SW8150113_Historical File_20150318

PIMA
&A
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
March 18, 2015
Mr. Arnold Sobol, Manager
Aftew Prooerties. LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: State Stormwater Management Permit No. SW8150113
The Village at Motts Landing Phase 2B
High Density Subdivision Wet Pond Project
New Hanover County
Dear Mr. Sobol:
Donald van der Vaart
Secretary
The Wilmington Regional Office received a complete, State Stormwater Management Permit Application for The Village at
Molts Landing Phase 2B on March 13, 2015. 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
21-1.1000. We are forwarding Permit No. SW8150113 dated March 18, 2015, for the construction, operation and
maintenance of the BMP's and built -upon area associated with the subject project.
'his permit shall be effective from the date of issuance until March 18, 2023, 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 fling 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].
Sinc l,Pfey,
Tracy D s, P.E., Director
Division of Eneray. Mineral and L nd Resources
GDS/kpj: %StormwateAPermits & Projects120151150113 HD\2015 03 permit 150113
cc: Phil Tripp, PE'
Inspector, New Hanover County Inspections
County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 0 [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8150113
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
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
Attew Properties, LLC
The Village at Molts Landing Phase 2B
5818 Carolina Beach Rd, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds and one (1) infiltration basin in compliance
with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter separately and collectively referred
to as the "stormwater rules") and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division and considered a part of this permit.
This permit shall be effective from the date of issuance until March 18, 2023 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
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 88 lots, each limited to a maximum amount of built -upon area as indicated in
Section 11.14 (f) of this permit.
3. This stormwater system has been approved for the management of stormwater runoff as described in
Sections 1.8 and 1.9 of this permit. The runoff from all built -upon area within the permitted drainage area(s)
of this project must be directed into the permitted stormwater control systems. The best management
practices designated as Pond 1, Pond 2, and the Infiltration Basin, have been designed to treat the runoff
from 264,600 square feet, 208,930 square feet, and 41,625 square feet of impervious area, respectively.
4. The maximum built -upon area allowed for the entire subdivision is 515,155 square feet.
5. The drainage areas will be limited to the amounts of built -upon area indicated in Sections 1.3,1.8, and 1.9 of
this permit, and per approved plans. The built -upon area for the future development is limited to 5,600
square feet for Pond 1 and 0 square feet for Pond 2 and the infiltration basin.
6. 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.
7. The infiltration basin can store at least 2.5 times the minimum design storm, therefore neither an LSNFS
nor an offline bypass are required.
Page 2 of 13

State Stormwater Management Systems
Permit No. SW8150113
E.
The following design elements have been permitted for the wet detention pond stormwater facilities, and
must be provided in the system at all times.
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Lot BUA:
Roads/Parking:
Other:
Future:
c. Average Pond Design Depth, ft:
d. TSS Removal Efficiency, %:
e. Design Storm
f. Permanent Pool Elevation, fmsl:
g. Permitted Surface Area at Permanent Pool, ft2:
h. Permitted Temporary Storage Volume, ft3:
L Permitted Temporary Storage Elevation, fmsl:
j. Pre -Development 1yr24hr Discharge Rate, cfs:
k. Controlling Orifice, in:
I. Orifice Flowrate, cfs:
m. Permanent Pool Volume, ft3:
n. Forebay Volume, ft3:
o. Max Fountain Horsepower:
p. Receiving Stream / River Basin:
q. Stream Index Number:
r. Classification of Water Body:
Pond 1 Pond 2
14.21
8.56
618,780
373,050
0
0
264,600
208,930
188,000
140,000
62,450
60,440
9,150
8,490
5,000
0
3.50
6.00
90%
90%
1.50
1.50
14.50
23.50
29,447
12,563
50,862
40,075
16.00
26.00
11.08
6.68
3.00
2.00
0.17
0.10
92,721
50,497
17,501
10,311
1/3
1/4
Motts Creek / Cape Fear
18-82
C; SW
9. The following design elements have been approved for the infiltration basin stormwater facility, and must be
provided in the system at all times.
a.
Drainage Area, acres:
1.93
Onsite, ft2:
83,910
Offsite, ft2:
0
b.
Total Impervious Surfaces, ft2:
41,625
Lots ft2:
28,000
Roads/Parking, ft2:
12,150
Other, ft2:
1,472
Offsite, ft2:
0
C.
Basin Depth, feet:
3.0
d.
Design Storm:
1.5
e.
Bottom Elevation, FMSL:
25.0
f
Permitted Surface Area @Bottom, ft2:
6,077
g
Permitted Storage Volume, ft3:
18,231
h.
Storage./Bypass Elevation, FMSL:
28.0
i
Type of Soil:
Sand
j.
Expected Infiltration Rate, in/hr:
5.40
k.
Time to Draw Down, hours:
0.40
1.
Receiving Stream / River Basin:
Molts Creek / Cape Fear
m.
Stream Index Number:
18-82
n.
Classification of Water Body:
"C; SW"
Page 3 of 13

State Stormwater Management Systems
Permit No. SW8150113
II. SCHEDULE OF COMPLIANCE
1. No person or entity, including the permittee, shall alter any component of the approved stormwater system
shown on the approved plans unless and until the Division has approved of the revised plan.
2. 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.
3. The permittee shall review all individual proposed and modified lot plans 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.
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.
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. T he construction of any future BUA listed on the application.
10. 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.
11. 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.
Page 4 of 13

State Stormwater Management Systems
Permit No. SW8150113
12. Records of maintenance activities must be kept and made available upon request to authorized personnel of
DWQ. The records will indicate the date, activity, name of person performing the work and what actions
were taken.
13. The facilities shall be constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
14. 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 SW8150113, as issued by the Division of Energy, Mineral and Land
Resources under NCAC 21-1.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the Stormwater Management Permit.
C. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
d. The covenants pertaining to stormwater may not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Energy, Mineral and Land Resources.
e. Alteration of the drainage as shown on the approved plans may not take place without the
concurrence of the Division of Energy, Mineral and Land Resources.
f. The maximum built -upon area per lot is as specified below. 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.
Lots 25-74, 87-92: 3,500sf
Lots 93-95, 227-255: 5,000sf
g. 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.
h. Built -upon area it excess of the permitted amount will require a permit modification.
i. 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.
j. 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.
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 wet pond's 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 1/3hp for Pond 1 and 1/4hp for Pond 2.
17. 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.
Page 5 of 13

State Stormwater Management Systems
Permit No. SW8150113
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
1. This permit is not transferable to any person or entity except after notice to and approval by the Director.
The permittee shall submit a completed and signed Name/Ownership Change Form, accompanied by the
supporting documentation as listed on the form, to the Division of Energy, Mineral and Land Resources 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;
2. 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.
3. Any person or entity found to be in noncompliance with the terms and conditions of a stormwater
management permit or the stormwater rules is subject to enforcement action as outlined in NCGS 143,
Article 21.
4. 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.
5. 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.
6. The permittee grants DENR Staff permission to enter the property during normal business hours for the
purpose of inspecting the permitted stormwater management facility.
7. 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.
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 thc 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
Session Law 2006-246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
Page 6 of 13

State Stormwater Management Systems
Permit No. SW8150113
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 18th day of March 2015.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
a
racy Davis, .E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8150113
Page 7 of 13

State Stormwater Management Systems
Permit No. SW8150113
The Village at Motts Landing Phase 2B — Wet Pond 1 Page 1 of 2
Stormwater Permit No. SW8150113
New Hanover County
Designees Certification
I, , 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 8 of 13

State Stormwater Management Systems
Permit No. SW8150113
Certification Requirements (Wet Pond 1):
Page 2 of 2
_1. The drainage area to the system contains approximately the permitted acreage..
_2. The drainage area to the system contains no more than the permitted amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains to the
system.
All roof drains are located such that the runoff is directed into the system.
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: NCDENR-DEMLR Regional Office
Inspector, New Hanover County Building Inspections
Page 9 of 13

State Stormwater Management Systems
Permit No. SW8150113
The Village at Motts Landing Phase 2B — Wet Pond 2 Page 1 of 2
Stormwater Permit No. SW8150113
New Hanover Countv
Designer`s Certification
I, , 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 10 of 13

State Stormwater Management Systems
Permit No. SW8150113
Certification Requirements (Wet Pond 2):
Page 2 of 2
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains to the
system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
i 13. 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: NCDENR-DEMLR Regional Office
Inspector, New Hanover County Building Inspections
Page 11 of 13

State Stormwater Management Systems
Permit No. SW8150113
The Village at Motts Landing Phase 2B — Infiltration Basin Page 1 of 2
Stormwater Permit No. SW8150113
New Hanover County
Designer's Certification
I, , as a duly registered in the State of North Carolina,
having been authorized to observe (periodicallylweeklylfulltime) 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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 12 of 13

Certification Requirements (Infiltration Basin):
State Stormwater Management Systems
Permit No. SW8150113
Page 2 of 2
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. The 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. T lie 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 level
spreader / vegetated filter strip.
15. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DEMLR Wilmington Regional Office
New Hanover County Building Inspections
Page 13 of 13

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph H - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ MRmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
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 Villaze at Motts Landine Phase 2B
2. Location of Project (street address):
5818 Carolina Beach Road & part of 5625 River Road
City:Wihnington County:New Hanover Zip:
3. Directions to project (from nearest major intersection):
4. Latitude:34* 07 37" N Longitude:77° 54' 18" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ew =cation ❑ Renewal w/ Modificationt
w fications 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 , itsissue 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):
❑CAMA Major ®Sedimentation/Erosion Control: _
❑NPDES Industrial Stormwater Z404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport?
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.ore
o
ac of Disturbed Area
Form CJ SW-] O1 Version Oct. 31, 2013 Pagel of 6
3l 07

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: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:Wilmington State:NC Zip:28403
Mailing Address (if applicable):
City:
State: Zip:
Phone: (910 ) 763-2629 Fax: (910 ) 763-4742
Email:lobos251®aol.com
c. 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 & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:_
Phone:
Email:
4. Local jurisdiction for building permits:
State: Zip:
Fax: ( 1
Point of Contact: Phone #: �� C k- r W-- I XF ■
JAN 16 2015
BY:
Form SWU-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 one (1) infiltration basin
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 Cane Fear River basin.
4. Total Property Area: 35.6 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+:35.6 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 (NF1M line or Mean Hi$h Water
(MHM line, and coastal wetlands landward from the NHW (or NX line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 33.22 %
9. How ,many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drain_a a Area 3
Drainage Area
Receiving Stream Name
Motts Creek
Motts Creek
Motts Creek
_
Stream Class
C;Sw
C;Sw
C;Sw
Stream Index Number *
18-82
18-82
18-82
Total Drainage Area (sf)
618,780
373,050
83,910
On -site Drainage Area (so
618,780
373,050
8�,21,�
p"\
Off -site Drainage Area (so
0
0
0
Proposed Impervious Area** s
264,600
208,930
41,625
% Impervious Area" (total
42.8
56
49.6
Im ervious** Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area
On -site Buildings/Lots (sf)
188,000
140,000
28,000
On -site Streets (sf)
62,450
60,440
12,150
On -site Parking (sf)
On -site Sidewalks (so
0
9,150
0
8,490
0
1,472
'
Other on -site (sf)
0
0
0
Future (sfl
5,000
0
0
Off -site (sf)
0
0
0
�,
Existing BUA*** (sf)
0
0
0 a;
Total (sf):
* Str CI
264,600
208,930
41,625
eam ass and Index Number can be determined at: http.aortal.ncdenr.or /web/wg[ps/csu/classifications
*� Impervious area is defined as the built upon area including, but not limited to, buildings, roods, 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 Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from htW://12ortal.ncdenr.org/web/wg/ws/su/bmR-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:/ /12ortal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/M/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. _
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 /ULV—
ho://www.envhelp.org/12ages/onestopexpress.hbnlfor 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 AdCV—
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 MCIZ
receiving stream. drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:��
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the. MHW for NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
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 define a ``Ar EL
qualified person. Provide documentation of qualifications and identify the on w o
made the determination on the plans. 6 20f 5
n. Existing drainage (including off -site), drainage easements, pipe sizes, runof lc :1
o. Drainage areas delineated (included in the main set of plans, not as a separ ocument).
BY:_ _
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 49t 12 _
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 SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed. book: 5808 Page No: 699
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC IRV-
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hM2://www.secretaly.state.nc.us/Cop2orations/CSearch.aWx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http://portal.ncdenr.org/web/Ir/state-stormwater-
forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Philliv C. Tripp, P.E.
Consulting Firm: Tripp Engineering
Mailing Address:419 Chestnut Street
City: Wilmington State:NC Zip:28401
Phone: (910 ) 763-5100 Fax: (910 ) 763-5631
Email:trippeng2ec.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 Ia) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6
�EC E 1VED
JAN 16 208
BY.

