3.84
0.00
0.00
0.26
3.58
280
1.1
56976
10.68
3.65
0.00
0.00
0.26
3.39
284
1.0
56354
10.66
3.46
0.00
0.00
0.26
3.20
288
0.9
55757
10.63
3.28
0.00
0.00
0.26
3.03
292
0.8
55184
10.61
3.12
0.00
0.00
0.26
2.86
296
0.8
54636
10.59
2.96
0.00
0.00
0.25
2.71
300
0.7
54110
10.57
2.81
0.00
0.00
0.25
2.56
304
0.7
53605
10.55
2.67
0.00
0.00
0.25
2.42
308
0.6
53121
10.53
2.54
0.00
0.00
0.25
2.29
312
0.6
52657
10.51
2.42
0.00
0.00
0.25
2.17
316
0.5
52211
10.49
2.30
0.00
0.00
0.25
2.05
320
0.5
51783
10.47
2.19
0.00
0.00
0.25
1.94
324
0.4
51372
10.46
2.09
0.00
0.00
0.25
1.84
328
0.4
50978
10.44
1.99
0.00
0.00
0.25
1.74
332
0.4
50599
10.42
1.90
0.00
0.00
0.25
1.65
336
0.4
50234
10.41
1.81
0.00
0.00
0.24
1.57
340
0.3
49885
10.39
1.73
0.00
0.00
0.24
1.48
344
0.3
49548
10.38
1.65
0.00
0.00
0.24
1.41
348
0.3
49225
10.37
1.57
0.00
0.00
0.24
1.33
352
0.3
48913
10.35
1.50
0.00
0.00
0.24
1.26
356
0.2
48614
10.34
1.44
0.00
0.00
0.24
1.20
360
0.2
48326
10.33
1.38
0.00
0.00
0.24
1.14
364
0.2
48048
10.32
1.32
0.00
0.00
0.24
1.08
368
0.2
47781
10.31
1.26
0.00
0.00
0.24
1.02
372
0.2
47524
10.30
1.21
0.00
0.00
0.24
0.97
376
0.2
47276
10.29
1.16
0.00
0.00
0.24
0.92
380
0.1
47037
10.28
1.11
0.00
0.00
0.24
0.87
384
0.1
46807
10.27
1.06
0.00
0.00
0.24
0.83
388
0.1
46585
10.26
1.02
0.00
0.00
0.24
0.78
392
0.1
46371
10.25
0.98
0.00
0.00
0.24
0.74
396
0.1
46164
10.24
0.94
0.00
0.00
0.24
0.71
400
0.1
45964
10.23
0.90
0.00
0.00
0.24
0.67
404
0.1
45771
10.22
0.87
o_no
n an
0.23
0.63
408
0.1
45585
10.22
0.84
0.00
0.00
0.23
0.60
G:IJOBS12014114026-VAML Phase 2C%Calcs114026 routing100yr24hr Pond 1.xlsx

0.1/26/2016 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
Clogged
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 100 YR
6.89 IN/HR
Qa = 69.85 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 40 INCHES 100yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)A2/(P+O.BS)
D = 5.48 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 66.55 MINUTES
Storage Volume Req'd = (Qp-Qa)"Tp*1.39*60
(68,728) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 100 YR
6.89 1N/HR
Qp = 57.47 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
-(ft)
8.00
16,135
0
0
0
0
0
0.00
9.00
20,540
18,338
18,338
1.0
9.8167
0.0000
1.01
10.00
22,672
21,606
39,944
2.0
10.5952
0.6931
1.98
11.00
24,889
23,781
63,724
3.0
11.0623
1.0986
2.95
12.00
27,175
26,032
89,756
4.0
11.4049
1.3863
3.96
13.00
29,522
28,349
118,105
5.0
11.6793
1.6094
5.01
14.00
31,939
30,731
148,835
6.0
11.9106
1.7918
6.11
Regression Output:
=> Ks = 18028
b = 1.17
Constant 9.80
14026
GNOBW014114026-VAML Phase 2C%Calcs114026 routing100yr24hr clogged_Pond 1.xlsx

Orl/26/2016
VAML Phase 2C
MLV
Pond 91
Stormwater Pond Routing
100-year 24hr Storm
Clogged
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
69.85 cis
Qp =
57.47 cis
Tp =
66.6 min
dT =
4 min
BASIN DATA
Ks =
18028
b =
1.17
Zo =
8.00 ft
Normal water elev =
8.00 ft
Peak Outflow =
59.40 cfs
Box Weir Length =
ft
Peak Stage =
13.53 ft
Cw =
3.0
Maximum Storage =
132,288 cu ft
Zcr =
ft
Control Holes:
State Orifice:
Dia =
in
Dd =
in
Inv =
ft
Cd =
0.59
Emergency Overflow Weir:
L =
480 in
Zi =
ft
Inv =
12.90 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(S)
(cu ft)
(ft)
(cfs)
(cls)
(cfs)
(ds)
(cis)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.5
0
8.00
0
0.00
0.00
0
0.00
8
2.0
123
8.01
0.00
0.00
0.00
0.00
0.00
12
4.5
609
8.05
0.00
0.00
0.00
0.00
0.00
16
7.8
1686
8.13
0.00
0.00
0.00
0.00
0.00
20
11.9
3561
8.25
0.00
0.00
0.00
0.00
0.00
24
16.6
6413
8.41
0.00
0.00
0.00
0.00
0.00
28
21.7
10385
8.62
0.00
0.00
0.00
0.00
0.00
32
27.0
15582
8.88
0.00
0.00
0.00
0.00
0.00
36
32.4
22063
9.19
0.00
0.00
0.00
0.00
0.00
40
37.7
29844
9.54
0.00
0.00
0.00
0.00
0.00
44
42.7
38893
9.93
0.00
0.00
0.00
0.00
0.00
48
47.1
49133
10.36
0.00
0.00
0.00
0.00
0.00
52
51.0
60446
10.82
0.00
0.00
0.00
0.00
0.00
56
54.0
72675
11.31
0.00
0.00
0.00
0.00
0.00
60
56.1
85629
11.81
0.00
0.00
0.00
0.00
0.00
64
57.3
99095
12.31
0.00
0.00
0.00
0.00
0.00
68
57.4
112837
12.82
0.00
0.00
0.00
0.00
0.00
72
56.5
126613
13.32
32.88
0.00
0.00
0.00
32.88
76
54.7
132288
13.53
59.40
0.00
0.00
0.00
59.40
80
51.9
131148
13.48
53.68
0.00
0.00
0.00
53.68
84
48.3
130713
13.47
51.55
0.00
0.00
0.00
51.55
88
44.7
129943
13.44
47.84
0.00
0.00
0.00
47.84
92
41.3
129191
13.41
44.30
0.00
0.00
0.00
44.30
96
38.2
128481
13.39
41.05
0.00
0.00
0.00
41.05
100
35.4
127807
13.36
38.03
0.00
0.00
0.00
38.03
104
32.7
127167
13.34
35.24
0.00
0.00
0.00
35.24
108
30.2
126559
13.32
32.65
0.00
0.00
0.00
32.65
112
28.0
125982
13.30
30.25
0.00
0.00
0.00
30.25
116
25.9
125435
13.28
28.04
0.00
0.00
0.00
28.04
G:W0BS12014114026-VAML Phase 2C%CaIcs114026 rout1ng100yr24hr clogged_Pand 1.xlsx

01/26/2016
VAML Phase 2C
14026
MLV
Pond 01
Stormwater Pond Routing
100-year 24hr Storm
Clogged
120
23.9
124915
13.26
25.98
0.00
0.00
0.00
25.98
124
22.1
124422
13.24
24.08
0.00
0.00
0.00
24.08
128
20.5
123954
13.23
22.32
0.00
0.00
0.00
22.32
132
18.9
123509
13.21
20.69
0.00
0.00
0.00
20.69
136
17.5
123087
13.19
19.17
0.00
0.00
0.00
19.17
140
16.2
122686
13.18
17.77
0.00
0.00
0.00
17.77
144
15.0
122305
13.17
16.48
0.00
0.00
0.00
16.48
148
13.8
121944
13.15
15.28
U.00
0.00
0.00
15.28
152
12.8
121601
13.14
14.16
0.00
0.00
0.00
14.16
156
11.8
121275
13.13
13.13
0.00
0.00
0.00
13.13
160
11.0
120965
13.12
12.18
0.00
0.00
0.00
12.18
164
10.1
120671
13.11
11.29
0.00
0.00
0.00
11.29
168
9.4
120392
13.10
10.47
0.00
0.00
0.00
10.47
172
8.7
120127
13.09
9.71
0.00
0.00
0.00
9.71
176
8.0
119875
13.08
9.01
0.00
0.00
0.00
9.01
180
7.4
119636
13.07
8.36
0.00
0.00
0.00
8.36
184
6.9
119408
13.06
7.75
0.00
0.00
0.00
7.75
188
6.3
119192
13.05
7.19
0.00
0.00
0.00
7.19
192
5.9
118987
13.05
6.67
0.00
0.00
0.00
6.67
196
5.4
118792
13.04
6.19
0.00
0.00
0.00
6.19
200
5.0
118607
13.03
5.75
0.00
0.00
0.00
5.75
204
4.6
118431
13.03
5.33
0.00
0.00
0.00
5.33
208
4.3
118264
13.02
4.95
0.00
0.00
0.00
4.95
212
4.0
118105
13.01
4.60
0.00
0.00
0.00
4.60
216
3.7
117954
13.01
4.27
0.00
0.00
0.00
4.27
220
3.4
117811
13.00
3.96
0.00
0.00
0.00
3.96
224
3.1
117674
13.00
3.68
0.00
0.00
0.00
3.68
228
2.9
117545
12.99
3.41
0.00
0.00
0.00
3.41
232
2.7
117422
12.99
3.17
0.00
0.00
0.00
3.17
236
2.5
117305
12.98
2.95
0.00
0.00
0.00
2.95
240
2.3
117193
12.98
2.74
0.00
0.00
0.00
2.74
244
2.1
117088
12.98
2.54
0.00
0.00
0.00
2.54
248
2.0
116987
12.97
2.36
0.00
0.00
0.00
2.36
252
1.8
116892
12.97
2.19
0.00
0.00
0.00
2.19
256
1.7
116801
12.97
2.04
0.00
0.00
0.00
2.04
260
1.6
116715
12.96
1.90
0.00
0.00
0.00
1.90
264
1.4
116633
12.96
1.76
0.00
0.00
0.00
1.76
268
1.3
116555
12.96
1.64
0.00
0.00
0.00
1.64
272
1.2
116480
12.95
1.52
0.00
0.00
0.00
1.52
276
1.1
116410
12.95
1.42
0.00
0.00
0.00
1.42
280
1.1
116343
12.95
1.32
0.00
0.00
0.00
1.32
284
1.0
116279
12.95
1.22
0.00
0.00
0.00
1.22
288
0.9
116218
12.94
1.14
0.00
0.00
0.00
1.14
292
0.8
116161
12.94
1.06
0.00
0.00
0.00
1.06
296
0.8
116106
12.94
0.99
0.00
0.00
0.00
0.99
300
0.7
11RORa
12.94
0.92
0.00
0.00
0.00
0.92
304
0.7
116004
12.94
0.85
0.00
0.00
0.00
0.85
308
0.6
115957
12.94
0.80
0.00
0.00
0.00
0.80
312
0.6
115912
12.93
0.74
0.00
0.00
0.00
0.74
316
0.5
115869
12.93
0.69
0.00
0.00
0.00
0.69
320
0.5
115828
12.93
0.64
0.00
0.00
0.00
0.64
324
0.4
115790
12.93
0.60
0.00
0.00
0.00
0.60
328
0.4
115753
12.93
0.56
0.00
0.00
0.00
0.56
332
0.4
115718
12.93
0.52
0.00
0.00
0.00
0.52
336
0.4
115684
12.93
0.48
0.00
0.00
0.00
0.48
340
0.3
115653
12.92
0.45
0.00
0.00
0.00
0.45
344
0.3
115622
12.92
0.42
0.00
0.00
0.00
0.42
348
0.3
115594
12.92
0.39
0.00
0.00
0.00
0.39
352
0.3
115566
12.92
0.37
0.00
0.00
0.00
0.37
356
0.2
115540
12.92
0.34
0.00
0.00
0.00
0.34
360
0.2
115515
12.92
0.32
0.00
0.00
0.00
0.32
364
0.2
115492
12.92
0.30
0.00
0.00
0.00
0.30
368
0.2
115469
12.92
0.28
0.00
0.00
0.00
0.28
372
0.2
115448
12.92
0.26
0.00
0.00
0.00
0.26
376
0.2
115427
12.92
0.24
0.00
0.00
0.00
0.24
380
0.1
115408
12.92
0.23
0.00
0.00
0.00
0.23
384
0.1
115390
12.91
0.21
0.00
0.00
0.00
0.21
388
0.1
115372
12.91
0.20
0.00
0.00
0.00
0.20
392
0.1
115355
12.91
0.18
0.00
0.00
0.00
0.18
396
0.1
115339
12.91
0.17
0.00
0.00
0.00
0.17
400
0.1
115324
12.91
0.16
0.00
0.00
0.00
0.16
404
0.1
116309
12.91
0.15
0.00
0.00
0.00
0.15
408
0.1
115296
12.91
0.14
0.00
0.00
0.00
0.14
G:UOBS12o14N4O26-VAML Phase 2C1Calcs114o26 routing100yr24hr Gogged_Pond 1.xlsx

04/26/2016 VAML Phase 2C 14026
MLV Pond #2
Stormwater Pond Routing
2-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 2 YR
5.28 IN/HR
Qa = 16.14 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = • " .44 INCHES 2yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 1.18 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 19.40 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
39,154 cu. ft.
AFTER DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 2 YR
5.28 IN/HR
Qp = 40.34 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
CALCULATE Ks AND b
SET NORMAL
ELEVATION AT =
8.50 feet
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
G:U0BS12014114026-VAML Phase 2C%Calcs114026 routing2yf24hr Pond 2.x1sx

0d/26/2016
VAML Phase 2C
MLV
Pond 92
Stormwater Pond Routing
2-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
16.14 cis
Qp =
40.34 cis
Tp
19.4 min
dT
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 ft
Normal water elev =
8.50 ft
Peak Outflow =
1.98 cis
Box Weir Length =
16 ft
Peak Stage =
10.53 ft
Cw =
3.0
Maximum Storage =
60,610 cu ft
Zcr =
12.60 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.50 It
Cd =
0.59
Weir:
L =
18 in
Zi =
8.00 ft
Inv =
10.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 ft
Time
Inflow
Storage
Stage
Outflow
(min)
(Cis)
(cu ft)
(ft)
(cfs)
0
0.0
0
8.50
0
4
4.1
0
8.50
0
8
14.7
981
8.55
0.01
12
27.5
4505
8.69
0.04
16
37.4
11098
8.93
0.09
20
40.2
20043
9.24
0.13
24
35.0
29671
9.56
0.16
28
26.8
38030
9.83
0.18
32
20.5
44421
10.03
0.22
36
15.7
49290
10.18
0.55
40
12.0
52920
10.30
0.94
44
9.2
55574
10.38
1.26
48
7.0
57472
10.44
1.52
52
5.4
58791
10.48
1.71
56
4.1
59669
10.51
1.84
60
3.1
60213
10.52
1.92
64
2.4
60505
10.53
1.96
68
1.8
60610
10.53
1.98
72
1.4
60575
10.53
1.98
76
1.1
60438
10.53
1.95
80
0.8
60227
10.52
1.92
84
0.6
59963
10.51
1.88
88
0.5
59662
10.51
1.84
92
0.4
59336
10.49
1.79
96
0.3
58995
10.48
1.74
100
0.2
58646
10.47
1.69
104
0.2
58292
10.46
1.64
108
0.1
57939
10.45
1.59
112
0.1
57589
10.44
1.54
116
0.1
57243
10.43
1.49
14026
W Riser
(cfs)
Weir
(Emergency Overflow)
(cfs)
Orifice
(Cft)
Weir
(dS)
0
0.00
0
0.00
0.00
0.00
0
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.04
0.00
0.00
0.00
0.09
0.00
0.00
0.00
0.13
0.00
0.00
0.00
0.16
0.00
0.00
0.00
0.18
0.00
0.00
0.00
0.19
0.02
0.00
0.00
0.20
0.35
0.00
0.00
0.21
0.73
0.00
0.00
0.21
1.05
0.00
0.00
0.22
1.30
0.00
0.00
0.22
1.49
0.00
0.00
0.22
1.62
0.00
0.00
0.22
1.70
0.00
0.00
0.22
1.74
0.00
0.00
0.22
1.76
0.00
0.00
0.22
1.75
0.00
0.00
0.22
1.73
0.00
0.00
0.22
1.70
0.00
0.00
0.22
1.66
0.00
0.00
0.22
1.61
0.00
0.00
0.22
1.57
0.00
0.00
0.22
1.52
0.00
0.00
0.22
1.47
0.00
0.00
0.22
1.42
0.00
0.00
0.22
1.37
0.00
0.00
0.22
1.32
0.00
0.00
0.22
1.27
G:UOBS12014114026-VAML Phase 2C1Calcs114026 rouling2y24hr_Pond 2.xlsx

0.1/26/2016 VAML Phase 2C 14026
MLV Pond #2
Stormwater Pond Routing
2-year 24hr Storrs
120
0.1
56904
10.42
1.44
0.00
0.00
0.22
1.22
124
0.0
56571
10.41
1.40
0.00
0.00
0.22
1.18
128
0.0
56246
10.40
1.35
0.00
0.00
0.22
1.14
132
0.0
55930
10.39
1.31
0.00
0.00
0.22
1.09
136
0.0
56622
10.38
1.27
0.00
0.00
0.21
1.05
140
0.0
55321
10.37
1.23
0.00
0.00
0.21
1.02
144
0.0
55030
10.36
1.19
0.00
0.00
0.21
0.98
148
0.0
54746
10.35
1.16
0.00
0.00
0.21
0.94
152
0.0
54471
10.34
1.12
0.00
0.00
0.21
0.91
156
0.0
54203
10.34
1.09
0.00
0.00
0.21
0.88
160
0.0
53943
10.33
1.06
0.00
0.00
0.21
0.85
164
0.0
53690
10.32
1.03
0.00
0.00
0.21
0.82
168
0.0
53444
10.31
1.00
0.00
0.00
0.21
0.79
172
0.0
53206
10.31
0.97
0.00
0.00
0.21
0.76
176
0.0
52974
10.30
0.94
0.00
0.00
0.21
0.73
180
0.0
52748
10.29
0.92
0.00
0.00
0.21
0.71
184
0.0
52528
10.28
0.89
0.00
0.00
0.21
0.68
188
0.0
52315
10.28
0.87
0.00
0.00
0.21
0.66
192
0.0
52107
10.27
0.84
0.00
0.00
0.21
0.63
196
0.0
51905
10.26
0.82
0.00
0.00
0.21
0.61
200
0.0
51708
10.26
0.80
0.00
0.00
0.21
0.59
204
0.0
51517
10.25
0.78
0.00
0.00
0.21
0.57
208
0.0
51330
10.25
0.76
0.00
0.00
0.21
0.55
212
0.0
51148
10.24
0.74
0.00
0.00
0.21
0.53
216
0.0
50971
10.24
0.72
0.00
0.00
0.21
0.51
220
0.0
50798
10.23
0.70
0.00
0.00
0.21
0.50
224
0.0
50630
10.22
0.68
0.00
0.00
0.21
0.48
228
0.0
50465
10.22
0.67
0.00
0.00
0.20
0.46
232
0.0
50305
10.21
0.65
0.00
0.00
0.20
0.45
236
0.0
50149
10.21
0.64
0.00
0.00
0.20
0.43
240
0.0
49996
10.21
0.62
0.00
0.00
0.20
0.42.
244
0.0
49847
10.20
0.61
0.00
0.00
0.20
0.40
248
0.0
49701
10.20
0.59
0.00
0.00
0.20
0.39
252
0.0
49559
10.19
0.58
0.00
0.00
0.20
0.38
256
0.0
49420
10.19
0.57
0.00
0.00
0.20
0.36
260
0.0
49284
10.18
0.55
0.00
0.00
0.20
0.35
264
0.0
49151
10.18
0.54
0.00
0.00
0.20
0.34
268
0.0
49021
10.17
0.53
0.00
0.00
0.20
0.33
272
0.0
48893
10.17
0.52
0.00
0.00
0.20
0.32
276
0.0
48769
10.17
0.51
0.00
0.00
0.20
0.31
280
0.0
48647
10.16
0.50
0.00
0.00
0.20
0.30
284
0.0
48528
10.16
0.49
0.00
0.00
0.20
0.29
288
0.0
48411
10.16
0.48
0.00
0.00
0.20
0.28
292
0.0
48297
10.15
0.47
0.00
0.00
0.20
0.27
296
0.0
48185
10.15
0.46
0.00
0.00
0.20
0.26
300
0.0
48075
10.14
0.45
0.00
0.00
0.20
0.25
304
0.0
47968
10.14
0.44
0.00
0.00
0.20
0.24
308
0.0
47862
10.14
0.43
0.00
0.00
0.20
0.23
312
0.0
47759
10.13
0.42
0.00
0.00
0.20
0.22
316
0.0
47657
10.13
0.41
0.00
0.00
0.20
0.22
320
0.0
47558
10.13
0.41
0.00
0.00
0.20
0.21
324
0.0
47460
10.13
0.40
0.00
0.00
0.20
0.20
328
0.0
47365
10.12
0.39
0.00
0.00
0.20
0.19
332
0.0
47271
10.12
0.38
0.00
0.00
0.20
0.19
336
0.0
47178
10.12
0.38
0.00
0.00
0.20
0.18
340
0.0
47088
10.11
0.37
0.00
0.00
0.20
0.17
344
0.0
46999
10.11
0.36
0.00
0.00
0.20
0.17
348
0.0
46911
10.11
0.36
0.00
0.00
0.20
0.16
352
0.0
46825
10.11
0.35
o nn
0.00
0.20
0.15
356
0.0
46741
10.10
0.35
0.00
0.00
0.20
0.15
360
0.0
46658
10.10
0.34
0.00
0.00
0.20
0.14
364
0.0
46576
10.10
0.33
0.00
0.00
0.20
0.14
368
0.0
46496
10.10
0.33
0.00
0.00
0.20
0.13
372
0.0
46417
10.09
0.32
0.00
0.00
0.20
0.13
376
0.0
46339
10.09
0.32
0.00
0.00
0.20
0.12
380
0.0
46263
10.09
0.31
0.00
0.00
0.20
0.12
384
0.0
46188
10.09
0.31
0.00
0.00
0.20
0.11
388
0.0
46114
10.08
0.30
0.00
0.00
0.20
0.11
392
0.0
46041
10.08
0.30
0.00
0.00
0.20
0.10
396
0.0
45969
10.08
0.29
0.00
0.00
0.20
0.10
400
0.0
45898
10.08
0.29
0.00
0.00
0.20
0.10
404
0.0
45828
10.07
0.29
0.00
0.00
0.20
0.09
408
0.0
45759
10.07
0.28
0.00
0.00
0.20
0.09
GAJOBS12014\14026-VAML Phase 2C%Calcs114026 routing2y24hr Pond 2.xlsx

01;/26/2016 VAML Phase 2C 14026
MLV Pond 02
Stormwater Pond Routing
10-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 10 YR
6.43 IN/HR
Qa = 19.65 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P=;.-'•,a., a•_ T:INCHES 10yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 2.86 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 38.71 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp*1.39*60
= 95,153 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 10 YR
6.43 IN/HR
Qp = 49.13 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
{ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
GNOBS12014114026-VAML Phase 2C%Caics114026 routing10yr24hr Pond 2.x1sx

05/26/2016 VAML Phase 2C 14026
MLV Pond #2
Stormwater Pond Routing
10-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
19.65 cis
Qp =
49.13 cis
Tp =
38.7 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 It
Normal water elev =
8.50 ft
Box Weir Length =
16 ft
Cw =
3.0
Zcr =
12.60 ft
Dd -
36 in
Cd
0.59
Zi
8.00 ft
Peak Outflow =
13.52 cfs
Peak Stage =
12.05 ft
Maximum Storage =
111,305 cu ft
Control Holes:
State Orifice:
Dia =
2.50 in
Inv =
8.50 ft
Weir:
L =
18 in
Inv =
10.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.60 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cis)
(cu ft)
(ft)
(cfs)
(cfs)
(cls)
(cfs)
(cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
1.3
0
8.50
0
0.00
0.00
0
0.00
8
5.0
308
8.52
0.00
0.00
0.00
0.00
0.00
12
10.8
1507
8.57
0.01
0.00
0.00
0.01
0.00
16
18.0
4087
8.67
0.04
0.00
0.00
0.04
0.00
20
25.8
8387
8.83
0.08
0.00
0.00
0.08
0.00
24
33.6
14573
9.05
0.11
0.00
0.00
0.11
0.00
28
40.4
22613
9.32
0.14
0.00
0.00
0.14
0.00
32
45.6
32280
9.64
0.16
0.00
0.00
0.16
0.00
36
48.5
43179
9.99
0.19
0.00
0.00
0.19
0.00
40
49.0
54781
10.35
1.16
0.00
0.00
0.21
0.95
44
46.9
66260
10.71
2.91
0.00
0.00
0.23
2.68
48
42.5
76816
11.03
4.94
0.00
0.00
0.25
4.69
52
37.2
85822
11.30
6.92
0.00
0.00
0.26
6.66
56
32.5
93085
11.51
8.66
0.00
0.00
0.27
8.39
60
28.4
98807
11.68
10.12
0.00
0.00
0.28
9.84
64
24.8
103200
11.81
11.28
0.00
0.00
0.29
10.99
68
21.7
106456
11.91
12.17
0.00
0.00
0.29
11.87
72
19.0
108750
11.98
12.80
0.00
0.00
0.30
12.51
76
16.6
110236
12.02
13.22
0.00
0.00
0.30
12.92
80
14.5
111049
12.04
13.45
0.00
0.00
0.30
13.15
84
12.7
111305
12.05
13.52
0.00
0.00
0.30
13.22
88
11.1
111106
12.05
13.47
0.00
0.00
0.30
13.17
92
9.7
110537
12.03
13.31
0.00
0.00
0.30
13.01
96
8.5
109673
12.00
13.06
0.00
0.00
0.30
12.77
100
7.4
108574
11.97
12.75
0.00
0.00
0.30
12.46
104
6.5
107293
11.93
12.40
0.00
0.00
0.29
12.10
108
5.7
105873
11.89
12.01
0.00
0.00
0.29
11.72
112
5.0
104352
11.85
11.59
0.00
0.00
0.29
11.30
116
4.3
102760
11.80
11.16
0.00
0.00
0.29
10.87
G:W0BS12014114026-VAML Phase 2C%Calcs114026 r0ut1ng10yr24hr_P0nd 2.xlsx

03/26/2016
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
10-year 24hr Storm
120
3.8
101121
11.75
10.73
0.00
0.00
0.29
10.44
124
3.3
99456
11.70
10.29
0.00
0.00
0.28
10.00
128
2.9
97782
11.65
9.85
0.00
0.00
0.28
9.57
132
2.5
96112
11.60
9.42
0.00
0.00
0.28
9.15
136
2.2
94458
11.56
9.01
0.00
0.00
0.28
8.73
140
1.9
92827
11.61
S_Bn
0.00
0.00
0.27
8.33
144
1.7
91228
11.46
8.21
0.00
0.00
0.27
7.93
148
1.5
89664
11.41
7.83
0.00
0.00
0.27
7.56
152
1.3
88141
11.37
7.46
0.00
0.00
0.27
7.20
156
1.1
86659
11.32
7.12
0.00
0.00
0.27
6.85
160
1.0
85223
11.28
6.78
0.00
0.00
0.26
6.52
164
0.9
83832
11.24
6.47
0.00
0.00
0.26
6.20
168
0.8
82488
11.20
6.16
0.00
0.00
0.26
5.90
172
0.7
81190
11.16
5.88
0.00
0.00
0.26
5.62
176
0.6
79938
11.12
5.60
0.00
0.00
0.26
5.35
180
0.5
78732
11.09
5.34
0.00
0.00
0.25
5.09
184
0.4
77571
11.05
5.10
0.00
0.00
0.25
4.85
188
0.4
76453
11.02
4.86
0.00
0.00
0.25
4.61
192
0.3
75378
10.98
4.64
0.00
0.00
0.25
4.40
196
0.3
74345
10.95
4.43
0.00
0.00
0.25
4.19
200
0.3
73351
10.92
4.24
0.00
0.00
0.25
3.99
204
0.2
72396
10.89
4.05
0.00
0.00
0.24
3.80
208
0.2
71479
10.87
3.87
0.00
0.00
0.24
3.63
212
0.2
70597
10.84
3.70
0.00
0.00
0.24
3.46
216
0.2
69750
10.81
3.54
0.00
0.00
0.24
3.30
220
0.1
68936
10.79
3.39
0.00
0.00
0.24
3.15
224
0.1
68153
10.77
3.25
0.00
0.00
0.24
3.01
228
0.1
67401
10.74
3.11
0.00
0.00
0.24
2.88
232
0.1
66678
10.72
2.98
0.00
0.00
0.23
2.75
236
0.1
65983
10.70
2.86
0.00
0.00
0.23
2.63
240
0.1
65314
10.68
2.75
0.00
0.00
0.23
2.52
244
0.1
64671
10.66
2.64
0.00
0.00
0.23
2.41
248
0.1
64052
10.64
2.53
0.00
0.00
0.23
2.30
252
0.0
63457
10.62
2.43
0.00
0.00
0.23
2.21
256
0.0
62883
10.60
2.34
0.00
0.00
0.23
2.11
260
0.0
62331
10.59
2.25
0.00
0.00
0.23
2.02
264
0.0
61799
10.57
2.17
0.00
0.00
0.23
1.94
268
0.0
61286
10.55
2.09
0.00
0.00
0.23
1.86
272
0.0
60792
10.54
2.01
0.00
0.00
0.22
1.78
276
0.0
60315
10.53
1.94
0.00
0.00
0.22
1.71
280
0.0
59856
10.51
1.87
0.00
0.00
0.22
1.64
284
0.0
59412
10.50
1.80
0.00
0.00
0.22
1.58
288
0.0
58984
10.48
1.74
0.00
0.00
0.22
1.52
292
0.0
58570
10.47
1.68
0.00
0.00
0.22
1.46
296
0.0
58171
10.46
1.62
0.00
0.00
0.22
1.40
300
0.0
57785
10.45
1.56
0.00
0.00
0.22
1.35
304
0.0
57411
10.44
1.51
0.00
0.00
0.22
1.29
308
0.0
57051
10.42
1.46
0.00
0.00
0.22
1.24
312
0.0
56701
10.41
1.41
0.00
0.00
0.22
1.20
316
0.0
56364
10.40
1.37
0.00
0.00
0.22
1.15
320
0.0
56037
10.39
1.32
0.00
0.00
0.22
1.11
324
0.0
55720
10.38
1.28
0.00
0.00
0.21
1.07
328
0.0
55413
10.37
1.24
0.00
0.00
0.21
1.03
332
0.0
55116
10.36
1.20
0.00
0.00
0.21
0.99
336
0.0
54828
10.36
1.17
0.00
0.00
0.21
0.95
340
0.0
54548
10.35
1.13
0.00
0.00
0.21
0.92
344
0.0
54277
10.34
1.10
0.00
0.00
0.21
0.89
348
0.0
54014
10.33
1.07
0.00
0.00
0.21
0.85
352
n n
53759
10.32
1.03
0.00
0.00
0.21
0.82
356
0.0
53511
10.31
1.00
0.00
0.00
0.21
0.79
360
0.0
53270
10.31
0.98
0.00
0.00
0.21
0.77
364
0.0
53036
10.30
0.95
0.00
0.00
0.21
0.74
368
0.0
52808
10.29
0.92
0.00
0.00
0.21
0.71
372
0.0
52587
10.29
0.90
0.00
0.00
0.21
0.69
376
0.0
52372
10.28
0.87
0.00
0.00
0.21
0.66
380
0.0
52163
10.27
0.85
0.00
0.00
0.21
0.64
384
0.0
51959
10.27
0.83
0.00
0.00
0.21
0.62
388
0.0
51761
10.26
0.80
0.00
0.00
0.21
0.60
392
0.0
51568
10.25
0.78
0.00
0.00
0.21
0.58
396
0.0
51380
10.25
0.76
0.00
0.00
0.21
0.56
400
0.0
51197
10.24
0.74
0.00
0.00
0.21
0.54
404
0.0
51019
10.24
0.73
0.00
0.00
0.21
0.52
408
0.0
50845
10.23
0.71
0.00
0.00
0.21
0.50
G:UOBM014114026 VAML Phase 2G%Calcs114026 routing10yr24hr Pond 2.xlsx