'As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of . County of
do hereby certify that
before me this _ day of
personally appeared
. and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 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 protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stor ater rules under 154 NCA 2H .1000 and any other applicable state stormwater requirements.
Signature: A AA4 Date. 0. -
I, 3Ah C - a i:Kd a Notary Public for the State of NM!h ( '/.tr &1 aa. . County of
P� do hereby certify that tad L <5Ae1' personally appeared
before me this -L day of 2 15 , and acknowledge the due execution of the application for
a stormwater permit. Witness my hanand official seal, 21 0��!��,r� �y
*PT 4'1J-
A480co
SEAL
My commission expires /b ,
�ECEIVE
JAN 16 2015 D
BY:_
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

General Data: Impervious, Drainage Area and Volume
PROJECT NUMBER: SW8
150113
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
18-Mar-15 - -
Original Run Date:
9-Feb-15
DA Number
1
2
3
4
8
I8
7
1 8
9
10
BMP Type
Wat Pond
MPond
Irdil Bmin
No BMP In
No BMP In
No BMP In
No BMP In
ADA
No BMP In
No BMP In
DA
No BMP In
DA
RBCeiVI Stream
Moas Crack
Moaa Creek
Motto Creek
Stream ImdeX
18-82
1"2
1e-82
Class
C' SW
Q SW
Q SW
Method used to determine required Volume?
Simple
Simple
Simple
Please Select
Please Select
Please Select
Please Select
Please Select
Please Select
Please Select
Simple Method, Design Storm, Pt,,,24hr, in:
(Enter if Project is Subject to SA- NEEDED FOR BOTH SIMPLE AND SCS SA CALCs)
Simple Method, Design Storm of Old Rule, in:
Enter it Part of Pro act Is Permitted Under an Old Rule Such as 1.13" If not leave blank
SCS Discrete (TR55) Method, Design Storm, Value of Ppoo w 1M0h in:
(Enter the Value of Pro it Non -SA or Pj,, if SA)
Project IS Subject t0 SA?
k
Please Select
Please Select
Please Select
Please Soled
Please Select
Please Select
Volume That is Required, fe:
(Volume from either the Simple Method orthe SCS Method. If SCS Method Pow SA, compere 33,635 24,976 5,201
SCSat1vr24hrtoS aleati.61andct—g]BWUISEMkMLL—
Simple Method & SA
2008 Rule, Greater of 1.5" or 1 r14hr ost + Old Rule at 1.5'
Simple Method & non -SA 33,635 24.976 5,201
2008 Rule 1.5" + Old Rule, 1.0
SCS Discrete (TR55) Volume Summary. If TR-55 Is used, then this spreadsheet Is
set up to account for adding that volume to an old rule calculated at a lower (1A'1 storm. It does
not make sense to combine the volume calculations that my,
SCS Discrete (TR55) & SA
2008 Rule, Greater of 1.5" or 1 yr24hr st
SCS Discrete TR55 & non -SA
5.
Proposed Impervious (ALL IMPERVIOUS), Total, tt : 264,600 201,280 41,622 0 0 0 0 0 0 0
Onsite Buildings
193,00
140.0
28,000
Onsite Streets
62.45
60 440
12,150
Onsite Parkin
0
0
0
On,He
9150
840
1,472
Onsite Other
0
0
0
Future
0
0
0
D((site
01
0
0
EAsting
01
0
0
Previous -Permitted Impervious, Old Ruie, W
01
D
0
0
0
0
0
D
0
D
Onsite Buildings
01
0
0
Onsite Streets
01
0
0
Onsite Parkina
01
0
0
Onsits Sidewalks
01
0
0
Onsits Other
01
0
0
Future
01
0
0
Ofiate
01
0
0
Existino
01
0
0
Prosed Im rvious, Subject tD 2008/1phll Rule, tt 264,60D
201,280
41,622
0
0
0
0
0
0
0
Drainage Area, Total. Il:
618.7801
373.050
82,9101
Onsite, if:
618.7801
373,050
82.9101
Offsite, tt :
01
0
0
Previous-PermMed Drainage Area,Old Rule, 11111'
Onsite, fe:
01
01
0
0
0
0
0
0
0
0
0
0
0
OAsIts, fe:
0
0
0
Proposed DA (Being Added By Mod?, e.
618,780
373.050
82,910
Drainage Area, Subject to Old Rule, tt :
0
0
0
0
0
0
0
0
0
0
Drainage Area, Subject to New Rule, fly:
618,780
373,050
82,910
Volume Required, Old Rule, fts:
0
0
0
0
0
0
0
0
0
0
Rvp,srD„ s sM, Old Rule:
Volume Required, 2008 Rule, fls:
33,635
24,976
5.201
Rvp. D,y*, rt, 2008 Rule:
(Enter 0.05 If no re -development BUA)
Rvp,...w s h 2008 Rule:
0.43
0.54
0.50
Volume Requirediv, f:
33,635
24,9761
5,2011
0
0
0
0
01
01
0
Volume Requiredtma,r, fe:
0
01
01
0
0
0
01
01
0
0
Volume Calculations - Page 1/3

Infiltration Basins
PROJECT NUMBER: SW8
150113
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
18-Mar-15
Original Run Date:
9-Feb-15
DA Number
1
1 2
3
4
5
6
7
8
9
10
BMP Type
Soils Report Data _
Bottom of the Infil Basin Elevation, Reported, fmsl:1
Wet Pond
Wet Pond
Infl Basin
25.0
No BMP in
n_e
No BMP In
n_e
No BMP in
ne
No BMP in
n.
No BMP in
DADe
No BMP in
No BMP �In
ne
SHWT Elevation, Reported, fmsl:
22.9
Depth to SHWT, calculated from reported, ft:
0.0
0.0
2.1
0.0
0.0
0.0
O.ol
0.01
0.0
0.0
Depth to SHWT per Soils Report, in:
25.00
Ground Elevation at Boring in Soils report, ort, fmsk
25.0
Depth to SHWT per Soils Report, in:
0.00
0.00
25.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Depth to SHWT per Soils Report, ft:
0.00
0.00
2.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ResultingIiW ST per Soils Report, final:
0.00
0.00
22.92
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Infiltration Rate, Reported, in/hr:
I5.40
Infiltration Basin Dimensions and Drawdown
Bottom Elevation, fmsl:
U.01
0.01
25.0
0.0
0.0
0.01
0.01
U.0
0.0
0.0
Storage Elevation, fmsl:
28.0
Bottom Surface Area, ftz:
6,077
Storage Elevation Surface Area, ftZ:
18,231
Volume Provided, Reported, ft3:
18,231
Volume Provided, Calculated, ft3:
0
0
36,462
01
01
0
0
0
0
0
Volume Required, Total (Old +New) Rule, ft3:
33,6351
24,9761
5,201
Time to Drawdown, Reported, day:
1 0.08
Time to Drawdown, day:
Design Options #1, 2, & 3:
Volume Required for Option, ft3:
0
1
0
0.08
15,602
l
Enter Design Volume Multiplier
("2. 0"for Options f or 2, '2.5" for Option 3)
3.0
Time Drawdown Vol. Reg- for Option at 1/2 rate, hr:
#DIV/01
#DIV/01
11
Time Drawdown Vol. Reg. for Option at 1/2 rate, day:
#DIV/01
#DIV/0!
0.48
Time Drawdown Vol. Req. for Option at 112 rate, day:
Reported
0.40
Storage Met at Elevation, fmsl:
27.6
Top Elevation or Emergency Overflow Elev), fmsl:
29.3
Is the Top Elev. higher than the Storage Met Elev. ?
Design Option #4:
Runoff depth for 10 yr 24 hr storm, inches
Y
Time to Drawdown 1 Gyr volume, day:
RVP05t Development, Overall:
0.43
0.54
0.50
Volume of 10 yr. 24 hr storm, ft3:
Volume infiltrated in 24 hours (at half rate), ft3:
0
0
32,816
0
0
0
0
0
0
0
Remaining volume to store, ft3:
Is the Volume Stored >= Min. Vol. (1.5" or 1y24hr pWpost)?
N
N
Y
Is Volume Provided >= Remain Vol. to Store?

Wet Ponds
PROJECT NUMBER: SW8
150113
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
18-Mar-15
Original Run Date:
9-Feb-15
DA Number
1
2
3
4
5
6
7
8
9
10
BMP Type
Minimum Surface Area
Wet Pond
Wet Pond
IrMa Basin
No BMP in
DA
No BMP in
DA
No BMP In
DA
No B MP in
DA
No BMP in
DA
No BMP in
DA
No BMP In
DA
% impervious
42.8%
53.96%
50.20%
Lower Impervious
1 40.0%
50.0%
50.0%
Upper Impervious
50.0%
60.0%
80.0%
TSS 85 or 90):
90
90
Lower SA/DA
4.0
2.7
#NIA
#N/A
#N/
#WA
#N/A
#N/A
#N/
#N/A
Upper SA/DA
5.0
3.4
#N/
#NIA
#N/A
#N/A
#N/Al
#NIA
#N/
#WA
SA/DA ratio
4.3
3.0
#N/A
#NIA
#N/A
#N/A
#1d/A
#NiA
#N/A
#NiA
PP Surface Area req, ft2:
Storage Calculations
26,460
11,105
#N/A
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
Elevation Bottom of Sediment excavated de th),fmsl:
9.00
11.50
Elevation, Top of Sediment bottom pond/designed bottom ,fmsl
10.00
12.50
Elevation, Bottom of shelf, fmsl:
14.00
23.00
Elevation, Permanent Pool, fmsl:
14.50
23.50
Elevation, Top of Shelf, fmsl:
15.00
24.00
Elevation, Temp. Pool, fmsl:
16.00
26.00
Area, Top of Sediment (bottom pond/designed bottom), ft 2:
12,942
221
Area, Bottom of Shelf, ft2:
26,480
10,355
Area, Perm Pool, ft2:
29,447
12,563
Area, Top of Shelf, ft2:
Area, Temp.Pool, ft2:
36,418
18,193
Volume Provided (Temp Pool), DWQ Calculated, ft 3:
51,4181
39,944
0
0
0
0
0
0
0
0
Volume Provided (Temp Pool), Provided per Conaultant, ft3:
50,862
40,075
Volume Required (Temp Pool), DWQ Calculated, If:
33,635
24,978
5,201
Consultant Provided Enough Volume?
Y
y
Average Depth Option 1 or Option 2 Enter 1 or 2?
2
2
Average Depth Provided, ft
3.5
6.0
Average Depth - OPTION 1 -, DWQ Calculated, ft
3.08
4.88
Average Depth - OPTION 2 -, DWQ Calculated, ft:
Fore-bayVolume
3.5
6.00
Permanent Pool Volume, ft3:
90,576
61,254
0
0
0
0
0
0
0
0
Forebay Volume, Required, ft3:
18115
12,251
0
0
0
0
0
01
0
0
Forebay Volume, Provided, ft3:
17,501
10,311
Percent of Permanent Pool (18-22% is Target):
Drewdown_
19%
17%
Aygerage Head, ft
0.46
0.81
0.00
0.00
0.00
0.00
0.00
0.00
0.001
0.00
Average Flow Q2, ft3/sec:
0.195
0.145
0.030
Average Flow Q5, ft3/sec:
0.078
0.058
0.012
Q2 Area, in2:
8.599
4.816
#DIV/01
Q5 Area,in2:
3.439
1.926
#DIV/01
No. of Orifices
1
1
Orifice Diameter, in:
3.00
2.00
Orifice Area, in2:
7.069
3.142
0.000
0.000
0.0001
0.000
0.0001
0.000
0.000
0.000
Weir enter Y or N)?
Weir Height, in:
Weir Length, in:
Weir C:
Weir L, Effective Length, ft
-0.092
-0.161
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, DWQ Calc (Q om) ft3/sec:
0.160
0.094
0.0001
0.000
0.000
0.000
0.000
0,000
0.000
0.000
Average Orifice Flowrate, Reported (Q pePoft� ft3/sec:
0.170
0.100
Average Orifice Flowrate is Adequate?
Y
r
Runoff Coefficient Cc:
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250 1
0.250
1 yr 24 hr rainfall depth, in:
3.60
3.60
1 yr 24 hr Intensity (1) in/hr:
0.150
0.150
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1 yr 24 hr Pre -Development (Q), ft3/sec:
0.533
0.321
Avg. Orifice flow<P^e Q?
OK
OK
Drawdown, days:
Solis Report Data
2.431
3.07
Ground Elevation at Boring in Soils Reportfmsl:
19.20
33.50
Distance Ground to SHWT per Soils Report, in:
50.00
64.00
Distance Ground to SHWT per Solis Report, ft:
4.17
5.33
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWT Elevation DWQ Calculated, fmsl:
15.03
28.17
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWT Elevation, Reported by Consultant, final:
15.03
28.17
Distance SHWT to PP, ft:
Design OK it 0<= Value <= 0.5
0.53
4.67
0.001
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Permanent Pool Elevation, final:
Pump
14.501
23.50
0.001
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Max HP:
1/3
1/4
N/A
WA
N/A
NIA I
WA I
NIA I
N/A ffi
N/A

Bot Pond
Bot Shelf
PP
Top Shelf
TP
PP Volume, ft3:
TP Volume, ft3:
Forebay %:
Bot Pond
Bot Shelf
Pp
Top Shelf
TP
PP Volume, ft3:
TP Volume, ft3:
Forebay %:
Wet Pond 1
Basin
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
10.0
12,942
0
0
14.01
19,418
64,720
64,720
14.5
22,585
10,501
75,221
15.0
26,036
12,155
87,376
16.0
24,862
25,449
112,825
92,722
51,418
18.87%
3ot Pond
Sot Shelf
�p
FP
Forebay
Contour
El
(ft)
SA
(so
Inc Vol
(cf)
Cum Vol
(cf)
10.0
1,073
0
0
14.0
6,0621
14,270
14,270
14.5
6,862
3,231
17,501
16.0
11.-5561
13,814
31,31.5
Wet Pond 2
Basin
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
12.5
221
0
0
23.01
6,710
36,388
36,388
23.5
8,488
3,800
40,187
24.0
10,470
4,740
44,927
26.0
12,402
22,872
67,799
50,498
39,944
20.42%
3ot Pond
3ot Shelf
�p
FP
Forebay
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
19.5
1,144
0
0
23.01
3,6451
8,381
8,381
23.51
4,075
1,930
10,311
26.01
5,7911
12,333
22,643

# Lots
BUA/Lot
(ft2)
Pond 1
Pond 2
Infil Basin
Onsite Buildings/Lots
188,000
140,000
28,000
Lots 25-44, 53-72
40
3,500
0
140,000
0
Lots 45-52
8
3,500
01
0
28,000
Lots 73-74
2
3,500
7,000
0
0
Lots 87-92
6
3,500
21,000
0
0
Lots 93-95
3
5,000
15,000
0
0
Lots 227-255
29
5,000 145,000
0
0
Onsite Streets
62,450
60,440
12,150
Onsite Sidewalk
9,150
8,490
1,472
Future
5,0001
0
0
Total:
__688
264,600
208,930
41,622
515,152
ft2
ft2
ft2
ft2
ft2
r. 2
ft2
ft2
ft2
ft2
ft2
ft2

? )I ;
TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] - FAX: [phone]
March 13, 2015
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 2B
Stormwater Project No. SW8150113
TE 14021
Dear Kelly:
A.
13201,
In response to your comments dated February 10, 2015, we offer the following:
1. Seasonal High Water Table (SHWT) Data, [per 15A NCAC 02H.1003(g)(7)]: There
appears to be discrepancies between the soils report SHWT depths shown in the
October 18, 2013 soils report by RFTS and the depth found onsite by NCAGR Soil
Scientist Edward Stephens. These discrepancies result in the SHWT elevations in the
submittal package for Pond 1 (based on Boring 2) and Pond 2 (based on Boring 1).
The infiltration basin appears to be summarized in the August 8, 2014 soils report by
RFTS (Boring 1A) as 25" below the 25ms1 existing grade elevation which corresponds
to Mr. Stephens' findings, and so there do not appear to be discrepancies with the
infiltration basin's data. Please address the discrepancies with the ponds' data. For
instance, were both the 8/15/14 borings, in fact, take at the same elevation as shown
on the report or were they at different elevations? Mr. Stephens has indicated that he
only measures depth to SHWT, and that he does not determine the ground elevation
submitted on the Infiltration System Investigation report by the design engineer.
Please make any necessary clarifications or adjustments to the package.
We had not received the final topographic survey of the proposed basin areas
from Sherwin Cribb until after the site visit report request was submitted to
S� Mr. Stephens. The ground elevations on the site visit report was taken from
Ko 3 VWi NHC GIS topo. NHC GIS topo was inaccurate in the areas of Ponds 1 and 2,
but accurate in the area of Pond 3. The correct ground elevation of the borings
performed by Mr. Stephens for Ponds 1 and 2 are 19.2 and 33.5, respectively.
We used the shallower of the two borings performed by Mr. Stephens to
determine the seasonal high water table. Two things regarding the
discrepancies between Mr. Stephens' and RFTS'; one is that RFTS conducted
CET V k .
MAR 1. 3

the soil borings ten months prior to Mr. Stephens and two being that the
SHWT depth determination can be subjective and will vary from soil scientist
to soil scientist.
2. Project Area [per 15A NCAC 02H.1003(g)(5) and 02H.1.005(d)]: Please. show the
project area that will be covered by the permit on the plans delineated with
bearing/distance lines.
The project area is delineatea with bearing/distance lines; see sheet CO.
3. Plans [per 15A NCAC 02H.1003(g)(6) and 02H.1003(g)(5) and 02H.1005(d)]:
a. Proposed Grading: Please provide spot elevations to show that the entire
drainage areas will drain to the appropriate BMP (such as road in front of Lot
25 and the road to the west of Lot 25 which is outside the project but has
arrows that appear to direct flow towards this project).
Additional spot elevations are provided as well as a note that states
that "All lots shall be graded to the streets so that impervious surfaces
from each lot is directed into proposed storm drain system." The
project boundary has been revised to include all drainage areas.
b. Drainage Easements: Drainage easements are shown on the plans. Please
clarify the location and dimensions of the easement.
• Clarification and dimensions of the drainage easements are provided
on the plan.
c. Infiltration Basin: Pretreatment devices are recommended to prevent clogging.
• The curb inlets upstream of the Infiltration Basin will act as a
pretreatment device.
Please note that one (1) single-family lot was eliminated due to the realignment of Mount
Carmel Parke to avoid wetland impacts. The lots were renumbered as well. We have
updated all plans, calculations, forms, etc. accordingly to reflect the aforementioned revision.
Please review for approval and contact us with any questions, comments or if you need
additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
�1'Q�/�.
Monica Valsi, E.I.
MLV:dcb
Enc.
MIAR 13 ZT5

03/13/15 TE 14021
Stormwater & Erosion Control Narrative ,r
The Village at Motts Landing Phase 2B:.
New Hanover County, NC rr..
By.
The Village at Motts Landing (VAML) Phase 2B is a residential s �c consisting of of of lots
and 56 duplex lots in New Hanover County, Parcel ID# R07600-006-010-000 and R07600-006-012-000,
owned by AFTEW Properties, LLC. The project area is approximately 35.6 acres. Wetlands exist on the
site.
VAML Phase 2B previously proposed thirty-three (33) single-family lots and twenty-eight (28) duplexes;
however one (1) single-family lot has been eliminated due to the realignment of Mount Carmel Parke to
avoid wetland impacts. VAML Phase 2B is now proposing to construct thirty-two (32) single-family
houses and twenty-eight (28) residential duplexes for a total of fifty-six (56) units, asphalt roadway with
curbing, concrete sidewalks, two (2) wet detention basins, one (1) infiltration basin, and utility extensions.
The site has three (3) drainage areas. Drainage Area 1 is approximately 14.21 acres. The total
impervious area for DA 1 is 6.07 acres. The lot that was eliminated was in Drainage Area 1, so the 5,000
sf allocated for that lot is now indicated as future impervious area; therefore, the calculations remain
unchanged with the exception of Page lof 4 of the Stormwater Pond Calculations for DA #1, which
depicts the aforementioned change. Drainage Area 2 is approximately 8.56 acres. The total impervious
area for DA 2 is 4.80 acres. Drainage Area 3 is approximately 1.93 acres. The total impervious area for
DA 3 is 0.96 acres.
The project will be treated by erosion control measures such as drop inlets with inlet protection,
temporary silt fence, gravel construction entrance, and three (3) sediment basins. Two (2) wet detention
basins provides sufficient storm water management to meet the State's 1.5" requirement 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. One (1) infiltration basin provides sufficient storm water management to meet the
State's 1.5" requirement and alternately sized for the 25-yr storm event and analyzed for the 50-yr storm
event. Calculations have been provided to demonstrate that the 10-yr 24-hour storm event can be
infiltrated without discharging the system using an infiltration rate of one-half of the infiltration rate
reported in the soils report, therefore waiving the State required off-line by pass and vegetated filter strip.

03/13/2015
MLV
Total Drainage Area
s . ft. I acres
618,78t) 14.21
VAML Phase 213
DA #1
Stormwater Pond Calculations
Impervious Area
Land Use
sq. ft.
acres
Lots
188,000
4.32
Roads
61450
1.43
Sidewalks
9,1.50..
0.21
0
0.00
Future
Total
K bo
0.11
264,600
6.07
OLU111 wdlCl Vd1tIl1ldLon3;
Time of Concentration:
Hydraulic Length (L) = ,1,000 ft.
change in Height (H) = 31.ft.
Tc = (L3 /H).115 / 128
5.68 min.
Flow for 1 year, 24 hour Storm (Qj):
QPRE _ (CPRE) X (11) X (Area)
11.08 cfs
QPosT = (CPosT) x (11) x (Area)
27.15 cfs
Detention Pond Design:
14021
Does Area Drain to SA Waters? n
impervious = 0.428
= 42.8%
�i
CPRE = 0.2
LPosT = (% imp.)(.95)+(1 % imp.)(.20)
0.49
1, = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q10):
QPRE _ (CPRE) X (110) x (Area)
20.54 cfs
QPosT = (CPosT) x (Ito) x (Area)
= 50.32 cis
State Surface Area Ranuirad a1 --1 --i-
Pond side slopes 3 :1
Depth b/w Bot. of V.S. & 4.00
Bot. Pool =
SA/DA = 0.0430 for 3.V ave. depth
th
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA = SA/DA x(Total Drainage Area
26,608 sq. ft.
Provided SA = 29,447 sq. ft.
Main Pond Size:
Forebay Pond Size:
Elevation
Surface Area
Incr. Vol
Cuml. Vol.
Elevation
Surf. Area
Incr. Vol.
Cuml. Vol
ft.
s . ft.
ft.
s
Top of Bank
Temp. Pool
19.40.
16.00
32;969,
24 883`
98,313
211,138
Top of Bank
%41)
12,805:
41,414
72,728
Top of V.S.
15.00
,:" ,.
-POW
25,449
12,155
112,825
87,376
Temp_ Pool
Perm. Pool
16.00
' 14.50
11;556
6.,862
13,814
31,315
Perm. Pool
14.50 .
22158i5
10,501
75,221
Bot. of V.S.
14-00 ; ;
6,062
3,231
14,270
17,501
14,270
Bot. of V.S.
14.00;
1',4. -
'
64,720
64,720
Bot. Pool
10-00:
1;073
0
0
Bot. of Pool
:`10.00
12;942 • '.
0
0
Bottom SA = 12,942 sq. ft.
Bottom of VS SA= 19,418 sq. ft.
Permanent Pool SA = 22,585 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.)]
75.221 cu. ft.
Fore bay:
Provided Normal Forebay Pond Volume
Bottom of Pool SA= 1,073 sq. ft.
Permanent Pool SA = 6 862 sq ft
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. at. - Bottom el.)
17,501 cu. ft. Depth= 4.50 ft
Required Forebay Volume 18%-22T!!!!=
Vol. = 22°h of Permanent
= 20,399 cu. ft.
Volume required to contain from design storm(ft3)= 33,635
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Sta a
Cuml.
Volume
14.50
0
19.40
191,144
14021 Pond Calas
1 4J,s I
Total Provided PP Volume
92,721 cu.ft.
Actual % of Forebay Volume
18.87
®e�i6C1111�'�'
00` o
(I%
Using Interpolation to determine stage at volume = 33,635 ®�••F ESS/ y
Maximum Stage (feet) = 15.36 _� : Q �• o
Therefore set Temporary Pool Elevation at or higher than Maximum Stage
,am
r m
s Q �
s�jp • ,Gl[vE••• � �`e
1 of 4 °i1,1, jRE1 G O�' '0'