01,126/2016
MLV
VAML Phase 2C
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 25 YR
7.22 IN/HR
Qa = 22.06 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P =; ` 8.fl§; INCHES 25yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2Sr2/(P+0.8S)
D = 3.66 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 44.14 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
121,828 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 25 YR
7.22 IN/FIR
Qp = 55.16 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b= 1.09
Constant 10.24
G:UOBS12014114026-VAML Phase 2C1CalcsN4026 routing25yr24hr_P0nd 2.xlsx

04/26/2016
VAML Phase 2C
MLV
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
22.06 cfs
Qp =
55.16 cfs
Tp =
44.1 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
ZO =
8.50 It
Normal water elev =
8.50 It
Peak Outflow =
19.18 cfs
Box Weir Length =
16 ft
Peak Stage =
12.60 ft
Cw =
3.0
Maximum Storage =
130,161 cu ft
Zcr =
12.60 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd
36 in
Inv =
8.50 It
Cd
0.59
Weir:
L =
18 In
Zi
8.00 ft
Inv =
10.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
()
()
(cfs)
(cfs)
(cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
1.1
0
8.50
0
0.00
0.00
0
0.00
8
4.4
266
8.51
0.00
0.00
0.00
0.00
0.00
12
9.5
1311
8.56
0.01
0.00
0.00
0.01
0.00
16
16.0
3580
8.65
0.03
0.00
0.00
0.03
0.00
20
23.5
7421
8.80
0.07
0.00
0.00
0.07
0.00
24
31.4
13052
9.00
0.10
0.00
0.00
0.10
0.00
28
38.9
20554
9.25
0.13
0.00
0.00
0.13
0.00
32
45.5
29855
9.56
0.16
0.00
0.00
0.16
0.00
36
50.7
40735
9.91
0.18
0.00
0.00
0.18
0.00
40
54.0
52850
10.29
0.93
0.00
0.00
0.21
0.72
44
55.2
65581
10.69
2.79
0.00
0.00
0.23
2.56
48
64.1
78149
11.07
5.22
0.00
0.00
0.25
4.97
52
51.0
89886
11.42
7.88
0.00
0.00
0.27
7.61
56
46.0
100223
11.73
10.49
0.00
0.00
0.28
10.20
60
40.9
108747
11.98
12.80
0.00
0.00
0.30
12.51
64
36.3
115488
12.17
14.73
0.00
0.00
0.30
14.42
68
32.3
120676
12.32
16.26
0.00
0.00
0.31
15.95
72
28.7
124526
12.44
17.43
0.00
0.00
0.32
17.12
76
25.5
127234
12.52
18.27
0.00
0.00
0.32
17.95
80
22.7
128976
12.57
18.81
0.00
0.00
0.32
18A9
84
20.2
129906
12.59
19.10
0.00
0.00
0.32
18.78
88
17.9
130161
12.60
19.18
0.00
0.00
0.32
18.86
92
15.9
129858
12.59
19.09
0.00
0.00
0.32
18.77
96
14.2
129100
12.57
18.85
0.00
0.00
0.32
18.53
100
12.6
127975
12.54
18.50
0.00
0.00
0.32
18.18
104
11.2
126556
12.50
18.06
0.00
0.00
0.32
17.74
108
9.9
124908
12.45
17.55
0.00
0.00
0.32
17.23
112
8.8
123083
12.39
16.99
0.00
0.00
0.31
16.68
116
7.9
121127
12.34
16.40
0.00
0.00
0.31
16.09
G:WOBS12014114026-VAML Phase 2C%Calcs114026 rouUng25yr24hr Pond 2.xlsx

OV26/2016
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
120
7.0
119077
12.28
15.79
0.00
0.00
0.31
15.48
124
6.2
116964
12.22
15.16
0.00
0.00
0.31
14.85
128
5.5
114816
12.15
14.53
0.00
0.00
0.30
14.23
132
4.9
112652
12.09
13.91
0.00
0.00
0.30
13.61
136
4.4
110492
12.03
13.29
0.00
0.00
0.30
13.00
140
3.9
108348
11.97
12.69
0.00
0.00
0.30
12.40
144
3.4
106232
11.90
12.11
0.00
0.00
0.29
11.81
148
3.1
104153
11.84
11.54
0.00
0.00
0.29
11.25
152
2.7
102119
11.78
10.99
0.00
0.00
0.29
10.70
156
2.4
100134
11.72
10.47
0.00
0.00
0.28
10.18
160
2.2
98202
11.67
9.96
0.00
0.00
0.28
9.68
164
1.9
96328
11.61
9.48
0.00
0.00
0.28
9.20
168
1.7
94511
11.56
9.02
0.00
0.00
0.28
8.74
172
1.5
92754
11.50
8.58
0.00
0.00
0.27
8.31
176
1.3
91057
11.45
8.17
0.00
0.00
0.27
7.89
180
1.2
89419
11.41
7.77
0.00
0.00
0.27
7.50
184
1.1
87841
11.36
7.39
0.00
0.00
0.27
7.13
188
0.9
86321
11.31
7.04
0.00
0.00
0.27
6.77
192
0.8
84858
11.27
6.70
0.00
0.00
0.26
6.44
196
0.7
83451
11.23
6.38
0.00
0.00
0.26
6.12
200
0.7
82099
11.19
6.08
0.00
0.00
0.26
5.82
204
0.6
80799
11.15
5.79
0.00
0.00
0.26
5.53
208
0.5
79550
11.11
5.52
0.00
0.00
0.26
5.26
212
0.5
78351
11.07
5.26
0.00
0.00
0.25
5.01
216
0.4
77200
11.04
5.02
0.00
0.00
0.25
4.77
220
0.4
76094
11.01
4.79
0.00
0.00
0.25
4.54
224
0.3
75032
10.97
4.57
0.00
0.00
0.25
4.33
228
0.3
74013
10.94
4.37
0.00
0.00
0.25
4.12
232
0.3
73034
10.91
4.17
0.00
0.00
0.24
3.93
236
0.2
72095
10.89
3.99
0.00
0.00
0.24
3.75
240
0.2
71192
10.86
3.82
0.00
0.00
0.24
3.57
244
0.2
70325
10.83
3.65
0.00
0.00
0.24
3.41
248
0.2
69492
10.81
3.50
0.00
0.00
0.24
3.26
252
0.1
68692
10.78
3.35
0.00
0.00
0.24
3.11
256
0.1
67923
10.76
3.21
0.00
0.00
0.24
2.97
260
0.1
67184
10.74
3.07
0.00
0.00
0.24
2.84
264
0.1
66473
10.71
2.95
0.00
0.00
0.23
2.71
268
0.1
65790
10.69
2.83
0.00
0.00
0.23
2.60
272
0.1
65132
10.67
2.72
0.00
0.00
0.23
2.48
276
0.1
64499
10.65
2.61
0.00
0.00
0.23
2.38
280
0.1
63890
10.63
2.51
0.00
0.00
0.23
2.28
284
0.1
63304
10.62
2.41
0.00
0.00
0.23
2.18
288
0.0
62739
10.60
2.32
0.00
0.00
0.23
2.09
292
0.0
62195
10.58
2.23
0.00
0.00
0.23
2.00
296
0.0
61670
10.57
2.15
0.00
0.00
0.23
1.92
300
0.0
61165
10.55
2.07
0.00
0.00
0.22
1.84
304
0.0
60677
10.54
1.99
0.00
0.00
0.22
1.77
308
0.0
60207
10.52
1.92
0.00
0.00
0.22
1.70
312
0.0
59753
10.51
1.85
0.00
0.00
0.22
1.63
316
0.0
59314
10.49
1.79
0.00
0.00
0.22
1.56
320
0.0
58891
10.48
1.72
0.00
0.00
0.22
1.50
324
0.0
58482
10.47
1.66
0.00
0.00
0.22
1.44
328
0.0
58087
10.46
1.61
0.00
0.00
0.22
1.39
332
0.0
57705
10.44
1.55
0.00
0.00
0.22
1.33
336
0.0
57336
10.43
1.50
0.00
0.00
0.22
1.28
340
0.0
56978
10.42
1.45
0.00
0.00
0.22
1.23
344
0.0
56632
10.41
1.40
0.00
0.00
0.22
1.19
348
0.0
56298
10.40
1.36
0.00
0.00
0.22
1.14
352
0.0
55974
10.39
1 .9
0.00
0.00
0.22
1.10
356
0.0
55660
10.38
1.27
0.00
0.00
0.21
1.06
360
0.0
55355
10.37
1.23
0.00
0.00
0.21
1.02
364
0.0
55060
10.36
1.20
0.00
0.00
0.21
0.98
368
0.0
54774
10.35
1.16
0.00
0.00
0.21
0.95
372
0.0
54497
10.35
1.13
0.00
0.00
0.21
0.91
376
0.0
54228
10.34
1.09
0.00
0.00
0.21
0.88
380
0.0
53967
10.33
1.06
0.00
0.00
0.21
0.85
384
0.0
53713
10.32
1.03
0.00
0.00
0.21
0.82
388
0.0
53467
10.31
1.00
0.00
0.00
0.21
0.79
392
0.0
53228
10.31
0.97
0.00
0.00
0.21
0.76
396
0.0
52995
10.30
0.94
0.00
0.00
0.21
0.73
400
0.0
52769
10.29
0.92
0.00
0.00
0.21
0.71
404
0.0
52549
10.28
0.89
0.00
0.00
0.21
0.68
408
0.0
52335
10.28
0.87
0.00
0.00
0.21
0.66
G:WOBS12014114026-VAML Phase 2C%CaIcsN4026 routing25y24hr_Pond 2.xlsx

00/26/2016 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 100 YR
8.48 IN/HR
Qa = 26.91 CFS
Ca = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = '. . 1.O..INCHES 100yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.25 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 53.82 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
174,477 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 100 YR
8.48 IN/HR
Qp = 64.79 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
Ins
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33.968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
GMOBS12014114026-VAML Phase 2C%CaIcs114026 routing100y24hr_Pond 2.x1sx

OV26/2016 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
14026
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
25.91 cis
Qp =
64.79 cis
Tp =
53.8 min
dT =
4 min
BASIN DATA
Ks =
27939
b=
1.09
Zo =
8.50 ft
Normal water elev =
8.50 ft
Peak Outflow =
42.41 cis
Box Weir Length =
16 ft
Peak Stage =
13.11 ft
Cw =
3.0
Maximum Storage =
147,873 cu ft
Zcr =
12.60 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.50 ft
Cd =
0.59
Weir:
L =
18 in
Zi =
8.00 ft
Inv =
10.00 ft
Emergency Overflow Weir.
L =
480.0 in
Inv
13.50 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cis)
(cu ft)
(ft)
(cfs)
(cis)
(cis)
(cfs)
(cis)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
0.9
0
8.50
0
0.00
0.00
0
0.00
8
3.5
211
8.51
0.00
0.00
0.00
0.00
0.00
12
7.6
1043
8.55
0.01
0.00
0.00
0.01
0.00
16
13.1
2872
8.62
0.02
0.00
0.00
0.02
0.00
20
19.7
6018
8.74
0.06
0.00
0.00
0.06
0.00
24
26.9
10727
8.92
0.09
0.00
0.00
0.09
0.00
28
34.5
17166
9.14
0.12
0.00
0.00
0.12
0.00
32
41.9
25407
9.42
0.15
0.00
0.00
0.15
0.00
36
48.8
36423
9.74
0.17
0.00
0.00
0.17
0.00
40
54.8
47091
10.11
0.37
0.00
0.00
0.20
0.17
44
59.6
60155
10.52
1.91
0.00
0.00
0.22
1.69
48
62.9
74003
10.94
4.37
0.00
0.00
0.25
4.12
52
64.6
88060
11.37
7.45
0.00
0.00
0.27
7.18
56
64.5
101778
11.77
10.90
0.00
0.00
0.29
10.61
60
62.7
114648
12.15
14.48
0.00
0.00
0.30
14.18
64
59.2
126220
12.49
17.95
0.00
0.00
0.32
17.64
68
54.4
136127
12.77
24.51
3.42
0.00
0.33
20.77
72
49.4
143302
12.98
34.60
11.14
0.00
0.34
23.12
76
44.8
146851
13.08
40.59
15.93
0.00
0.34
24.32
80
40.7
147873
13.11
42.41
17.41
0.00
0.34
24.66
84
37.0
147466
13.10
41.68
16.81
0.00
0.34
24.52
88
33.6
146335
13.06
39.68
15.20
0.00
0.34
24.14
92
30.5
144866
13.02
37.17
13.18
0.00
0.34
23.65
96
27.7
143258
12.98
34.53
11.09
0.00
0.34
23.11
100
25.1
141609
12.93
31.96
9.07
0.00
0.34
22.56
104
22.8
139966
12.88
29.54
7.19
0.00
0.33
22.02
108
20.7
138349
12.84
27.31
5.49
0.00
0.33
21.49
112
18.8
136763
12.79
25.28
3.98
0.00
0.33
20.97
116
17.1
135208
12.75
23.45
2.66
0.00
0.33
20.47
G:WOBS12014114026-VAML Phase 2C%Calcs114026 routing100y24hr_Pond 2.xlsx

%/26/2016
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
100-year 24hr Storm
120
15.5
133674
12.70
21.85
1.54
0.00
0.33
19.98
124
14.1
132150
12.66
20.47
0.66
0.00
0.32
19.49
128
12.8
130612
12.61
19.40
0.07
0.00
0.32
19.00
132
11.6
129022
12.57
18.83
0.00
0.00
0.32
18.51
136
10.5
127286
12.52
18.28
0.00
0.00
0.32
17.97
140
9.6
125424
12.46
17.71
0.00
0.00
0.32
17.39
144
8.7
123468
12.41
17.11
0.00
0.00
0.31
16.79
148
7.9
121444
12.35
16.49
0.00
0.00
0.31
16.18
152
7.2
119376
12.29
15.87
0.00
0.00
0.31
15.57
156
6.5
117283
12.23
15.25
0.00
0.00
0.31
14.95
160
5.9
115180
12.16
14.64
0.00
0.00
0.30
14.33
164
5.4
113082
12.10
14.03
0.00
0.00
0.30
13.73
168
4.9
110999
12.04
13.44
0.00
0.00
0.30
13.14
172
4.4
108940
11.98
12.86
0.00
0.00
0.30
12.56
176
4.0
106913
11.92
12.29
0.00
0.00
0.29
12.00
180
3.6
104924
11.86
11.75
0.00
0.00
0.29
11.46
184
3.3
102978
11.81
11.22
0.00
0.00
0.29
10.93
188
3.0
101077
11.75
10.71
0.00
0.00
0.29
10.43
192
2.7
99225
11.70
10.23
0.00
0.00
0.28
9.94
196
2.5
97423
11.64
9.76
0.00
0.00
0.28
9.48
200
2.2
95674
11.59
9.31
0.00
0.00
0.28
9.04
204
2.0
93977
11.54
8.89
0.00
0.00
0.28
8.61
208
1.8
92333
11.49
8.48
0.00
0.00
0.27
8.20
212
1.7
90742
11.45
8.09
0.00
0.00
0.27
7.82
216
1.6
89204
11.40
7.72
0.00
0.00
0.27
7.45
220
1.4
87717
11.35
7.36
0.00
0.00
0.27
7.10
224
1.3
86282
11.31
7.03
0.00
0.00
0.27
6.76
228
1.1
84896
11.27
6.71
0.00
0.00
0.26
6.45
232
1.0
83560
11.23
6.40
0.00
0.00
0.26
6.14
236
0.9
82272
11.19
6.12
0.00
0.00
0.26
5.86
240
0.9
81030
11.15
5.84
0.00
0.00
0.26
5.58
244
0.8
79833
11.12
5.58
0.00
0.00
0.26
5.32
248
0.7
78679
11.08
5.33
0.00
0.00
0.25
5.08
252
0.6
77568
11.05
5.10
0.00
0.00
0.25
4.85
256
0.6
76498
11.02
4.87
0.00
0.00
0.25
4.62
260
0.5
75468
10.99
4.66
0.00
0.00
0.25
4.41
264
0.5
74475
10.96
4.46
0.00
0.00
0.25
4.21
268
0.4
73519
10.93
4.27
0.00
0.00
0.25
4.02
272
0.4
72599
10.90
4.09
0.00
0.00
0.24
3.84
276
0.4
71712
10.87
3.92
0.00
0.00
0.24
3.67
280
0.3
70858
10.85
3.75
0.00
0.00
0.24
3.51
284
0.3
70036
10.82
3.60
0.00
0.00
0.24
3.36
288
0.3
69243
10.80
3.45
0.00
0.00
0.24
3.21
292
0.2
68480
10.78
3.31
0.00
0.00
0.24
3.07
296
0.2
67744
10.75
3.17
0.00
0.00
0.24
2.94
300
0.2
67035
10.73
3.05
0.00
0.00
0.24
2.81
304
0.2
66352
10.71
2.93
0.00
0.00
0.23
2.69
308
0.2
65693
10.69
2.81
0.00
0.00
0.23
2.58
312
0.1
65057
10.67
2.70
0.00
0.00
0.23
2.47
316
0.1
64445
10.65
2.60
0.00
0.00
0.23
2.37
320
0.1
63853
10.63
2.50
0.00
0.00
0.23
2.27
324
0.1
63283
10.62
2.41
0.00
0.00
0.23
2.18
328
0.1
62733
10.60
2.32
0.00
0.00
0.23
2.09
332
0.1
62201
10.58
2.23
0.00
0.00
0.23
2.00
336
0.1
61688
10.67
2.15
0.00
0.00
0.23
1.92
340
0.1
61193
10.55
2.07
0.00
0.00
0.22
1.85
344
0.1
60714
10.54
2.00
0.00
0.00
0.22
1.77
348
0.1
60251
10.52
1.93
0.00
0.00
0.22
1.70
352
0.1
59804
10.51
1.86
0.00
0.00
0.22
1.64
356
0.1
69372
10.50
1.79
0.00
0.00
0.22
1.57
360
0.0
58954
10.48
1.73
0.00
0.00
0.22
1.51
364
0.0
58549
10.47
1.67
0.00
0.00
0.22
1.45
368
0.0
58158
10.46
1.62
0.00
0.00
0.22
1.40
372
0.0
57779
10.45
1.56
0.00
0.00
0.22
1.34
376
0.0
57412
10.44
1.51
0.00
0.00
0.22
1.29
380
0.0
57057
10.42
1.46
0.00
0.00
0.22
1.24
384
0.0
56713
10.41
1.42
0.00
0.00
0.22
1.20
388
0.0
56380
10.40
1.37
0.00
0.00
0.22
1.15
392
0.0
56057
10.39
1.33
0.00
0.00
0.22
1.11
396
0.0
55744
10.38
1.29
0.00
0.00
0.21
1.07
400
0.0
55440
10.37
1.25
0.00
0.00
0.21
1.03
404
0.0
55145
10.37
1.21
0.00
0.00
0.21
0.99
408
0.0
54859
10.36
1.17
0.00
0.00
0.21
0.96
G:WOBS12014114026-VAML Phase 2C%Calos114026 routing100y24hr Pond 2.xlsx

01126/2016
MLV
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 100 YR
8.48 IN/HR
Qa = 25.91 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P 10� INCHES 100yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)A2/(P+0.8S)
D = 5.25 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 53.82 MINUTES
Storage Volume Req'd = (Qp-Qa)"Tp*1.39*60
= 174,477 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
VAML Phase 2C
Pond #2
Stormwater Pond Routing
100-year 24hr Storm
Clogged
AFTER DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 100 YR
8.48 IN/HR
Qp = 64.79 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.6
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
1z.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
14026
G:W0BS12014%14026-VAML Phase 2C1Calcs114026 routing100yr24hr dogged_Pond 2.xlsx

V128l2016 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
Clogged
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
25.91 cfs
QP =
64.79 cfs
TP =
53.8 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo
8.50 ft
Normal water elev
8.50 ft
Box Weir Length
ft
Cw
3.0
Zcr
ft
Dd =
in
Cd =
0.59
Zi =
ft
Peak Outflow = 49.05 cfs
Peak State = 13.45 ft
Maximum Storage = 159,889 cu ft
Control Holes:
State Ortfce:
Emergency Overflow Weir:
Dia = in
Inv = ft
L = 480 in
Inv = 12.90 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
0.9
0
8.50
0
0.00
0.00
0
0.00
8
3.5
211
8.51
0.00
0.00
0.00
0.00
0.00
12
7.6
1043
8.55
0.00
0.00
0.00
0.00
0.00
16
13.1
2874
8.62
0.00
0.00
0.00
0.00
0.00
20
19.7
6026
8.74
0.00
0.00
0.00
0.00
0.00
24
26.9
10749
8.92
0.00
0.00
0.00
0.00
0.00
28
34.6
17209
9.14
0.00
0.00
0.00
0.00
0.00
32
41.9
25478
9.42
0.00
0.00
0.00
0.00
0.00
36
48.8
35529
9.75
0.00
0.00
0.00
0.00
0.00
40
54.8
47238
10.12
0.00
0.00
0.00
0.00
0.00
44
59.6
60392
10.53
0.00
0.00
0.00
0.00
0.00
48
62.9
74699
10.96
0.00
0.00
0.00
0.00
0.00
52
64.6
89804
11.42
0.00
0.00
0.00
0.00
0.00
56
64.5
105309
11.88
0.00
0.00
0.00
0.00
0.00
60
62.7
120795
12.33
0.00
0.00
0.00
0.00
0.00
64
59.2
135843
12.76
0.00
0.00
0.00
0.00
0.00
68
54.4
150059
13.17
16.92
0.00
0.00
0.00
16.92
72
49.4
159054
13.43
45.92
0.00
0.00
0.00
45.92
76
44.8
159889
13.45
49.05
0.00
0.00
0.00
49.05
80
40.7
158880
13.42
45.27
0.00
0.00
0.00
45.27
84
37.0
157786
13.39
41.29
0.00
0.00
0.00
41.29
88
33.6
156748
13.36
37.62
0.00
0.00
0.00
37.62
92
30.5
155773
13.33
34.28
0.00
0.00
0.00
34.28
96
27.7
154858
13.31
31.24
0.00
0.00
0.00
31.24
100
25.1
153999
13.28
28.47
0.00
0.00
0.00
28.47
104
22.8
153193
13.26
25.95
0.00
0.00
0.00
25.95
108
20.7
152436
13.24
23.66
0.00
0.00
0.00
23.66
112
18.8
151726
13.22
21.57
0.00
0.00
0.00
21.57
116
17.1
151060
13.20
19.67
0.00
0.00
0.00
19.67
G:W0BS12014114026-VAML Phase 2C%Calcs114026 routing100yrNhr clogged_Pond 2.xlsx

V126/2016
VAML Phase 2C
14026
MLV
Pond #2
Stonnwater Pond Routing
100-year 24hr Storm
Clogged
120
15.5
150435
13.18
17.94
0.00
0.00
0.00
17.94
124
14.1
149848
13.16
16.36
0.00
0.00
0.00
16.36
128
12.8
149297
13.15
14.93
0.00
0.00
0.00
14.93
132
11.6
148779
13.13
13.62
0.00
0.00
0.00
13.62
136
10.5
148293
13.12
12.43
0.00
0.00
0.00
12.43
140
9.6
147837
13.11
11.34
0.00
0.00
0.00
11.34
144
8.7
147409
13.10
10.35
0.00
0.00
0.00
10.35
148
7.9
147007
13.08
9.45
0.00
0.00
0.00
9.45
152
7.2
146629
13.07
8.63
0.00
0.00
0.00
8.63
156
6.5
146274
13.06
7.88
0.00
0.00
0.00
7.88
160
5.9
145941
13.05
7.20
0.00
0.00
0.00
7.20
164
5.4
145627
13.04
6.58
0.00
0.00
0.00
6.58
168
4.9
145333
13.04
6.01
0.00
0.00
0.00
6.01
172
4.4
145057
13.03
5.49
0.00
0.00
0.00
5.49
176
4.0
144797
13.02
5.02
0.00
0.00
0.00
5.02
180
3.6
144553
13.01
4.59
0.00
0.00
0.00
4.59
184
3.3
144324
13.01
4.20
0.00
0.00
0.00
4.20
188
3.0
144108
13.00
3.84
0.00
0.00
0.00
3.84
192
2.7
143906
13.00
3.51
0.00
0.00
0.00
3.51
196
2.5
143715
12.99
3.22
0.00
0.00
0.00
3.22
200
2.2
143537
12.98
2.94
0.00
0.00
0.00
2.94
204
2.0
143368
12.98
2.70
0.00
0.00
0.00
2.70
208
1.8
143210
12.98
2.47
0.00
0.00
0.00
2.47
212
1.7
143061
12.97
2.26
0.00
0.00
0.00
2.26
216
1.5
142921
12.97
2.07
0.00
0.00
0.00
2.07
220
1.4
142790
12.96
1.90
0.00
0.00
0.00
1.90
224
1.3
142666
12.96
1.74
0.00
0.00
0.00
1.74
228
1.1
142550
12.96
1.60
0.00
0.00
0.00
1.60
232
1.0
142440
12.95
1.46
0.00
0.00
0.00
1.46
236
0.9
142337
12.95
1.34
0.00
0.00
0.00
1.34
240
0.9
142240
12.95
1.23
0.00
0.00
0.00
1.23
244
0.8
142149
12.94
1.13
0.00
0.00
0.00
1.13
248
0.7
142063
12.94
1.04
0.00
0.00
0.00
1.04
252
0.6
141982
12.94
0.96
0.00
0.00
0.00
0.96
256
0.6
141906
12.94
0.88
0.00
0.00
0.00
0.88
260
0.5
141834
12.94
0.81
0.00
0.00
0.00
0.81
264
0.5
141767
12.93
0.74
0.00
0.00
0.00
0.74
268
0.4
141703
12.93
0.68
0.00
0.00
0.00
0.68
272
0.4
141643
12.93
0.63
0.00
0.00
0.00
0.63
276
0.4
141587
12.93
0.58
0.00
0.00
0.00
0.58
280
0.3
141534
12.93
0.53
0.00
0.00
0.00
0.53
284
0.3
141484
12.93
0.49
0.00
0.00
0.00
0.49
288
0.3
141437
12.92
0.45
0.00
0.00
0.00
0.45
292
0.2
141392
12.92
0.42
0.00
0.00
0.00
0.42
296
0.2
141350
12.92
0.39
0.00
0.00
0.00
0.39
300
0.2
141311
12.92
0.36
0.00
0.00
0.00
0.36
304
0.2
141273
12.92
0.33
O.uu
0.00
0.00
0.33
308
0.2
141238
12.92
0.30
0.00
0.00
0.00
0.30
312
0.1
141205
12.92
0.28
0.00
0.00
0.00
0.28
316
0.1
141174
12.92
0.26
0.00
0.00
0.00
0.26
320
0.1
141144
12.92
0.24
0.00
0.00
0.00
0.24
324
0.1
141116
12.92
0.22
0.00
0.00
0.00
0.22
328
0.1
141090
12.91
0.21
0.00
0.00
0.00
0.21
332
0.1
141065
12.91
0.19
0.00
0.00
0.00
0.19
336
0.1
141042
12.91
0.18
0.00
0.00
0.00
0.18
340
0.1
141020
12.91
0.16
0.00
0.00
0.00
0.16
344
0.1
140999
12.91
0.15
0.00
0.00
0.00
0.15
348
0.1
140979
12.91
0.14
0.00
0.00
0.00
0.14
352
0.1
140960
12.91
0.13
0.00
0.00
n_on
0.13
356
0.1
140943
12.91
0.12
0.00
0.00
0.00
0.12
360
0.0
140926
12.91
0.11
0.00
0.00
0.00
0.11
364
0.0
140910
12.91
0.10
0.00
0.00
0.00
0.10
368
0.0
140895
12.91
0.10
0.00
0.00
0.00
0.10
372
0.0
140881
12.91
0.09
0.00
0.00
0.00
0.09
376
0.0
140868
12.91
0.08
0.00
0.00
0.00
0.08
380
0.0
140855
12.91
0.08
0.00
0.00
0.00
0.08
384
0.0
140843
12.91
0.07
0.00
0.00
0.00
0.07
388
0.0
140832
12.91
0.07
0.00
0.00
0.00
0.07
392
0.0
140821
12.91
0.06
0.00
0.00
0.00
0.06
396
0.0
140811
12.91
0.06
0.00
0.00
0.00
0.06
400
0.0
140801
12.91
0.06
0.00
0.00
0.00
0.06
404
0.0
140792
12.91
0.05
0.00
0.00
0.00
0.05
408
0.0
140783
12.91
0.05
0.00
0.00
0.00
0.05
G:UOBS12014114026-VAML Phase 2C%CaIcs114026 routing100yr24hr clogged_Pond 2.xlsx

Johnson, Kelly
From: Johnson, Kelly
Sent: Monday, January 25, 2016 10:08 AM
To: 'Monica Valsi'
Subject: RE: SW8 150905, Village at Motts Landing Phase 2C
OK. Thanks.
KJ
From: Monica Valsi [mailto:[e-mail]]
Sent: Monday, January 25, 201610:01 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: SW8 150905, Village at Motts Landing Phase 2C
Kelly,
We would like to request an extension with a re -submittal date of Tuesday, February 2. Please confirm this is acceptable
or direct otherwise.
Thank you,
Monica
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Tuesday, January 12, 201612:22 PM
To: Monica Valsi ([e-mail]) <[e-mail]>
Subject: SW8 150905, Village at Motts Landing Phase 2C
Monica,
Please see attached.
Thanks,
KJ
ICel,I,1�JOhwSDw
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

North Carolina Department of Environmental Quality
Pat McCrory
Governor
January 12, 2016
Dr. Arnold L. Sobol, Manager
Aftew Properties, LLC
2020 S. Churchill Drive
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8150905
The Village at Molts Landing Phase 2C
New Hanover County
Dear Dr. Sobol:
Donald R. van der Vaart
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for The Village at Motts Landing
Phase 2C on September 30, 2015. A request for additional information was mailed on November 17, 2015 and a
response was received on January 8, 2015. A preliminary review of that information has determined that the application
is not complete. The following information is needed to continue the stormwater review:
Streams [15A NCAC 02H.1003 (g) (5) and 02H.1005 (d)]:
a. 1/17/15: Please work with Chad Coburn of the Division of Water Resources, 910.796.7379, to
determine if there -are streams onsite. I showed him the plan, and he is familiar with the site. Please
label all streams on the plans, show the top of bank (TOB) of each stream, and also show a 50ft
vegetative buffer measured from the TOB.
b. 118/16: The environmental consultant has met onsite with Chad and two (2) streams were identified.
The streams, TOB, and 50' buffer are shown and labelled. You will note that a portion of wet detention
basin #1 is within the 50ft buffer, however, the buffer is outside of the permanent pool elevation..
c. 1/12/16:
i. Stream Location: David Syster of SEGI and Chad Coburn of DWR/401 have indicated that
the origin should be below Lot 324 rather than Lot 327. Please revise the plans accordingly.
ii. Pond in a Buffer: 15A NCAC 02H .1005(e) prohibits wet ponds from being located in the
buffer. The proposed plans show that the permanent pool is located outside of the buffer but
that a portion of the embankment of the pond is inside the buffer.. This issue has come up on
other projects, and we have received direction from our Central Office on how to proceed.
Please remove the full embankment on the pond -side of the berm from the buffer.
2. Seasonal High Water Table [15A NCAC 02H.1003 (g) (5). and 02H.1005 (d)]:
a. 11/17/15: Please submit a stamped summary of the existing ground elevation, the distance to the
SHWT and the resultant SHWT elevation for each pond to ensure that the ponds will not drain nearby
wetlands by situating the permanent pool elevations at the appropriate elevations.
i. Pond 1/ Boring 3: The soils report shows that the SHWT is at 73in.
ii. Pond. 2/ Boring 4: The soils report shows that the depth to the SHWT is 39-471n, and that it is
a perched SHWT.
b. 118/16:
i. Pond 1/ Boring 3: The existing ground elevation at boring 3 is 13.77, the distance to the
SHWT -is 73: or 6.083ft and the resultant SHWT is 7.69. The permanent pool elevation is at
elevation 8.00. The adjacent wetland elevation is at or below the SHWT elevation.
ii. Pond-21 Boring 4: The existing ground elevation at boring 4 is 12.09, the distance to the
SHWT is 39" or 3.25' and the resultant SHWT elevation is 8.84. The permanent pool
elevation is at elevation 8.50. The adjacent wetland elevation is at or below SHWT.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
[phone] /'Fax: [phone] • Internet: hftp://portal.nodenr.oaMeb/irl
An Equal ftorbunib 1 Affirmative Action Employer— Made in part by recwded paper

c. 1/12/16:
Both Ponds/Borings:
1. Please submit the data provided in your letter under seal.
2. Please specify the wetlands elevation adjacent to each pond in your summary in
order to establish that the pond will not drain the wetlands. (The elevations are
difficult to read on the plans because other data is on top of them.)
Pond 2/ Boring 4: There is a typo on the supplement which says that the SHWT is at
9.75msl. I will revise it to show that it is 8.84msl.
3. Drainage Areal [15A NCAC 02H .1008(c)(1)]:
a. 11/17/15: This drainage area appears to extend beyond the project boundary. Please make any
necessary corrections to the application package, and account for any potential impervious area that
could be constructed offsite at ultimate build out potential.
b. 1/8/16: Correct, the drainage area does extend beyond the project boundary. The previously
submitted application package accounts for any potential impervious area (future).
c. 1/12/16: Perhaps this is an issue of clarification of the project area and the drainage area.
i. Project Area: Where is the project area on the plan? Originally I thought that Sheet CO
showed that area, but now I see that it excludes the wetlands. Please denote the full 28.58ac
area to be covered by this permit on the plans with bearing/distance lines.
ii. Drainage Areas: There are two drainage areas on the plans, one for each pond shown on
Sheets DA1, DA2, and DA3. Sheet DA1 shows the drainage divides for a large area. DA3
shows many sub -drainage areas. DA2 shows what may be the two ponds' drainage areas.
Are Sheets DA1 and DA3 needed for the full permitted set, or does DA2 show the full area
draining to the ponds? Without the project area I am not sure where the drainage area
extends beyond the project area. But, please account for any potential impervious area that
could be constructed offsite (outside the project area but draining to the permitted ponds) at
ultimate build out potential. For instance, if there.is 20,OOOsf of offsite drainage area to a
pond what amount of that 20,OOOsf could be built out in the future? If zoning or other
requirements limit development to 60%, then ultimate buildout is 12,OOOsf which should be
accounted for in the pond.
Please keep in mind that changing one number may change other numbers and require the calculations, supplements,
and other supporting documentation to be updated. Verify all numbers are correct to ensure consistency in the
application documents.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to January 26, 2016, or the application will be returned as incomplete. The return
of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time'to submit the information, please email or fax your request for a time extension to the Division
at the address and fax number at the bottom of this letter. Please note that a second significant request for additional
information may result in the return of the project.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-
215.6A.
If you have any questions concerning this matter please feel free to call me at [phone] or email me at
[e-mail]
GDS/kpj: G:1WQ1SharedlStormWaterlPermits & Projects12015 \150905 HD12016 01 addinfo 150905
cc: Phil Tripp, PE, Tripp Engineering
Wilmington Regional Office
Page 2 of 2