ANito-IWAAA
RCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
February 10, 2015
Mr. Arnold L. Sobol, Manager
Aftew Properties, LLC
2020 S. Churchhill Dr.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8150113
The Village at Motts Landing Phase 2B
New Hanover County
Dear Mr. Sobol:
Donald van der Vaart
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for The
Village at Motts Landing Phase 2B on January 16, 2015. A preliminary in-depth review of that information has determined
that the application is not complete. The following information is needed to continue the stormwater review:
1. Seasonal High Water Table (SHWT) Data, [per 15A NCAC 02H.1003(g)(7)]: There appear to be discrepancies
between the soils report SHWT depths shown in the October 18, 2013 soils report by RFTS and the depths found
onsite by NCAGR Soil Scientist Edward Stephens. These discrepancies result in discrepancies in the SHWT
elevations in the submittal package for Pond 1 (based on Boring 2) and Pond 2 (based on Boring 1). The
infiltration basin appears to be summarized in the August 8, 2014 soils report by RFTS (Boring 1A) as 25' below
the 25msl existing grade elevation which corresponds to Mr. Stephens' findings, and so there do not appear to be
discrepancies with the infiltration basin's data. Please address the discrepancies with the ponds' data. For
instance, were both of the 8/15/14 borings, in fact, taken at the same elevation as shown on the report or were
they at different elevations? Mr. Stephens has indicated that he only measures depth to SHWT, and that he does
not determine the ground elevation submitted on the Infiltration System Investigation report by the design
engineer. Please make any necessary clarifications or adjustments to the package.
Pond 1/Boring 2
Pond 2/Boring 1
Ground Elevation of Boring:
22.00
1 22.00
28.00
1 28.00
SHWT Reported on Supplement Form:
15.03
28.17
PP Elevation:
1 14.50
23.50
E. Stephens' Data, 8/15/14: Two Borings Near Each Location
Depth to SHWT:
50.00
80.00
64.00
96.00
4.17
6.67
5.33
8.00
Resultant SHWT:
17.83
15.33
22.67
20.00
Most Likely Resultant SHWT:
17.83
22.67
RFTS Soils Report, 10/8/13: One Boring at Each Location
Depth to SHWT:
118.00
111.00
9.83
9.25
Resultant SHWT:
12.17
18.75
msl
msl
msl
in
ft
msl
msl
in
ft
msl
Division of Energy, Mineral, and Land Resources
Land Quality Section Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] I Fax: [phone]

SW8150115
February 10, 2015
1-2. Project Area [per 15A NCAC 02H.1003(g)(5) and 02H.1005(d)]: Please show the project area that will be covered
by the permit on the plans delineated with bearing/distance lines.
v. Plans [per 15A NCAC 02H.1003(g)(6) and 02H.1003(g)(5) and 02H.1005(d]:
a. Proposed Grading: Please provide spot elevations to show that the entire drainage areas will drain to
the appropriate BMP (such as in the road in front of Lot 25 and the road to the west of Lot 25 which is
outside of the project but has arrows that appear to direct flow towards this project).
Drainage Easements: Drainage easements are shown on the plans. Please clarify the location and
dimensions of the easements.
c. Infiltration Basin: Pretreatment devices are recommended to prevent clogging.
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to March 10, 2015, or the application will be returned as incomplete. The return of a
project will necessitate resubmission of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect
to submit the required information. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at (910)
796-7215 or email me at [e-mail].
GDS/kpj: G:IWQIShared\Stormwater\Permits & Projects120151150113 HD12015 02 addinfo 150113
enc : Infiltration System Investigation Report, August 15, 2014 (by Edward Stephens)
cc: Phil Tr' , PE
Edward Stephens, (via email only, [e-mail])
Wilmington Regional Office Stormwater File
Page 2 of 2

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet
State Soil Scientist Confirmation Visit date/time: '
Project Name: Village at Motts Landing Ph 2A & 2B County: New Hanover
Street Address: 85 Sanders Road, 5818 Carolina Beach Road, 5625 River Road
Directions from the nearest intersection of two major roads: approx. 3500 If west
from intersection of Carolina Beach and Sanders Roads to Motts Village Road. approx.
520 If to Motts Forest Road, then approx. 700 If to project site (Ph 26)
>1 acre being disturbed? ®YES. ONO CAMA Major required? DYES ®NO
Consultant Name: Monica Valsi Phone: [phone]
Consultant Firm Name: Tripp Engineering, P.C.
Bore Number
ID
1
1A
2
5
a Existing Ground Elevation
32.15
28
25
22
b Proposed Bottom Elevation
31.0
24.6
25
15.5
c Difference a minus b
1.15
3.5
0
6.5
d Add 2 ft. Min. Bore Depth)
3.15
5.5
2
8.5
e Hardpan Depth? .
-
-
-
f Approx, Elev. Of SHWT'
29.06
22.42
22.92
13.5
15.5.
olt
B $��'"
Max. lowest bottom elev.
31.06
24.42
24.92
h Infiltration Rate OK? *
rVb
57
�
i Confirmation of SHWT *
M;4-rti�" 9,yLa5C
Z- "0
For projects requiring more than 5 hand borings, manpower or. equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
J3i(,� / ��� —�w� r ��-r� fly- fvid vt,y Sal,
Co/Jmments
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible. faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basiMtrench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verity the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration, design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:IWQSISTORMWATERIFORMSVnfiltration site visit Revised 3/08
It
t) - ���

Casmer, J4,i
From: Casmer, Jo _!� W
Sent: Monday, January 26, 201511:50 AM
To: '[e-mail]; Tripp Engineering'
Subject: The Village at Motts Landing Phase 213; Stormwater Permit SW8 630917
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Modification Application and $505.00 fee on January 16, 2015. Your project will
be assigned to a staff member 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.
fo Ca=er
Administrative Assistant for DEMLR/Stommmter Section
NC Department of Environment & Natural Resnurrps
Division of Environmental Assistance & Customer Service
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Email correspondence to and from this address may be su&d to the North Carolina Public Records Law and may be disdosed to Mid
parties
.r
Q.

Prpject imame:
Project Location:
E
Rule(s) 2 I
Tvve of Perri . New or _ c
Mecetveu uaLm.
Iry Accepted Date:
1:11995 Coastal Phase II (WIRO) LjUniversal LJ1988 Coastal
Existing Permit## (Mod or PR):
Densi y,. - _ _-TYPE.- _-Cora-me.rcia.1:=—or_�.__Residenfiaal�--
qy; (/ ) Stream Class: SA Map Of -site to SW8
Subdivided?:
PE Cert on File?
.7
Paperwork . Emailed Engineer on:
p lement(s) (1 original per BMP) BMN iype(s):
O&M with correct/original signatures (1 original per BMP except LSIM and swales)
pplication with correct/original signatures 06eed
orp or LLC: Sig. Auth. per SoS or letter Address: Design Engineer
505 (within 6mo) e 1�. ail Address: Owner
oils Report with SHIM a 1�,�-cam p "Vote to Reviewer:
alculations (signed/sealed)-z+�-�- . j �� ��j �a� I -7
No obvious errors �a
Density includes common areas, etc
Li Deed Restrictions, if subdivided:
Signed & Notarized
r-11 - - - ..- ..
Plans
Sets
rading
Jkl-61"nity Map
egend
Report
Bottom:
Additional Information:
Detolis (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etrl
Wetlands: Delineated or No Wetlands
ayout (proposed BUA dimensions)
A Maps Project Boun ties
Wet Pon
oils Report
SHWT:
PP:
Mite
PE Cert for Master
Deed Rest for Master
BUA Permitted (Master):
BUA Proposed (Offsite):
n— A.
TO #: Ib
®Lot#f: '.-aches Master
sf
Drnnnead!
sf
BUA (sf)
-r------
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
January 16, 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 2B
TE 14021
Dear Kelly:
JAB
We are requesting a high density stormwater permit for the Village at Motts
Landing Phase 2B subdivision. Enclosed please find the following items for review:
• 2 sets of plans
• $505 check
• Narrative
• Stormwater application one original and one copy
o (2) Wet Detention Basin Supplements
• Infiltration Basin Supplement
(3) 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.
I) 1 M � W 0 �-
Monica Valsi, E.I.
MLV:dcb
Enc.
RECEIVE
JaN 16 zoos
BY.-

A
0
1�
0
a
0
H
a
m
-O
0
L.
C.
r.
Cm
G
LLLL
O O
' O
O
N

12/02/2014
MLV
14021
Total Drainage Area
ft.
I acres
" 818;780.:
14.21
VAML Phase 2B
DA #1
Stormwater Pond Calculations
Impervious Area
Land Use
sq. ft.
acres
Lots
s 1)�3,G00 -
4.43
Roads
6145i1 .:
1.43
Sidewalks
0.21
0.00
Future
Total
0.00
264,600
6.07
OwImwaici i,nicuiduons:
Time of Concentration:
Hydraulic Length (L) = 1.�000,ft.
change in Height (H) = 37 ft.
Tc = (L3 /H)"" 1128
5.68 min.
Flow for 1 year, 24 hour Storm (Q,):
QPRE _ (CPRE) X (11) x (Area)
= 11.08 cis
QPosT = (CPosT) x (11) x (Area)
27.15 cfs
Detention Pond Design:
Does Area Drain to SA Waters? n
% impervious = 0,428
= 42.8%
CPRE = 02
CposT _ (% ImPi(.95)+(1-% imp.)(20)
649.
11 = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q10):
QPRE _ (CPRE) X (110) x (Area)
20.54 cfs
QPosT = (CPosT) x (170) x (Area)
= 50.32 efs
State Surface Area Renuirerl of nnrmal nnnl-
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 4.00
Bot. Pool =
SA/DA = 0.0430 for-3.5' ave, de h
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA = SA/DA x(Total Drainage Area
26,608 sq. ft.
Provided SA = 29,447 sq. ft.
Main Pond Size:
Forebay Pond Size:
Elevation
Surface Area
Iner. Vol
Cuml. Vol.
Elevation
Surf. Area
Incr. Vol.
Cum[. Vol
ft.
(sq. ft.
ft.
s
Top of Bank' 19:4Q...:'.
;,.; °,32,969 ;y
98,313
211,138
Top of Bank
•19.40
"12,805.
41,414
72,728
Temp. Pool --16.Op.•:
.. , 24,ii62 -.:
25,449
112,825
Temp. Pool
16.00
_
11556
13,814
31,315
Top of V.S. ' `,1'S.0® :. ,�a,, ,.;, , 's :2t3,03B . > :
12,155
87,376
Perm. Pool
14•.50; ' .. _
"' fi,$02 ::
3,231
17,501
Perm. Pool 14`60
Bot. Of V.S. 1�t'00
22,585
;, '13�A18
10,501
64,720
75,221
64,720
Bot. of V.S.
BoL
.14 00
:: 6,062' .
14,270
14,270
`•'
Pool
10.00 .
1;073
0 .
0
Bot. of Pool ;AO.00
.2,942 :.
0
0
Bottom SA = 12,942 sq. ft.
Bottom of VS SA= 19,418 sq. ft.
Permanent Pool SA = 22,585 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)12) x (Bottom VS at. - Bottom Pool el.)]
= 75,221 cu. ft.
Fore bay:
Provided Normal Forebay Pond Volume
Bottom of Pool SA= 1,073 sq. ft.
Permanent Pool SA = 6,862 sq. ft.
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
17,501 cu. ft. Depth= 4.50 ft
Required Forebay Volume 18%-22% required)
Vol. = 22% of Permanent Pool volume of Pond and Forebay
20,399 cu. ft.
Volume required to contain from design storm(ft3)= 33,635
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cuml.
Volume
14.50
0
19.40
191,144
,I
JAN 16 2015
92,721 cu.ft.
Actual % of Forebay Volume
= 18.87
Using interpolation to determine stage at volume = 33,635
Maximum Stage (feet) = 15.36
therefore set Temporary Pool Elevation at or higher than Maximum Stage
14021 Pond Calcs 1 of 4
SEAL
y a
REGOF�
�0�1111110%

12/02/2014 VAML Phase 2B 14021
MLV DA #1
Pond Size for Determining Storage Volume:
Stormwater Pond Calculations
Elev. SA
Incr. Vol.
Cum. Vol.
(ft) (sq.ft.)
(cu.ft.)
(cuff)
Temp.
Pool36,18; '
35,070
50,862
Top ofV.S,;.., 00` "y'39,722:";
15,792
15,792
Perm. Pool;, " 14 5%f'' 9:A47 ,
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. = 50,862 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.435
V= (Design rainfall)(Rv)(Drainage Area)
= 33,635 cu. ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for Mirl. Volume required of stormwater,
Q = Min. Vol. Req. / 172;800 sec. (2-days)
0.195 cis
Required Area of Pipe for 2-dav drawdown:
A= Q/ [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./s2
h = (T.P. elev.- N.P. Elev.) /3
0.50 ft.
A = 0.0572 sq. ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.2698 ft.
= 3.24 in.
Drawdown Calculation
Orifice Used= 3 in.
Drawdown rate= 0.167 cis
Drawdown time= 2.33 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1% imp.)(.25)
0.41
I = 7.23 in. for a 10 yr. Storm
A = 14.21 Acres
42.11 cis
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp_ Pool Vol. / 432,000 sec. (5-days)
0.078 cfs
Required Area of Pipe for 5-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./s2
h = (F.P. elev. - N.P. Elev.) /3
0.5 ft.
A = 0.0229 s . ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.1706 ft.
2.05 in.
Q= CwxLxH"s
H = [Q / (Cw x L)]va
Cw = 3
= 0.92 ft.
Peak elevation = flood pool elevation + H
16.92 ft.
14021 Pond Calm 2 of 4

12/02/2014 VAML Phase 2B
MLV DA #1 14021
Stormwater Pond Calculations
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 = 14.21 acres
Volume = 33,635 W
14021 Pond Calcs 3 of 4

12/02/2014 VAML Phase 2B
MLV DA #1
Stormwater Pond Calculations
14021
Average Depth Calculated
Permanent Pool Volume (ft) 92,720.8
Permanent Pool Area (ft?) 29,447.0
Option 1 - Average Depth (ft) 3.15
Bottom Vegetated Shelf Area (ft) 25480.0
Permanent Pool Area (ft", 29447.0
Bottom Pond Area (ft2) 12942.0
Depth (ft) 4.0
Option 2 - Average Depth (ft) 3.48
Average Depth for use in Table (ft) 3.48
Round to nearest 0.5 for SA/DA (ft) 3.50
14021 Pond Calm 4 of 4

12/09/2014
MLV
14021
Total Drainage Area
sq. ft.
I acres
373,050
1 8.56
VAML Phase 2B
DA #2
Stormwater Pond Calculations
Impervious Area
Land Use
sq. ft.
acres
Lots
".R4,0000 >
3.21
Roads
611,4¢0, .
1.39
Sidewalks
8Ala -.::.
0.19
0.00
Future
Total
-`a.
0.00
208,93U
4.80
OwunwaLM t mumauons:
Time of Concentration:
Hydraulic Length (L) = 56 ft.
change In Height (H) _ 21, ft.
Tc = (L3 /H).sss / 128
3.65 min.
Flow for 1 year, 24 hour Storm (Q1):
QPRE _ (('PRO x (11) x (Area)
6.68 efs
QPosT = (CPosT) x (11) x (Area)
20.04 cis
Detention Pond Design:
Main
Area
Does Area Drain to SA Waters? n
% impervious = 0.560
= 56.0%
CPRE = 0.2
Cros-r = (% imp.)(.95)+(1 % imp.)(.20)
O.60
I� = 3.90 in/hr
Ito = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q,o):
QPRE _ (CPRE) x (110) x (Area)
12.38 cfs
QPosT = (CPosT) x 010) x (Area)
37.15 cfs
State Surface Area Reouired at nnrmal nnnl-
Pond side slopes = 3 A
Depth b/w Bot. of V.S. & 10.50
Bot. Pool =
SA/DA = 0.0312 for 6.0' ave. de. th
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Re d SA = SA/DA x Total Drainage Area
11,639 sq. ft.
Provided SA = 12,563 sq. ft.
Size:
op of Bank; .30 OU -... .: 16,68J'
- 58,182
126,981
Top of Bank
30'.00
8,7816
29,154
51,797
emp. Pool
ZC.D15 ^Y., 12,402.
; , 22,872
67,799
Temp. Pool
-26.00
5,791
12,333
22,643
op of V.S.:.
`.':24.90. 4�Z0 . ;'
4,740
44,927
Perm. Pool
. ;23.50
4.075
1,930
10,311
erm. Pool
23 60 ""` $,41
3,800
40,187
Bot. of V.S.
.
8,381
8,381
ot. of V.S.
,.;; 2 - '- , n' _ ,.• +? , B,y10
36,388
36,388
Bot. Pool
f4.5n
'1 144..•
D
0
ot. of Pool
_-'-42,& �'., z2t .'''
0
0
Provided Normal Main Pond Volume:
Bottom SA = 221 sq. ft.
Bottom of VS SA= 6,710 sq. ft.
Permanent Pool SA = 8,488 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.)]
40,187 cu. ft.
Fore bay:
Provided Normal Forebay Pond Volume
Bottom of Pool SA= 1.144 sq. ft.
Permanent Pool SA = 4,075 sq ft
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
10,311 cu. ft. Depth= 4.00 ft
Required Forebay Volume 18%-22% required)
Vol. = 22% of Permanent Pool volume of Pond and Forebay
11,109 cu. ft.
Volume required to contain from design. storm(ft3)= 25,836
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cuml.
i Volume
23.50
0
30.00
127.280
Total Provided PP Volume
50,497 cu.ft.
Actual % of Forebay Volume
= 20.42
Using Interpolation to determine stage at volume = 25,836
Maximum Stage (feet) = 24.82
rherefore set Temporary Pool Elevation at or higher than Maximum Stage
14021 Pond Cales 1 of 4

12/09/2014 VAML Phase 2B 14021
MLV DA #2
Pond Size for Determining Storage Volume: Stormwater Pond Calculations
Elev. SA
Incr. Vol.
Cum. Vol.
(ft) (sq.ft_)
(cuff)
(cu.ft.)
Temp. :< .
Pool :-''-2Wea.''..All. 3.:.
33,186
40,075
Top of V.S. `',f.•j if0 3`' :.'. 4�993. `
6,889
6,889
Perm. Pool ?,-26-3(; r„ 1256:`
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. = 40,075 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.554
V= (Design rainfall)(Rv)(Drainage Area)
25,836 cu.ft.
Outlet Structure Desion:
Flow for 2-day drawdown:
for Min. Volume required of stormwater,
Q = Min. Vol. Req. / 172,800 sec. (2-days)
0.150 cfs
Required Area of Pipe for 2-day drawdown:
A= Q/[Cd xSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./sZ
h = (T.P. elev.- N.P. Elev.)/3
0.83 ft.
A = 0.0340 s . ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.2081 ft.
2.50 in.
Drawdown Calculation
Orifice Used= 2 in.
Drawdown rate= 0.096 cfs
Drawdown time= 3.12 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1-% imp.)(.25)
0.60
1 = 7.23 in. for a 10 yr. Storm
A = 8.56 Acres
= 37.15 cfs
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp. Pool Vol. / 432,000 sec. (5-days)
0.060 cfs
Required Area of Pipe for 5-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./s2
h = (F.P. elev. - N.P. Elev.) / 3
= 0.833333 ft.
A = 0.0136 sq. ft.
Diameter of Pipe for 5-day drawdown..
DIA. = SQRT[(A x 4) / pi]
0.1316 ft.
= 1.58 in.
Q= CwxLxH'-5
H = [Q / (Cw x L))ua
Cw = 3
0.84 ft.
Peak elevation = flood pool elevation + H
26.84 ft.
14021 Pond Calcs 2 Of 4

12/09/2014 VAML Phase 2B 14021
MLV DA #2
Stormwater Pond Calculations
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= 66.0 %
Rv = 0.554
Design Rainfall Depth = 1.50 in.
Drainage Area = 8.56 acres
Volume = 25,836 ft3
14021 Pond Cales 3 of 4

12/09/2014 VAML Phase 213
MLV DA #2
Stormwater Pond Calculations
14021
Average Depth Calculated
Permanent Pool Volume (ft) 50,497
Permanent Pool Area (ftZ) 12,563
Option 1 - Averaqe Death (ft) 4.02
Bottom Vegetated Shelf Area (ftZ) 10,355
Permanent Pool Area (ft) 12,563
Bottom Pond Area (ft) 221.0
Depth (ft) 10.5
Option 2 - Average Depth (ft) 5.82
Average Depth for use in Table (ft) 5.82
Round to nearest 0.5 for SA/DA (ft) 6.00.
14021 Pond Calcs 4 of 4

12%09/2014 VAML Phase 2B
MVL DA #3 14021
Simple Method -1.5" Storage Volume Calculations
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=
49.6
%
Rv=
0.50
Design Rainfall Depth =
1.50
in.
Drainage Area =
1.93
acres
Volume Required =
5,217
ft3
Volume Provided
18,231
ft3
G:\IOBS\2014\14021-VAML 29\Calcs\14021-Storage Volume Calcs 1SM6 DA 3

12/09/2014 VAML Phase 2B 14021
MLV Pond #3
Infiltrnfinn Rhein rol—infnno
Infiltration Pond Size:
Elevation
ft.
Surface Area
(sq. ft.(COc
Incr. Vol
Cuml. Vol.
Bottom 25.00
6,077
0
0
26.00
6,077
6,077
6,077
27.00
6,077
6,077
12,154
28.00
6,077
6,077
18,231
29.00
6,077
6,077
24,308
Top of Bank 29.25
6,077
1,519
25,827
*SHGWT 22.92 Infiltration Rate: 5.4 in/hr
Required Voi.' = 5,217 cu. ft.
*See Simple Method - 1.5" Storage Volume Calculations
Provided Vol. = 6,077 cu. ft.
Drawdown Calculation:
T= V / 2xKxA where: T = dewatering time (days)
V = volume of water requiring infiltration (cu.ft.)
K = hydraulic conductivity of soil (in/hr)
A = effective infiltrating area (sq.ft.)
T=5,217/2x5.4x6,G77
T= 0.08 days
14021 Infiltration Pond Volume Calc_Pond 3 1 of 1

12/09/2014 VAML Phase 2B 14021
MLV Pond #3
Infiltration Basin Calculations
Waive offline hvnacc and ve etated filter stri
Infiltration Pond Size:
Elevation
ft.
Surface Area
s .ft.
Incr. Vol
Cuml. Vol.
Bottom 25.00
6,077
0
0
26.00
6,077
6,077
6,077
27.00
6,077
6,077
12,154
28.00
6,077
6,077
18,231
29.00
6,077
6,077
24,308
ITop of Bank 29.25
6,077
1,519
25,827
*SHGWT 22.92 *Infiltration Rate: 2.7 inthr
* One-half infiltration rate to waive offline bypass and vegetated filter strip
Required Vol.* = 13,043 cu. ft.
*2.5 times required volume to waive offline bypass and vegetated filter strip
Provided Vol. = 18,231 cu. ft.
Drawdown Calculation:
T= V / 2xKxA where: T = dewatering time (days)
V = volume of water requiring infiltration (cu.ft.)
K = hydraulic conductivity of soil (in/hr)
A = effective infiltrating area (sq.ft.)
T= 13,043 ! 2 x 2.7 x 6,077
T= 0.40 days
14021 lnfiltrafion Pond Volume Calc Pond 3-waive offline bypass and veg finer strip 1 of 1