Johnson, Kelly
From: Hall, Christine
Sent: Tuesday, January 12, 2016 8:51 AM
To: Johnson, Kelly
Subject: FW: Pond / State Stormwater Buffer questions
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
ICI.- Nnthitw ('ompares -
Email con*espondance to and from this address is su iect to the
/Jorf;�, Carolina Public Records Law �,nd may be dicc!osed tc third parties.
From: Lucas, Annette
Sent: Wednesday, July 16, 2014 4:12 PM
To: Nelson, Christine <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Diuguid, Bill <[e-mail]>; Lewis,Linda
<[e-mail]>; Bennett, Bradley <[e-mail]>
Subject: RE: Pond / State Stormwater Buffer questions
Christine,
I would say putting the level spreader and plunge pool are actually "impervious surface" and thus are specifically
prohibitted within the buffer. Also, the level spreader is just the vehicle for spreading flow through a gently sloped
vegetated area, where the treatment actually occurs. I agree Chapter 8 needs to be updated. But I think it is pretty clear
in its words and diagrams that level spreaders don't belong in buffers.
Hope that helps,
Annette
From: Nelson, Christine
Sent: Wednesday, July 16, 2014 4:06 PM
To: Lucas, Annette
Cc: Scott, Georgette; Diuguid, Bill; Lewis,Linda; Bennett, Bradley
Subject: RE: Pond / State Stormwater Buffer questions
Annette,
As always, thanks for your thoughtful insight and quick response. The consultant has posed a few more questions
regarding the diffuse flow aspect...
He is talking about switching over to a level spreader to provide diffuse flow of the design storm and a plunge pool type
device to provide non -erosive flow from the 10-year storm event. Does this meet the intent of the diffuse flow

requirement? (there is a slight disconnect between the diffuse flow guidance and Table 8-1 in LS/VFS chapter, which
appears to indicate that the LS must be for the entire 10-year storm)
Right now, the outlets are located within the 30' buffer. Can these devices (LS and plunge pool) be located in the buffer
(say 10' from the stream) or do they have to be at the edge of the buffer? (the rules require diffuse flow through the
vegetated buffer; however, they also allow BMPs to be located within the buffer ... )
Christine
�'' ,�M]�Sp",Dl7:�E c,GTri�GlY<<11SG I, SS S-:I f i t� 'T''IC•"tf C.:rJlira�tliii7fi;:�ECC'trj �..7au \ �p�'�
t
fr( :%JyidiEi?iS ! iC _:..rd r dac,r ! s_ "� iT� L'.r! C,- Li7iiS:eCfOiY!'rrc
From: Lucas, Annette _ 4
Sent: Wednesday, July 16, 2014 11:31 AM �-ve �'"E`�7
To: Nelson, Christine DP '
Cc: Scott, Georgette; Diuguid, Bill; Lewis,Linda; Bennett, Bradley N
Subject: RE: Pond / State Stormwater Buffer questions
Christine — T
Well you started an interesting conversation with this project.
Here is what we in CO think: based on the language in the 2H .1000 rules, we agree with Robert — only up to the top of
the embankment of the wet pond should be in the buffer. We don't think including more than that is consistent with the
foliowing rule language:
Definition in .1002: "Vegetative Buffer" means an area of natural or established vegetation directly adjacent to surface
waters through which stormwater runoff flows in a diffuse manner to protect surface waters from nwds
degradation due to development activities. The width of the buffer is measured horizontally from the 5'
normal pool elevation of impounded structures, from the bank of each side of streams or rivers, and
from the mean high water line of tidal waters, perpendicular to the shoreline. C �G7�
.1005 (e) Vegetative Buffer. Developments permitted under Paragraph (a) shall contain a 50 foot wide vegetative buffer, as Q bur,
defined in Rule .1002(22) of this Section, for new development activities and a 30 foot wide vegetative buffer for 44
redevelopment activities. The width of a buffer is measured horizontally from the normal pool elevation of impounded
structures, from the bank of each side of streams or rivers, and from the mean high waterline of tidal waters,
perpendicular to the shoreline. The vegetative buffer may be cleared or graded, but must be planted with and maintained
in grass or any other vegetative or plant material. Furthermore, stormwater control best management practices (BMPs),
or stormwater control structures, with the exception of wet detention ponds, may be located within this vegetative buffer.
The Division may, on a case -by -case basis, grant a minor variance from the vegetative buffer requirements of this section
pursuant to the procedures set out in 15A NCAC 02B .0233(9)(b). Vegetative buffers and filters required by this section
and any other buffers or filters required by State water quality or coastal management rules or local government
requirements may be met concurrently and may contain, in whole or in part, coastal, isolated, or 404 jurisdictional
wetlands that are located landward of the normal waterline.
As far as the diffuse flow issue, I don't think providing a dissipater pad directly adjacent to the stream (even if the flow is
small), meets the diffuse flow requirements.
So the bottom line is that the proposed site plan just does not have enough space for a properly sited wet pond and
diffuse flow measure.
When I look at the site plan, 1 do think they may have opportunities to provide permeable pavement at an elevation that
is far enough above SHWT to work. Another space -saving option would be a closed sand filter.
I have to head out to take my daughter to some appointments now. If you have any questions, please shoot me an email
and I will check it later this afternoon.
Thanks for bringing up this issue so we could discuss it.
Annette
From: Nelson, Christine
Sent: Wednesday, July 16, 2014 9:48 AM
To: Lucas, Annette
Subject: Pond / State Stormwater Buffer questions
I ended up just taking a picture of the plans with my phone. I'm sorry that they are slightly blurry.
As we discussed, this is a site that is being redeveloped into a higher density development. (going from 2.89 ac of BUA to
9.32 acres of BUA) They are being required to provide the 30' redevelopment vegetated buffer from the stream (vs. the
standard 50'). The two questions come down to:
1. What parts of the pond can be within the buffer? The guidance I have gotten say either the top of the
embankment (from Robert in 2012) or the TPE (from Linda in 2014).
2

2. How do we apply the diffuse flow guidance to pipe discharges? They are saying the plans meet option 5 since the
discharge rate for the design storm is less than 0.5 cfs. But option 5 only mentions swales...
Thanks!
Christine

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
3anuary 6, 2016
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive RECEIVED
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson JAN 0 8 200515
Re: Village at Motts Landing Phase 2C
Stormwater Project No. SW8150905
TE 14026
Dear Kelly:
In response to your Request for Additional Information dated November 17, 2015, we
offer the following:
1. Streams [15A NCAC 0211.1003(g)(5) and 02h.1005(D)]: Please work with Chad
Coburn of the Division of Water Resources, 910.796.7379, to determine if there are
streams onsite. I showed him the plan, and he is familiar with the site. Please label all
streams on the plans, show the top of bank (TOB) of each stream, and also show a 50
ft vegetative buffer measured from the TOB.
• The environmental consultant has met onsite with Chad and two (2) streams
were identified. The steams, TOB, and 50' buffer are shown and labelled.
You will note that a portion of wet detention basin #1 is within the 50' buffer;
however, the buffer is outside of the permanent pool elevation.
2. Seasonal High Water Table [15A NCAC 02H.1003(g)(5) and 02H.1005(d)]: Please
submit a stamped summary of the existing ground elevation, the distance to the S1 WT
and the resultant SHWT elevation for each pond to ensure that the ponds will not drain
nearby wetlands by situating the permanent pool elevations at the appropriate
elevations.
a. Pond 1/Boring 3: The soils report shows that the SHWT is at 73 in.
• The existing ground elevation at boring 3 is 13.77, the distance to the
SHWT is 73" or 6.083' and the resultant SHWT elevation is 7.69. The
permanent pool elevation is at elevation 8.00. The adjacent wetland
elevation is at or below the SHWT elevation.
JAIL b a '2^is
BY: —

b. Pond 2/13oring 4: The soils report shows that the depth to the SHWT is 39-47 S O-) 7
in, and that it is a perched SHWT. 9' C(. 7
• The existing ground elevation at boring 4 is 12.09, the dista the
SHWT is 39" or 3.25' and the resultant SHWT elevation i 8.84 The
permanent pool elevation is at elevation 8.50. The adjacen wetland
elevation is at or below the SHWT elevation.
3. Drainage Area 1 [15A NCAC 02H.1008(c)(1)]: This drainage area appears to extend
beyond the project boundary. Please make sure any necessary corrections to the
application package, and account for any potential impervious area that could be
constructed offsite at ultimate build out potential.
• Correct, the drainage area does extend beyond the project boundary.
The previously submitted application package accounts for any
potential impervious area (future).
Please review for approval and contact us with any questions, comments or if you need
additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
CA-"J4
Monica Valsi, E.I.
MLV:dcb
Enc.
ECEIVEM.
JAN 0 6 2016
BY:

Johnson, Kelly
From: Johnson, Kelly
Sent: Wednesday, December 16, 2015 2:23 PM
To: 'Monica Valsi'
Subject: RE: VAML Ph 2C SW8 150905
January 8, 2016 will be the new submittal date.
Thanks,
KJ
From: Monica Valsi [mailto:[e-mail]]
Sent: Wednesday, December 16, 20151:29 PM
To: Johnson, Kelly <[e-mail]>
Subject: VAML Ph 2C SW8150905
Kelly,
The environmental consultant has met with Chad Coburn on site and two (2) streams have been identified on the
subject project. This will impact our plan and may require site layout revisions. The owner/developer is reviewing at
this time. We would like to request an extension on the Request for Additional Information letter dated November 17,
2015; however, I don't have concrete re -submittal date at this time. As a place holder, I will say Friday, January 8,
2016. Please confirm this is acceptable or direct otherwise.
Thank you,
Monica Valsi, El
Tripp Engineering, PC
419 Chestnut Street
Wilmington, NC 28401
Office: 910.763.5100
Fax: [phone]
[e-mail]
NOTICE: This electronic correspondence and all attachments may contain privileged information intended only for the use of the
addressee. Any information contained within this correspondence is provided for your convenience. No assertion of accuracy is
made by Tripp Engineering, P.C. unless physical documents are obtained, sealed AND signed. User assumes all responsibility for use
of this digital information.
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North Carolina Department of Environmental Quality
Pat McCrory
Governor
November 17, 2015
Dr. Arnold L. Sobol, Manager
Aftew Properties, LLC
2020 S. Churchill Drive
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No, SWO 150905
The Village at Motts Landing Phase 2C
New Hanover County
Dear Dr. Sobol:
Donald R. van der Vaart
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for The Village at Motts Landing
Phase 2C on September 30, 2015. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Streams [15A NCAC 02H.1003 (g) (5) and 02H.1005 (d)]: Please work with Chad Coburn of the Division of.
Water Resources, 910.796.7379, to determine if there are streams onsite. I showed him the plan, and he is
familiar with the site. Please label all streams on the plans, show the top of bank (TOB) of each stream, and
also show a 50ft vegetative buffer measured from the TOB.
2. Seasonal High Water Table [15A NCAC 02H.1003 (g) (5) and 02H.1005 (d)]: Please submit a stamped
summary of the existing ground elevation, the distance to the SHWT and the resultant SHWT elevation for each
pond to ensure that the ponds will not drain nearby wetlands by situating the permanent pool elevations at the
appropriate elevations.
a. Pond 1/ Boring 3: The soils report shows that the SHWT is at 73in.
b. Pond 2/ Boring 4: The soils report shows that the depth to the SHWT is 39-47in, and that it is a
perched SHWT.
3. Drainage Area 1 [15A NCAC 02H .1008(c)(1)]: This drainage area appears to extend beyond the project
boundary. Please make any necessary corrections to the application package, and account for any potential
impervious area that could be constructed offsite at ultimate build out potential.
Please keep in mind that changing one number may change other numbers and require the calculations, supplements,
and other supporting documentation to be updated. Verify all numbers are correct to ensure consistency in the
application documents.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to December 17, 2015, or the application will be returned as incomplete. The
return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time extension to the Division
at the address and fax number at the bottom of this letter. Please note that a second significant request for additional
information may result in the return of the project.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-
215.6A.
Division of Energy, Mineral, and Land Resources
Land Quality Section —Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
[phone] / Fax: [phone] s Internet: httc://Dodal.ncdenr.org/webArl
An Eoual 0onortunb 1 Affirmative Action Employer— Made in pert by recvclad paper

If you have any questions concerning this matter please feel free to call me at [phone] or email me at
[e-mail]
neer
GDS/kpj: G:1WQ1Shared\StormWater\Permits & Projects12015 \150905 HD1201511 addinfo 150905
cc: Phil Tripp, PE, Tripp Engineering
Wilmington Regional Office
Page 2 of 2

General Data: Impervious, Drainage Area and Volume
PROJECT NUMBER: SW8
150905
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
16-Nov-15
Original Run Date:
16NOV-15
DA Number
3
4
6
6
7
8
9
10
BMP Type
d
No OFF
BWin
DA
No B111Pit
DA
I178 it
DR
. No amp
No Empki
Nb` Pln
DA
Ndalltlait
DA
Receiving Stream
kStream
Index
%MvbC-ftr*ekMoftGrftk'
Class
Method used to determine required volume?
7= 9.elagl
Please Select
Plowe Baled
Plane S*;;t
.plepaa 5glgdt
@lease�
Pines. Slot
-Please Select
Simple Method, Design Storm, P1,24,,r, in:
(Enter if Project Is Subject to SA- NEEDED FOR BOTH SIMPLE AND SCS SA CALCs)
Simple Method, Design Storm of Old Rule, in:
(Ender if Part of Project is Permitted under an Old Rule Such as 1.0, If not leave blank)
SCS Discrete (TR55) Method, Design Storm, Value of Ppao,r 7yr24hf, in:
(Enter the Value of Per If Non -SA or Ph,2,k if SA)
Project is Subject to SA?
N
N
meew small
passeedeet
Please. Seled,Ralese
seledt.
ResseSelect
Were Belent
Waar.tDelad
P..Iagee.SeleG
Volume That is Required, fie:
(Volume i. om either the Simple Method or tho SCS McOrod. If SCS Mahod for SA, compare
PCS at 1 :Ah• to Simple at 1.5' and choose @^ Wager volume.
Simple Method Volume Summary.
Simple Method & SA
(2008 Rule, Greater of 1.5" or 1 y24hr prolpost)+(Old Rule at 1.5")
Simple Method & non -SA.
(2008 Rule, 1.5")+(Old Rule, 1.0")
SCS Discrete (TR55) Volume Summery. If TR-55 is used, then this spreadsheet is not
act up to amount for adding that volume to an old rule calculated at a lower (1.0") store. It
does not make sense to combine the volume calculations that
SCS Discrete (TR55) & SA
(2ODS Rule, Greater of 1.5" or 1 y24hr prelpost)
1R SCS Discrete r55 & .SA
ImpervWmArea
Proposed Impervious (ALL IMPERVIOUS), Total, fte:
38,174
38,174
300,5i5
36,229
38,22E
2B5,050
0
0
01
0
D
0
01
0
Onsite Buildings
I f$iU
t. .
Onste Streets
58.1 .
Onsits Parking
Onsite Sidewalks
7 W.S.8,
Onsite Other
0
25.600
Future
11$,625
10`
Offske
Existing
0
Y>4petvioui ad Rule.!°.
0
0
0
0
0
0
0
0
0
0
Onsite Buildings
Onsite Streets
Onsite Parking
Onsite Sidewelks
Onste Other
Future
O(fsite
Existing
preen; y :h—,WVKCR1_ SrLiaetta 2006011c8i' €, es
300,5151
285,050
01
0
0
0
0
0
Drat Far Wh Simpla alto SCS Oacrm- ^
Dr€ra , ge Area. Total, If:
698.6271
665,808
1-
-
Onsite, f?
69B 627
WliQ6
Onsite, R': _
Pfw", -F�,rrr. esd Ana,C7 E;wlo. :
D
D
0
0
0
0
0
0
0
0
Onsits, fte:
Oifeite, fe:
proposed DIA (8efffj}Ad*d6iJ AW), fe.
698,627
665,13013
Drainage Area, Subject to Old Rule, fe:
01
Di
01
0
0
0
0
0
0
0
Drainage Area, Subject to New Rule, fe: 1
898.65271
665.808
Volume Required, Old Rule, ft :
i,
0
0
0
01
u
0
0
0
0
Rvp„n c,,,l,,n, Old Rule:
Volume Required, 2008 Rule, fte:
38,174
36,229
Rvpr, ow, w m 2008 Rule:
(Enter 0.05 if no pre -development BUA)
Rvp,K D,, l,,., 2DD8 Rule:
0.44
0.44
Volume Requiredts•, fte:
38,174
36,229
0
0
D
0
0
0
0
D
Volume Requiredtmfho fie:
0
01
01
0
0
0
0
0
0
0
Volume Calculations - Page 1/3

Wet Ponds
PROJECT NUMBER: SW8
150905
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
16-Nov-15
Original Run Date:
16-Nov-15
DA Number
1
2
3
4
5
6
7
B
9
10
BMP Type
Minimum Surface Area
Wet Pond
Wet Pond
No BMP in
DA
No BMP in
DA
No BMP in
DA
No BMP in
DA
No BMP In
DA
No BMP in
DA
No BMP in
DA
No BMP In
DA
%impervious
43.0%
42.81%
Lower Impervious
40.0%
40.0%
Upper Impervious
50.0%
50.0%
TSS (85 or 90):
g0
90
Lower SAIDA
2.1
3.1
#NIA
#N/A
#N/Aj
#NIA
#N/A
#N/A
#N/A
#N/A
Upper SAIDA
2.7
3.9
#NIA
#N/A
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
SAIDA ratio
2.3
3.3
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
PP Surface Area req, :
Storage Calculations
15,935
22,138
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
Elevation, Bottom of Sediment (excavated de th),fmsl:
4.50
2 s0
Elevation, Top of Sediment (bottom and/designed bottom),fmsl113_0
DSO
3:5t1
Elevation, Bottom of shelf, fmsl:
so .0
Elevation, Permanent Pool, fmsl:
8.50:
Elevation, To of Shelf, fmsl:
9.00:
Elevation, Temp. Pool, fmsl:
10.00
Area, Top of Sediment (bottom pond/designed bottom), ft?:
21,661
Area, Bottom of Shelf, fe:
13,690
21.661
Area, Perm Pool, ft?:
16,906
24,927
Area, Top of Shelf, ft?:
Area, Temp.Pool, f?:
23,533
30,560
Volume Provided (Temp Pool), DWQ Calculated, 1:3:
40,438
21,516
0
0
0
0
0
0
0
0
Volume Provided (Temp Pool), Provided per Consultant, ft3:
42,193
42,810
Volume Required (Temp Pool), DWQ Calculated, ft3:
38,174
36,229
Consultant Provided Enough Volume?
y
y
Average Depth Option 1 or Option 2 (Enter 1 or 2)?
2
2.
Averse Depth Provided, ft
610
4,$'
Average Depth - OPTION 1 -, DWQ Calculated, ft:
4.70
4.01
Average Depth - OPTION 2 -, DWQ Calculated, ft:
Forebay Volume
6.01
4.50
Permanent Pool Volume, ft3:
79,498
99,937
0
0
0
0
0
0
0
0
Forebay Volume, Required, ft3:
15,900
19,987
0
0
0
0
01
0
0
0
Forebay Volume, Provided, ft :
15 987
21,431
Percent of Permanent Pool (18-22% is Target):
Drawdown
20%
21 %
Av era a Head, ft:
0.63
0.47
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Average Flow Q2, ft3/sec:
0.221
0.210
Average Flow Q5, ft3/sec:
0.088
0.084
QZ Area, inZ:
8.311
9.192
Q5 Area, in 2:
3.324
3.677
No. of Orifices
1
1'
Orifice Diameter, in:
2.50
2.60
Orifice Area, in":
4.909
4.909
0.000
0.000
0.0001
0.000
0.000
0.000
0.000
0.000
Weir enter Y or N ?
Weir Height, in:
Weir Length, in:
Weir C:
Weir L, Effective Length, ft
-0.126
-0.093
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, DWQ Calc (QDwQ) ft3/sec:
0.130
0.112
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, Reported (Qp, rred) ft3/sec:
01,30
0.120
Average Orifice Flowrate is Adequate?
y
y
Runoff Coefficient Cc:
0.260
0.250
0.250 1
0.250
0.250
0.250
0.250 1
0.250
0.250
0.250
1 yr 24 hr rainfall depth, in:
3.80
3.50
1 yr 24 hr Intensity (1) inthr..
0.158
0.158
0.000
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
1 yr 24 hr Pre -Development (Q), ft3/sec:
0.635
0.605
Avg. Orifice flow<Pre Q?
OK
OK
Drawdown, days:
Soils Report Data
3.39
3.75
Ground Elevation at Boring in Soils Report, fmsl:
13.77
13,00
Distance Ground to SHWT per Soils Report, in:
73-00
39..001
Distance Ground to SHWT per Soils Report, ft:
6.08
3.25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWT Elevation, DWQ Calculated, fmsl:
7.69
9.75
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWT Elevation, Reported by Consultant, fmsl:
7.89
9.75
Distance SHWT to PP, ft:
Design OK if., 0<= Value <= 0.5
-0.31
1.25
D.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Permanent Pool Elevation, fmsl:
Pump
B.coi
8.50
0.001
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Max HP:
114
1/3
N/A
N/A
N/A
N/A
N/A
N/A
NIA
N/A

Excavated Depth
Bottom Pond/Top Sediment
Bottom Shelf
PP
Wet
Pond #1
Basin
Contour
El
(ft)
SA
(sf)
Inc Vol
(A
Cum Vol
(cf)
Contour
El
(ft)
-05
0
0
0.5
8,3fi1:
0
0
5.0
73
$6.361.
58,527
58,5271
7.5
84
:'a:
4.984
3.;111
9.0
TPVolume:
40,438 =
?•: ,?1' 103,479
PP Volume:
73,42.4 -
= 15,E-s7
PP Area:
16,905
= 5329
Forebay #1 Volume:
7
% Forebay #1:
20%
Average Depth (Option 1):
4.7-->Round
4.5
Average Depth (Option 2):
6.1 -->Round
6.0
X: Depth of Water at Bottom of Shelf
0.50 ft
ABonhdf
13,690 fe
Main Pond + Forebay
AP -Pool
16,905 ft'
Main Pond + Forebay
ABotPond
8,361. ft?
Main Pond Only
depth
7.00 ft
Bottom Shelf to Bottom Pond
Bottom Shelf
7.50 msl
Bottom Pond/Top Sediment
0.50 msl
El I SA I Inc Vol I Cum Vol I EI
(ft) (sf) (cf) (cf) ft)
Excavated Depth Z.51 1 0
Bottom Pond/Top Sediment 351 15,5381 0
Bottom Shelf 8.01 15,5381 69,921
PP r H.Sl i8.n"ia I R.SR6
TP Volume:
41,621 =
1-,' _743 109,122
PP Volume:
99,937
21,431
PP Area:
24,927 -
I�'h(c
Forebay #1 Volume:
21,431
% Forebay #1:
21%
Average Depth (Option 1):
4.0 -->Round
4.0
Average Depth (Option 2):
4.3 -->Round
4.5
X: Depth of Water at Bottom of Shelf
0.50 ft
ABobadf
21,661 ft2
Main Pond + Forebay
Ap.,,,,pe„
24,927 fe
Main Pond + Forebay
ABoreond
1.5,538 fe
Main Pond Only
depth
4.50 ft
Bottom Shelf to Bottom Pond
Bottom Shelf
8.00 msl
Bottom Pond/Top Sediment
3.50 msl
SA
Inc Vol
Cum Vol
El
SA
Inc Vol
Cum Vol
(sf)
(cf)
M
(ft) I
(sf)
(cQ I
(cf)
0
0
-0.5
0
0
1
5,329
0
0
0.5
13,690
0
5,329
13,323
13,323
7.5
13,690
95,830
95,83i
_.._.
2,665
15,987
8.0
16.905
7.649
103.47
NOTE, ENGINEER GOTv2,193CF
Forebay Total
Contour
SA Inc Vol Cum Vol El SA Inc Vol Cum Vol
(sf) (cf) (cf) (ft) (sf) (cf) (d)
0 0 2.5 0 0 1
6,123 0 0 3.5 21,661 0 1
6.123: 18,369 18,369 8.0 21.661 97.475 97.47
NOTE, ENGINEER GOT42,810CF

Casmer, Jo
From: Casmer, Jo
Sent: Thursday, October 08, 201511:41 AM
To: '[e-mail]; Tripp Engineering ([e-mail])
Subject: The Village at Motts Landing Phase 2C; Stormwater Permit SW8 150905
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Application and $505.00 fee on September 30, 2015. The project has been
assigned to Kelly Johnson and you will be notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
.Jo 4rsow
Administmtive Assistant for DEMLIt/Storm inter Section
NC Department of Environmental Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
J o.casmerC3 ncdenr.gov
Email correspon*nce to and firm this address may be subW to the North Caroline Public Records law and may be disdosred to third
pestles

Completeness Review Checklist
Project Name: 1LQ. 0 11�C,A, 0_+ MZ Received Dater Y j 2-6
Project Location:, Accepted Date:
Rule(s) 08 Coastal 1995 Coastal11 Phase 11(WiRO.) ®Universal 1988 Coastal
Type of Permit New r Mod or PR Existing Permit # (Mod or PR): PE Cert on File?
Density: elD or LD Type: Commercial or Residential NCG:
%: (% OK?) Stream Class: SA Map Offsite to SW8
Subdivided?: Subdivision or Single Lot I MORW Map nExempt
Paperwork Emailed Engineer on:
pplement(s) (1 original per BMP) BMP Type(s):
O&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
plication with correct/original signatures e
C or LLC: Sig. Auth. per SoS or letter Em 'Address: Design Engineer
r7paC(within 6mo) Email Address: Owner
E1,Is Report with SHWT Note to Reviewer: 86'
C ations (signed/sealed) �c�cSL /
No obvious errors /D
Density includes common areas, etc
L.JDLfed
Restrictions, if subdivided:
igned & Notarized
rect Template (Comm/Res D) or Dec. Covenants & Rest.
Plans
2 Sets
�jv1 �Jt
Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
rading
®Wetlands: Delineated or No Wetlands
MKcility Map
out (proposed BUA dimensions)
gend
F3PrA Maps 00611ect Boundaries
Infiltration
Wet Pond
Offshe
Soils Report
LJSoils Report
ED PE Cert for Master Lot #:
SHWT:
SHWT:
®Deed Rest for Master ®Lot # Matches Master
Bottom:
PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional information:
Permitted
Proposed: Proposed: Proposed:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
M

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] - FAX: [phone]
September 25, 2015
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: The Village at Motts Landing Phase 2C
TE 14026
Dear Kelly:
ECEIVE
Is
am
SEP302015
BY:—
We are requesting a high density stormwater permit for the Village at Motts
Landing Phase 2C subdivision. Enclosed please find the following items for review:
• 2 sets of plans
• $505 check
• Narrative
o StorrXater appricatron — one original and one copy
• (2) Wet Detention Basin Supplements
• (2) Operation and Maintenance Agreements
. Deed Restrictions
• Calculations
• USGS map
• Soils Reports
• Secretary of State info.
• Copy of the Deed
Please review for approval and contact us with any questions, comments or if you
need additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
Monica Valsi, E.I.
MLV:dcb
Enc.
RECEIVED
sp *�;b"6

09/23/15 TE 14026
Stormwater & Erosion Control Narrative
The Village at Motts Landing Phase 2C
New Hanover County, NC
The Village at Motts Landing (VAML) Phase 2C is a residential site consisting of 61 single-family lots in
New Hanover County, Parcel lD# R07600-006-010-000, owned by AFTEW Properties, LLC. The project
area is approximately 28.58 acres. Wetlands exist on the site.
VAML Phase 2C proposes sixty-one (61) single-family lots, an amenity area, asphalt roadway with
curbing, concrete sidewalks, two (2) wet detention basins, and utility extensions.
The site has two (2) drainage areas. Drainage Area 1 is approximately 16.04 acres. The total impervious
area for DA 1 is 6.90 acres. Drainage Area 2 is approximately 15.28 acres. The total impervious area for
DA 2 is 6.54 acres.
The project will be treated by erosion control measures such as drop inlets with inlet protection,
temporary silt fence, gravel construction entrance, and two (2) sediment basins. Two (2) wet detention
basins provides sufficient storm water management to meet the State's 1.5" requirement, provides 90%
TSS removal, and alternately sized for the 2-, 10-, and 25-yr storm events and analyzed for the 100-yr
storm event. An emergency spillway has been designed for the 100-year storm assuming the principal
spillway is obstructed or not operating properly.
Prior to clearing of the site, one temporary construction entrance and temporary silt fence will be
installed. After clearing of the project site, the wet detention basins will be constructed to
include the proposed forebays. The roadway locations will then be graded. Underground
utilities, including the stormwater drainage system will be installed and inlet protection put into
place. The proposed roadways and sidewalks will be constructed, final site grading, and
stabilization of the site. Temporary erosion control measures will remain in -place until such
time as when areas are stabilized. Permanent measures include permanent stands of grass and
energy dissipaters. Specific measures and directions to the contractor are noted on the plans.
E G E �
SEP 3 0 20b 1
BY:

4M4
North Carolina
Elaine Jam; Marshall _� � a��; ��'MN
Secretary SECRE TAR'Y o ` TAT:-:
PO Box 236 '?. RsItwi4i NC 27626-0622 919)801-2000
Click Here To:
View Document Filings File an Annual Report Print a Pre -Populated Annual Report form
Amend a Previous Annual Report
Corporate Names
Legal: Aftew Properties, LLC
Limited Liability Company Information
Sosld:
0637949
Status:
Current -Active
Annual Report Status:
Current
Citizenship:
Domestic
Date Formed:
7/11/2002
Fiscal Month:
December
State of Incorporation:
NC
Registered Agent:
Sobol, Arnold
Corporate Addresses
Mailing:
2020 South Churchill Drive
Wilmington, NC 28403
Principal Office:
2020 South Churchill Drive
Wilmington, NC 28403
Reg Office:
2020 South Churchill Drive
Wilmington, NC 28403
Reg Mailing:
2020 South Churchill Drive
Wilmington, NC 28403
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Manager: Arnold L Sobol
2020 South Churchill Drive
Wilmington NC 28403
Manager: Florence S Sobol
2020 South Churchill Drive
Wilmington NC 28403
ECEIVE
BY:
Account
Login
Register

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09/23/2015
MLV
Total Drainage Area
sq. ft. I acres
6495,(0$ 1528
VAML Phase 2C
DA #2
Wet Detention Basin Calculation
Impervious Area
Land Use
sq.ft.
acres
Lots
i rft" is
4.26
Roads
WA ."
1.29
Sidewalks
.I345'..`:`,�.
0.19
Amenity Area
';°
0.59
Future
Total
j.; t` 'bU ..
0.23
285,050
6.54
Stormwater Calculations:
Time of Concentration:
Hydraulic Length (L) = .'`: ',A• 29.0-ft'
change in Height (H) _
Tc = (L' /H)-"' / 128
= 10.28 min.
Flow for 1 year, 24 hour Storm ply
QPRE _ (CPRE) x (11) x (Area)
11.92 cfs
QPOST = (CPosT) x 00 x (Area)
31.06 cis
Detention Pond Desion:
Main Pond Size:
Does Area Drain to SA Waters? n
% impervious = 0.428
= 42.8%
CPRE = 0.2
CPOST = (% imp.)(.95)+(1 °% imp.)(.20)
0.52
11 = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q1o):
QPRE _ (CPRE) x (110) x (Area)
22.10 cfs
QPOST = (C'POST) x 010) x (Area)
57.59 cfs
State Surface Area Required at normal Dool:
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 4.50
Bot. Pool =
SA/DA = 0.0334 for.4.5' ave. "de fh'
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA =(SA/ DA x Total Draina a Area
22.238 sq. ft.
Provided SA = 24.927 sq. ft.
Pond Size:
,,,u, yU,
%lunu. Vol.
tlevation
Surf. Area
Incr. Vol
(ftJ (so. ft)
(cf)
(CO
ft.
s
of Bank
% 11400: ° °°': 3,854 :;. ;:
116,598
228,730
Top of Bank
14. Q
6,,1. 3.
24,492
P. Pool
1(f, 0 �' 24�U
23,357
112,132
Temp. Pool
1p f)© ;.
6,923
9,185
of V.S.1';A.$
10,268
88,775
Perm. Pool
8:59 , :
6 23
3,062
n. Pool
Of V.S.
$ 5Q, s$, b4
f3 t 1° i
8,586
69,921
78,507,E
Bot. of V.S.
i.00
6;123 "
18,369
of Pool
,tft�yj3$
`.%=;i0 15
69,921
Bot. Pool
5.00 . _
.;613_
0
• . 38; 0
r► D
3WT 8.75
Bottom SA = 15,538 sq. ft.
Bottom of VS SA= 15,538 sq. ft.
Permanent Pool SA = 18,804 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)/2) x (Bottom VS el. - Bottom Pool el.)]
78,507 cu. ft.
Fore bay:
Provided Normal Forebay Pond Volume
Bottom of Pool SA= 6,123 sq. ft.
Permanent Pool SA = 6,123 sq ft
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
= 21,431 cu. ft. Depth= 3.50 ft
Required Forebay Volume 18%-22% required)
Vol. = 22°% of Permanent Pool volume of Pond and Forebay
= 21,986 cu. ft.
Volume required to contain from design storm(ft')= 36,229
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cuml.
Volume
8.50
4. 00
183,0900
14026
E1
SEP 3 0 20$5
BY:
30,615
21,431
18,369
0
°o®eealCAR
al lei►osooBo
°
e/
°
SEA o
4
,fit
�1d111111�
Total Provided PP Volume a'Z�•
= 99,936 cu.8.
Actual °% of Forebay Volume
= 21.44
Using Interpolation to determine stage at volume = 36,229
Maximum Stage (feet) = 9.58
Therefore set Temporary Pool Elevation at or higher than Maximum Stage
14026 Pond Calcs.xlsx 1 of 4

MLV /2015 VAML Phase 2C 1
DA #2 402B
Pond Size for Determining Storage Volume: wet Detention Basin Calculation
Elev.
SA
Incr. Vol.
Cum. Vol.
(ft)
(sq.ft.)
(cu.ft.)
(cu.ft.)
Temp.
Pool
10.00
30,568
29,480
42,810
Top of V.S.
9.00
t'`2E1_;S92':
13,330
13,330
Penn. Pool
8.50
24,927
0
0
Provided Storage Volume:
Vol. _ [((PP SA + Top of VS SA)/2) x (Top of VS Elev. — PP Elev.)]
+ [((Top of VS SA+TP SA)/2) x (TP Elev. - Top of VS Elev.)]
Vol. = 42,810 cu. ft.
State Volume Req. for Storage of first 1.5" runoff.,
Rv = .05+ .009(% imp)
= 0.435
V= (Design rainfall)(Rv)(Drainage Area)
= 36,229 cu. ft.
Outlet Structure Desiaw
Flow for 2-day drawdown:
for Min. Volume required of stormwater,
Q = Min. Vol. Req_ / 172,800 sec. (2-days)
0.210 cfs
Required Area of Pipe for 2-day drawdown:
A= Q/[Cd xSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./s2
h = (T.P. elev.- N.P. Elev.) /3
0.50 ft.
A = 0.0616 s . ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.2800 ft.
= 3.36 in.
Drawdown Calculation
Orfice Used= �2:5 in.
Drawdown rate= 0.116 cfs
Drawdown time= 3.61 days
Outlet Structure Check:
Using �4'x4' asin,Perimeter 16 ft.
Q = CIA
C = (% imp.)(.95) + (1 % imp.)(.25)
0.52
1 = 7.23 in. for a 10 yr. Storm
A = 15.28 Acres
= 57.59 cfs
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp. Pool Vol. / 432,000 sec. (5-days)
0.084 cfs
Required Area of Pipe for 5-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./sZ
h = (F.P. elev. - N.P. Elev.) / 3
0.5 ft.
A = 0.0246 s . ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4)1 pi]
0.1771 ft.
2.13 in.
Q= CwxLxH'"s
H = [Q / (Cw x L)]2r3
Cw = 3
1.13 ft.
Peak elevation = flood pool elevation + H
11.13 ft.
14026 Pond Calcs.xlsx 2 of 4

09/23/2015 VAML Phase 2C
MLV DA #2 14026
Wet Detention Basin Calculation
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv = 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
IA= 42.8 %
Rv = 0.435
Design Rainfall Depth = 1.50 in.
Drainage Area = 15.28 acres
Volume = 36,229 ft'
14026 Pond Calcs.xlsx 3 of 4

09/23/2015 VAML Phase 2C
MLV DA #2
Wet Detention Basin Calculation
Average Death Calculated
Permanent Pool Volume (ft) 99,936.0
Permanent Pool Area (ft) 24,927.0
Option 1 - Average Depth (ft) 4.01
Bottom Vegetated Shelf Area (ft) 21661.0
Permanent Pool Area (ft?) 24927.0
Bottom Pond Area (ft) 15538.0
Depth (ft) 4.5
Option 2 - Average Depth (ft) 4.33
Average Depth for use in Table (ft) 4.33
Round to nearest 0.5 for SAIDA (ft) 4.50
14026
14026 Pond Calcs.xlsx 4 of 4

09/23/2015
MLV
Total Drainage Area
sq. ft. acres
698,027 +?:1 16.04
VAML Phase 2C
DA #1
Wet Detention Basin Calculation
Impervious Area
Land Use
sq. ft.
acres
Lots
i6Q0Of:_
2.75
Roads
1.30
Sidewalks
`' ; 7,$6 .....
0.18
0.00
Future
Total
�05
2.66
6.90
a-tormwater calculations:
Time of Concentration:
Hydraulic Length (L) = 2;765 ft.
change in Height (H) _ 26.5 ft.
Tc = (L3 /H).aas / 128
20.89 min.
Flow for 1 year, 24 hour Storm (Q,):
QPRE — (CPRE) X (11) x (Area)
12.51 cfs
QPosT = (CPosT) x (11) x (Area)
32.69 cfs
Detention Pond Design:
Main Pond Size:
Does Area Drain to SA Waters? n
% impervious = 0.430
= 43.0%
CPRE = 0.2
CPOST = (% [mp.)(.95)+(1-% imp.)(.20)
= 0.52
11 = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q10);
QPRE _ (CPRE) X (110) X (Area)
23.19 cfs
QPosT = (CPosT) x 010) x (Area)
60.60 cfs
State Surface Area Required at normal pool:
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 7.00
Bot. Pool =
SA/DA = 0.0228;for 3 0'
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA = SA/DA x Total Drainage Area
= 15.929 sq. ft.
Provided SA = 16,905 sq. ft.
Pond Size:
elevation Surface Area
Incr. Vol
Cuml. Vol.
Elevation
Surf. Area
Incr. Vol.
Cuml. Vol
ft. . ft.
Top of Bank :,`14D0 .. `w '•2 458
l b ' R.
Temp. Pool fit}
91,324
186,370
Top of Bank
ft.
74.00
s(CO
5;3r29
21,316
47,961
fit] a$ 204,
24,894
95,046
Temp. Pool
1°b 00Sz9.•
• .
10,658
26,645
To of
P V.S. 50 ' `
6,641
70,152
Perm. Pool
. Ei 00 :?
5 329..
2.665..
15,987
Perm. Pool s 1 AM
d.
Bot. of V.S. g5, : _
4,984
58,527
63,511
58,527
Bot. of V.S.-50
Bot. Pool
5.AII,
329
29: `.
13,323
p
13,323
0
Bot. of Pool Ei ` _ r 8,3(i1
0
0
Bottom SA = 8,361 sq. ft.
Bottom of VS SA= 8,361 sq. ft.
Permanent Pool SA = 11,576 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)/2) x (Bottom VS el. - Bottom Pool el.)]
63,511 cu.ft.
Fore bay:
moulded Normal Forebay Pond Volume
Bottom of Pool SA= 5,329 sq. ft.
Permanent Pool SA = 5,329 sq ft
Vol. = [(P.P. SA + Bottom SA) / 2] x (P✓.P/el. - Bottom el.)
= 1900 cu. ft. Depth= 3.00 ft
Required Forebay Volume 18%-22% required)
Vol. = 22% of Permanent Pool volume of Pond and Forebay
17,489 cu. ft.
Volume required to contain from design storm(ft3)= 38,174
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cum[.
Volume
8.00
0
14.00
154,833
Total Provided PI Volume
79,497 cu.ft.
Actual % of Forebay Volume
= 20.11
Using Interpolation to determine stage at volume = 38,174
Maximum Stage (feet) = 9.48
Therefore set Temporary Pool Elevation at or higher than Maximum Stage
14026
14026 Pond Calcs.xlsx 1 of 4

09/23/2015 VAML Phase 2C
MLV DA fl1 14026
Pond Size for Determining Storage Volume:
Wet Detention Basin Calculation
Elev.
SA
Incr. Vol.
Cum. Vol.
(ft)
(sq.ft.)
(cu.ft.)
(cu.ft.)
Temp.
Pool
10.00
23,533
32,888
42,193
Top of V.S.
8.50
; 22tJ`3:�'7.
9,306
9,306
Perm. Pool
8.00
16,905
0
0
Provided Storage Volume:
Vol. _ [((PP SA + Top of VS SA)/2) x (Top of VS Elev. — PP Elev.)]
+ [((Top of VS SA+TP SA)/2) x (TP Elev. - Top of VS Elev.)]
Vol. = 42,193 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.437
V= (Design rainfall)(Rv)(Drainage Area)
38,174 cu. ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for Min. Volume required of stonnwater,
Q = Min. Vol. Req. / 172,800 sec. (2-days)
0.221 cfs
Required Area of Pipe for 2-day drawdown:
A= Q/ [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./sZ
h = (T.P. elev.- N.P. Elev.) /3
0.67 ft.
A = 0.0562 s . ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4)1 pi]
= 0.2675 ft.
3.21 in.
Drawdown Calculation
Orifice Used=
_ _
2.5 in.
Drawdown rate=
0.134 cfs
Drawdown time=
3.30 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1-% imp.)(.25)
0.52
1= 7.23 in. for a 10 yr. Storm
A = 16.04 Acres
= 60.60 cfs
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp. Pool Vol.1432,000 sec. (5{iays)
= 0.088 cfs
Required Area of Pipe for 5-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./sZ
h = (F.P. elev. - N.P. Elev.) / 3
= 0.666667 ft.
A = 0.0225 s . ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4)1 pi]
0.1692 ft.
2.03 in.
Q= CwxLxH"s
H = [Q / (Cw x L)]u'
Cw = 3
1.17 ft.
Peak elevation = flood pool elevation + H
11.17 ft.
14026 Pond Celcs.xlsx 2 of 4

09/2312015 VAML Phase 2C 14026
MLV DA #1
Wet Detention Basin Calculation
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
IA= 43.0 %
Rv = 0.437
Design Rainfall Depth = 1.50 in.
Drainage Area = 16.04 acres
Volume = 38,174 ft3
14026 Pond Calcs.xlsx 3 of 4

09123/2015 VAML Phase 2C
MLV DA #1
Wet Detention Basin Calculation
Average Depth Calculated
Permanent Pool Volume (ft) 79,497.3
Permanent Pool Area (ft) 16.905.0
Option 1 - Average Depth (ft) 4.70
Bottom Vegetated Shelf Area (ft) 13690.0
Permanent Pool Area (ft) 16905.0
Bottom Pond Area (ft2) 8361.0
Depth (ft) 7.0
Option 2 - Average Depth (ft) 6.09
Average Depth for use in Table (ft) 6.09
Round to nearest 0.5 for SA/DA (ft) 6.00
14026
14026 Pond Calcs.xlsx 4 of 4

09/23/2015 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
2-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 2 YR
4.14 IN/HR
Qa = 41.97 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4.5 INCHES 2yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)1121(P+0.8S)
D = 1.29 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 26.05 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
_ (16,168) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 2 YR
4.14 IN/HR
Qp = 34.53 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
2
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,905
0
0
0
0
0
0.00
9.00
21,365
19,135
19,135
1.0
9.8593
0.0000
1.01
10.00
23,533
22,449
41,584
2.0
10.6355
0.6931
1.98
11.00
25,760
24,647
66,231
3.0
11.1009
1.0986
2.95
.12.00
28,046
26,903
93,134
4.0
11.4418
1.3863
3.96
13.00
30,392
29,219
122,353
5.0
11.7147
1.6094
5.01
14.00
32,787
31,590
163,942
6.0
11.9443
1.7918
6.11
Regression Output.
Ks = 18824
b = 1.16
Constant 9.84
G:UOBS12014114026 VAML Phase 2=81Cs114026 r0ut1ng2y24hr Pond 1.x1sx

09/23/2015 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
2-year 24hr Storm
14026
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
41.97 cfs
Qp =
34.53 cfs
Tp =
26.1 min
dT =
4 min
BASIN DATA
Ks =
18824
b=
1.16
Zo =
8.00 ft
Normal water elev =
8.00 ft
Peak Outflow =
4.82 cfs
Box Weir Length =
16 ft
Peak Stage =
10.83 ft
Cw =
3.0
Maximum Storage =
63,046 cu ft
Zcr =
12.75 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.00 ft
Cd =
0.59
Weir:
L =
24 in
Zi =
8.00 ft
Inv =
10.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
"0
ON
(ems)
(Cfs)
0
0.0
0
8.00
0
0.00
0
0.00
4
2.0
0
8.00
0
0.00
0.00
0
0.00
8
7.4
473
8.04
0.00
0.00
0.00
0.00
0.00
12
15.1
2254
8.16
0.04
0.00
0.00
0.04
0.00
16
23.3
5878
8.37
0.08
0.00
0.00
0.08
0.00
20
30.1
11455
8.65
0.12
0.00
0.00
0.12
0.00
24
34.0
18658
8.99
0.15
0.00
0.00
0.15
0.00
28
34.1
26783
9.35
0.18
0.00
0.00
0.18
0.00
32
30.3
34913
9.70
0.20
0.00
0.00
0.20
0.00
36
24.9
42132
10.00
0.22
0.00
0.00
0.22
0.00
40
20.4
48046
10.24
0.95
0.00
0.00
0.24
0.71
44
16.7
52707
10.43
1.92
0.00
0.00
0.25
1.68
48
13.7
56250
10.57
2.82
0.00
0.00
0.25
2.56
52
11.2
58853
10.67
3.54
0.00
0.00
0.26
3.28
56
9.2
60689
10.74
4.09
0.00
0.00
0.26
3.82
60
7.5
61908
10.79
4.46
0.00
0.00
0.26
4.20
64
6.1
62639
10.82
4.69
0.00
0.00
0.27
4.43
68
5.0
62989
10.83
4.80
0.00
0.00
0.27
4.54
72
4.1
63046
10.83
4.82
n nn
0.00
0.27
4.55
76
3.4
62879
10.83
4.77
0.00
0.00
0.27
4.50
80
2.8
62646
10.81
4.66
0.00
0.00
0.27
4.40
84
2.3
62091
10.80
4.52
0.00
0.00
0.26
4.25
88
1.9
61551
10.77
4.35
0.00
0.00
0.26
4.09
92
1.5
60952
10.75
4.17
0.00
0.00
0.26
3.90
96
1.2
60317
10.73
3.97
0.00
0.00
0.26
3.71
100
1.0
59663
10.70
3.78
0.00
0.00
0.26
3.52
104
0.8
59000
10.67
3.59
0.00
0.00
0.26
3.33
108
0.7
58341
10.65
3.40
0.00
0.00
0.26
3.14
112
0.6
57690
10.62
3.21
0.00
0.00
0.26
2.96
116
0.5
57054
10.60
3.03
0.00
0.00
0.25
2.78
G:WOBS12014114026-VAML Phase 2C%Calcs114026 routing2y24hr Pond 1.xlsx

09/23/2015
VAML Phase 2C
14026
MLV
Pond #1
Stormwater Pond Routing
2-year 24hr Storm
120
0.4
56436
10.57
2.87
0.00
0.00
0.25
2.61
124
0.3
55839
10.55
2.71
0.00
0.00
0.25
2.45
128
0.3
55263
10.53
2.55
0.00
0.00
0.25
2.30
132
0.2
54710
10.51
2.41
0.00
0.00
0.25
2.16
136
0.2
54181
10.49
2.28
0.00
0.00
0.25
2.03
140
0.1
53675
10.47
2.15
0.00
0.00
0.25
1.91
144
0.1
53191
10.45
2.04
0.00
0.00
0.25
1.79
148
0.1
52729
10.43
1.93
0.00
0.00
0.25
1.68
152
0.1
52289
10.41
1.82
0.00
0.00
0.24
1.58
156
0.1
51870
10.39
1.73
0.00
0.00
0.24
1.48
160
0.1
51470
10.38
1.64
0.00
0.00
0.24
1.40
164
0.0
51089
10.36
1.55
0.00
0.00
0.24
1.31
168
0.0
50726
10.35
1.48
0.00
0.00
0.24
1.23
172
0.0
50380
10.33
1.40
0.00
0.00
0.24
1.16
176
0.0
50050
10.32
1.33
0.00
0.00
0.24
1.09
180
0.0
49736
10.31
1.27
0.00
0.00
0.24
1.03
184
0.0
49436
10.30
1.21
0.00
0.00
0.24
0.97
188
0.0
49149
10.29
1.15
0.00
0.00
0.24
0.92
192
0.0
48875
10.27
1.10
0.00
0.00
0.24
0.86
196
0.0
48614
10.26
1.05
0.00
0.00
0.24
0.81
200
0.0
48364
10.25
1.00
0.00
0.00
0.24
0.77
204
0.0
48124
10.24
0.96
0.00
0.00
0.24
0.72
208
0.0
47895
10.24
0.92
0.00
0.00
0.24
0.68
212
0.0
47675
10.23
0.88
0.00
0.00
0.23
0.65
216
0.0
47465
10.22
0.84
0.00
0.00
0.23
0.61
220
0.0
47263
10.21
0.81
0.00
0.00
0.23
0.58
224
0.0
47069
10.20
0.78
0.00
0.00
0.23
0.54
228
0.0
46883
10.19
0.75
0.00
0.00
0.23
0.51
232
0.0
46704
10.19
0.72
0.00
0.00
0.23
0.49
236
0.0
46532
10.18
0.69
0.00
0.00
0.23
0.46
240
0.0
46366
10.17
0.67
0.00
0.00
0.23
0.43
244
0.0
46207
10.17
0.64
n nn
0.00
0.23
0.41
248
0.0
46053
10.16
0.62
0.00
0.00
0.23
0.39
252
0.0
45905
10.15
0.60
0.00
0.00
0.23
0.37
256
0.0
45762
10.15
0.58
0.00
0.00
0.23
0.35
260
0.0
45623
10.14
0.56
0.00
0.00
0.23
0.33
264
0.0
45490
10.14
0.54
0.00
0.00
0.23
0.31
268
0.0
45361
10.13
0.52
0.00
0.00
0.23
0.29
272
0.0
45236
10.13
0.50
0.00
0.00
0.23
0.27
276
0.0
45115
10.12
0.49
0.00
0.00
0.23
0.26
280
0.0
44998
10.12
0.47
0.00
0.00
0.23
0.24
284
0.0
44885
10.11
0.46
0.00
0.00
0.23
0.23
288
0.0
44775
10.11
0.44
0.00
0.00
0.23
0.22
292
0.0
44668
10.10
0.43
0.00
0.00
0.23
0.20
296
0.0
44565
10.10
0.42
0.00
0.00
0.23
0.19
300
0.0
44464
10.10
0.41
0.00
0.00
0.23
0.18
304
0.0
44366
10.09
0.40
0.00
0.00
0.23
0.17
308
0.0
44271
10.09
0.39
0.00
0.00
0.23
0.16
312
0.0
44179
10.08
0.38
0.00
0.00
0.23
0.15
316
0.0
44089
10.08
0.37
0.00
0.00
0.23
0.14
320
0.0
44001
10.08
0.36
0.00
0.00
0.23
0.13
324
0.0
43915
10.07
0.35
0.00
0.00
0.23
0.12
328
0.0
43832
10.07
0.34
0.00
0.00
0.23
0.11
332
0.0
43750
10.07
0.33
0.00
0.00
0.23
0.11
336
0.0
43671
10.06
0.32
0.00
0.00
0.23
0.10
340
0.0
43593
10.06
0.32
0.00
0.00
0.23
0.09
344
0.0
43517
10.06
0.31
0.00
0.00
0.23
0.08
348
0.0
43443
10.06
0.30
0.00
0.00
0.23
0.08
352
0.0
43371
10.05
0.30
0.00
0.00
0.22
0.07
356
0.0
43300
10.05
0.29
0.00
0.00
0.22
0.07
360
0.0
43230
10.05
0.28
0.00
0.00
0.22
0.06
364
0.0
43162
10.04
0.28
0.00
0.00
0.22
0.05
368
0.0
43095
10.04
0.27
0.00
0.00
0.22
U.05
372
0.0
43029
10.04
0.27
0.00
0.00
0.22
0.04
376
0.0
42964
10.04
0.26
0.00
0.00
0.22
0.04
380
0.0
42901
10.03
0.26
0.00
0.00
0.22
0.04
384
0.0
42839
10.03
0.26
0.00
0.00
0.22
0.03
388
0.0
42777
10.03
0.25
0.00
0.00
0.22
0.03
392
0.0
42717
10.03
0.25
0.00
0.00
0.22
0.02
396
0.0
42658
10.02
0.24
0.00
0.00
0.22
0.02
400
0.0
42599
10.02
0.24
0.00
0.00
0.22
0.02
404
0.0
42541
10.02
0.24
0.00
0.00
0.22
0.01
408
0.0
42484
10.02
0.23
0.00
0.00
0.22
0.01
G:UOBS12014114026-VAML Phase 2MCalcs114026 routing2yr24hr_Pond 1.xlsx

09/23/2015
MLV
VAML Phase 2C
Pond #1
Stormwater Pond Routing
10-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 10 YR
5.15 IIS -
Qa = 52.21 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN = 64 ((98-0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 3.04 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 49.36 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp`1.39`60
(38,101) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANCE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 10 YR
5.15 IN/HR
Qp = 42.96 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,905
0
0
0
0
0
0.00
9.00
21,365
19,135
19,135
1.0
9.8593
0.0000
1.01
10.00
23,533
22,449
41,584
2.0
10.6355
0.6931
1.98
11.00
25,760
24,647
66,231
3.0
11.1009
1.0986
2.95
12.00
28,046
26,903
93,134
4.0
11.4418
1.3863
3.96
13.00
30,392
29,219
122,353
5.0
11.7147
1.6094
5.01
14.00
32,787
31,590
153,942
6.0
11.9443
1.7918
6.11
Regression Output:
==> Ks = 18824
b = 1.16
Constant 9.84
GMOBS12014114026-VAML Phase 2C%Calcs114026 routing10y24hr Pond 1.x1sx

/2015
VAML Phase 2C
MLV
Pond #1
14026
Stormwater Pond Routing
10-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
52.21 cfs
Qp =
42.96 cfs
Tp =
49.4 min
dT =
4 min
BASIN DATA
Ks =
18824
b =
1.16
Zo =
8.00 ft
Normal water elev =
8.00 ft
Box Weir
Length =
16 ft
Peak Outfow =
20.29 cis
Peak Stage =
12.23 ft
Cw =
3.0
Maximum Storage =
100,407 cu ft
Zcr =
12.75 ft
Control Hales:
State Orifice:
Dia
2.50 in
Dd =
36 in
Inv
8.00 It
Cd =
0.59
Weir:
L
24 in
Zi =
8.00 ft
Inv
10.00 ft
Emergency Overflow Weir:
480.0 in
Inv =
13.50 ft
Time
Inflow
Storage
Stage
Outflow W Riser
Weir
Orifice
Weir
(min}
(cfs)
(cu ft)
(g)
(ems) (cfs)
(Emergency Overflow)
0
0.0
0
8.00
0 0
(cls)
(cfs)
(ofs)
4
0.7
0
8.00
0 0.00
0.00
0.00
0
0.00
8
2.7
166
8.02
0.00 0.00
0.00
0
0.00
0.00
0.00
12
16
6.0
10.2
820
2249
8.07
0.01 0.00
0.00
0.01
0.00
20
15.2
4690
8.16
8.30
0.04 0.00
0.07 0.00
0.00
0.04
0.00
24
20.5
8315
8.49
0.10 0.00
0.00
0.00
0.07
0.00
28
26.0
13223
8.74
0.13 0.00
0.00
0.10
0.00
32
31.1
19428
9.03
0.15 0.00
0.00
0.13
0.00
36
35.6
26861
9.36
0.18 0.00
0.00
0.15
0.18
0.00
40
39.3
35373
9.72
0.20 0.00
0.00
0.20
0.00
0.00
44
41.7
44745
10.11
0.44 0.00
0.00
0.23
0.21
48
42.9
54651
10.50
2.40 0.00
0.00
0.25
2.15
52
42.7
64366
10.88
5.25 0.00
0.00
0.27
4.98
56
60
41.1
73343
11.23
8.43 0.00
0.00
0.28
8.15
64
38.2
81175
11.52
11.55 0.00
0.00
0.30
11.25
68
34.6
87574
11.76
14.30 0.00
0.00
0.31
13.99
72
31.1
92434
11.94
16.50 0.00
0.00
0.32
16.18
76
28.0
25.2
95938
12.07
18.14 0.00
0.00
0.32
17.82
80
22.7
98302
99723
12.15
12.20
19.27 0.00
19.95
0.00
0.32
18.94
84
20.4
100375
12.23
0.00
20.27 0.00
0.00
0.00
0.33
19.63
88
18.4
100407
12.23
20.29 0.00
0.00
0.33
19.94
92
16.5
99945
12.21
20.06 0.00
0.00
0.33
19.96
96
14.9
99097
12.18
19.65 0.00
0.00
0.33
19.73
100
13.4
97951
12.14
19.10 0.00
0.00
0.33
0.32
19.32
104
12.0
96581
12.09
18.44 0.00
0.00
0.32
18.77
108
10.8
95046
12.03
17.72 0.00
0.00
0.32
18.12
17.40
112
116
9.8
93397
11.97
16.94 0.00
0.00
0.32
16.63
8.8
91673
11.91
16.15 0.00
0.00
0.31
15.83
GAJ0BS12014114026-VAML Phase 2C%Ca1r-M14026 routing10yr24hr_Pond 1.xlsx

09/23/2015
VAML Phase 2C
MLV
Pond #1
14026
Stormwater Pond Routing
10-year
24hr Storm
120
7.9
89905
11.84
15.34
0.00
0.00
0.31
15.03
124
7.1
88120
11.78
14.54
0.00
0.00
0.31
14.23
128
8.4
86337
11.71
13.76
0.00
0.00
0.31
13.46
132
5.8
84573
11.65
12.99
0.00
0.00
0.30
12.69
136
5.2
82838
11.58
12.25
0.00
0.00
0.30
11.95
140
4.7
81143
11.52
11.54
0.00
0.00
0.30
11.24
144
4.2
79494
11.46
10.86
0.00
0.00
0.30
10.b6
148
3.8
77897
11.40
10.21
0.00
0.00
0.29
9.92
152
3.4
76354
11.34
9.60
0.00
0.00
0.29
9.31
156
3.1
74867
11.28
9.02
0.00
0.00
0.29
8.73
160
2.8
73438
11.23
8.47
0.00
0.00
0.28
8.18
164
2.5
72068
11.18
7.95
0.00
0.00
0.28
7.67
168
2.2
70754
11.13
7.47
0.00
0.00
0.28
7.19
172
2.0
69498
11.08
7.01
0.00
0.00
0.28
6.73
176
1.8
68297
11.03
6.59
0.00
0.00
0.28
6.31
180
1.6
67151
10.99
6.19
0.00
0.00
0.27
5.91
184
1.5
66057
10.95
5.81
0.00
0.00
0.27
5.54
188
1.3
65013
10.91
5.46
0.00
0.00
0.27
5.19
192
1.2
64019
10.87
5.13
0.00
0.00
0.27
4.87
196
1.1
63072
10.83
4.83
0.00
0.00
0.27
4.56
200
1.0
62169
10.80
4.54
0.00
0.00
0.26
4.28
204
0.9
61309
10.76
4.28
0.00
0.00
0.26
4.01
208
0.8
60491
10.73
4.03
0.00
0.00
0.26
3.77
212
0.7
59711
10.70
3.79
0.00
0.00
0.26
3.53
216
0.6
58969
10.67
3.58
0.00
0.00
0.26
3.32
220
0.6
58262
10.65
3.37
0.00
0.00
0.26
3.12
224
0.5
57589
10.62
3.18
0.00
0.00
0.26
2.93
228
0.5
56948
10.59
3.01
0.00
0.00
0.25
2.75
232
0.4
56337
10.57
2.84
0.00
0.00
0.25
2.59
236
0.4
55755
10.55
2.68
0.00
0.00
0.25
2.43
240
0.3
55200
10.53
2.54
0.00
0.00
0.25
2.29
244
0.3
W71
10.50
2.40
0.00
0.00
0.25
2.15
246
0.3
54167
10.49
2.28
0.00
0.00
0.25
2.03
252
0.2
53686
10.47
2.16
0.00
0.00
0.25
1.91
256
0.2
53227
10.45
2.05
0.00
0.00
0.25
1.80
260
0.2
52789
10.43
1.94
0.00
0.00
0.25
1.69
264
0.2
52371
10.41
1.84
0.00
0.00
0.24
1.60
268
0.2
51971
10.40
1.75
0.00
0.00
0.24
1.51
272
0.1
51589
10.38
1.66
0.00
0.00
0.24
1.42
276
0.1
51225
10.37
1.58
0.00
0.00
0.24
1.34
280
0.1
50876
10.35
1.51
0.00
0.00
0.24
1.27
284
0.1
50542
10.34
1.44
0.00
0.00
0.24
1.20
288
0.1
50222
10.33
1.37
0.00
0.00
0.24
1.13
292
0.1
49916
10.32
1.31
0.00
0.00
0.24
1.07
296
0.1
49623
10.30
1.25
0.00
0.00
0.24
1.01
300
0.1
49342
10.29
1.19
0.00
0.00
0.24
0.95
304
0.1
49073
10.28
1.14
0.00
0.00
0.24
0.90
308
0.1
48815
10.27
1.09
0.00
0.00
0.24
0.85
312
0.1
48567
10.26
1.04
0.00
0.00
0.24
0.81
316
0.0
48329
10.25
1.00
0.00
0.00
0.24
0.76
320
0.0
48100
10.24
0.96
0.00
0.00
0.24
0.72
324
0.0
47880
10.23
0.92
0.00
0.00
0.24
0.68
328
0.0
47669
10.23
0.88
0.00
0.00
0.23
0.65
332
0.0
47466
10.22
0.84
0.00
0.00
0.23
0.61
336
0.0
47270
10.21
0.81
0.00
0.00
0.23
0.58
340
0.0
47082
10.20
0.78
0.00
0.00
0.23
0.55
344
0.0
46901
10.20
0.75
0.00
0.00
0.23
0.52
348
0.0
46726
10.19
0.72
0.00
0.00
0.23
0.49
352
0.0
46557
10.18
0.70
0.00
0.00
0.23
0.46
356
0.0
46395
10.17
0.67
0.00
0.00
0.23
0.44
360
0.0
46237
10.17
0.65
0.00
0.00
0.23
0.41
364
0.0
46086
10.16
0.62
0.00
0.00
0.23
0.39
368
0.0
45939
10.16
0.60
0.00
0.00
0.23
0.37
372
0.0
45798
10.15
0.58
0.00
0.00
0.23
0.35
376
0.0
45661
10.15
0.56
0.00
0.00
0.23
0.33
380
0.0
45528
10.14
0.54
0.00
0.00
0.23
0.31
384
0.0
45400
10.13
0.53
0.00
0.00
0.23
0.30
388
0.0
45275
10.13
0.51
0.00
0.00
0.23
0.28
392
0.0
45155
10.12
0.49
0.00
0.00
0.23
0.26
396
0.0
45038
10.12
0.48
0.00
0.00
0.23
0.25
400
0.0
44925
10.12
0.46
0.00
0.00
0.23
0.23
404
0.0
44815
10.11
0.45
0.00
0.00
0.23
0.22
408
0.0
44708
10.11
0.44
0.00
0.00
0.23
0.21
G:WOBS12014114026-VAML Phase 2CICalcs\14026 routing10yr24hr_Pond 1.xlsx