11/25/2014 VAML Phase 2B
MLV DA #1 14021
CN and C Values
PRE DEVELOPMENT
Determine Composite CN Value
from TR-55 Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious (on -site) -
98
0.00
0.00
Wooded B
55
17.74
975.70
17.74
975.70
Composite CN Value =
55
Pre Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
0.00
0
Wooded 0.20
2.63
0.526
2.63
0.526
Composite C Value = 0.20
POST DEVELOPMENT
Determine Composite CN Value from TR-55
Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious
98
6.07
694.86
Open Space (Good) B
61
8.14
496.54
14.21
1091.40
Composite CN Value =
77
Post Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
6.07
5.7665
Lawns, sandy soil, flat 0.15
8.14
1.221
14.21
6.9875
Composite C Value = D.49
Total Draina a Area
s . ft.
acres
618,780
14.21
Post Development Im ervious Area
Land Use
s . ft.
acres
Lots
193,000
4.43
Roads
62,450
1.43
Sidewalk
9,150
0.21
Total
264,600
6.07
impervious = 0.428
= 42.8%
G:UOBS\2014\14021-VAML 2B\CaICs\14021 CN & C Value Calcs

tio0 2014 VAML Phase 2B 1
DA #2 4021
CN and C Values
PRE DEVELOPMENT
Determine Composite CN Value
from TR-55 Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious (on -site) -
98
0.00
0.00
Wooded A
25
8.46
211.50
8.46
211.50
Composite CN Value =
25
Pre Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
0.00
0
Wooded 0.20
8.46
1.692
8.46
1.692
Composite C Value = 0.20
POST DEVELOPMENT
Determine Composite CN Value from TR-55 Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious -
98
4.80
470.40
Open Space (Good) A
39
3.76
146.64
8.56
617.04
Composite CN Value =
72
Post Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
4.80
4.56
Lawns, sandy soil, flat 0.15
3.76
0.564
8.56
5.124
Composite C Value = 0.60
11 Total Drainage Area
s . ft.
I acres
373,050
8.56
------------------------
Post Development Im ervious Area
Land Use
s . ft.
acres
Lots
140.000
3.21
Roads
60,440
1.39
Sidewalk
8,490
0.19
Total
208,930
4.80
% impervious = 0.560
= 56.0%
G:\JOBS\2014\14021-VAML 2B\Calcs\14021 CN 8 C Value Calm

12/05/2014 VAML Phase 2B 14021
MLV DA #3
CN and C Values
PRE DEVELOPMENT
Determine Composite CN Value
from TR-55 Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious (on -site) -
98
0.00
0.00
Wooded A
25
0.78
19.50
0.78
19.50
Composite CN Value =
25
Pre Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
0.00
0
Wooded 0.20
0.78
0.156
0.78
0.156
Composite C Value = 0.20
POST DEVELOPMENT
Determine Composite CN Value from TR-56 Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious -
98
0.96
94.08
Open Space (Good) A
39
0.97
37.83
1.93
131.91
Composite CN Value =
68
Post Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
0.96
0.912
Lawns, sandy soil, flat 0.15
0.97
0.1455
1.93
1.0575
Composite C Value = 0.55
Total Drainage Area
s . ft.
acres
83,910
1.93
Post Development Im ervious Area
Land Use
s . ft.
_
acres
Lots
28,000
0.64
Roads
12,150
0.28
Sidewalk
1,475
0.03
Total
41,625
0.96
% impervious = 0.496
= 49.6%
G:IJOBS\2014N4021-VAML 2B\Calcs\14021 CN & C Value Calcs

12/01/2014
MLV
VAML Phase 2B
Pond #1
Stormwater Pond Routing
2-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
17.74 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR 1
5.00 MIN
INTENSITY (2 YR) 1
5.88 IN/HR
Qa = 20.86 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4 5 INCHES 2yr, 24hr PRECIPITATION
CN = 77
S = (1000/CN)-10
S = 2.99
Depth (D) _ (P-0.2S)"2/(P+0.8S)
D = 2.21 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 33.38 MINUTES
Storage Volumo Req'd (Qp-Qa)*Tp*1.39*60
= 55,892 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 14.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
14.21 ACRES
RUNOFF COEF.'C'
0.49
TIME OF CONCENTR
5.00 MIN
INTENSITY (2 YR)
5.88 IN/HR
Qp = 40.94 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)
14.50
29,447
0
0
0
0
0
0.00
15.00
33,722
15,792
15,792
0.5
9.6673
-0.6931
0.51
16.00
36,418
35,070
50,862
1.5
10.8369
0.4055
1.48
17.00
39,051
37,735
88,597
2.5
11.3919
0.9163
2.46
18.00
41,796
40,424
129,020
3.5
11.7677
1.2528
3.48
19.00
44,638
43,217
172,237
4.5
12.0566
1.5041
4.54
19.40
45,774
18,082
190,320
4.9
12.1565
1.5892
4.97
Regression Output:
__> Ks = 33176
b = 1.09
Constant 10.41
G:UOBS12014114021-VAML 281Calcs114021 routing2y24hr Pond 1

12/01/2014 VAML Phase 2B
MLV Pond #1
Stormwater Pond Routing
2-year 24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
20.86 cfs
Qp =
40.94 cfs
Tp =
33.4 min
dT =
4 min
BASIN DATA
Ks =
33176
6 =
1.09
Zo =
10.60 ft
Normal water elev =
14.50 ft
Peak Outflow =
7.78 cfs
Box Weir Length =
16 ft
Peak Stage =
16.99 ft
Cw =
3.0
Maximum Storage =
89,757 cu ft
Zcr =
18.40 It
Control Holes:
State Orifice:
Dia =
3.00 in
Dd =
30 in
Inv =
14.50 ft
Cd =
0.59
Weir:
L =
30 in
Zi =
15.00 ft
Inv =
16.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
18.40 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cls)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
14.50
0
0
0.00
0
0.00
4
1.4
0
14.50
0
0.00
0.00
0
0.00
8
5.5
344
14.52
0.00
0.00
0.00
0.00
0.00
12
11.7
1672
14.56
0.01
0.00
0.00
0.01
0.00
16
19.1
4484
14.66
0.04
0.00
0.00
0.04
0.00
20
26.8
9070
14.80
0.10
0.00
0.00
0.10
0.00
24
33.5
15466
15.00
0.14
0.00
0.00
0.14
0.00
28
38.4
23466
15.23
0.18
0.00
0.00
0.18
0.00
32
40.8
32633
15.48
0.22
0.00
0.00
0.22
0.00
36
40.3
42366
15.75
0.25
0.00
0.00
0.25
0.00
40
37.1
51984
16.01
0.28
0.00
0.00
0.27
0.01
44
32.0
60818
16.24
1.20
0.00
0.00
0.30
0.91
48
27.4
68214
16.44
2.49
0.00
0.00
0.31
2.17
52
23.4
74192
16.59
3.75
0.00
0.00
0.33
3.43
56
20.1
78917
16.72
4.87
0.00
0.00
0.34
4.54
60
17.2
82562
16.81
5.80
0.00
0.00
0.34
5.46
64
14.7
85290
16.88
6.53
0.00
0.00
0.35
6.18
68
12.6
87248
16.93
7.07
0.00
0.00
0.35
6.72
72
10.8
88568
16.96
7.44
0.00
0.00
0.35
7.09
76
9.2
89363
16.98
7.67
0.00
0.00
0.36
7.31
80
7.9
89732
16.99
7.77
0.00
0.00
0.36
7.42
84
6.7
89757
16.99
7.78
0.00
0.00
0.36
7.42
88
5.8
89507
16.99
7.71
0.00
0.00
0.36
7.35
92
4.9
89041
16.98
7.58
0.00
0.00
0.36
7.22
96
4.2
88407
16.96
7.40
0.00
0.00
0.35
7.04
100
3.6
87645
16.94
7.18
0.00
0.00
0.35
6.83
104
3.1
86789
16.92
6.94
0.00
0.00
0.35
6.59
108
2.6
85865
16.89
6.69
0.00
0.00
0.35
6.34
112
2.3
84895
16.87
6.42
0.00
0.00
0.35
6.08
116
1.9
83897
16.84
6.16
0.00
0.00
0.35
5.81
G:IJOBS12014114021-VAML 2B%CaIcs114021 routing2y24hr Pond 1

r
12/01/2014
VAML Phase 2B
14021
MLV
Pond #1
Stormwater Pond Routing
2-year 24hr Storm
120
1.7
82885
16.82
5.89
0.00
0.00
0.34
5.54
124
1.4
81870
16.79
6.62
0.00
0.00
0.34
5.28
128
1.2
80861
16.77
5.36
0.00
0.00
0.34
5.02
132
1.0
79865
16.74
5.11
0.00
0.00
0.34
4.77
136
0.9
78888
16.71
4.87
0.00
0.00
0.34
4.53
140
0.8
77934
16.69
4.63
0.00
0.00
0.33
4.30
144
0.7
77004
16.67
4.41
0.00
0.00
0.33
4.08
148
0.6
76102
16.64
4.20
0.00
0.00
0.33
3.87
152
0.5
75229
16.62
3.99
0.00
0.00
0.33
3.66
156
0.4
74386
16.60
3.80
0.00
0.00
0.33
3.47
160
0.3
73572
16.58
3.61
0.00
0.00
0.32
3.29
164
0.3
72788
16.56
3.44
0.00
0.00
0.32
3.12
168
0.3
72034
16.54
3.28
0.00
0.00
0.32
2.96
172
0.2
71310
16.52
3.12
0.00
0.00
0.32
2.80
176
0.2
70613
16.50
2.97
0.00
0.00
0.32
2.66
160
0.2
69944
16.48
2.83
0.00
0.00
0.32
2.52
184
0.1
69302
16.47
2.70
0.00
0.00
0.31
2.39
188
0.1
68686
16.45
2.58
0.00
0.00
0.31
2.27
192
0.1
68095
16.43
2.46
0.00
0.00
0.31
2.15
196
0.1
67528
16.42
2.35
0.00
0.00
0.31
2.04
200
0.1
66984
16.41
2.25
0.00
0.00
0.31
1.94
204
0.1
66462
16.39
2.15
0.00
0.00
0.31
1.84
208
0.1
65960
16.38
2.06
0.00
0.00
0.31
1.75
212
0.0
65479
16.37
1.97
0.00
0.00
0.31
1.66
216
0.0
65017
16.35
1.89
0.00
0.00
0.31
1.58
220
0.0
64574
16.34
1.81
0.00
0.00
0.30
1.51
224
0.0
64147
16.33
1.74
0.00
0.00
0.30
1.43
228
0.0
63737
16.32
1.67
0.00
0.00
0.30
1.36
232
0.0
63344
16.31
1.60
0.00
0.00
0.30
1.30
236
0.0
62965
16.30
1.54
0.00
0.00
0.30
1.24
240
0.0
62600
16.29
1.48
0.00
0.00
0.30
1.18
244
0.0
62249
16.28
1.42
0.00
0.00
0.30
1.12
248
0.0
61911
16.27
1.37
0.00
0.00
0.30
1.07
252
0.0
61586
16.26
1.32
0.00
0.00
0.30
1.02
256
0.0
61272
16.26
1.27
0.00
0.00
0.30
0.97
260
0.0
60969
16.25
1.22
0.00
0.00
0.30
0.93
264
0.0
60677
16.24
1.18
0.00
0.00
0.29
0.88
268
0.0
60396
16.23
1.14
0.00
0.00
0.29
0.84
272
0.0
60124
16.23
1.10
0.00
0.00
0.29
0.81
276
0.0
59861
16.22
1.06
0.00
0.00
0.29
0.77
280
0.0
59607
16.21
1.03
0.00
0.00
0.29
0.73
284
0.0
59361
16.21
0.99
0.00
0.00
0.29
0.70
288
0.0
59124
16.20
0.96
0.00
0.00
0.29
0.67
292
0.0
58894
16.19
0.93
0.00
0.00
0.29
0.64
206
0.0
58671
16.19
0.90
0.00
0.00
0.29
0.61
300
0.0
58466
16.18
0.87
0.00
0.00
0.29
0.58
304
0.0
58247
16.18
0.85
0.00
0.00
0.29
0.56
308
0.0
58045
16.17
0.82
0.00
0.00
0.29
0.53
312
0.0
57848
16.17
0.79
0.00
0.00
0.29
0.51
316
0.0
57658
16.16
0.77
0.00
0.00
0.29
0.48
320
0.0
57473
16.16
0.75
0.00
0.00
0.29
0.46
324
0.0
57293
16.15
0.73
0.00
0.00
0.29
0.44
328
0.0
57118
16.15
0.71
0.00
0.00
0.29
0.42
332
0.0
56949
16.14
0.69
0.00
0.00
0.29
0.40
336
0.0
56784
16.14
0.67
0.00
0.00
0.29
0.38
340
0.0
56623
16.13
0.65
0.00
0.00
0.29
0.37
344
0.0
56467
16.13
0.63
0.00
0.00
0.28
0.35
348
0.0
56315
16.13
0.62
0.00
0.00
0.28
0.33
352
0.0
56167
16.12
0.60
0.00
0.00
0.28
0.32
356
0.0
56023
16.12
0.59
0.00
0.00
0.28
0.30
360
0.0
55882
16.11
0.57
0.00
0.00
0.28
0.29
364
0.0
55745
16.11
0.56
0.00
0.00
0.28
0.27
368
0.0
55611
16.11
0.54
0.00
0.00
0.28
0.26
372
0.0
55481
16.10
0.53
0.00
0.00
0.28
0.25
376
0.0
55354
16.10
0.52
0.00
0.00
0.28
U.24
380
0.0
55229
16.10
0.51
0.00
0.00
0.28
0.23
384
0.0
55108
16.09
0.50
0.00
0.00
0.28
0.21
388
0.0
54989
16.09
0.48
0.00
0.00
0.28
0.20
392
0.0
54873
16.09
0.47
0.00
0.00
0.28
0.19
396
0.0
54759
16.08
0.46
0.00
0.00
0.28
0.18
400
0.0
54648
16.08
0.45
0.00
0.00
0.28
0.17
404
0.0
54539
16.08
0.44
0.00
0.00
0.28
0.16
408
0.0
54433
16.08
0.43
0.00
0.00
0.28
0.16
G:%JOBS12014114021-VAML2B1CeiGall4021 routing2y24hr Pond 1