09/23/2015
MLV
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2806 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 25 YR
5.83 IN/HR
Qa = 69.10 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.05 INCHES 25yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)A2/(P+0.8S)
D = 3.86 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 55.43 MINUTES
Storage Volume Req'd = (Qp-Qa) Tp*1.39*60
(48,438) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
VAML Phase 2C
Pond #1
Stormwater Pond Routing
25-year 24hr Storm
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 25 YR
5.83 IN/HR
Qp = 48.63 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,905
0
0
0
0
0
0.00
9.00
21,365
19,135
19,135
1.0
9.8593
0.0000
1.01
10.00
23,533
22,449
41,584
2.0
10.6355
0.6931
1.98
11.00
25,760
24,647
66.231
3.0
11.1009
1.0986
2.95
12.00
28,046
26,903
93,134
4.0
11.4418
1.3663
3.96
13.00
30,392
29,219
122,353
5.0
11.7147
1.6094
5.01
14.00
32,787
31,590
153,942
6.0
11.9443
1.7918
6.11
Regression Output:
Ks = 18824
b = 1.16
Constant 9.84
14026
G:UOM2014114026-VAML Phase 2MCaIcs114026 routing25y24hr Pond 1.xlsx

09/23/2015 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
25-year 24hr Storm
14026
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
59.10 cis
Qp =
48.63 cfs
Tp =
55.4 min
dT =
4 min
BASIN DATA
Ks =
18824
b =
1.16
Zo =
8.00 ft
Normal water elev =
8.00 ft
Peak Outflow =
27.10 cfs
Box Weir Length =
16 ft
Peak Stage =
12.71 It
Cw =
3.0
Maximum Storage =
113,783 cu ft
Zcr =
12.75 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.00 It
Cd =
0.59
Weir:
L =
24 in
Zi =
8.00 ft
Inv =
10.00 It
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(cfs
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.6
0
8.00
0
0.00
0.00
0
0.00
8
2.5
149
8.02
0.00
0.00
0.00
0.00
0.00
12
5.4
739
8.06
0.01
0.00
0.00
0.01
0.00
16
9.3
2035
8.15
0.03
0.00
0.00
0.03
0.00
20
14_n
4267
8.28
0.07
0.00
0.00
0.07
0.00
24
19.2
7615
8.46
0.10
0.00
0.00
0.10
0.00
28
24.7
12207
8.69
0.12
0.00
0.00
0.12
0.00
32
30.2
18107
8.97
0.15
0.00
0.00
0.15
0.00
36
35.3
25309
9.29
0.18
0.00
0.00
0.18
0.00
40
39.9
33742
9.65
0.20
0.00
0.00
0.20
0.00
44
43.7
43271
10.05
0.29
0.00
0.00
0.22
0.06
48
46.5
53690
10.47
2.16
0.00
0.00
0.25
1.91
52
48.2
64333
10.88
5.24
0.00
0.00
0.27
4.97
56
48.6
74636
11.28
8.93
0.00
0.00
0.29
8.64
60
47.8
84161
11.63
12.81
0.00
0.00
0.30
12.51
64
45.8
92562
11.94
16.56
0.00
0.00
0.32
16.24
68
42.7
99584
12.20
19.89
0.00
0.00
0.33
19.56
72
39.0
105063
12.40
22.60
0.00
0.00
0.33
22.26
76
35.5
108999
12.54
24.60
0.00
0.00
0.34
24.26
80
32.3
111615
12.63
25.96
0.00
0.00
0.34
25.62
84
29.4
113143
12.69
26.76
0.00
0.00
0.34
26.42
88
26.8
113783
12.71
27.10
0.00
0.00
0.35
26.76
92
24.4
113709
12.71
27.06
0.00
0.00
0.35
26.72
96
22.2
113069
12.68
26.73
0.00
0.00
0.34
26.38
100
20.2
111986
12.65
26.16
0.00
0.00
0.34
25.81
104
18.4
110562
12.59
25.41
0.00
0.00
0.34
25.07
108
16.8
108882
12.53
24.54
0.00
0.00
0.34
24.20
112
15.3
107015
12.47
23.59
0.00
0.00
0.34
23.25
116
13.9
105017
12.40
22.57
0.00
0.00
0.33
22.24
G:U0BS12014114026-VAML Phase 2C\CeIcs114026 r0uting25yr24hr_P0nd 1.xlsx

09/23/2015
VAML Phase 2C
14026
MLV
Pond #1
Stormwater Pond Routing
25-year 24hr Storm
120
12.7
102934
12.32
21.53
0.00
0.00
0.33
21.20
124
11.5
100803
12.24
20.48
0.00
0.00
0.33
20.15
128
10.5
98652
12.16
19.43
0.00
0.00
0.32
19.11
132
9.5
96505
12.09
18.40
0.00
0.00
0.32
18.08
136
8.7
94379
12.01
17.40
0.00
0.00
0.32
17.08
140
7.9
92289
11.93
16.43
0.00
0.00
0.32
16.12
144
7.2
90245
11.86
15.50
0.00
0.00
0.31
15.19
148
6.6
88255
11.78
14.60
0.00
0.00
0.31
14.29
152
6.0
86325
11.71
13.75
0.00
0.00
0.31
13.45
156
5.4
84458
11.64
12.94
0.00
0.00
0.30
12.64
160
5.0
82657
11.58
12.17
0.00
0.00
0.30
11.87
164
4.5
80924
11.51
11.45
0.00
0.00
0.30
11.15
168
4.1
79259
11.45
10.76
0.00
0.00
0.29
10.47
172
3.7
77661
11.39
10.12
0.00
0.00
0.29
9.82
176
3.4
76130
11.33
9.51
0.00
0.00
0.29
9.22
180
3.1
74664
11.28
8.94
0.00
0.00
0.29
8.65
184
2.8
73263
11.22
8.40
0.00
0.00
0.28
8.12
188
2.6
71923
11.17
7.90
0.00
0.00
0.28
7.62
192
2.3
70644
11.12
7.43
0.00
0.00
0.28
7.15
196
2.1
69422
11.08
6.99
0.00
0.00
0.28
6.71
200
1.9
68256
11.03
6.57
0.00
0.00
0.28
6.30
204
1.8
67144
10.99
6.18
0.00
0.00
0.27
5.91
208
1.6
66084
10.95
5.82
0.00
0.00
0.27
5.55
212
1.5
65072
10.91
5.48
0.00
0.00
0.27
5.21
216
1.3
64107
10.87
5.16
0.00
0.00
0.27
4.90
220
1.2
63188
10.84
4.87
0.00
0.00
0.27
4.60
224
1.1
62311
10.80
4.59
0.00
0.00
0.26
4.32
228
1.0
61475
10.77
4.33
0.00
0.00
0.26
4.06
232
0.9
60677
10.74
4.08
0.00
0.00
0.26
3.82
236
0.8
59917
10.71
3.86
0.00
0.00
0.26
3.59
240
0.8
59192
10.68
3.64
0.00
0.00
0.26
3.38
244
0.7
5950o
in RR
3.44
0.00
0.00
0.26
3.18
248
0.6
57840
10.63
3.25
0.00
0.00
0.26
3.00
252
0.6
57210
10.60
3.08
0.00
0.00
0.25
2.82
256
0.5
56609
10.58
2.91
0.00
0.00
0.25
2.66
260
0.5
56035
10.56
2.76
0.00
0.00
0.25
2.51
264
0.4
55487
10.54
2.61
0.00
0.00
0.25
2.36
268
0.4
54963
10.52
2.48
0.00
0.00
0.25
2.23
272
0.4
54463
10.50
2.35
0.00
0.00
0.25
2.10
276
0.3
53985
10.48
2.23
0.00
0.00
0.25
1.98
280
0.3
53528
10.46
2.12
0.00
0.00
0.25
1.87
284
0.3
53091
10.44
2.01
0.00
0.00
0.25
1.77
288
0.2
52673
10.43
1.91
0.00
0.00
0.25
1.67
292
0.2
52273
10.41
1.82
0.00
0.00
0.24
1.58
296
0.2
51890
10.39
1.73
0.00
0.00
0.24
1.49
300
0.2
51523
10.38
1.65
0.00
0.00
0.24
1.41
304
0.2
51171
10.37
1.57
0.00
0.00
0.24
1.33
308
0.2
50835
10.35
1.50
0.00
0.00
0.24
1.26
312
0.1
50512
10.34
1.43
0.00
0.00
0.24
1.19
316
0.1
50202
10.33
1.37
0.00
0.00
0.24
1.13
320
0.1
49905
10.32
1.30
0.00
0.00
0.24
1.06
324
0.1
49620
10.30
1.25
0.00
0.00
0.24
1.01
328
0.1
49346
10.29
1.19
0.00
0.00
0.24
0.95
332
0.1
49083
10.28
1.14
0.00
0.00
0.24
0.90
336
0.1
48831
10.27
1.09
0.00
0.00
0.24
0.85
340
0.1
48588
10.26
1.05
0.00
0.00
0.24
0.81
344
0.1
48354
10.25
1.00
0.00
0.00
0.24
0.77
348
0.1
48129
10.24
0.96
0.00
0.00
0.24
0.73
352
0.1
47913
10.24
0.92
0.00
0.00
0.24
0.69
356
0.0
47705
10.23
0.89
0.00
0.00
0.23
0.65
360
0.0
47504
10.22
0.85
0.00
0.00
0.23
0.62
364
0.0
47311
10.21
0.82
0.00
0.00
0.23
0.58
368
0.0
47124
10.20
0.79
0.00
0.00
0.23
0.55
372
0.0
46945
10.20
0.76
0.00
0.00
0.23
0.52
376
0.0
46771
10.19
0.73
0.00
0.00
0.23
0.50
380
0.0
46603
10.18
0.70
0.00
0.00
0.23
0.47
384
0.0
46442
10.18
0.68
0.00
0.00
0.23
0.45
388
0.0
46285
10.17
0.65
0.00
0.00
0.23
0.42
392
0.0
46134
10.16
0.63
0.00
0.00
0.23
0.40
396
0.0
45988
10.16
0.61
0.00
0.00
0.23
0.38
400
0.0
45847
10.15
0.59
0.00
0.00
0.23
0.36
404
0.0
45710
10.15
0.57
0.00
0.00
0.23
0.34
408
0.0
45577
10.14
0.55
0.00
0.00
0.23
0.32
G:WOBM2014114026-VAML Phase =Calr-M14026 routing25y24hr Pond 1.xlsx

09/23/2015
MLV
VAML Phase 2C
Pond #1
Stormwater Pond Routing
100-year 24hr Storm
14026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 100 YR
6.89 IN/HR
Qa = 69.85 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = . 40 INCHES 100yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.48 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 66.55 MINUTES
Storage Volume Req'd = (Qp-Qa)`Tp*1.39*60
_ (68,728) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 100 YR
6.89 IN/HR
Qp = 67.47 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
]NCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,905
0
0
0
0
0
0.00
9.00
21,365
19,135
19,135
1.0
9.8593
0.0000
1.01
10.00
23,533
22,449
41,584
2.0
10.6355
0.6931
1.98
11.00
25,760
24,647
66,231
3.0
11.1009
1.0986
2.95
12.00
28,046
26,903
93,134
4.0
11.4418
1.3863
3.96
13.00
30,392
29,219
122,353
5.0
11.7147
1.6094
5.01
14.00
32,787
31,590
153,942
6.0
11.9443
1.7918
6.11
Regression Output:
Ks = 18824
b = 1.16
Constant 9.84
G:W0BS12014114026-VAML Phase 2MCaIcs114026 routing100yr24hr Pond 1.x1sx

09/23/2015 VAML Phase 2C 14026
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
69.85 cfs
Qp =
57.47 cfs
Tp =
66.6 min
dT =
4 min
BASIN DATA
Ks =
18824
b =
1.16
Zo =
8.00 ft
Normal water elev =
8.00 ft
Box Weir Length =
16 ft
Cw =
3.0
Zcr =
12.75 ft
Dd =
36 in
Cd =
0.59
Zi =
8.00 ft
Peak Outflow =
47.59 cfs
Peak Stage =
13.17 ft
Maximum Storage =
126,944 cu ft
Control Holes:
State Orifice:
Dia =
2.50 in
Inv =
8.00 ft
Weir:
L =
24 in
Inv =
10.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
cfs)
(cu ft)
(ft
(Cfs
(ems(cfs)
(Cfs)
(cfs
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.5
0
8.00
0
0.00
0.00
0
0.00
8
2.0
123
8.01
0.00
0.00
0.00
0.00
0.00
12
4.5
608
8.05
0.01
0.00
0.00
0.01
0.00
16
7.8
1684
8.13
0.02
0.00
0.00
0.02
0.00
20
11.9
3553
8.24
0.06
0.00
0.00
0.06
0.00
24
16.6
6391
8.39
0.09
0.00
0.00
0.09
0.00
28
21.7
10343
8.60
0.11
0.00
0.00
0.11
0.00
32
27.0
15512
8.85
0.14
0.00
0.00
0.14
0.00
36
32.4
21960
9.14
0.16
0.00
0.00
0.16
0.00
40
37.7
29702
9.48
0.19
0.00
0.00
0.19
0.00
44
42.7
38705
9.86
0.21
0.00
0.00
0.21
0.00
48
47.1
48894
10.28
1.10
0.00
0.00
0.24
0.87
52
51.0
59942
10.71
3.86
0.00
0.00
0.26
3.60
56
54.0
71244
11.15
7.65
0.00
0.00
0.28
7.37
60
56.1
82363
11.57
12.05
0.00
0.00
0.30
11.75
64
57.3
92937
11.96
16.73
0.00
0.00
0.32
16.41
68
57.4
102664
12.31
21.40
0.00
0.00
0.33
21.07
72
56.5
111304
12.62
25.80
0.00
0.00
0.34
25.46
76
54.7
118678
12.88
32.06
2.34
0.00
0.35
29.38
80
51.9
124100
13.07
41.60
8.89
0.00
0.36
32.35
84
48.3
126566
13.16
46.76
12.67
0.00
0.36
33.73
88
44.7
126944
13.17
47.59
13.29
0.00
0.36
33.94
92
41.3
126250
13.15
46.08
12.16
0.00
0.36
33.55
96
38.2
125115
13.11
43.67
10.39
0.00
0.36
32.92
100
35.4
123811
13.06
41.02
8.47
0.00
0.36
32.19
104
32.7
122454
13.02
38.41
6.61
0.00
0.36
31.44
108
30.2
121085
12.97
35.94
4.90
0.00
0.36
30.69
112
28.0
119718
12.92
33.66
3.37
0.00
0.35
29.94
116
25.9
118353
12.87
31.59
2.04
0.00
0.35
29.20
G:U0B&2014114026-VAML Phase 2C1CalW14026 routin9100y24hr_Pond 1.xlsx

4`
09/23/2015
VAML Phase 2C
14026
MLV
Pond #1
Stormwater Pond Routing
100-year 24hr Storm
120
23.9
116980
12.82
29.76
0.95
0.00
0.35
28.46
124
22.1
115581
12.77
28.23
0.17
0.00
0.35
27.71
128
20.5
114117
12.72
27.28
0.00
0.00
0.35
26.93
132
18.9
112481
12.66
26.42
0.00
0.00
0.34
26.07
136
17.5
110684
12.60
25.48
0.00
0.00
0.34
25.13
140
16.2
108771
12.53
24.49
0.00
0.00
0.34
24.15
144
15.0
106780
12.46
23.47
0.00
0.00
0.34
23.13
148
13.8
104741
12.39
22.44
0.00
0.00
0.33
22.10
152
12.8
102680
12.31
21.41
0.00
0.00
0.33
21.08
156
11.8
100616
12.24
20.39
0.00
0.00
0.33
20.06
160
11.0
98565
12.16
19.39
0.00
0.00
0.32
19.07
164
10.1
96540
12.09
18.42
0.00
0.00
0.32
18.10
168
9.4
94550
12.02
17.48
0.00
0.00
0.32
17.16
172
8.7
92602
11.94
16.58
0.00
0.00
0.32
16.26
176
8.0
90704
11.87
16.71
0.00
0.00
0.31
15.39
180
7.4
88857
11.81
14.87
0.00
0.00
0.31
14.56
184
6.9
87067
11.74
14.08
0.00
0.00
0.31
13.77
188
6.3
85333
11.68
13.32
0.00
0.00
0.30
13.01
192
5.9
83658
11.61
12.60
0.00
0.00
0.30
12.30
196
5.4
82041
11.55
11.91
0.00
0.00
0.30
11.61
200
5.0
80483
11.50
11.26
0.00
0.00
0.30
10.97
204
4.6
78983
11.44
10.65
0.00
0.00
0.29
10.36
208
4.3
77540
11.38
10.07
0.00
0.00
0.29
9.78
212
4.0
76153
11.33
9.52
0.00
0.00
0.29
9.23
216
3.7
74821
11.28
9.00
0.00
0.00
0.29
8.71
220
3.4
73542
11.23
8.51
0.00
0.00
0.29
8.22
224
3.1
72314
11.19
8.04
0.00
0.00
0.28
7.76
228
2.9
71136
11.14
7.61
0.00
0.00
0.28
7.33
232
2.7
70007
11.10
7.20
0.00
0.00
0.28
6.92
236
2.5
68924
11.06
6.81
0.00
0.00
0.28
6.53
240
2.3
67886
11.02
6.44
0.00
0.00
0.28
6.17
244
2.1
66891
In 9R
6.10
0.00
0.00
0.27
5.82
248
2.0
65937
10.94
5.77
0.00
0.00
0.27
5.50
252
1.8
65023
10.91
5.47
0.00
0.00
0.27
5.20
256
1.7
64147
10.87
5.18
0.00
0.00
0.27
4.91
260
1.6
63308
10.84
4.90
0.00
0.00
0.27
4.64
264
1.4
62503
10.81
4.65
0.00
0.00
0.27
4.38
268
1.3
61732
10.78
4.41
0.00
0.00
0.26
4.14
272
1.2
60994
10.75
4.18
0.00
0.00
0.26
3.92
276
1.1
60285
10.73
3.96
0.00
0.00
0.26
3.70
280
1.1
59607
10.70
3.76
0.00
0.00
0.26
3.50
284
1.0
58956
10.67
3.57
0.00
0.00
0.26
3.31
288
0.9
58332
10.65
3.39
0.00
0.00
0.26
3.14
292
0.8
57733
10.63
3.22
0.00
0.00
0.2E
2.97
296
0.8
57159
10.60
3.06
0.00
0.00
0.25
2.81
300
0.7
56608
10.58
2.91
0.00
0.00
0.25
2.66
304
0.7
56080
10.56
2.77
0.00
0.00
0.25
2.52
308
0.6
55573
10.54
2.64
0.00
0.00
0.25
2.38
312
0.6
55086
10.52
2.51
0.00
0.00
0.25
2.26
316
0.5
54619
10.50
2.39
0.00
0.00
0.25
2.14
320
0.5
54170
10.49
2.28
0.00
0.00
0.25
2.03
324
0.4
53740
10.47
2.17
0.00
0.00
0.25
1.92
328
0.4
53326
10.45
2.07
0.00
0.00
0.25
1.82
332
0.4
52928
10.44
1.97
0.00
0.00
0.25
1.73
336
0.4
52545
10.42
1.88
0.00
0.00
0.25
1.64
340
0.3
52178
10.41
1.80
0.00
0.00
0.24
1.55
344
0.3
51824
10.39
1.72
0.00
0.00
0.24
1.47
348
0.3
51484
10.38
1.64
0.00
0.00
0.24
1.4n
352
0.3
51157
10.37
1.57
0.00
0.00
0.24
1.33
356
0.2
50842
10.35
1.50
0.00
0.00
0.24
1.26
360
0.2
50539
10.34
1.44
0.00
0.00
0.24
1.20
364
0.2
50248
10.33
1.37
0.00
0.00
0.24
1.13
368
0.2
49967
10.32
1.32
0.00
0.00
0.24
1.08
372
0.2
49696
10.31
1.26
0.00
0.00
0.24
1.02
376
0.2
49435
10.30
1.21
0.00
0.00
0.24
0.97
380
0.1
49183
10.29
1.16
0.00
0.00
0.24
0.92
384
0.1
48941
10.28
1.11
0.00
0.00
0.24
0.88
388
0.1
48707
10.27
1.07
0.00
0.00
0.24
0.83
392
0.1
48481
10.26
1.03
0.00
0.00
0.24
0.79
396
0.1
48263
10.25
0.99
0.00
0.00
0.24
0.75
400
0.1
48052
10.24
0.95
0.00
0.00
0.24
0.71
404
0.1
47849
10.23
0.91
0.00
0.00
0.24
0.68
408
0.1
47653
10.23
0.88
0.00
0.00
0.23
0.64
G:%JOBS12014114026-VAML Phase 2C%CalcM14026 roubng10Dyr24hr_Pond 1.xlsx

09/23/2015 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
Clogged
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
50.69 ACRES
HYDRAULIC LENGTH
2800 FT
CHANGE_ IN HEIGHT
34.5 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
19.15 MIN
INTENSITY 100 YR
6.89 IN/HR
Qa = 69.86 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P , 10 INCHES 100yr, 24hr PRECIPITATION
CN = 64 ((98*0.43)+(39*0.57)) = 64
S = (1000/CN)-10
S = 5.54
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 5.48 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 66.55 MINUTES
Storage Volume Req'd = (Qp-Qa) Tp*1.39*60
(68,728) cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT 8.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.04 ACRES
HYDRAULIC LENGTH
2765 FT
CHANGE IN HEIGHT
26.5 FT
RUNOFF COEF. 'C'
0.52
TIME OF CONCENTR
20.89 MIN
INTENSITY 100 YR
6.89 IN/HR
Qp = 57.47 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.00
16,905
0
0
0
0
0
0.00
9.00
21,365
19,135
19,135
1.0
9.8593
0.0000
1.01
10.00
23,533
22,449
41,584
2.0
10.6355
0.6931
1.98
11.00
25,760
24,647
66,231
3.0
11.1009
1.0986
2.95
12.00
28,046
26,903
93,134
4.0
11.4418
1.3863
3.96
13.00
30,392
29,219
122,353
5.0
11.7147
1.6094
5.01
14.00
32,787
31,590
153,942
6.0
11.9443
1.7918
6.11
Regression Output:
Ks = 18824
b 1.16
Constant 9.84
14026
G:U0BS12014114026-VAML Phase 2MUCs114026 routing100yr24hr clogged Pond t.xlsx

09/23/2015 VAML Phase 2C
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
Clogged
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
69.85 cfs
Qp =
57.47 cis
Tp =
66.6 min
dT =
4 min
BASIN DATA
Ks =
18824
b =
1.16
Zo =
8.00 ft
Normal water elev =
8.00 ft
Box Weir Length =
It
Cw =
3.0
Zcr =
It
Dd =
in
Cd =
0.59
Zi =
ft
Peak Outflow = 55.95 cfs
Peak Stage = 13.50 ft
Maximum Storage = 136,290 cu ft
Control Holes:
State Orifice:
Emergency Overflow Weir:
Dia = in
Inv = It
L = 480 in
Inv = 12.90 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
8.00
0
0
0.00
0
0.00
4
0.5
0
8.00
0
0.00
0.00
0
0.00
8
2.0
123
8.01
0.00
0.00
0.00
0.00
0.00
12
4.5
609
8.05
0.00
0.00
0.00
0.00
0.00
16
7.8
1686
8.13
0.00
0.00
0.00
0.00
0.00
20
11.9
3561
8.24
0.00
0.00
0.00
0.00
0.00
24
16.6
6413
8.40
0.00
0.00
0.00
0.00
0.00
28
21.7
10385
8.60
0.00
0.00
0.00
0.00
0.00
32
27.0
15582
8.85
0.00
0.00
0.00
0.00
0.00
36
32.4
22063
9.15
0.00
0.00
0.00
0.00
0.00
40
37.7
29844
9.49
0.00
0.00
0.00
0.00
0.00
44
42.7
38893
9.87
0.00
0.00
0.00
0.00
0.00
48
47.1
49133
10.28
0.00
0.00
0.00
0.00
0.00
52
51.0
60446
10.73
0.00
0.00
0.00
0.00
0.00
56
54.0
72675
11.20
0.00
0.00
0.00
0.00
0.00
60
56.1
85629
11.69
0.00
0.00
0.00
0.00
0.00
64
57.3
99095
12.18
0.00
0.00
0.00
0.00
0.00
68
57.4
112837
12.68
0.00
0.00
0.00
0.00
0.00
72
56.5
126613
13.16
16.20
0.00
0.00
0.00
16.20
76
54.7
136290
13.50
55.95
0.00
0.00
0.00
55.95
80
51.9
135978
13.49
54.45
0.00
0.00
0.00
54.45
84
48.3
135359
13.47
51.50
0.00
0.00
0.00
51.50
88
44.7
134601
13.44
47.96
0.00
0.00
0.00
47.96
92
41.3
133821
13.42
44.40
0.00
0.00
0.00
44.40
96
38.2
133088
13.39
41.14
0.00
0.00
0.00
41.14
100
35.4
132392
13.37
38.12
0.00
0.00
0.00
38.12
104
32.7
131731
13.34
35.32
0.00
0.00
0.00
35.32
108
30.2
131104
13.32
32.73
0.00
0.00
0.00
32.73
112
28.0
130509
13.30
30.33
0.00
0.00
0.00
30.33
116
25.9
129944
13.28
28.11
0.00
0.00
0.00
28.11
GAJOBS12014114026-VAML Phase 2C%CalcsN4026 rouling100yr24hr clogged_Pond 1.xlsx

09/23/2015
VAML Phase 2C
MLV
Pond #1
14026
Stormwater Pond Routing
100-year 24hr Storm
Clogged
120
23.9
129407
13.26
26.05
0.00
0.00
0.00
26.05
124
22.1
128898
13.24
24.14
0.00
0.00
0.00
24.14
128
20.5
128414
13.23
22.38
0.00
0.00
0.00
22.38
132
18.9
127955
13.21
20.74
0.00
0.00
0.00
20.74
136
17.5
127519
13.20
19.23
0.00
0.00
0.00
19.23
140
16.2
127105
13.18
17.83
0.00
0.00
0.00
17.83
144
15.0
126712
13.17
16.53
O.UO
0.00
0.00
16.53
148
13.8
126339
13.15
15.32
0.00
0.00
0.00
15.32
152
12.8
125985
13.14
14.21
0.00
0.00
0.00
14.21
156
11.8
125648
13.13
13.18
0.00
0.00
0.00
13.18
160
11.0
126328
13.12
12.22
0.00
0.00
0.00
12.22
164
10.1
125025
13.11
11.33
0.00
0.00
0.00
11.33
168
9.4
124736
13.10
10.51
0.00
0.00
0.00
10.51
172
8.7
124462
13.09
9.75
0.00
0.00
0.00
9.75
176
8.0
124202
13.08
9.04
0.00
0.00
0.00
9.04
180
7.4
123955
13.07
8.39
0.00
0.00
0.00
8.39
184
6.9
123720
13.06
7.78
0.00
0.00
0.00
7.78
188
6.3
123497
13.05
7.22
0.00
0.00
0.00
7.22
192
5.9
123285
13.05
6.70
0.00
0.00
0.00
6.70
196
5.4
123084
13.04
6.22
0.00
0.00
0.00
6.22
200
5.0
122892
13.03
5.77
0.00
0.00
0.00
5.77
204
4.6
122710
13.03
5.36
0.00
0.00
0.00
5.36
208
4.3
122538
13.02
4.97
0.00
0.00
0.00
4.97
212
4.0
122374
13.01
4.62
0.00
0.00
0.00
4.62
216
3.7
122218
13.01
4.29
0.00
0.00
0.00
4.29
220
3.4
122069
13.00
3.98
0.00
0.00
0.00
3.98
224
3.1
121928
13.00
3.70
0.00
0.00
0.00
3.70
228
2.9
121795
12.99
3.43
0.00
0.00
0.00
3.43
232
2.7
121667
12.99
3.19
0.00
0.00
0.00
3.19
236
2.5
121546
12.98
2.96
0.00
0.00
0.00
2.96
240
2.3
121431
12.98
2.75
0.00
0.00
0.00
2.75
244
2.1
121322
12.98
2.56
0.00
0.00
0.00
2.56
248
2.0
121218
12.97
2.37
0.00
0.00
0.00
2.37
252
1.8
121119
12.97
2.21
0.00
0.00
0.00
2.21
256
1.7
121026
12.97
2.05
0.00
0.00
0.00
2.05
260
1.6
120936
12.96
1.91
0.00
0.00
0.00
1.91
264
1.4
120861
12.96
1.77
0.00
0.00
0.00
1.77
268
1.3
120771
12.96
1.65
0.00
0.00
0.00
1.65
272
1.2
120694
12.95
1.53
0.00
0.00
0.00
1.53
276
1.1
120621
12.95
1.43
0.00
0.00
0.00
1.43
280
1.1
120552
12.95
1.33
0.00
0.00
0.00
1.33
284
1.0
120486
12.95
1.23
0.00
0.00
0.00
1.23
288
0.9
120423
12.95
1.15
0.00
0.00
0.00
1.15
292
0.8
120363
12.94
1.07
0.00
0.00
0.00
1.07
296
n.8
120307
12.94
0.99
0.00
0.00
0.00
0.99
300
0.7
120252
12.94
0.93
0.00
0.00
0.00
0.93
304
0.7
120201
12.94
0.86
0.00
0.00
0.00
0.86
308
0.6
120152
12.94
0.80
0.00
0.00
0.00
0.80
312
0.6
120106
12.93
0.75
0.00
0.00
0.00
0.75
316
0.5
120062
12.93
0.70
0.00
0.00
0.00
0.70
320
0.5
120019
12.93
0.65
0.00
0.00
0.00
0.65
324
0.4
119979
12.93
0.60
0.00
0.00
0.00
0.60
328
0.4
119941
12.93
0.56
0.00
0.00
0.00
0.56
332
0.4
119905
12.93
0.52
0.00
0.00
0.00
0.52
336
0.4
119870
12.93
0.49
0.00
0.00
0.00
0.49
340
0.3
119838
12.92
0.46
0.00
0.00
0.00
0.46
344
0.3
119806
12.92
0.43
0.00
0.00
0.00
0.43
348
0.3
119777
12.92
0.40
0.00
0.00
0.00
0.40
352
0.3
119748
12.92
0.37
0.00
0.00
0.00
0.37
356
0.2
119721
12.92
0.35
0.00
0.00
0.00
0.35
360
0.2
119696
12.92
0.32
0.00
0.00
0.00
0.32
364
0.2
119671
12.92
0.30
0.00
0.00
0.00
0.30
368
0.2
119648
12.92
0.28
0.00
0.00
0.00
0.28
372
0.2
119626
12.92
0.26
0.00
0.00
0.00
0.26
376
0.2
119605
12.92
0.24
0.00
0.00
0.00
0.24
380
0.1
119584
12.92
0.23
0.00
0.00
0.00
0.23
384
0.1
119565
12.91
0.21
0.00
0.00
0.00
0.21
388
0.1
119547
12.91
0.20
0.00
0.00
0.00
0.20
392
0.1
119530
12.91
0.19
0.00
0.00
0.00
0.19
396
0.1
119513
12.91
0.17
0.00
0.00
0.00
0.17
400
0.1
119497
12.91
0.16
0.00
0.00
0.00
0.16
404
0.1
119482
12.91
0.15
0.00
0.00
0.00
0.15
408
0.1
119468
12.91
0.14
0.00
0.00
0.00
0.14
G:WOBS12014114026-VAML Phase 2C1Calcs114026 routing1 o0yr24hr clogged Pond 1.xlsx

14026
09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
2-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 2 YR
5.28 IN/HR
Qa = 16.14 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = _ . 4.5 INCHES 2yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)"2/(P+O.BS)
D = 1.18 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 19.40 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
44,151 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.45 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 2 YR
5.28 IN/HR
Qp = 43.43 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b= 1.09
Constant 10,24
G:W0B6%2014114026-VAML Phase 2C%Calcs114026 routing2yr24hr Pond 2.x1sx

09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
2-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
16.14 cfs
Qp =
43.43 cis
Tp =
19.4 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 ft
Normal water elev =
8.50 ft
Peak Outflow =
2.58 cfs
Box Weir Length =
16 ft
Peak Stage =
10.65 ft
Cw =
3.0
Maximum Storage =
64,331 cu ft
Zcr =
12.80 ft
Control Holes:
State Orifice:
Dia -
2.50 in
Dd
36 in
Inv =
8.50 ft
Cd
0.59
Weir:
L =
18 in
Zi =
8.00 ft
Inv
10.00 ft
Emergency Overflow Weir
L
480.0 in
Inv
13.50 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emerge Overflow)
(min)
(cfs)
(cu ft)
(ft)
(�)
(�)
s
(Cf
(cfs)
(Cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
4.4
0
8.50
0
0.00
0.00
0
0.00
8
15.8
1056
8.55
0.01
0.00
0.00
0.01
0.00
12
29.6
4850
8.70
0.05
0.00
0.00
0.05
0.00
16
40.2
11948
8.96
0.10
0.00
0.00
0.10
0.00
20
43.3
21578
9.29
0.13
0.00
0.00
0.13
0.00
24
37.7
31944
9.63
0.16
0.00
0.00
0.16
0.00
28
28.9
40945
9.92
0.18
0.00
0.00
0.18
0.00
32
22.1
47827
10.14
0.43
0.00
0.00
0.20
0.23
36
16.9
53021
10.30
0.95
0.00
0.00
0.21
0.74
40
12.9
56846
10.42
1.43
0.00
0.00
0.22
1.22
44
9.9
59600
10.50
1.83
0.00
0.00
0.22
1.61
48
7.6
61532
10.56
2.12
0.00
0.00
0.23
1.90
52
5.8
62835
10.60
2.33
0.00
0.00
0.23
2.10
56
4.4
63661
10.63
2.47
0.00
0.00
0.23
2.24
60
3.4
64130
10.64
2.55
0.00
0.00
0.23
2.32
64
2.6
64329
10.65
2.58
0.00
0.00
0.23
2.35
68
2.0
64331
10.65
2.58
0.00
0.00
0.23
2.35
72
1.5
64186
10.64
2.56
0.00
0.00
0.23
2.33
76
1.2
63935
10.64
2.51
0.00
0.00
0.23
2.28
80
0.9
63610
10.63
2.46
0.00
0.00
0.23
2.23
84
0.7
63232
10.61
2.40
0.00
0.00
0.23
2.17
88
0.5
62819
10.60
2.33
0.00
0.00
0.23
2.10
92
0.4
62384
10.59
2.26
0.00
0.00
0.23
2.03
96
0.3
61936
10.57
2.19
0.00
0.00
0.23
1.96
100
0.2
61484
10.56
2.12
0.00
0.00
0.23
1.89
104
0.2
61031
10.55
2.05
0.00
0.00
0.22
1.82
108
0.1
60583
10.53
1.98
0.00
0.00
0.22
1.75
112
0.1
60141
10.52
1.91
0.00
0.00
0.22
1.69
116
0.1
59708
10.51
1.84
0.00
0.00
0.22
1.62
G:W0BS\2014114026-VAML Phase 2C%CaIcs114026 routing2yr24hr Pond 2.xlsx

09/23/2015
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
2-year 24hr Storm
120
0.1
59284
10.49
1.78
0.00
0.00
0.22
1.56
124
0.0
58871
10.48
1.72
0.00
0.00
0.22
1.50
128
0.0
58469
10.47
1.66
0.00
0.00
0.22
1.44
132
0.0
58079
10.46
1.61
0.00
0.00
0.22
1.39
136
0.0
57700
10.44
1.55
0.00
0.00
0.22
1.33
140
0.0
57333
10.43
1.50
0.00
0.00
0.22
1.28
144
0.0
50976
10.42
1.45
0.00
0.00
0.22
1.23
148
0.0
56631
10.41
1.40
0.00
0.00
0.22
1.19
152
0.0
56296
10.40
1.36
0.00
0.00
0.22
1.14
156
0.0
55972
10.39
1.32
0.00
0.00
0.22
1.10
160
0.0
55657
10.38
1.27
0.00
0.00
0.21
1.06
164
0.0
55353
10.37
1.23
0.00
0.00
0.21
1.02
168
0.0
55057
10.36
1.20
0.00
0.00
0.21
0.98
172
0.0
54771
10.35
1.16
0.00
0.00
0.21
0.95
176
0.0
54493
10.35
1.12
0.00
0.00
0.21
0.91
180
0.0
54223
10.34
1.09
0.00
0.00
0.21
0.88
184
0.0
53961
10.33
1.06
0.00
0.00
0.21
0.85
188
0.0
53707
10.32
1.03
0.00
0.00
0.21
0.82
192
0.0
53461
10.31
1.00
0.00
0.00
0.21
0.79
196
0.0
53221
10.31
0.97
0.00
0.00
0.21
0.76
200
0.0
52988
10.30
0.94
0.00
0.00
0.21
0.73
204
0.0
52762
10.29
0.92
0.00
0.00
0.21
0.71
208
0.0
52542
10.28
0.89
0.00
0.00
0.21
0.68
212
0.0
52328
10.28
0.87
0.00
0.00
0.21
0.66
216
0.0
52120
10.27
0.84
0.00
0.00
0.21
0.64
220
0.0
51917
10.27
0.82
0.00
0.00
0.21
0.61
224
0.0
51720
10.26
0.80
0.00
0.00
0.21
0.59
228
0.0
51528
10.25
0.78
0.00
0.00
0.21
0.57
232
0.0
51341
10.25
0.76
0.00
0.00
0.21
0.55
236
0.0
51159
10.24
0.74
0.00
0.00
0.21
0.53
240
0.0
50981
10.24
0.72
0.00
0.00
0.21
0.52
244
0.0
50808
10.23
0.70
0.00
0.00
0.21
0.50
248
0.0
50640
10.23
0.69
0.00
0.00
0.21
0.48
252
0.0
50475
10.22
0.67
0.00
0.00
0.20
0.46
256
0.0
50314
10.21
0.65
0.00
0.00
0.20
0.45
260
0.0
50158
10.21
0.64
0.00
0.00
0.20
0.43
264
0.0
50005
10.21
0.62
0.00
0.00
0.20
0.42
268
0.0
49855
10.20
0.61
0.00
0.00
0.20
0.40
272
0.0
49709
10.20
0.59
0.00
0.00
0.20
0.39
276
0.0
49567
10.19
0.58
0.00
0.00
0.20
0.38
280
0.0
49428
10.19
0.57
0.00
0.00
0.20
0.36
284
0.0
49291
10.18
0.55
0.00
0.00
0.20
0.35
288
0.0
49158
10.18
0.54
0.00
0.00
0.20
0.34
292
0.0
49028
10.17
0.53
0.00
0.00
0.20
0.33
9QFt
0.0
48901
10.17
0.52
0.00
0.00
0.20
0.32
300
0.0
48776
10.17
0.51
0.00
0.00
0.20
0.31
304
0.0
48654
10.16
0.50
0.00
0.00
0.20
0.30
308
0.0
48535
10.16
0.49
0.00
0.00
0.20
0.29
312
0.0
48418
10.16
0.48
0.00
0.00
0.20
0.28
316
0.0
48304
10.15
0.47
0.00
0.00
0.20
0.27
320
0.0
48191
10.15
0.46
0.00
0.00
0.20
0.26
324
0.0
48082
10.15
0.45
0.00
0.00
0.20
0.25
328
0.0
47974
10.14
0.44
0.00
0.00
0.20
0.24
332
0.0
47868
10.14
0.43
0.00
0.00
0.20
0.23
336
0.0
47765
10.14
0.42
0.00
0.00
0.20
0.22
340
0.0
47663
10.13
0.41
0.00
0.00
0.20
0.22
344
0.0
47564
10.13
0.41
0.00
0.00
0.20
0.21
348
0.0
47466
1 n.13
0.40
0.00
0.00
0.20
0.20
352
0.0
47370
10.12
0.39
0.00
0.00
0.20
0.19
356
0.0
47276
10.12
0.38
0.00
0.00
0.20
0.19
360
0.0
47184
10.12
0.38
0.00
0.00
0.20
0.18
364
0.0
47093
10.11
0.37
0.00
0.00
0.20
0.17
368
0.0
47004
10.11
0.36
0.00
0.00
0.20
0.17
372
0.0
46916
10.11
0.36
0.00
0.00
0.20
0.16
376
0.0
46830
10.11
0.35
0.00
0.00
0.20
0.15
380
0.0
46746
10.10
0.35
0.00
0.00
0.20
0.15
384
0.0
46663
10.10
0.34
0.00
0.00
0.20
0.14
388
0.0
46581
10.10
0.33
0.00
0.00
0.20
0.14
392
0.0
46501
10.10
0.33
0.00
0.00
0.20
0.13
396
0.0
46422
10.09
0.32
0.00
0.00
0.20
0.13
4n0
0.0
46344
10.09
0.32
0.00
0.00
0 2n
0,12
404
0.0
46267
10.09
0.31
0.00
0.00
0.20
0.12
408
0.0
46192
10.09
0.31
0.00
0.00
0.20
0.11
G:%JOBS12014114026-VAML Phase =CalcM14026 routing2y24hr_Pond 2.xlsx

09/23/2015 VAML Phase 2C 14026
MLV Pond #2
Stormwater Pond Routing
10-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 10 YR
6.43 IN/HR
Qa = 19.65 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = .7, INCHES 10yr, 24hr PRECIPITATION
CN = 63 ((98`0.40)+(39"0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)A2/(P+0.8S)
D = 2.86 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 38.71 MINUTES
Storage Volume Req'd = (Qp-Qa)`Tp"1.39'60
107,296 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.45 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 10 YR
6.43 IN/HR
Qp = 52.89 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(it)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183.511
5.5
12.1200
1.7047
5.62
Regression Output:
==> Ks = 27939
b = 1.09
Constant 10.24
G:IJOBS12014114026-VAML Phase 2C1Caics114026 routinglOyr24hr Pond 2.xtsx

09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
10-year24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
19.65 cfs
Qp =
52.89 cis
Tp =
38.7 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 it
Normal water elev =
8.50 it
Peak Outflow =
15.33 cfs
Box Weir Length =
16 It
Peak Stage =
12.23 ft
Cw =
3.0
Maximum Storage =
117,538 cu it
Zcr =
12.80 it
Control Hales:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.50 it
Cd =
0.59
Weir:
L =
18 in
Zi =
8.00 it
Inv =
10.00 ft
Emergency Overflow Weir:
480.0 in
Inv =
13.50 it
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(S)
(cu ft)
(ft)
(Cfs)
(cfs)
(cis)
(CIS)
(ds)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
1.4
0
8.50
0
0.00
0.00
0
0.00
8
5.4
332
8.52
0.00
0.00
0.00
0.00
0.00
12
11.6
1623
8.57
0.01
0.00
0.00
0.01
0.00
16
19.3
4399
8.68
0.04
0.00
0.00
0.04
0.00
20
27.8
9029
8.85
0.08
0.00
0.00
0.08
0.00
24
36.2
15689
9.09
0.11
0.00
0.00
0.11
0.00
28
43.5
24345
9.38
0.14
0.00
0.00
0.14
0.00
32
49.1
34754
9.72
0.17
0.00
0.00
0.17
0.00
36
52.3
46489
10.10
0.33
0.00
0.00
0.20
0.13
40
52.7
58960
10.48
1.73
0.00
0.00
0.22
1.51
44
50.5
71192
10.86
3.82
0.00
0.00
0.24
3.57
48
45.7
82393
11.20
6.14
0.00
0.00
0.26
5.88
52
40.0
91891
11.48
8.37
0.00
0.00
0.27
8.10
56
35.0
99489
11.70
10.30
0.00
0.00
0.28
10.01
60
30.6
105417
11.88
11.88
0.00
0.00
0.29
11.59
64
26.8
109909
12.01
13.13
0.00
0.00
0.30
12.83
68
23.4
113179
12.11
14.06
0.00
0.00
0.30
13.76
72
20.4
115418
12.17
14.71
0.00
0.00
0.30
14.40
76
17.9
116796
12.21
15.11
0.00
0.00
0.31
14.80
80
15.6
117460
12.23
15.31
0.00
0.00
0.31
15.00
84
13.7
117538
12.23
15.33
0.00
0.00
0.31
15.02
88
11.9
117139
12.22
15.21
0.00
0.00
0.31
14.90
92
10.4
116355
12.20
14.98
0.00
0.00
0.31
14.68
96
9.1
115267
12.17
14.66
0.00
0.00
0.30
14.36
100
8.0
113939
12.13
14.28
0.00
0.00
0.30
13.98
104
7.0
112429
12.08
13.84
0.00
0.00
0.30
13.54
108
6.1
110782
12.04
13.38
0.00
0.00
0.30
13.08
112
5.3
109037
11.99
12.88
0.00
0.00
0.30
12.59
116
4.7
107225
11.93
12.38
0.00
0.00
0.29
12.09
GAJ0BM12014114026-VAML Phase 2C%Ca1cs114026 rouring10yr24hr_P0nd 2.xlsx

09/23/2015
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
10-year 24hr Storm
120
4.1
105374
11.88
11.87
0.00
0.00
0.29
11.58
124
3.6
103504
11.82
11.36
0.00
0.00
0.29
11.07
128
3.1
101633
11.77
10.86
0.00
0.00
0.29
10.58
132
2.7
99774
11.71
10.37
0.00
0.00
0.28
10.09
136
2.4
97939
11.66
9.89
0.00
0.00
n2R
9.61
140
2.1
96137
11.61
9.43
0.00
0.00
0.28
9.15
144
1.8
94373
11.55
8.99
0.00
0.00
0.28
8.71
148
1.6
92654
11.50
8.56
0.00
0.00
0.27
8.28
152
1.4
90982
11.45
8.15
0.00
0.00
0.27
7.88
156
1.2
89361
11.40
7.76
0.00
0.00
0.27
7.49
160
1.1
87792
11.36
7.38
0.00
0.00
0.27
7.11
164
0.9
86276
11.31
7.03
0.00
0.00
0.27
6.76
168
0.8
84813
11.27
6.69
0.00
0.00
0.26
8.43
172
0.7
83403
11.23
6.37
0.00
0.00
0.26
6.11
176
0.6
82045
11.19
6.07
0.00
0.00
0.26
5.81
180
0.5
80738
11.16
5.78
0.00
0.00
0.26
5.52
184
0.5
79482
11.11
5.50
0.00
0.00
0.25
5.25
188
0.4
78275
11.07
5.25
0.00
0.00
0.25
4.99
192
0.4
77116
11.04
5.00
0.00
0.00
0.25
4.75
196
0.3
76002
11.00
4.77
0.00
0.00
0.25
4.52
200
0.3
74933
10.97
4.55
0.00
0.00
0.25
4.31
204
0.2
73907
10.94
4.35
0.00
0.00
0.25
4.10
208
0.2
72922
10.91
4.15
0.00
0.00
0.24
3.91
212
0.2
71977
10.88
3.97
0.00
0.00
0.24
3.72
216
0.2
71069
10.85
3.79
0.00
0.00
0.24
3.55
220
0.1
70198
10.83
3.63
0.00
0.00
0.24
3.39
224
0.1
69362
10.80
3.47
0.00
0.00
0.24
3.23
228
0.1
68558
10.78
3.32
0.00
0.00
0.24
3.09
232
0.1
67787
10.75
3.18
0.00
0.00
0.24
2.95
236
0.1
67046
10.73
3.05
0.00
0.00
0.24
2.81
240
0.1
66334
10.71
2.92
0.00
0.00
0.23
2.69
244
0.1
65649
10.69
2.80
0.00
0.00
0.23
2.57
248
0.1
64991
10.67
2.69
0.00
0.00
0.23
2.46
252
0.0
64359
10.65
2.58
0.00
0.00
0.23
2.35
256
0.0
63750
10.63
2.48
0.00
0.00
0.23
2.25
260
0.0
63164
10.61
2.39
0.00
0.00
0.23
2.16
264
0.0
62600
10.60
2.29
0.00
0.00
0.23
2.07
268
0.0
62057
10.58
2.21
0.00
0.00
0.23
1.98
272
0.0
61534
10.56
2.12
0.00
0.00
0.23
1.90
276
0.0
61031
10.55
2.05
0.00
0.00
0.22
1.82
280
0.0
60545
10.53
1.97
0.00
0.00
0.22
1.75
284
0.0
60076
10.52
1.90
0.00
0.00
0.22
1.68
288
0.0
59624
10.50
1.83
0.00
0.00
0.22
1.61
292
0.0
59188
10.49
1.77
0.00
0.00
0.22
1.55
296
0.0
58767
10.48
1.70
0.00
0.00
0.22
1.48
300
0.0
58361
10.46
1.66
0.00
0.00
0.22
1.43
304
0.0
57968
10.45
1.59
0.00
0.00
0.22
1.37
308
0.0
57588
10.44
1.54
0.00
0.00
0.22
1.32
312
0.0
57222
10.43
1.49
0.00
0.00
0.22
1.27
316
0.0
56867
10.42
1.44
0.00
0.00
0.22
1.22
320
0.0
56523
10.41
1.39
0.00
0.00
0.22
1.17
324
0.0
56191
10.40
1.34
0.00
0.00
0.22
1.13
328
0.0
55869
10.39
1.30
0.00
0.00
0.22
1.09
332
0.0
55558
10.38
1.26
0.00
0.00
0.21
1.05
336
0.0
55256
10.37
1.22
0.00
0.00
0.21
1.01
340
0.0
54963
10.36
1.18
0.00
0.00
0.21
0.97
344
0.0
54680
10.35
1.15
0.00
0.00
0.21
0.94
348
0.0
54405
10.34
1.11
0.00
0.00
0.21
0.90
352
0.0
54138
10.33
1.08
0.00
0.00
0.21
0.87
356
0.0
53879
10.33
1.05
0.00
0.00
0.21
0.84
360
0.0
53627
10.32
1.02
0.00
0.00
0.21
0.81
364
0.0
53383
10.31
0.99
0.00
0.00
0.21
0.78
368
0.0
53146
10.30
0.96
0.00
0.00
0.21
0.75
372
0.0
52915
10.30
0.93
0.00
0.00
0.21
0.72
376
0.0
52691
10.29
0.91
0.00
0.00
0.21
0.70
380
0.0
52473
10.28
0.88
0.00
0.00
0.21
0.68
384
0.0
52261
10.28
0.86
0.00
0.00
0.21
0.65
388
0.0
52055
10.27
0.84
0.00
0.00
0.21
0.63
392
0.0
51854
10.26
0.81
0.00
0.00
0.21
0.61
396
0.0
51659
10.26
0.79
0.00
0.00
0.21
0.59
400
0.0
51469
10.25
0.77
0.00
0.00
0.21
0.57
404
0.0
51283
10.25
0.76
0.00
0.00
0.21
0.55
408
0.0
51103
10.24
0.73
0.00
0.00
0.21
0.53
G:WOBS12014114026-VAML Phase 2C\Calcs114026 rouling10yr24hr_Pond 2.xlsx

09/23/2015
MLV
WATERSHED DATA
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 F 1
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 25 YR
6.43 IN/HR
Qa = 19.65 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = .8.05, INCHES 25yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-02S)"2/(P+0.8S)
D = 3.66 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 49.56 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
137,376 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
VAML Phase 2C
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
AFTER DEVELOPMENT
WATERSHED AREA
16.45 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT -
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 25 YR
6.43 IN/HR
Qp = 62.89 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,818
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
14026
G:WOBS12014114026-VAML Phase 2C1Calcs114026 routing25yr24hr_Pond 2.xlsx

09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
25-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
19.65 cis
Qp =
52.89 cis
Tip =
49.6 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 It
Normal water elev =
8.50 It
Peak Outflow =
20.35 cfs
Box Weir Length =
16 ft
Peak Stage =
12.71 ft
Cw =
3.0
Maximum Storage =
133,834 cu ft
Zcr =
12.80 It
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
36 in
Inv =
8.50 It
Cd =
0.59
Weir:
L =
18 in
Zi =
8.00 It
Inv =
10.00 it
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(cu ft)
(ft)
(Cis)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
0.8
0
8.50
0
0.00
0.00
0
0.00
8
3.3
203
8.51
0.00
0.00
0.00
0.00
0.00
12
7.3
1002
8.55
0.01
0.00
0.00
0.01
0.00
16
12.5
2749
8.62
0.02
0.00
0.00
0.02
0.00
20
18.6
5738
8.73
0.06
0.00
0.00
0.06
0.00
24
25.1
10177
8.90
0.09
0.00
0.00
0.09
0.00
28
31.8
16189
9.11
0.11
0.00
0.00
0.11
0.00
32
38.1
23794
9.36
0.14
0.00
0.00
0.14
0.00
36
43.7
32911
9.66
0.17
0.00
0.00
0.17
0.00
40
48.2
43361
10.00
0.19
0.00
0.00
0.19
0.00
44
51.3
54878
10.36
1.17
0.00
0.00
0.21
0.96
48
52.8
66899
10.73
3.02
0.00
0.00
0.23
2.79
52
52.6
78835
11.09
5.37
0.00
0.00
0.26
5.11
56
50.7
90165
11.43
7.95
0.00
0.00
0.27
7.68
60
47.3
100428
11.73
10.54
0.00
0.00
0.28
10.26
64
42.8
109250
11.99
12.94
0.00
0.00
0.30
12.65
68
38.6
116423
12.20
15.00
0.00
0.00
0.31
14.70
72
34.7
122078
12.37
16.69
0.00
0.00
0.31
16.37
76
31.3
126407
12.49
18.01
0.00
0.00
0.32
17.69
80
28.1
129587
12.58
19.00
0.00
0.00
0.32
18.68
84
25.3
131782
12.65
19.70
0.00
0.00
0.32
19.37
88
22.8
133138
12.69
20.13
0.00
0.00
0.33
19.81
92
20.5
133783
12.70
20.34
0.00
0.00
0.33
20.01
96
18.5
133834
12.71
20.35
0.00
0.00
0.33
20.03
100
16.7
133389
12.69
20.21
0.00
0.00
0.33
19.89
104
15.0
132536
12.67
19.94
0.00
0.00
0.32
19.61
108
13.5
131351
12.63
19.56
0.00
0.00
0.32
19.24
112
12.2
129897
12.59
19.10
0.00
0.00
0.32
18.78
116
10.9
128231
12.54
18.58
0.00
0.00
0.32
18.26
G:W0BS12014114026-VAML Phase 2C1Calcs114026 routing25y24hr_P0nd 2.xlsx

09/23/2015
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
120
9.9
126400
12.49
18.01
0.00
0.00
0.32
17.69
124
8.9
124444
12.43
17.41
0.00
0.00
0.32
17.09
128
8.0
122396
12.37
16.78
0.00
0.00
0.31
16.47
132
7.2
120287
12.31
16.15
0.00
0.00
0.31
15.84
136
6.5
118138
12.25
15.51
0.00
0.00
0.31
16.20
140
5.8
115972
12.19
14.87
0.00
0.00
0.31
14.56
144
5.3
113803
12.12
14.24
0.00
0.00
0.30
13.94
148
4.7
111647
12.06
13.62
0.00
0.00
0.30
13.32
152
4.3
109513
12.00
13.02
0.00
0.00
0.30
12.72
156
3.8
107411
11.94
12.43
0.00
0.00
0.29
12.14
160
3.5
105347
11.88
11.86
0.00
0.00
0.29
11.57
164
3.1
103329
11.82
11.32
0.00
0.00
0.29
11.03
168
2.8
101359
11.76
10.79
0.00
0.00
0.29
10.50
172
2.5
99441
11.70
10.28
0.00
0.00
0.28
10.00
176
2.3
97578
11.65
9.80
0.00
0.00
0.28
9.52
180
2.0
95770
11.59
9.34
0.00
0.00
0.28
9.06
184
1.8
94019
11.54
8.90
0.00
0.00
0.28
8.62
188
1.7
92326
11.49
8.48
0.00
0.00
0.27
8.20
192
1.5
90689
11.44
8.08
0.00
0.00
0.27
7.80
196
1.3
89108
11.40
7.70
0.00
0.00
0.27
7.43
200
1.2
87584
11.35
7.33
0.00
0.00
0.27
7.07
204
1.1
86114
11.31
6.99
0.00
0.00
0.26
6.72
208
1.0
84698
11.26
6.66
0.00
0.00
0.26
6.40
212
0.9
83334
11.22
6.35
0.00
0.00
0.26
6.09
216
0.8
82021
11.18
6.06
0.00
0.00
0.26
5.80
220
0.7
80757
11.15
5.78
0.00
0.00
0.26
5.52
224
0.6
79542
11.11
5.52
0.00
0.00
0.26
5.26
228
0.6
78372
11.07
5.27
0.00
0.00
0.25
5.01
232
0.5
77247
11.04
5.03
0.00
0.00
0.25
4.78
236
0.5
76165
11.01
4.81
0.00
0.00
0.25
4.56
240
0.4
75125
10.98
4.59
0.00
0.00
0.25
4.34
244
0.4
74124
10.95
4.39
0.00
0.00
0.25
4.14
248
0.3
73162
10.92
4.20
0.00
0.00
0.25
3.95
252
0.3
72237
10.89
4.02
0.00
0.00
0.24
3.77
256
0.3
71347
10.86
3.85
0.00
0.00
0.24
3.60
260
0.3
70490
10.84
3.68
0.00
0.00
0.24
3.44
264
0.2
69667
10.81
3.53
0.00
0.00
0.24
3.29
268
0.2
68874
10.79
3.38
0.00
0.00
0.24
3.14
272
0.2
68112
10.76
3.24
0.00
0.00
0.24
3.00
276
0.2
67378
10.74
3.11
0.00
0.00
0.24
2.87
280
0.1
66671
10.72
2.98
0.00
0.00
0.23
2.75
284
0.1
65991
10.70
2.86
0.00
0.00
0.23
2.63
288
0.1
65335
10.68
2.75
0.00
0.00
0.23
2.52
292
0.1
64704
10.66
2.64
0.00
0.00
0.23
2.41
296
0.1
64096
10.64
2.54
0.00
0.00
0.23
2.31
300
0.1
63509
10.62
2.44
0.00
0.00
0.23
2.21
304
0.1
62944
10.61
2.35
0.00
0.00
0.23
2.12
308
0.1
62399
10.59
2.26
0.00
0.00
0.23
2.04
312
0.1
61873
10.57
2.18
0.00
0.00
0.23
1.95
316
0.1
61366
10.56
2.10
0.00
0.00
0.23
1.87
320
0.1
60876
10.54
2.02
0.00
0.00
0.22
1.80
324
0.0
60403
10.53
1.95
0.00
0.00
0.22
1.73
328
0.0
59947
10.51
1.88
0.00
0.00
0.22
1.66
332
0.0
59505
10.50
1.81
0.00
0.00
0.22
1.59
336
0.0
59079
10.49
1.75
0.00
0.00
0.22
1.53
340
0.0
58667
10.47
1.69
0.00
0.00
0.22
1.47
344
0.0
58269
10.46
1.63
0.00
0.00
0.22
1.41
348
0.0
57884
10.45
1.58
0.00
0.00
0.22
1.36
352
0.0
57511
10.44
1.53
0.00
0.00
0.22
1.31
356
0.0
57150
10.43
1.48
0.00
0.00
0.22
1.26
360
0.0
56801
10.42
1.43
0.00
0.00
0.22
1.21
364
0.0
56463
10.41
1.38
0.00
0.00
0.22
1.16
368
0.0
56135
10.40
1.34
0.00
0.00
0.22
1.12
372
0.0
55818
10.39
1.30
0.00
0.00
0.22
1.08
376
0.0
55510
10.38
1.25
0.00
0.00
0.21
1.04
380
0.0
55212
10.37
1.22
0.00
0.00
0.21
1.00
384
0.0
54923
10.36
1.18
0.00
0.00
0.21
0.97
388
0.0
54642
10.35
1.14
0.00
0.00
0.21
0.93
392
0.0
54370
10.34
1.11
0.00
0.00
0.21
0.90
396
0.0
54105
10.33
1.08
0.00
0.00
0.21
0.87
400
0.0
53848
10.33
1.05
0.00
0.00
0.21
0.83
404
0.0
53599
10.32
1.02
0.00
0.00
0.21
0.80
408
0.0
53357
10.31
0.99
0.00
0.00
0.21
0.78
G:IJOBSI2014114026-VAML Phase 2CICalcs114026 routing25yr24hr_Pond 2.xlsx

09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CI4ANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 100 YR
8.48 IN/HR
Qa = 25.91 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 1t0 INCHES 100yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (1000/CN)-10
S = 5.97
Depth (D) = (P-0.2S)^21(P+0.8S)
D = 5.25 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 53.82 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
196,743 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.45 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 FT
RUNOFF COEF. 'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 100 YR
8.48 IN/HR
Qp = 69.76 CFS
(gip = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30.568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
14026
G:W0BS12014114026-VAML Phase 2MCa1os114026 routing100yr24hr Pond 2.x1sx

09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
25.91 cfs
Qp =
69.75 cis
Tp =
53.8 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 ft
Normal water elev =
8.50 ft
Peak Outflow =
46.74 Cfs
Box Weir Length =
16 It
Peak Stage =
13.34 It
Cw =
3.0
Maximum Storage =
155,922 cu ft
Zcr =
12.80 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd
36 in
Inv =
8.50 It
Cd
0.59
Weir:
L =
18 in
Zi
8.00 ft
Inv =
10.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
13.50 ft
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(Cfs)
(cu ft)
(ft)
(cfs)
(Cfs)
(cfs)
(cfs)
(Cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
0.9
0
8.50
0
0.00
0.00
0
0.00
8
3.7
227
8.51
0.00
0.00
0.00
0.00
0.00
12
8.2
1123
8.55
0.01
0.00
0.00
0.01
0.00
16
14.1
3092
8.63
0.03
0.00
0.00
0.03
0.00
20
21.2
6479
8.76
0.06
0.00
0.00
0.06
0.00
24
29.0
11548
8.94
0.09
0.00
0.00
0.09
0.00
28
37.1
18481
9.18
0.12
0.00
0.00
0.12
0.00
32
45.1
27354
9.48
0.15
0.00
0.00
0.15
0.00
36
52.5
38138
9.83
0.18
0.00
0.00
0.18
0.00
40
59.0
50701
10.23
0.69
0.00
0.00
0.21
0.49
44
64.2
64696
10.66
2.64
0.00
0.00
0.23
2.41
48
67.8
79464
11.11
5.50
0.00
0.00
0.25
5.25
52
69.6
94405
11.55
8.99
0.00
0.00
0.28
8.72
56
69.5
108939
11.98
12.86
0.00
0.00
0.30
12.56
60
67.5
122525
12.38
16.82
0.00
0.00
0.31
16.51
64
63.8
134689
12.73
20.63
0.00
0.00
0.33
20.30
68
58.6
145042
13.03
29.25
5.21
0.00
0.34
23.71
72
53.2
152077
13.23
39.92
13.46
0.00
0.35
26.10
76
48.3
155260
13.32
45.52
17.96
0.00
0.35
27.21
80
43.8
155922
13.34
46.74
18.94
0.00
0.35
27.44
84
39.8
155225
13.32
45.45
17.90
0.00
0.35
27.20
88
36.1
153866
13.28
43.01
15.94
0.00
0.35
26.73
92
32.8
152215
13.23
40.15
13.65
0.00
0.35
26.15
96
29.8
150451
13.18
37.23
11.34
0.00
0.34
25.54
100
27.0
148664
13.13
34.42
9.15
0.00
0.34
24.93
104
24.5
146892
13.08
31.80
7.13
0.00
0.34
24.33
108
22.3
145151
13.03
29.40
5.32
0.00
0.34
23.74
112
20.2
143444
12.98
27.23
3.72
0.00
0.34
23.17
116
18.4
141766
12.93
25.29
2.35
0.00
0.34
22.61
G:U0BS12014114026-VA1V1L Phase 2C1Ca1cs114026 routing100y24hr Pond 2.xlsx