12/01/2014
MLV
VAML Phase 2B
Pond #1
Stormwater Pond Routing
10-year 24hr Storm
14021
WATERSHED DATA
WATERSHED AREA
17.74 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY (10 YR)
7.23 IN/HR
Qa = 25.65 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN = 77
S = (1000/CN)-10
S = 2.99
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 4.37 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 53.61 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
= 110,383 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 14.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
14.21 ACRES
RUNOFF COEF. 'C'
0.49
TIME OF CONCENTR
5.00 MIN
INTENSITY (10 YR)
7.23 IN/HR
Qp = 50.34 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)
14.50
29,447
0
0
0
0
0
0.00
15.00
33,722
15,792
15,792
0.5
9.6673
-0.6931
0.51
16.00
36,418
35,070
50,862
1.5
10.8369
0.4055
1.48
17.00
39,051
37.735
88,597
2.5
11.3919
0.9163
2.46
18.00
41,796
40,424
129,020
3.5
11.7677
1.2528
3.48
19.00
44,638
43,217
172,237
4.5
12.0566
1.5041
4.54
19.40
45,774
18,082
190,320
4.9
12.1565
1.5892
4.97
Regression Output:
Ks = 33176
b = 1.09
Constant 10.41
G:UOBS12014114021-VAML 2MCalcM14021 routing10y24hr Pond 1

12/01/2014 VAML Phase 2B 14021
MLV Pond #1
Stormwater Pond Routing
10-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
25.65 cfs
Qp =
50.34 cfs
Tp =
53.6 min
dT =
4 min
BASIN DATA
Ks =
b=
Zo =
Normal water elev, =
Box Weir Length =
Cw =
Zcr =
33176
1.09
10.50 ft
14.50 It
Peak Outflow =
22.21 cfs
16 It
Peak Stage =
18.04 ft
3.0
Maximum Storage =
131,322 cu ft
18.40 ft
Control Holes:
State Orifice:
Dia = 3 00 in
Dd = 30 in
Cd = 0.59
Zi = 15.00 It
Inv = 14.50 ft
Weir: L = 30 in
Inv = 16.00 ft
Emergency Overflow Weir: L = 480.0 in
Inv = 18.40 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
14.50
0
0
0.00
0
0.00
4
0.7
0
14.50
0
0.00
0.00
0
0.00
8
2.7
165
14.51
0.00
0.00
0.00
0.00
0.00
12
6.0
817
14.53
0.00
0.00
0.00
0.00
0.00
16
10.3
2249
14.58
0.02
0.00
0.00
0.02
0.00
20
15.4
4712
14.67
0.04
0.00
n_nn
0.04
0.00
24
21.1
8397
14.78
0.09
0.00
0.00
0.09
0.00
28
26.9
13428
14.94
0.13
0.00
0.00
0.13
0.00
32
32.7
19861
15.12
0.16
0.00
0.00
0.16
0.00
36
38.1
27674
15.35
0.20
0.00
0.00
0.20
0.00
40
42.8
36768
15.60
0.23
0.00
0.00
0.23
0.00
44
46.5
46975
15.88
0.26
0.00
0.00
0.26
0.00
48
49.0
58062
16.17
0.82
0.00
0.00
0.29
0.53
52
50.2
69624
16.47
2.77
0.00
0.00
0.32
2.45
56
50.1
81014
16.77
5.40
0.00
0.00
0.34
5.06
60
48.6
91740
17.04
8.36
0.00
0.00
0.36
8.00
64
45.8
101397
17.29
11.35
0.00
0.00
0.38
10.97
68
42.0
109669
17.50
14.13
0.00
0.00
0.39
13.73
72
38.1
116358
17.66
16.51
0.00
0.00
0.40
16.10
76
34.6
121545
17.79
18.43
0.00
0.00
0.41
18.01
80
31.4
125425
17.89
19.90
0.00
0.00
0.42
19.48
84
28.5
128183
17.96
20.97
0.00
0.00
0.42
20.55
88
25.9
129988
18.00
21.68
0.00
0.00
0.43
21.26
92
23.5
130990
18.03
22.08
0.00
0.00
0.43
21.66
96
21.3
131322
18.04
22.21
0.00
0.00
0.43
21.79
100
19.3
131103
18.03
22.13
0.00
0.00
0.43
21.70
104
17.5
130432
18.01
21.86
0.00
0.00
0.43
21.43
108
15.9
129395
17.99
21.45
0.00
0.00
0.43
21.02
112
14.4
128068
17.96
20.93
0.00
0.00
0.42
20.51
116
13.1
126513
17.92
20.32
0.00
0.00
0.42
19.90
G:WOBS12014114021 VAML 2B\Calcs114021 rouling10y24hr Pond 1

12/01/2014
VAML Phase 2B
14021
MLV
Pond #1
Stormwater Pond Routing
10-year
24hr Storm
120
11.9
124783
17.87
19.66
0.00
0.00
0.42
19.24
124
10.8
122921
17.83
18.95
0.00
0.00
0.42
18.53
128
9.8
120967
17.78
18.21
0.00
0.00
0.41
17.80
132
8.9
118949
17.73
17.46
0.00
0.00
0.41
17.05
136
8.1
116895
17.68
16.70
0.00
0.00
0.41
16.30
140
7.3
114824
17.63
15.95
0.00
0.00
0.40
15.55
144
6.6
112755
17.57
15.21
0.00
0.00
0.40
14.81
148
6.0
110700
17.52
14.49
0.00
0.00
0.40
14.09
152
5.5
108672
17.47
13.78
0.00
0.00
0.39
13.39
156
5.0
106679
17.42
13.10
0.00
0.00
0.39
12.71
160
4.5
104727
17.37
12.45
0.00
0.00
0.38
12.06
164
4.1
102823
17.32
11.82
0.00
0.00
0.38
11.43
168
3.7
-100970
17.28
11.21
0.00
0.00
0.38
10.83
172
3.4
99171
17.23
10.64
0.00
0.00
0.37
10.26
176
3.1
97428
17.19
10.09
0.00
0.00
0.37
9.71
180
2.8
95742
17.15
9.56
0.00
0.00
0.37
9.20
184
2.5
94113
17.10
9.07
0.00
0.00
0.37
8.70
188
2.3
92542
17.06
8.60
0.00
0.00
0.36
8.23
192
2.1
91028
17.03
8.15
0.00
0.00
0.36
7.79
196
1.9
89570
16.99
7.73
0.00
0.00
0.36
7.37
200
1.7
88167
16.95
7.33
0.00
0.00
0.35
6.97
204
1.6
86819
16.92
6.95
0.00
0.00
0.35
6.60
208
1.4
85523
16.89
6.59
0.00
0.00
0.35
6.25
212
1.3
84278
16.85
6.26
0.00
0.00
0.35
5.91
216
1.2
83083
16.82
5.94
0.00
0.00
0.34
5.60
220
1.1
81936
16.79
5.64
0.00
0.00
0.34
5.30
224
1.0
80835
16.76
5.36
0.00
0.00
0.34
5.02
228
0.9
79779
16.74
5.09
0.00
0.00
0.34
4.75
232
0.8
78766
16.71
4.84
0.00
0.00
0.34
4.50
236
0.7
77794
16.69
4.60
0.00
0.00
0.33
4.27
240
0.6
76861
16.66
4.38
0.00
0.00
0.33
4.04
244
0.6
75967
16.64
4.16
0.00
0.00
0.33
3.83
248
0.5
75109
16.62
3.96
0.00
0.00
0.33
3.64
252
0.5
74286
16.60
3.78
0.00
0.00
0.33
3.45
256
0.4
73496
16.58
3.60
0.00
0.00
0.32
3.27
260
0.4
72738
16.56
3.43
0.00
0.00
0.32
3.11
264
0.4
72011
16.54
3.27
0.00
0.00
0.32
2.96
268
0.3
71313
16.52
3.12
0.00
0.00
0.32
2.80
272
0.3
70643
16.50
2.98
0.00
0.00
0.32
2.66
276
0.3
69999
16.48
2.85
0.00
0.00
0.32
2.53
280
0.2
69381
16.47
2.72
0.00
0.00
0.32
2.40
284
0.2
68787
16.45
2.60
0.00
0.00
0.31
2.29
288
0.2
68217
16.44
2.49
0.00
0.00
0.31
2.17
292
0.2
67668
16.42
2.38
0.00
0.00
0.31
2.07
296
0.2
67141
16.41
2.28
0.00
0.00
0.31
1.97
300
0.2
66634
16.40
2.18
0.00
0.00
0.31
1.87
304
0.1
66146
16.38
2.09
0.00
0.00
0.31
1.79
308
0.1
65677
16.37
2.01
0.00
0.00
0.31
1.70
312
0.1
65225
16.36
1.93
0.00
0.00
0.31
1.62
316
0.1
64790
16.35
1.85
0.00
0.00
0.30
1.54
320
0.1
64371
16.34
1.77
0.00
0.00
0.30
1.47
324
0.1
63968
16.33
1.71
0.00
0.00
0.30
1.40
328
0.1
63579
16.32
1.64
0.00
0.00
0.30
1.34
332
0.1
63204
16.31
1.58
0.00
0.00
0.30
1.28
336
0.1
62842
16.30
1.52
0.00
0.00
0.30
1.22
340
0.1
62493
16.29
1.46
0.00
0.00
0.30
1.16
344
0.1
62156
16.28
1.41
0.00
0.00
0.30
1.11
348
0.0
61831
16.27
1.36
0.00
0.00
0.30
1.06
352
n n
61517
16.26
1.31
0.00
0.00
0.30
1.01
356
0.0
61214
16.25
1.26
0.00
0.00
0.30
0.96
360
0.0
60921
16.25
1.22
0.00
0.00
0.30
0.92
364
0.0
60637
16.24
1.17
0.00
0.00
0.29
0.88
368
0.0
60363
16.23
1.13
0.00
0.00
0.29
0.84
372
0.0
60098
16.23
1.10
0.00
0.00
0.29
0.80
376
0.0
59842
16.22
1.06
0.00
0.00'
0.29
U.77
380
0.0
59593
16.21
1.02
0.00
0.00
0.29
0.73
384
0.0
59352
16.21
0.99
0.00
0.00
0.29
0.70
388
0.0
59119
16.20
0.96
0.00
0.00
0.29
0.67
392
0.0
58893
16.19
0.93
0.00
0.00
0.29
0.64
396
0.0
58674
16.19
0.90
0.00
0.00
0.29
0.61
400
0.0
58462
16.18
0.87
0.00
0.00
0.29
0.58
404
U.0
58256
16.18
0.85
0.00
0.00
0.29
0.56
408
0.0
58055
16.17
0.82
0.00
0.00
0.29
0.53
G:UOBS12014114021-VAML 2B%Calcs114021 routing10y24hr Pond 1