09/23/2015
VAML Phase 2C
14026
MLV
Pond #2
Stormwater Pond Routing
100-year 24hr Storm
120
16.7
140104
12.89
23.61
1.21
0.00
0.33
22.06
124
15.1
138442
12.84
22.21
0.36
0.00
0.33
21.52
128
13.7
136746
12.79
21.30
0.00
0.00
0.33
20.97
132
12.5
134934
12.74
20.71
0.00
0.00
0.33
20.38
136
11.3
132960
12.68
20.07
0.00
0.00
0.33
19.75
140
10.3
130862
12.62
19.41
0.00
0.00
0.32
19.08
144
9.3
128674
12.56
18.72
0.00
0.00
0.32
18.40
148
8.5
126423
12.49
18.02
0.00
0.00
0.32
17.70
152
7.7
124135
12.43
17.31
0.00
0.00
0.32
17.00
156
7.0
121828
12.36
16.61
0.00
0.00
0.31
16.30
160
6.3
119519
12.29
15.92
0.00
0.00
0.31
15.61
164
5.8
117222
12.22
16.24
0.00
0.00
0.31
14.93
168
5.2
114948
12.16
14.57
0.00
0.00
0.30
14.27
172
4.7
112707
12.09
13.92
0.00
0.00
0.30
13.62
176
4.3
110505
12.03
13.30
0.00
0.00
0.30
13.00
180
3.9
108349
11.97
12.69
0.00
0.00
0.30
12.40
184
3.6
106242
11.90
12.11
0.00
0.00
0.29
11.82
188
3.2
104189
11.84
11.55
0.00
0.00
0.29
11.26
192
2.9
102192
11.78
11.01
0.00
0.00
0.29
10.72
196
2.7
100253
11.73
10.50
0.00
0.00
0.28
10.21
200
2.4
98372
11.67
10.01
0.00
0.00
0.28
9.72
204
2.2
96550
11.62
9.54
0.00
0.00
0.28
9.26
208
2.0
94787
11.57
9.09
0.00
0.00
0.28
8.81
212
1.8
93084
11.51
8.66
0.00
0.00
0.27
8.39
216
1.6
91438
11.47
8.26
0.00
0.00
0.27
7.99
220
1.5
89850
11.42
7.87
0.00
0.00
0.27
7.60
224
1.4
88318
11.37
7.51
0.00
0.00
0.27
7.24
228
1.2
86841
11.33
7.16
0.00
0.00
0.27
6.89
232
1.1
85418
11.29
6.83
0.00
0.00
0.26
6.56
236
1.0
84046
11.25
6.51
0.00
0.00
0.26
6.25
240
0.9
82726
11.21
6.22
0.00
0.00
0.26
5.96
9AA
0.8
81454
11.17
5.93
0.00
0.00
0.26
5.68
248
0.8
80230
11.13
5.67
0.00
0.00
0.26
5.41
252
0.7
79062
11.10
5.41
0.00
0.00
0.25
5.16
256
0.6
77918
11.06
5.17
0.00
0.00
0.25
4.92
260
0.6
76827
11.03
4.94
0.00
0.00
0.25
4.69
264
0.5
75777
11.00
4.73
0.00
0.00
0.25
4.48
268
0.5
74766
10.97
4.52
0.00
0.00
0.25
4.27
272
0.4
73794
10.94
4.32
0.00
0.00
0.25
4.08
276
0.4
72858
10.91
4.14
0.00
0.00
0.24
3.89
280
0.3
71957
10.88
3.96
0.00
0.00
0.24
3.72
284
0.3
71089
10.85
3.80
0.00
0.00
0.24
3.55
288
0.3
70255
10.83
3.64
0.00
0.00
0.24
3.40
292
0.3
69451
10.80
3.49
0.00
0.00
0.24
3.25
296
0.2
68676
10.78
3.34
n nn
0.00
0.24
3.11
300
0.2
67931
10.76
3.21
0.00
0.00
0.24
2.97
304
0.2
67213
10.74
3.08
0.00
0.00
0.24
2.84
308
0.2
66520
10.72
2.96
0.00
0.00
0.23
2.72
312
0.2
65853
10.69
2.84
0.00
0.00
0.23
2.61
316
0.1
65211
10.68
2.73
0.00
0.00
0.23
2.50
320
0.1
64591
10.66
2.62
0.00
0.00
0.23
2.39
324
0.1
63993
10.64
2.52
0.00
0.00
0.23
2.29
328
0.1
63416
10.62
2.43
0.00
0.00
0.23
2.20
332
0.1
62860
10.60
2.34
0.00
0.00
0.23
2.11
336
0.1
62323
10.59
2.25
0.00
0.00
0.23
2.02
340
0.1
61805
10.57
2.17
0.00
0.00
0.23
1.94
344
0.1
61304
10.56
2.09
0.00
0.00
0.23
1.86
348
0.1
60821
10.54
2.01
0.00
0.00
0.22
1.79
352
0.1
60354
10.53
1.94
0.00
0.00
0.22
1.72
356
0.1
59903
10.51
1.87
0.00
0.00
0.22
1.66
360
0.1
59467
10.50
1.81
0.00
0.00
0.22
1.59
364
0.0
59045
10.49
1.75
0.00
0.00
0.22
1.52
368
0.0
58637
10.47
1.69
0.00
0.00
0.22
1.47
372
0.0
58242
10.46
1.63
0.00
0.00
0.22
1.41
376
0.0
57860
10.45
1.57
0.00
0.00
0.22
1.36
380
0.0
57491
10.44
1.52
0.00
0.00
0.22
1.30
384
0.0
57133
10.43
1.47
0.00
0.00
0.22
1.26
388
0.0
56786
10.42
1.43
0.00
0.00
0.22
1.21
392
0.0
56450
10.41
1.38
0.00
0.00
0.22
1.16
396
0.0
56125
10.40
1.34
0.00
0.00
0.22
1.12
400
0.0
55809
10.39
1.29
0.00
0.00
0.22
1.08
404
0.0
55503
10.38
1.25
0.00
0.00
0.21
1.04
408
0.0
55207
10.37
1.22
0.00
0.00
0.21
1.00
G:WOBS12014114026-VAML Phase 2MCaIcs114026 routing100y24hr_Pond 2.xlsx

09/23/2015 VAML Phase 2C
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
Clogged
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
15.28 ACRES
HYDRAULIC LENGTH
1535 FT
CHANGE IN HEIGHT
23 FT
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
11.18 MIN
INTENSITY 100 YR
8.48 IN/HR
Qa = 26.91 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 10 INCHES 100yr, 24hr PRECIPITATION
CN = 63 ((98*0.40)+(39*0.60)) = 63
S = (10001CN)-10
S = 5.97
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 5.25 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 53.82 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
196,743 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT 8.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
16.45 ACRES
HYDRAULIC LENGTH
1290 FT
CHANGE IN HEIGHT
17 f=T
RUNOFF COEF.'C'
0.50
TIME OF CONCENTR
10.28 MIN
INTENSITY 100 YR
8.48 IN/HR
Qp = 69.75 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
8.50
24,927
0
0
0
0
0
0.00
9.00
28,392
13,330
13,330
0.5
9.4978
-0.6931
0.51
10.00
30,568
29,480
42,810
1.5
10.6645
0.4055
1.48
11.00
32,816
31,692
74,502
2.5
11.2186
0.9163
2.46
12.00
35,119
33,968
108,469
3.5
11.5942
1.2528
3.47
13.00
37,494
36,307
144,776
4.5
11.8829
1.5041
4.52
14.00
39,977
38,736
183,511
5.5
12.1200
1.7047
5.62
Regression Output:
Ks = 27939
b = 1.09
Constant 10.24
14026
G:W0BS12014114026-VAML Phase 2MCaIcs114026 routing100yr24hr doggec_Pond 2.x1sx

09/2312015
VAML Phase 2C
MLV
Pond #2
Stormwater Pond Routing
100-year24hr Storm
Clogged
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
25.91 cis
Qp =
69.75 cis
Tp =
53.8 min
dT =
4 min
BASIN DATA
Ks =
27939
b =
1.09
Zo =
8.50 It
Normal water elev =
8.50 ft
Peak Outflow =
57.88 cfs
Box Weir Length =
ft
Peak Stage =
13.52 ft
Cw =
3.0
Maximum Storage =
162,154 cu It
Zcr =
It
Control Holes:
State Orifice:
Dia =
in
Dd =
in
Inv =
ft
Cd =
0.59
Emergency Overflow Weir:
L =
480 in
Zi =
ft
Inv =
12.90 It
14026
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs
(cu ft)
(ft)
cfs)
(cfs)
(cis
(cfs)
cfs)
0
0.0
0
8.50
0
0
0.00
0
0.00
4
0.9
0
8.50
0
0.00
0.00
0
0.00
8
3.7
227
8.51
0.00
0.00
0.00
0.00
0.00
12
8.2
1123
8.55
0.00
0.00
0.00
0.00
0.00
16
14.1
3094
8.63
0.00
0.00
0.00
0.00
0.00
20
21.2
6487
8.76
0.00
0.00
0.00
0.00
0.00
24
29.0
11572
8.95
0.00
0.00
0.00
0.00
0.00
28
37.1
18527
9.19
0.00
0.00
0.00
0.00
0.00
32
45.1
27429
9.48
0.00
0.00
0.00
0.00
0.00
36
52.5
38250
9.83
0.00
0.00
0.00
0.00
0.00
40
59.0
50855
10.23
0.00
0.00
0.00
0.00
0.00
44
64.2
65017
10.67
0.00
0.00
0.00
0.00
0.00
48
67.8
80419
11.14
0.00
0.00
0.00
0.00
0.00
52
69.6
96680
11.62
0.00
0.00
0.00
0.00
0.00
56
69.5
113372
12.11
0.00
0.00
0.00
0.00
0.00
60
67.5
130044
12.60
0.00
0.00
0.00
0.00
0.00
64
63.8
146245
13.06
7.82
0.00
0.00
0.00
7.82
68
58.6
159672
13.44
48.23
0.00
0.00
0.00
48.23
72
53.2
162154
13.52
57.88
0.00
0.00
0.00
57.88
76
48.3
161025
13.48
53.42
0.00
0.00
0.00
53.42
80
43.8
159791
13.45
48.68
0.00
0.00
0.00
48.68
84
39.8
158628
13.41
44.34
0.00
0.00
0.00
44.34
88
36.1
167536
13.38
40.40
0.00
0.00
0.00
40.40
92
32.8
156512
13.35
36.81
0.00
0.00
0.00
36.81
96
29.8
155551
13.33
33.54
0.00
0.00
0.00
33.54
100
27.0
154650
13.30
30.56
0.00
0.00
0.00
30.56
104
24.5
153803
13.28
27.86
0.00
0.00
0.00
27.86
108
22.3
153010
13.26
25.39
0.00
0.00
0.00
25.39
112
20.2
152264
13.23
23.15
0.00
0.00
0.00
23.15
116
18.4
151565
13.21
21.11
0.00
0.00
0.00
21.11
GNOM2014114026-VAML Phase 2C1Calcs114026 routing100yr24hr clogged Pond 2.xlsx

09/23/2015
VAML Phase 2C
MLV
Pond #2
14026
Stormwater Pond Routing
100-year 24hr Storm
Clogged
120
16.7
150909
13.20
19.25
0.00
0.00
0.00
19.25
124
15.1
150293
13.18
17.55
0.00
0.00
0.00
17.55
128
13.7
149714
13.16
16.01
0.00
0.00
0.00
16.01
132
12.5
149171
13.15
14.61
0.00
0.00
0.00
14.61
136
11.3
148662
13.13
13.33
0.00
0.00
0.00
13.33
140
10.3
148183
13.12
12.16
0.00
0.00
0.00
12.16
144
9.3
147733
13.10
11.10
0.00
0.00
0.00
11.10
148
8.5
147311
13.09
10.13
0.00
0.00
0.00
10.13
152
7.7
146915
13.08
9.25
0.00
0.00
0.00
9.25
156
7.0
146543
13.07
8.45
0.00
0.00
0.00
8.45
160
6.3
146193
13.06
7.72
0.00
0.00
0.00
7.72
164
5.8
145865
13.05
7.05
0.00
0.00
0.00
7.05
168
5.2
145556
13.04
6.44
0.00
0.00
0.00
6.44
172
4.7
145266
13.03
5.88
0.00
0.00
0.00
5.88
176
4.3
144994
13.03
5.38
0.00
0.00
0.00
5.38
180
3.9
144738
13.02
4.92
0.00
0.00
0.00
4.92
184
3.6
144498
13.01
4.50
0.00
0.00
0.00
4.50
188
3.2
144272
13.01
4.11
0.00
0.00
0.00
4.11
192
2.9
144059
13.00
3.76
0.00
0.00
0.00
3.76
196
2.7
143860
12.99
3.44
0.00
0.00
0.00
3.44
200
2.4
143672
12.99
3.16
0.00
0.00
0.00
3.15
204
2.2
143496
12.98
2.88
0.00
0.00
0.00
2.88
208
2.0
143330
12.98
2.64
0.00
0.00
0.00
2.64
212
1.8
143174
12.97
2.42
0.00
0.00
0.00
2.42
216
1.6
143027
12.97
2.22
0.00
0.00
0.00
2.22
220
1.5
142890
12.97
2.03
0.00
0.00
0.00
2.03
224
1.4
142760
12.96
1.86
0.00
0.00
0.00
1.86
228
1.2
142638
12.96
1.71
0.00
0.00
0.00
1.71
232
1.1
142523
12.96
1.56
0.00
0.00
0.00
1.56
236
1.0
142415
12.95
1.44
0.00
0.00
0.00
1.44
240
0.9
142314
12.95
1.32
0.00
0.00
0.00
1.32
244
n A
142218
12.95
1.21
0.00
0.00
0.00
1.21
248
0.8
142128
12.94
1.11
0.00
0.00
0.00
1.11
252
0.7
142043
12.94
1.02
0.00
0.00
0.00
1.02
256
0.6
141964
12.94
0.94
0.00
0.00
0.00
0.94
260
0.6
141889
12.94
0.86
0.00
0.00
0.00
0.86
264
0.5
141818
12.94
0.79
0.00
0.00
0.00
0.79
268
0.5
141751
12.93
0.73
0.00
0.00
0.00
0.73
272
0.4
141689
12.93
0.67
0.00
0.00
0.00
0.67
276
0.4
141630
12.93
0.62
0.00
0.00
0.00
0.62
280
0.3
141574
12.93
0.57
0.00
0.00
0.00
0.57
284
0.3
141522
12.93
0.52
0.00
0.00
0.00
0.52
288
0.3
141472
12.93
0.48
0.00
0.00
0.00
0.48
292
0.3
141426
12.92
0.44
0.00
0.00
0.00
0.44
296
0.2
141382
12.92
0.41
0.00
0.00
0.00
0.41
300
0.2
141341
12.92
0.38
0.00
0.00
0.00
0.38
304
0.2
141302
12.92
0.35
0.00
0.00
0.00
0.35
308
0.2
141265
12.92
0.32
0.00
0.00
0.00
0.32
312
0.2
141230
12.92
0.30
0.00
0.00
0.00
0.30
316
0.1
141198
12.92
0.28
0.00
0.00
0.00
0.28
320
0.1
141167
12.92
0.25
0.00
0.00
0.00
0.25
324
0.1
141138
12.92
0.24
0.00
0.00
0.00
0.24
328
0.1
141110
12.91
0.22
0.00
0.00
0.00
0.22
332
0.1
141084
12.91
0.20
0.00
0.00
0.00
0.20
336
0.1
141060
12.91
0.19
0.00
0.00
0.00
0.19
340
0.1
141036
12.91
0.17
0.00
0.00
0.00
0.17
344
0.1
141015
12.91
0.16
0.00
0.00
0.00
0.16
348
0.1
140994
12.91
0.15
0.00
0.00
0.00
0.15
352
0.1
140974
12.91
0.14
0.00
0.00
0.00
0.14
356
0.1
140956
12.91
0.13
0.00
0.00
0.00
0.13
360
0.1
140939
12.91
0.12
0.00
0.00
0.00
0.12
364
0.0
140922
12.91
0.11
0.00
0.00
0.00
0.11
368
0.0
140907
12.91
0.10
0.00
0.00
0.00
0.10
372
0.0
140892
12.91
0.10
0.00
0.00
0.00
0.10
376
0.0
140878
12.91
0.09
0.00
0.00
0.00
0.09
380
0.0
140865
12.91
0.08
0.00
0.00
0.00
0.08
384
0.0
140852
12.91
0.08
0.00
0.00
0.00
0.08
388
0.0
140840
12.91
0.07
0.00
0.00
0.00
0.07
392
0.0
140829
12.91
0.07
0.00
0.00
0.00
0.07
396
0.0
140819
12.91
0.06
0.00
0.00
0.00
0.06
400
0.0
140808
12.91
0.06
0.00
0.00
0.00
0.06
404
0.0
140799
12.91
0.06
0.00
0.00
0.00
0.06
408
0.0
140790
12.91
0.05
0.00
0.00
0.00
0.05
G:%JOBS12014114026-VAML Phase 2=81CA14026 routing100y24hr clogged_Pond 2.xlsx

7 F rS
October 18, 2013
Soils Engineering and Testing Services
Tripp Engineering, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401 ECEIVE
Attention: Mr. Brock Daniel
SEP3020-
BY:
Reference: Infiltration Testing and Seasonal High Watertable Estimates
Stormwater Systems
The Village at Mott's Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Dear Mr. Daniel:
RFTS is pleased to provide testing services during the design phase of the Village at Mott's
Landing residential development located off River Road in Wilmington, North Carolina. Specific
site grading plans had not been provided to us at the time this report was prepared.
D SCRIPT-1074 OF AC'i'iVTIES AI+TD x+R ifflI GS
As requested, our staff visited the site on October 11 and 15, 2013, to perform infiltration testing
and estimate the seasonal high watertable at six locations identified by you. The purpose of this
testing was to provide soil parameters for stormwater infiltration design.
Seasonal High Watertable Estimate
Hand auger borings were advanced at two locations to depths ranging from approximately 3 to
10 feet below the existing ground surface in areas proposed by the civil designer for infiltration
structures. The encountered soils were logged and visually classified by depth and a Munsell Soil
Color Chart was used to determine the hue, value, and chroma of the visually distinct soil layers.
Our soil logs are presented in Table 1.
Locations 1 through 3 and 6
Soils encountered in these borings consisted entirely of interbedded clean. fine sands with no
distinct zones of soil cementation in the profiles. Based on our experience with similar soils and
comparisons of the soil coloration to the Munseil Chart, it is our opinion that seasonal high water
table level at these locations occurs approximately 91 inches at location 1, 102 inches at location
2, 73 inches at location 3, and 18 inches at location 6. All depths are referenced from the existing
ground surface at the time of our testing. Measurements made 1 hour after augering indicate
RFTS, PLLC Committed to Responsive Service Office: 910 458-1377 �M
1305 3A Carolina Beach Ave N
Carolina Beach North Carolina 28428 avu'w.rftspllc.com Fax: [phone]

Tripp Engineering, P.C. October 18, 2013
RFTS Job No. 901-13 Page Two
depths to standing water in the boreholes of 111 inches at location 1, 118 inches at location 2, 82
inches at location 3, and 23 inches at location 6. Again, all depths are referenced from the
existing ground surface at the time of our testing. Additional details of the soil classifications for
these locations are presented as Table 1.
Location 4
Soils encountered at this boring consisted interbedded clean fine sands in the upper 51 inches
below the existing site grade. From 51 inches to 55 inches clayey sand was encountered, and
from 55 inches to the boring termination depth of 63 sandy Clay was encountered. Based on our
experience with similar soils and comparisons of the soil coloration to the Munsell Chart, it is
our opinion that seasonal high water table level at this location occurs approximately 39 inches
below the existing ground surface. This is most likely a perched water table condition. No
standing water was measured in the borehole at this location.
Location 5
Soils encountered at this boring consisted interbedded clean fine sands in the upper 41 inches
below the existing. site grade. From 41 inches to 45 inches clayey sand was encountered, and
from 45 inches to .the boring termination depth of 60 inches, sandy Clay was encountered. Based
on our experience with similar soils and comparisons of the soil coloration to the Munsell Chart,
it is our opinion that seasonal high water table level at this location occurs approximately 24
inches below the existing ground surface. This is most likely a perched water table condition. No
standing water was measured in the borehole at this location.
Infiltration Testing
Infiltration testing was performed using a model 2800 Guelph Permeameter which is a
constant -head device which operates on the Mariotte siphon principle and is referenced in ASTM
D-5126. The permeameter is used to determine field saturated hydraulic conductivity in
centimeters per second for soil at a specified depth. This testing involves advancing a borehole to
the desired infiltration depth and introducing water at a constant head to determine the steady
state flow rate from which the hydraulic conductivity can be calculated. The rates obtained
during. our testing ranges from 10.3 to 17.3 inches per hour. The results of our permeameter
testing are presented in Table 2.
REC'OMMENDAT11"ONS
Based on the results of our field testing and soil classifications at the test location, we offer the
following recommendations for stormwater infiltration design:

Tripp Engineering, P.C.
RFTS Job No. 901-13
October 18, 2013
Page Three
At the test locations 1, 2, and 3 it is our opinion that in order to achieve the steady state flow rate
obtained during our testing; the areas of infiltration galleries or other infiltration structure should
introduce stormwater at approximately 36 inches below the existing ground surface elevation.
For purposes of sizing the structures we recommend ultimate application rates of 10.2, 17.2, and
17.3 inches per hour, respectively. At test location 4, water should be introduced at 17 inches
below the existing ground surface elevation with an ultimate application rate of 16.9 inches per
hour. At test locations 5 and 6, water should be introduced at 8 inches below the existing ground
surface elevation with ultimate application rates of 13.4 and 11.8 inches per hour, respectively.
These recommendations should be reviewed by appropriate regulatory authorities before
finalizing the details of any civil design.
C ,OSURZ
Please find attached our field data and a sketch showing the approximate test locations. If you
have any questions after reviewing this letter, please do not hesitate to contact us at your
convenience.
Sincerely,
FTS9 P LLI
David L. Winstead Ste end
Field Operations Manager Senior E.
DLW:SDK/dlw NC Regi
Attachments
, P.E.
idn No. 17638

Table 1
Munsell Soil Classifications
The Village at Mott's Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Loc
Soil Description
Hue
Value
Chroma
Depth
(in.)
Comments
1
Topsoil
-
-
-
0-10
Dark Brown fine SAND, trace
organics
IOYR
3
3
10-21
Dark Yellowish Brown. fine
SAND, trace organics
IOYR
3
4
21-31
Dark Grayish Brown fine SAND,
trace organics
IOYR
4
2
31-53
Very Dark Gray fine SAND
7.5Yk
3
1
53-60
Gray fine SAND
7.5YR
6
1
60-65
Light Gray fine SAND
IOYR
7
1
65-76
Yellowish Brown fine SAND
10YR
5
6
76-81
Yellowish Brown fine SAND
IOYR
5
8
81-91
Brownish Yellow fine SAND
IOYR
6
6
91-103
SHWTi
Pale Yellow fine SAND
2.5Y
7
4
103-121
E120 . 111"
2
Topsoil
-
-
-
0-6
Light Gray fine SAND
IOYR
1 7
2
6-18
Yellowish Brown fine SAND
IOYR
5
6
18-24
Yellowish Brown fine SAND
IOYR
5
8
24-35
Brownish Yellow fine SAND
10YR
6
6
_
35-57
Pale Yellow fine. SAND
2.5Y
7
4
57-71
Pale Yellow fine SAND
2.5Y 1
8
4
71-91
Brownish Yellow fine SAND
IOYR
6
8
91-102
Yellow fine SAND
2..5Y
7
6
102-108
SZr1rWT
Strong Brown fine SAND
7.5YR
5
8
108-123
1.1120118"
3
Topsoil
-
-
-
0-10
Light Gray fine SAND
IOYR
7
1
10-17
Gray fine SAND
IOYR
5
1
17-21
Brown fine SAND
IOYR
4
3
21-31
Yellowish Brown fine SAND
1 OYR.
5
4
31-73
Light Yellowish. Brown fine
SAND
IOYR
6
4
73-87
SEWT(?a 737D
1H200Z»

Table 1 - continued
Mansell Soil Classifications
The Village at Mott's Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Loc
4
Soil Description
Topsoil
Hue
-
Value
-
Chroma
-
Depth
(in.)
0-10
Comments
Yellowish Brown fine SAND
10YR
5
4
10-17
Pale Yellow fine SAND
- 2.5Y
7
4
17-28
Olive Yellow fine SAND.
2.5Y
6
6
28-39
Strong Brown fine SAND
7.5Y.R
5
6
8
6
39-47
47-51
Perched
Sa�'JT
Olive Yellow fine SAND
2.5Y
Gray Clayey SAND
2.5Y
6
1
51-55
Gray Sandy CLAY
2.5Y
6
1
55-63
No H2O
5
To soil
-
-
-
0-10
Brown fine. SAND
10YR
5
3
1.0-14
Very Dark Brown fine SAND
7.5YR
2.5
3
14-24
Yellowish Brown fine SAND
Pale Yellow fine SAND
lOYR
2.5Y
-5
7
-6
3
24-33
3341
Perched
SHWT
Li ht Gray Clayey fine SAND
5Y
7
1
41-45
Light Gray CLAY some Sand
5Y
7
1
45-60
No H�.O
6
To soil
-
-
-
0-8
Dark Yellowish Brown fine
SAND
IOYR
8-12
Brown fine SAND
I OYR
12-18
Black fine SANS, trace of Silt
Very Dark Brown. fine SAND I
2.5YR
7.5YR
18-29
29-36 1
S;EiWT
H203se

Table 2
Guelph Permeameter Test Results
The Village at Mott's Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Location
1
2
3
4
5
6
Depth (in.)
36
36
36
17
8
8
Hl (cm)
5
5
5
5
5
5
Rl (cm/min)
.3
8.0
6.0
5.8
5.2
8.0
Rrs (cm/sec)
0.05
0.1333
0.10
0.0966
0.0866
0.1333
HAM)
10
10
10
10
10
10
R2 (cm/min)
7.0
15.6
1.3.0
12.6
10.8
14.0
Res (cm/sec)
0.1166
0.26
0.2166
0.21
0.18
0.2333
Kf§ (cm/sec)
7.32x 10"
1.12xlO-2
1.22x 16-2
1.19x10"
9.52x10"
8.30x10"
Xf, (in/hr)
10.3
17.2_
1 7.3
15.9-
13.4
11.3
Defuution of Terms
RI,2 - Established 3 or more constant rate of water level change (cm/min)
RI s, 2s - Calculated steady state flow rates (cm/sec)
H1.,2 - Maintained Head of H2O (cm)
Kf5 - Calculated field saturated hydraulic conductivity (cm/sec)
Om - Matric flux potential (cm/sec)
a - Alpha parameter
Depth - Depth of well hole (in.)
Location - Test location identification number
Note: Diameter of well is 3.0 cm.

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6LAS7 I5OR05
FOR REGISTRiiTION REGISTER OF DEEDS
REBECCR T. CHRISTIAN
@ NEW HRNOVER COUNTY NC
ECEIVE 2N2 0a 38 D9:46: t4 AM
SEP 3 0 20� BIN TROTIS0OWN .N
BY:
DEED
Parcels: R07600-006-014-000; R07600-006-012-000; R07600-006-013-000;
R075004004-003-000; R07600-006-010-000; R07600-006-008-001;
R07500-001-001-000; R07500-004-004-OW
Revenue Stamps
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
THIS DEED, made and entered into this the 4th day of September, 2002, by and
between ARNOLD L. SOBOL and wife, FLORENCE S. SOBOL, ELLEN SOBOL STEIN and
husband, ALVIN L. STEIN, WARREN M. SOBOL and wife, MARLENE GANZ SOBOL and
TODD L. SOBOL and wife, JODY GLASSER SOBOL, parties of the fast part; and AFTEW
PROPERTIES, LLC, a North Carolina limited liability company, having an address of
2020 S. Churchill Drive, Wilmington, NC 28403, party of the second part;
WITNESSETH:
That the parties of the first part in consideration of the sum of Ten Dollars
($10.00) and other good and valuable considerations to said parties paid by the party of the
second part, the receipt of which hereby is acknowledged, have bargained and sold and by these
presents do bargain, sell and convey unto the party of the second part, said party's successors and
assigns, the following described property, to wit:
a-reparea by Ward and Smith, :�. ° ., 1001 College Court, New Bern, NC 28562.
RETURNED To
No opinion on title is rendered b and and Smith, P.A. without a separate written opinion on
title from Ward and Smith, P.A.

All those certain tracts or parcels of land lying and being situate in
New Hanover County, North Carolina, and being more particularly
described on Exhibit A attached hereto and incorporated herein by
reference.
TO HAVE AND TO HOLD said property and all privileges and appurtenances
thereunto belonging to the party of the second part, said parry's successors and assigns forever.
Arnold L. Sobol and Florence S. Sobol covenant that they are seized of Tract 3,
Tract 4, Tract 8, Tract 9, Tract 10 and Tract 11 as described above in fee and have the right to
convey same in fee simple, that same are free from encumbrances except any encumbrances or
restrictions mentioned above and that said parties will warrant and defend the title to same
against the lawful claims of all persons whomsoever.
Arnold L. Sobol and Florence S. Sobol covenant that they are seized of an eighty-
five percent (85%) undivided interest in Tract 1, Tract 2, Tract 5, Tract 6, Tract 7 and Tract 12 as
described above in fee, and have the right to convey said undivided interest in fee simple; that
said undivided interest is free from encumbrances except any encumbrances or restrictions
mentioned above and that said parties will warrant and defend the title to said undivided interest
against the lawful claims of all persons whomsoever.
Each of Ellen Sobol Stein, Warren M. Sobol and Todd L. Sobol covenant that
they are seized of an undivided one-third (1/3) interest in an undivided fifteen percent (15%)
interest in Tract 1, Tract 2, Tract 5, Tract 6, Tract 7 and Tract 12 as described above in fee, that
they have the right to convey their undivided one-third (1/3) interest in an undivided fifteen
percent (151%) interest in fee simple; that their undivided one-third (1/3) interest in an undivided
fifteen percent (15%) interest is free from encumbrances except any encumbrances or restrictions
mentioned above and that said party will warrant and defend the title to their individual
2

undivided one-third (1/3) interest in an undivided fifteen percent (15%) interest against the
lawful claims of all persons whomsoever.
IN TESTIMONY WHEREOF, the parties of the first part have set said parties'
hands hereto and have adopted as said parties' seals the typewritten word "SEAL" appearing
beside said parties' names, this the day and year first above written.
(Signatures appear on the following pages)
3

Wi� �
w�
. _ 109, .
• • L. Sobol
"T SEAL
Florence S. Sobol
STATE OF CAROLINA
COUNTY OF (( j
I, Y *Sy ft4m a Notary Public in and for
said County and State, do hereby certify that ARNOLD L. SOBOL and wife, FLORENCE S.
SOBOL personally appeared before me this day and acknowledged the due execution of the
foregoing instrument.
WITNESS my hand and notarial seal, this the 42x_ day of C61LO. 2002.
My Commission Expires:
Notary seal or stamp must appear within above box.

UIC/ > J- (SEAL)
Ellen Sobol Ste'
c;�
(SEAL)
Alvin L.
STATE OF
COUNTY OF aX..71 j./!�(�.e.t.i-•.
I, k4 a Notary Public in and for
said County and State, do hereby certify t ELLEN SOBOL STEIN and husband, ALVIN L.
STEIN personally appeared before me this day and acknowledged the due execution of the foregoing
instrument.
WITNESS my hand and notarial seal, this the y& day of
Le, 2002.
9
No blic
My Commission Expires: _
MARY C. COFFMAN. Notary Pubrfe �
En and For the State of Ohio
My
Notary seal or stamp must appear within above box.

Cj�k��
M (SEAT,)
Warren M. Sobol
nwL.— b U4(SEAL)
Marlene Ganz Sobol
STATE OF 4��L
COUNTY OF
I, a Notary Public in and for said
County and State, do hereby certify that W. MN M. SOBOL and wife, MARLENE GANZ SOBOL
personally appeared before me this day airdacknowledged the due execution of the foregoing
instrument.
WITNESS my hand and notarial seal, this the day of
2002.
Notary Pu h
Tx-vcbarn M Z-mmermon
My Commission Expires:
;ar within above box.
6

/40, &/
(SEAL)
Todd L. Sobol
-&W(S )
Jody ias obol
STATE OF
COUNTY OF
L - �-�' YAW _ a Notary Public in and for said
County and State, do hereby certify that TODD L. SOBOL and wife, JODY GLASSER SOBOL
personally appeared before me this day and acknowledged the due execution of the foregoing
instrument.
WITNESS my hand and notarial seal, this the Vr*, day of
2002.
My Commission Expires:
LBA A. KETTLER
OHIO
W COMMISSION WIRES O4-08-06
p iO ' "'44
Notary Public
Notary seal or stamp must appear within above box.
7

STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
The foregoing certificates of
Notaries Public of
said Count[ylies], and State[s], are certified to be correct. This instrument was presented for registration
this day and hour and duly recorded in the office of the Register of Deeds of New Hanover County,
North Carolina, in Book , Page
This day of , 2002, at o'clock M.
020365-0001
NBMAFW01083. l
8
Register of Deeds

Exhibit A
1.
Parcel R07600-006-014-000
TRACT 1 (Deeds recorded in Book 843, Page 554, Book 843, Page 88, Book
843, Page 552, Book 844, Page 588 and Book 842, Page 557)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in those certain deeds dated October 8, 1968 from
Lorean (also known as Lorena) McDonald Nixon, widow, to Arnold L. Sobol and wife,
Florence S. Sobol, recorded in Book 843, Page 554; deed dated October 8, 1968 from
George McDonald and wife, Louise McDonald to Arnold L. Sobol and wife, Florence S.
Sobol, recorded in Book 843, Page 88; deed dated October 14, 1968 from Eliza Pearl
McDonald, single, to Arnold L. Sobol and wife, Florence S. Sobol, recorded in Book
843, Page 552; deed dated October 8, 1968 from Elisha (also known as Elijah)
McDonald and wife, Augusta McDonald to Arnold L. Sobol and wife, Florence S. Sobol,
recorded in Book 844, Page 588; and deed dated October 4, 1968 from Harry McDonald
and wife, Olivia McDonald to Arnold L. Sobol and wife, Florence S. Sobol, recorded in
Book 842, Page 557, all in the office of the Register of Deeds of New Hanover County,
the legal descriptions of the property therein conveyed being incorporated herein by
reference for a more perfect description of the property herein conveyed.
Each of the above referenced deeds conveys a one -fifth (115) undivided interest in the
property therein described as follows:
BEING all of Tract 5 of the J.H. McDonald Division, as the same is
shown on a map of said division recorded in Book 285, at Page 3041/2, of
the New Hanover County Registry, EXCEPTING HOWEVER, that tract
heretofore sold to Horace McDonald by deed recorded in Book 638, at
Page 316, of said Registry.
The conveyance of this Tract I is made subject to a life estate reserved by Lorean (also
known as Lorena) McDonald Nixon, in the deed recorded in Book 843, Page 554, in and

to the following described tract; BEGINNING at the Southeastern corner of a tract of
land conveyed to Horace McDonald by deed recorded in Book 638, at Page 316, of the
New Hanover County Registry, and running thence along said Horace McDonald's
Southern line North 77' West 200 feet to his Southwestern corner; thence South 13'
West 50 feet to a point; thence South 77' East 200 feet to a point, thence North 13° East
50 feet to the point of beginning.
The conveyance of this Tract 1 is further made subject to a life estate reserved by George
McDonald, one of the parties of the first part in the deed recorded in Book 843, Page 88,
in and to the following described tract: BEGINNING at the Northeastern comer of that
tract of land conveyed to Horace McDonald by deed recorded in Book 638, at Page 316,
of the New Hanover County Registry, and running thence with said Horace McDonald's
northern line North 77° West 200 feet to Horace McDonald's northwestern corner;
thence North 13' East 50 feet; thence South 77° East 100 feet; thence South 131 West
50 feet to the point of Beginning.
This conveyance of Tract 1 is further made subject to easements of record or on the
ground, restrictive covenants of record, the provisions of all applicable zoning and land
use ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
2.
Parcel R07600-006-012-OW
TRACT 2 (Deed Book 832, Page 860)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated May 15, 1968 from A.
Duncan McDonald, widower, to Arnold L. Sobol and wife, Florence S. Sobol, recorded
in Book 832, Page 860, in the office of the Register of Deeds of New Hanover County,
the legal description of the property therein conveyed being incorporated herein by
reference for a more perfect description of the property herein conveyed.
That deed describes the property therein conveyed as follows:
2

ALL of Lot four (4) of the J.H. Mc Donald Land, as shown on a map recorded in
Book 285, at Page 3041/2 of the New Hanover County Registry. EXCEPTING,
THEREFROM, the following described property;
13EGINNING at a granite stone marked "McD" in the western line of the River Road,
also being designated as State Road 1100 (50.0 feet from its centerline) said stone also
being in the dividing line of tracts 3 and 4 of the division of the J.H. McDonald land as
shown on a map as recorded in Record Book 285 at Page 304 1/2 of the New Hanover
County Registry, said stone also being located the following courses and distances from
the intersection of the centerline of said River Road with the southern edge of the
concrete bridge through which flow the water of Motts Creek as measured along the
centerline of said River Road to the dividing line of the aforesaid tracts 3 and 4 of the
J.H. McDonald division, south 41 degrees, 05 minutes east 252.2 feet to a railroad spike
and the beginning of a curve to the right of said River Road, continuing thence with said
centerline (as measured along the chords of said curve) south 40 degrees, 20 minutes east
100.0 feet; south 35 degrees, 53 minutes east 100.0 feet; south 28 degrees 10 minutes east
100.0 feet and south 22 degrees, 13 minutes east 97.15 feet to a railroad spike in the
aforementioned dividing line of tracts 3 and 4; running thence with said dividing line
south 75 degrees, 50 minutes west 50.17 feet to said beginning point; running thence
from said beginning point and along the curve to the right to a point in said curve, said
point being north 30 degrees, 08 minutes west 222.06 feet from the preceding point as
measured along the chord of said curve; running thence parallel to the dividing lines of
tracts 3 and 4 of the aforementioned J.H. McDonald division south 75 degrees, 50
minutes west 728 feet to an iron pipe; continuing thence same course south 75 degrees,
30 minutes west 60 feet, more or less, to the run of Motts Creek; running thence in a
generally southwesterly direction down the run of Motts Creek 625 feet, more or less, to
a point in the dividing line of the aforesaid tracts 3 and 4 of the McDonald division;
running thence with said dividing line north 75 degrees 50 minutes east 50 feet, more or
less, to a cypress stake in the said Iine; continuing thence with said dividing line north 75
degrees 50 minutes east 1,254 feet, more or less, to the point of beginning, containing
4.35 acres, more or less and being the southerly 213.5 feet of tract #4 of the
J.H. McDonald division lying west of the aforementioned River Road (State Road 1100).
(This description furnished by George Losak, R.L.S.)
This conveyance of Tract 2 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
3

ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
3.
Parcel R07600-006-013-000
TRACT 3 (Deed Book 1001, Page 780)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated April 18, 1974 from Rosa
Bell Futch, widow, to Arnold L. SoboI and wife, Florence S. Sobol, recorded in Book
1001, Page 780, in the office of the Register of Deeds of New Hanover County, the legal
description of the property therein conveyed being incorporated herein by reference for a
more perfect description of the property herein conveyed.
That deed describes the property therein conveyed as follows:
BEGINNING at an iron pipe in the eastern line of Lot No. 5 of the
J.H. McDonald land, a map of which is recorded in Book 285 at
Page 304Y2 of the New Hanover County Registry; said pipe bearing south
13 degrees west 250 feet from the Northeast corner of Lot No. 5 (as
described in a deed in Book 224 at Page 457 in the New Hanover County
Registry) said pipe being in the western line of a 40-foot avenue; from the
above -described beginning point runs with the eastern line of said Lot
no. 5 south 13 degrees west 100 feet to a pipe; thence north 77 degrees
west 200 feet to a pipe; thence north 13 degrees east 100 feet to a pipe;
thence south 77 degrees east 200 feet to the point of beginning, as
surveyed August 11, 1960; the above described parcel of land being a part
of Lot No. 5 as referred to above.
This conveyance of Tract 3 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
4

lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
4.
Parcel R07600-006-012-000
TRACT 4 (Deed Book 849, Page 587)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated January 25, 1969 from Irene
McDonald Sampson and husband, Willie Sampson to Arnold L. SoboI and wife, Florence
S. SoboI, recorded in Book 849, Page 587, in the office of the Register of Deeds of New
Hanover County, the legal description of the property therein conveyed being
incorporated herein by reference for a more perfect description of the property herein
conveyed.
That deed describes the property therein conveyed as follows:
BEING all of Tract 6 of the J.H. McDonald Division, as the same is
shown on a map of said division recorded in Book 285 at Page 304 1/2, of
the New Hanover County Registry.
It being the intention of this Deed to convey all of the interest owned by
parties of the first part as heirs of Levy and Clarence McDonald, including
any rights -of -way or interest therein as well as any fee simple interest.
This conveyance of Tract 4 is made subject to casements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
5

5.
Parcel R07600-006-012-000
TRACT 5 (Deeds recorded in Book 924, Page 587 and Book 924, Page 590)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in those certain deeds dated November 4, 1971 from
Ben Bordeaux, husband of Hazel McDonald Bordeaux, Ida Belle McDonald, and Wanda
McDonald, wife of Adolph McDonald, to Arnold L. Sobol and wife, FIorence S. Sobol,
recorded in Book 924, Page 587; and deed dated July 21, 1971 from Harlee McDonald
and wife, Lucille McDonald, Adolph McDonald, James McDonald and wife, Elizabeth
McDonald, Elijah Leonard and wife, Lillie Leonard, Walter Brown and wife, Rosa
Brown, Laura McDonald, widow, Henry McDonald and wife, 011ie McDonald and
Came M. Canty to Arnold L. Sobol and wife, Florence S. Sobol, recorded in Book 924,
Page 590, in the office of the Register of Deeds of New Hanover County, the legal
description of the property conveyed in said deeds being incorporated herein by reference
for a more perfect description of the property herein conveyed.
The above referenced deeds describe the property therein conveyed as follows:
BEGINNING at the northwest corner of a tract of land conveyed to
Harlee B. McDonald by deed recorded in Book 763, at Page 50 of the
New Hanover County Registry, said beginning point also being in the
northern line of Tract 6 of the J.H. McDonald Division as the same is
shown on a map of said division recorded in Book 285, at Page 304-1/2 of
the New Hanover County Registry; and running thence from said
Beginning point South 23 deg. 50 min. West 705.13 feet to an iron pipe;
thence South 80 deg. 56 min. West 1605.0 feet to an iron pipe in the run of
Molts Creek; thence Northeastwardly along the run of Motts Creek to an
iron rod, the northwest corner of Tract 6 of the J.H. McDonald Division
according to the map above referred to; thence North 82 deg. 01 min. East
along the northern line of said Tract 6 above referred to 1218.70 feet to the
point of Beginning; containing 19.7 acres.
6

This conveyance of Tract 5 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and Iand use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
6.
Parcel R076004006-012-001
TRACT 6 (Deed Book 842, Page 697)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated August 19, 1968 from
Eleanor A. Reaves, single, to Arnold L. Sobol and wife, Florence S. Sobol, recorded in
Book 842, Page 697, in the office of the Register of Deeds of New Hanover County, the
legal description of the property therein conveyed being incorporated herein by reference
for a more perfect description of the property herein conveyed.
That deed describes the property therein conveyed as follows:
BEGINNING at an iron pipe in the western right of way line of U.S.
Highway #421 (80.0 feet from its centerline), said pipe being located
North 630 39' West 50.07 feet from a railroad spike in the centerline of the
southbound lane of said highway, said spike being located North 29° 29'
East 1,151.35 feet from the intersection of the centerline of said
southbound lane with the centerline of a concrete culvert under said lane,
said concrete culvert being located northwardly 0.25 miles from the
intersection of said lane with the centerline of State Road #1187, said iron
pipe also being in the southern line of a 30 acre tract conveyed by W.H.
McMillan to Thomas Whitfield by deed duly recorded on the 1 Ith day of
November, 1902, at Page 4, in Book 35, of the New Hanover County
Registry; running thence from said beginning point and with the southern
line of said Thomas Whitfield tract, North 63' 39' West 275.8 feet, more
or less, to a stone rnarking the southwestern corner of the formerly Thos.
Whitfield tract of land, now being the southwestern corner of Maggie W.
7

Nixon tract of land, said stone also being in the formerly J.H. McDonald
line; running thence with the formerly J.H. McDonald line, South 13° 19
West 980.25 feet to an iron pipe in the western right of way line of the
aforementioned U.S. Highway #421; running thence with said western
right of way line, North 29' 29' East 955.9 feet to the point of beginning,
containing 3.03 acres, more or less, and being that portion south of the
aforementioned Thomas Whitfield lying west of U.S. Highway #421 and
east of the aforesaid J.H. McDonald tract of land.
This conveyance of Tract 6 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
7.
Parcel R07600-006-012-000
TRACT 7 (Deed Book 1146, Page 1447)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated March 12, 1979 from
Equestrian Estates, Ltd. to Arnold L. Sobol and wife, Florence S. Sobol, recorded in
Book 1146, Page 1447, in the office of the Register of Deeds of New Hanover County,
the legal description of the property therein conveyed being incorporated herein by
reference for a more perfect description of the property herein conveyed.
That deed describes the property therein conveyed as follows:
BEGINNING at a railroad spike in the center line of the River Road
(S.R. 1100) at the intersection of the dividing Iine between Tracts 3&4 of
the Division of the J.H. McDonald Tract as shown on a map recorded in
Bk. 285, Pg. 304, 1/2 of the New Hanover County Registry said railroad
spike in the center line of said River Road being located 890.7 feet
southwardly from the center line of a concrete bridge through which flows
8

the waters of Mott's Creek, said bridge being located about 5.3 miles
southwardly from Shipyard Blvd. as measured along the River Road,
RUNNING THENCE, from said beginning point and with the dividing
line between Tracts 3&4 of said McDonald Division, south 78 degrees, 30
minutes west, 1360.71 feet to an iron pipe in Mott's Creek, RUNNING
THENCE with the eastern line of the now or formerly Saunders Tract,
South 31 degrees, 20 minutes East 722.1 feet to an old iron pipe, the
southwestern corner of Tract 3 of the aforesaid McDonald Division,
running thence with the dividing line between said Tracts 3&2, North 76
degrees, 21 minutes east; 2405.46 feet to an iron pipe in the dividing line
between Tracts 2&3 of the aforesaid McDonald Division; RUNNING
THENCE, North 13 degrees, 43 minutes, 30 seconds West, 589.01 feet to
an iron pipe in the dividing line between Tracts 3&4 of the aforesaid
McDonald Division; RUNNING THENCE, South 78 degrees, 30 Minutes
West, 1265.02 feet to a railroad spike in center line of River Road, the
point and place of beginning; said tract containing 35.141 acres exclusive
of the right-of-way of said River Road; said tract of land being of portion
of tract of Iand heretofore conveyed to the grantor herein by RICHARD A.
SHEW AND wife, IDALORA W. SHEW, by deed recorded in Bk. 1049
at Pg. 380 in the office of Register of Deeds of New Hanover County,
North Carolina.
TOGETHER with a perpetual right-of-way and easement for ingress,
egress and regress, over a stripe of land sixty (60) feet wide from the
western end of Grand Champion Road, to the eastern end of the tract of
land hereinafore described, said stripe of land to be at the location
designated and selected by the Grantor herein whether said Grand
Champion Road is extended by the Grantor, or the Grantee herein, or their
assigns, Grand Champion Road is presently shown on plat recorded in
map, Book 18 at Page 66 in the office of the Register of Deeds of New
Hanover County, North Carolina.
This conveyance of Tract a is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
rJ

lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
8.
Parcel R07500-004-003-000 and R07600-006-010-000
TRACT 8 (Deed Book 1613, Page 1354)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated July 21, 1992 from Harvey
H. Shiflet and wife, Mary Virginia Shiflet to Arnold L. Sobol and wife, Florence S.
Sobol, recorded in Book 1613, Page 1354, in the office of the Register of Deeds of New
Hanover County, the legal description of the property therein conveyed being
incorporated herein by reference for a more perfect description of the property herein
conveyed.
That deed describes the property therein conveyed as follows:
Tract I
BEGINNING at an old iron pipe in the dividing line between Lots 1 and 2
of the Division of the J.H. McDonald Land as shown on a map prepared
by E. J. Anders, C.E. and duly recorded in Book 285 at Page 304-1/2, said
pipe being South 81 deg. 54 min. West 394.45 feet from the point of
intersection of said dividing line with the western right of way line of U.
S. Highway 421 (160-foot right of way); running thence from said point of
beginning and with and along said dividing line South 81 deg. 54 min.
West a distance of 2314.3 feet to a concrete monument; thence continuing
with said dividing line South 69 deg. 28 min. 30 sec. West 954.87 feet to
an old pipe where said dividing line intersects the northern line of
S. R.1187 (100-foot right of way); running thence with and along the
northern right of way line of S. R.1187, South 84 deg. 06 min. West
716.07 feet to a right of way monument; thence continuing with and along
said northern right of way line South 79 deg. 31 min. West a chord
distance of 626.13 feet; thence continuing with said right of way line
10

South 74 deg. 25 nun. West, a chord distance of 78.71 feet to another pipe
at the intersection of the Northern right of way line of S. R.1187 (100-foot
right of way) and the Southeastern right. of way line of River Road
(S. R.1100) (100-foot right of way); running thence with and along the
southeastern right of way line of S. R. 1100, North 41 deg. 47 min. East, a
chord distance of 98.38 feet; thence continuing with and along said right
of way fine North 28 deg. 29 min. East a chord distance of 640.03 feet to a
concrete monument marking the intersection of the dividing line between
Tracts 2 and 3 of the J.H. McDonald Division, with the eastern right of
way line of River Road (S. R. 1100); thence with and along the dividing
line between Tracts 2 and 3 of the J.H. McDonald Division North 76 deg.
24 min. East 2259.37 feet to an old pipe; thence continuing with said
dividing line North 84 deg. 55 min. 30 sec. East 2211.1 feet to an old pipe
in said line; thence leaving said line and running with the western property
line of E.E. Dees, South 08 deg. 14 min. East 151.30 feet to an old pipe;
thence continuing with Dees' western line South 30 deg. 32 min. West
291.49 feet to a new pipe; thence continuing with said line South 30 deg.
32 min. West 76.81 feet to an old pipe in said line; thence continuing with
said line South 30 deg. 32 min. West 30.30 feet to an old pipe in the
dividing line between Tracts 1 and 2 of the J.H. McDonald Division, the
point of BEGINNING, said tract containing 58.56 acres and being shown
on a survey for Wilmington Racquet Club Associates by George Losak, R.
L. S., dated September 2, 1977 and being the same property conveyed to
Lloyds of Norfolk, Ltd., by E.E. Dees, widow, et al, by deed recorded in
Book 1000 at Page 48 of the New Hanover County Registry.
TOGETHER WITH AN EASEMENT 60-feet in width, running from the
above described tract to the western line of U.S. Highway 421 (160-foot
right of way), said easement being described as follows: BEGINNING at
an old iron pipe in the western property line of E.E. Dees, said pipe being
located the following courses and distances from the intersection of the
western right of way line of U.S. Highway 421 (160-foot right of way),
and the dividing line between Tracts 1 and 2 of the J.H. Medonald
Division as shown on map recorded in Book 285 at Page 304-1/2 of the
New Hanovef County Registry, South 81 deg. 54 min. West 394.45 feet to
an old iron pipe; thence with and along the westem property line of
11

E.E. Dees, North 30 deg. 32 min. East 30.30 feet to another old pipe in
said western line, the point of BEGINNING, running thence from said
beginning point with and along the western property line of E.E. Dees,
North 30 deg. 32 min. East 76.81 feet to a new pipe in said line, running
thence north 81 deg. 54 min. East 394.45 feet to a point in the western
right of way line of U.S. Highway 421; running thence South 30 deg. 32
min. West with and along the western right of way line of U.S. Highway
421, 76.81 feet; running thence South 81 deg. 54 min. West 394.45 feet to
an iron pipe in the western property line of E.E. Dees, the point of
BEGINNING.
This property is conveyed subject to Easements in favor of Carolina
Power & Light Company recorded in Book 1039 at Page 450 and
Book 672 at Page s507 and 510, all of the New Hanover County Registry.
This property is conveyed subject to an easement in favor of Tidewater
Power Company recorded in Book 239 at Page 136 of the New Hanover
County Registry.
This property is conveyed subject to a sight easement in favor of the N.C.
Department of Transportation located at the intersection of Sanders Road
and River Road.
Tract II
Parcel R07600-006-008-001
BEGINNING AT AN OLD IRON PIPE in the western right-of-way line
of Carolina Beach Road (U.S. Highway #421) 80.0 feet from the
centerline thereof, and in the dividing line between Tracts 1 and 2 of the
Division of the J.H. McDonald land as recorded in Book 285 at
Page 3041/2 of the New Hanover County Registry; RUNNING THENCE
FROM SAID BEGINNING POINT along the dividing line between said
Tracts 1 and 2, South 81 degrees 51' West 394.45 feet to an iron pipe, the
southeastern corner of the tract conveyed in Deed recorded in Book 1000,
Page 48 of the NHC Registry; THENCE along the eastern line of said
tract, North 130 degrees 28' East 30.3 feet to an iron pipe; THENCE
12

Parallel with the dividing line between said Tracts 1 and 2, North
81 degrees 51' East 394A5 feet to an iron pipe in the western right-of-way
line of aforementioned Carolina Beach Road (80.0 feet from the centerline
thereof); THENCE along the western right-of-way line of said Carolina
Beach Road, South 30 degrees 28' West 30.3 feet, to the POINT OF
BEGINNING. This property comprises approximately 0.2 acres, and is
the same property over which an easement was conveyed to Lloyd's of
Norfolk, Ltd. by Deed of Easement recorded in Book 1000, Page 50, New
Hanover County Registry.
This being the same property conveyed to Harvey H. Shiflet and wife,
Mary Virginia Shiflet from Elizabeth E. Dees (Unmarried) by Deed dated
June 26, 1990 and recorded June 29, 1990 in Book 1502 at Page 0329 of
the New Hanover County Registry.
This conveyance of Tract 8 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
9.
Parcel R07500-001 -001 -000
TRACT 9 (Deed Book 1619, Page 1202)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in that certain deed dated August 31, 1992 from
Elizabeth Elaine Dees, widow, Martha Byers Cathey, widow, to Arnold L. Sobol and
wife, Florence S. Sobol, recorded in Book 1619, Page 1202, in the office of the Register
of Deeds of New Hanover County, the legal description of the property therein conveyed
being incorporated herein by reference for a more perfect description of the property
herein conveyed.
13

That deed describes the property therein conveyed as follows:
BEGINNING at a point in the northwestern right-of-way line of the River
Road (S.R. #1100) where the same is intersected by the northern Iine of
Tract 2 of the J.H. McDonald Division, which Division is shown on a map
recorded in Book 285 at Page 304-1/2 of the New Hanover County
Registry; and running thence from said beginning point along the northern
line of said dividing line, South 76 degrees 20 minutes West, 843.4 feet to
the northwestern corner of said Tract 2; thence South 31 degrees
18 minutes East, along the western line of said Tract 2 of the
J.H. McDonald Division, 569.3 feet to an iron pipe in said northwestern
right-of-way line of the River Road; thence along and with the
northwestern right-of-way line of the River Road as it curves to the North
to the point of Beginning, containing 7 acres, more or less, and being all of
said Tract 2 of the John H. McDonald land lying West of said River Road.
This conveyance of Tract 9 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
10.
Parcel R075004004-004-000
TRACT 10 (Deeds recorded in Book 1709, Page 280 and Book 1709, Page 283)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
Being all of the property described in those certain deeds dated July 6, 1993 from Joan E.
Ryals, divorced, Individually and as Trustee Under Trust dated September 5,1992 to
Arnold L. Sobol and wife, Florence S. Sobol, recorded in Book 1709, Page 280; deed
dated July 6, 1993 from Granville A. Ryals and wife, Deloris C. Ryals to Arnold L. Sobol
and wife, Florence S. Sobol, recorded in Book 1709, Page 283, in the office of the
Register of Deeds of New Hanover County, the legal description of the property therein
14

conveyed being incorporated herein by reference for a more perfect description of the
property herein conveyed.
Each of the above referenced deeds conveys a one-half (%) undivided interest in the
property therein described as follows:
BEGINNING at a point in the Southern line of the Arnold Sobol tract# 4,
of the J.H. McDonald Land as shown on map recorded in Book 285 at
Page 304Vi of the New Hanover County Registry. Said point being
located South 88 degrees 15 minutes West 382.17 feet and South
78 degrees 30 minutes West 984.09 feet from the Northwest comer of
lot 27, section 1, Equestrian Estates, map of same being recorded in map
Book 18 at Page 66 of the New Hanover County Registry. Running
thence from said beginning point with a new line South 13 degrees
47 minutes 00 seconds East 580.4 feet to a point in the Northern line of the
Hartman -Perkins tract. Running thence with the Hartman -Perkins
Northern Pane, South 76 degrees 21 minutes West 245.72 feet to a point,
the same being the Southeast comer of the Arnold Sobol tract. Running
thence with the Eastern line of the Arnold Sobol tract, North 13 degrees
47 minutes 00 seconds West 589.63 feet to a point in the Southern line of
the first mentioned Arnold Sobol tract. Thence with the Arnold Sobol
Southern line North 78 degrees 30 minutes East 245.91 feet to the point of
beginning. Containing 3.3 acres more or less.
This conveyance of Tract 10 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
11.
Parcel R076W-006-010-000
CT 11 (Deed Book 2138, Page 158)
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
15

Being all of the property described in that certain deed dated January 30, 1997 from
Carlotta Sanders, widow, to Arnold L. Sobol and wife, Florence S. Sobol, recorded in
Book 2138, Page 158, in the office of the Register of Deeds of New Hanover County,
the legal description of the property therein conveyed being incorporated herein by
reference for a more perfect description of the property herein conveyed.
That deed describes the property therein conveyed as follows:
To arrive at the point of beginning commence at a point at the intersection
of the westerly right-of-way line of Carolina Beach Road (160 foot
right-of-way), also known as U.S. Highway 421 and the northerly right-of-
way line of Sanders Road (100 foot right-of-way) also known as S.R.
No. 1187. Go thence South 57 degrees 17 minutes 00 seconds West 90.60
feet along the northerly right-of-way line of said Sanders Road to a point,
go thence South 84 degrees 04 minutes 00 seconds West 1052.60 feet
along the northerly right-of-way of said Sanders Road to a point, go
thence South 84 degrees 04 minutes 00 seconds West 162.60 feet along
the northerly line of said Sanders Road to a point, go thence South
8 degrees 59 minutes 00 seconds West 1652.06 feet along said northerly
right-of-way line to a point, go thence North 6 degrees 01 minute
00 seconds West 118.46 feet to a point in the dividing line between
Tract 1 and Tract 2 of the J.H. McDonald Division, the TRUE POINT OF
BEGINNING. Running thence from said beginning point:
1. South 06 degrees 01 minute 00 seconds East 118.46 feet to a point in the
northerly right-of-way line of said Sanders Road; thence
2. South 83 degrees 59 minutes 00 seconds West 463.04 feet with the
northerly right-of-way line of said Sanders Road to a point in the dividing
line between Tract 1 and Tract 2 of the J.H. McDonald Division; thence
3. North 69 degrees 38 minutes 00 seconds East 477.95 feet with said
dividing line to the point of beginning
16

The above described Tract contains 0.63 acres. The same being a portion
of that Tract deeded to Nelson Sanders and wife, Carlotta Sanders by deed
recorded in Book 935 at Page 490 of the New Hanover County Registry.
This conveyance of Tract 11 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
12.
Parcel R07600-006-012-000
TRACT 12
All that certain tract or parcel of land lying and being situate in Federal Point Township,
New Hanover County, North Carolina, and being more particularly described as follows:
All right, title and interest of Arnold L. Sobol and wife, Florence S. Sobol in the parcel of
land upon which a 40 foot unnamed road previously was located, which road was closed
by Order of the New Hanover County Commissioners, said Order being dated
September 4, 1990 and recorded in Book 1548, Page 5 in the office of the Register of
Deeds of New Hanover County. The aforesaid order is incorporated herein by reference
for a more perfect description of the property hereinabove described and conveyed.
This conveyance of Tract 12 is made subject to easements of record or on the ground,
restrictive covenants of record, the provisions of all applicable zoning and land use
ordinances, statutes and regulations, municipal building code restrictions, any liens,
lappages or encroachments of record or upon the property and ad valorem taxes for the
current year.
020449-0001-001
WLM.a RM7079%1
17

REBECCA T. CHRISTIAN
REGISTER OF DEEDS, NEW HANOVER
JUDICIAL BUILDING
316 PRINCESS STREET
WILMINGTON, NC 28401
*RwRw*wtrfeirrlw*tiiiwR:*irrrwxwwwlieriiw*wlwf*lerrxxxxwxirwr#f*wwr*!*i**!*w*r**w*!**!f!w*wtxwwrifi+ltrRiflww!lrrRlww!*
Filed For Reglstration: 10/30/2002 09:46:10 AM
Book: RE 3497 Page: 246-270
Document No.: 2002054722
DEED 26 PGS $86.00
Recorder: JACQUELINE NELSON
State of North Carolina, County of New Hanover
The foregoing certificate of CHRISTINE W SANDERS, MARY C COFFMAN , BARBARA M ZIMMERMAN , LESA
A KETTLER Nptfries Ore d�rtlfled to be correct. This 30TH of October 2002
RE E A T. C ISTIIIJ R ISTER OF DEEDS
ey:
De nt RIAtier of Deeds
!R!R*!!R!f!*r#R#RRwf4R*f!*fi!#*iR!lfltrxRlilwirR*!f!f!#r*R#R!R!!k#RiiR!*!*
*2002054722*
2OO2Os4722

CA201508904392
SOSED: 0637949
Date Filed: 3/30/201511:45:00 AM
is LIMITED LIABILITY COMPANY ANNUAL Elaine F. Marshall
North Carolina Secretary of State
NAME OF LIMITED LIABILITY COMPANY: Aftew Properties, LLC CA2015 089 04392
SECRETARY OF STATE ID NUMBER: 0637949 STATE OF FORMATION: NC
REPORT FOR THE YEAR: 2015
, M - e- , 7,717,3197,
1. NAME OF REGISTERED AGENT: ARNOLD SOBOL
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
2020 South Churchill Drive
Wilmington, NC 28403 New Hanover
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate.
Filing 01fice Use Only
❑ Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS .
2020 South Churchill Drive
Wilmington, NC 28403
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL:
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY 5. PRINCIPAL OFFICE MAILING ADDRESS
2020 South Churchill Drive 2020 South Churchill Drive
Wilmington, NC 28403 New Hanover
Wilmington, NC 28403
SECTION C: COMEANY OFFICIALS/ORGANIZERS (Enter additional Company Officials/Organizers in Section E.)
NAME: Arnold L Sobol
TITLE: Manager
ADDRESS:
2020 South Churchill Drive
Wilmington, NC 28403
NAME: Florence S Sobol
NAME:
TITLE: Manager TITLE:
ADDRESS: ADDRESS:
2020 South Churchill Drive
Wilmington, NC 28403
SECTION D: CER ", OF ANNUAL REPORT. Section D must be completed in its entirety by a personibusiness entity.
4"*�440 ' — �4 -1h e
SIGNATIJR 9 V DATE
Form must be signed by a Company Official/Organizer listed under Section C of this form.
Q t Sq CPL- "A -
Print or Type Name of Company Official/Organizer TITLty
SUBMIT THIS ANNUAL REPORT WITH THE REQUIMIZE J11IG FEE OF S200
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29525. Raleigh, NC 27626-0525