12/01/2014
MLV
VAML Phase 2B
Pond #1
Stormwater Pond Routing
25-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
17.74 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY (25 YR)
8.15 IN/HR
Qa = 28.92 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.05 INCHES 25yr, 24hr PRECIPITATION
CN = .77
S = (1000/CN)-10
S = 2.99
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.32 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 57.95 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
134,514 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 14.50 feet
WATERSHED AREA
14.21 ACRES
RUNOFF COEF. 'C'
0.49
TIME OF CONCENTR
5.00 MIN
INTENSITY (25 YR)
8.15 IN/HR
Qp = 56.75 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
_ -
(cu ft)
(cu ft)
(ft)
(ft)
14.50
29,447
0
0
0
0
0
0.00
15.00
33,722
15,792
15,792
0.5
9.6673
-0.6931
0.51
16.00
36,418
35,070
50,862
1.5
10.8369
0.4055
1.48
17.00
39,051
37,735
88,597
2.5
11.3919
0.9163
2.46
18.00
41,796
40,424
129,020
3.5
11.7677
1.2528
3.48
19.00
44,638
43,217
172,237
4.5
12.0566
1.5041
4.54
19.40
45,774
18,082
190,320
4.9
12.1565
1.5892
4.97
Regression Output:
Ks = 33176
b = 1.09
Constant 10.41
GAMM2014114021NAML 2B%CaIcs114021 routing25y24hr Pond 1

12/01/2014 VAML Phase 2B
MLV Pond #1
Stormwater Pond Routing
25-year24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Oa =
28.92 cis
Op =
56.75 cfs
Tp =
58.0 min
dT =
4 min
BASIN DATA
Ks =
33176
b =
1.09
Zo =
10.50 ft
Normal water elev =
14.50 It
Peak Outflow =
28.76 cfs
8nx Weir Length =
16 ft
Peak Stage =
18.42 ft
Cw =
3.0
Maximum Storage =
146,852 cu ft
Zcr =
18.40 It
Control Holes:
State Orifice:
Dia =
3.00 in
Dd =
30 in
Inv =
14.50 ft
Cd =
0.59
Weir:
L =
30 in
Zi =
15.00 It
Inv =
16.00 It
Emergency Overflow Weir:
L =
480.0 in
Inv =
18.40 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
14.50
0
0
0.00
0
0.00
4
0.7
0
14.50
0
0.00
0.00
0
0.00
8
2.6
159
14.51
0.00
0.00
0.00
0.00
0.00
12
5.8
790
14.53
0.00
0.00
0.00
0.00
0.00
16
10.0
2180
14.58
0.02
0.00
0.00
0.02
0.00
20
15.1
4581
14.66
0.04
0.00
0.00
0.04
0.00
24
20.8
8196
14.78
0.09
0.00
0.00
0.09
0.00
28
26.9
13169
14.93
0.13
0.00
0.00
0.13
0.00
32
33.0
19588
15.12
0.16
0.00
0.00
0.16
0.00
36
38.9
27470
15.34
0.20
0.00
0.00
0.20
0.00
40
44.3
36764
15.60
0.23
0.00
0.00
0.23
0.00
44
49.0
47350
15.89
0.26
0.00
0.00
0.26
0.00
48
52.7
59050
16.20
0.95
0.00
0.00
0.29
0.66
52
55.3
71475
16.52
3.16
0.00
0.00
0.32
2.84
56
56.6
83985
16.85
6.18
0.00
0.00
0.35
5.83
60
56.6
96084
17.15
9.67
0.00
0.00
0.37
9.30
64
55.2
107341
17.44
13.33
0.00
0.00
0.39
12.94
68
52.6
117399
17.69
16.89
0.00
0.00
0.41
16.48
72
48.9
125980
17.90
20.12
0.00
0.00
0.42
19.70
76
44.8
132890
18.07
22.84
0.00
0.00
0.43
22.41
80
40.9
138154
18.20
24.98
0.00
0.00
0.44
24.55
84
37.4
141981
18.30
26.58
0.00
0.00
0.44
26.13
88
34.2
144583
18.36
27.68
0.00
0.00
0.45
27.23
92
31.3
146150
18.40
28.35
0.00
0.00
0.45
27.90
96
28.6
146852
18.42
28.76
0.11
0.29
0.45
28.20
100
26.1
146810
18.42
28.73
0.10
0.26
0.45
28.18
104
23.9
146185
18.40
28.37
0.00
0.01
0.45
27.91
108
21.8
145112
18.38
27.90
0.00
0.00
0.45
27.45
112
20.0
143657
18.34
27.29
0.00
0.00
0.45
26.84
116
18.3
141900
18.30
26.54
0.00
0.00
0.44
26.10
GAJOBSMIA14021-VAML 2B%Ca1cs\14021 routing25yrMr Pond 1

12/01/2014 VAML Phase 2B 14021
MLV Pond #1
Stormwater Pond Routing
25-year 24hr Storm
120
16.7
139910
18.25
25.71
0.00
0.00
0.44
25.27
124
15.3
137744
18.19
24.82
0.00
0.00
0.44
24.38
128
13.9
135450
18.14
23.88
0.00
0.00
0.43
23.44
132
12.7
133066
18.08
22.91
0.00
0.00
0.43
22.48
136
11.7
130627
18.02
21.94
0.00
0.00
0.43
21.51
140
10.7
128159
17.96
20.96
0.00
0.00
0.42
20.54
144
9.7
125685
17.90
20.00
0.00
0.00
0.42
19.58
148
8.9
123221
17.84
19.06
0.00
0.00
0.42
18.64
152
8.1
120784
17.77
18.14
0.00
0.00
0.41
17.73
156
7.4
118384
17.71
17.25
0.00
0.00
0.41
16.84
160
6.8
116030
17.66
16.39
0.00
0.00
0.40
15.98
164
6.2
113730
17.60
15.56
0.00
0.00
0.40
15.16
168
5.7
111489
17.54
14.76
0.00
0.00
0.40
14.37
172
5.2
109310
17.49
14.00
0.00
0.00
0.39
13.61
176
4.8
107197
17.43
13.28
0.00
0.00
0.39
12.89
180
4.3
105150
17.38
12.59
0.00
0.00
0.39
12.20
184
4.0
103172
17.33
11.93
0.00
0.00
0.38
11.55
188
3.6
101262
17.29
11.31
0.00
0.00
0.38
10.93
192
3.3
99420
17.24
10.71
0.00
0.00
0.3s
10.34
196
3.0
97644
17.19
10.15
0.00
0.00
0.37
9.78
200
2.8
95936
17.15
9.62
0.00
0.00
0.37
9.25
204
2.5
94292
17.11
9.12
0.00
0.00
0.37
8.76
208
2.3
92711
17.07
8.65
0.00
0.00
0.36
8.28
212
2.1
91192
17.03
8.20
0.00
0.00
0.36
7.84
216
1.9
89733
16.99
7.78
0.00
0.00
0.36
7.42
220
1.8
88331
16.96
7.38
0.00
0.00
0.35
7.02
224
1.6
86986
16.92
7.00
0.00
0.00
0.35
6.65
228
1.5
85695
16.89
6.64
0.00
0.00
0.35
6.29
232
1.4
84456
16.86
6.31
0.00
0.00
0.35
5.96
236
1.2
83268
16.83
5.99
0.00
0.00
0.34
5.64
240
1.1
82127
16.80
5.69
0.00
0.00
0.34
5.35
244
1.0
81033
16.77
5.41
0.00
0.00
0.34
5.07
248
0.9
79984
16.74
5.14
0.00
0.00
0.34
4.80
252
0.9
78977
16.72
4.89
0.00
0.00
0.34
4.55
256
0.8
78010
16.69
4.65
0.00
0.00
0.33
4.32
260
0.7
77083
16.67
4.43
0.00
0.00
0.33
4.10
264
0.7
76194
16.65
4.22
0.00
0.00
0.33
3.89
268
0.6
75340
16.62
4.02
0.00
0.00
0.33
3.69
272
0.6
74521
16.60
3.83
0.00
0.00
0.33
3.50
276
0.5
73734
16.58
3.65
0.00
0.00
0.32
3.33
280
0.5
72979
16.56
3.48
0.00
0.00
0.32
3.16
284
0.4
72254
16.54
3.32
0.00
0.00
0.32
3.00
288
0.4
71557
16.53
3.17
0.00
0.00
0.32
2.85
292
0.4
70888
16.51
3.03
0.00
0.00
0.32
2.71
296
0.3
70245
16.49
2.90
0.00
0.00
0.32
2.58
300
0.3
69627
16.47
2.77
0.00
0.00
0.32
2.45
304
0.3
69033
16.46
2.65
0.00
0.00
0.31
2.34
308
0.2
68462
16.44
2.54
0.00
0.00
0.31
2.22
312
0.2
67912
16.43
2.43
0.00
0.00
0.31
2.12
316
0.2
67383
16.42
2.33
0.00
0.00
0.31
2.02
320
0.2
66874
16.40
2.23
0.00
0.00
0.31
1.92
324
0.2
66385
16.39
2.14
0.00
0.00
0.31
1.83
328
0.2
65913
16.38
2.05
0.00
0.00
0.31
1.74
332
0.1
65459
16.37
1.97
0.00
0.00
0.31
1.66
336
0.1
65021
16.35
1.89
0.00
0.00
0.31
1.58
340
0.1
64699
16.34
1.81
0.00
0.00
0.30
1.51
344
0.1
64192
16.33
1.74
0.00
0.00
0.30
1.44
348
0.1
63800
16.32
1.68
0.00
0.00
0.30
1.37
352
0.1
63422
16.31
1.61
0.00
0.00
0.30
1.31
356
0.1
63057
16.30
1.55
0.00
0.00
0.30
1.25
360
0.1
62704
16.29
1.49
0.00
0.00
0.30
1.19
364
0.1
62364
16.28
1.44
0.00
0.00
0.30
1.14
368
0.1
62035
16.28
1.39
0.00
0.00
0.30
1.09
372
0.1
61718
16.27
1.34
0.00
0.00
0.30
1.04
376
0.1
61411
16.2E
1.29
0.00
0.00
0.30
0.99
380
0.0
61114
16.25
1.25
0.00
0.00
0.30
0.95
384
0.0
60827
16.24
1.20
0.00
0.00
0.30
0.91
388
0.0
60549
16.24
1.16
0.00
0.00
0.29
0.87
392
0.0
60280
16.23
1.12
0.00
0.00
0.29
0.83
396
0.0
60020
16.22
1.08
0.00
0.00
0.29
0.79
400
0.0
59768
16.22
1.05
0.00
0.00
0.29
0.76
404
0.0
59524
16.21
1.01
0.00
0.00
0.29
0.72
408
0.0
59287
16.20
0.98
0.00
0.00
0.29
0.69
G:WOBS12014N4021-VAML 2B1Ceicst14021 routing25y24hr_Pond 1

12/02/2014
MLV
VAML Phase 2B
Pond #1
Stormwater Pond Routing
100-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA 1
17.74 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
10.00 MIN
INTENSITY (100 YR) 1
8.48 IN/HR
Qa = 30.09 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 1.0 INCHES 100yr, 24hr PRECIPITATION
CN = 77
S = (1000/CN)-10
S = 2.99
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 7.14 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 65.99 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39`60
202,285 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 14.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
14.21 ACRES
RUNOFF COEF. 'C'
0.49
TIME OF CONCENTR
5.00 MIN
INTENSITY (100 YR)
9.60 IN/HR
Qp = 66.84 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)
14.50
29,447
0
0
0
0
0
0.00
15.00
33,722
15,792
15,792
0.5
9.6673
-0.6931
0.51
16.00
36,418
35,070
50,862
1.5
10.8369
0.4055
1.48
17.00
39,051
37,735
88,597
2.5
11.3919
0.9163
2.46
18.00
41,796
40,424
129,020
3.5
11.7677
1.2528
3.48
19.00
44,638
43,217
172,237
4.5
12.0566
1.5041
4.54
19.40
45,774
18,082
190,320
4.9
12.1565
1.5892
4.97
Regression Output:
Ks = 33176
b = 1.09
Constant 10.41
G:U0BS12014114021-VAML MCNW14021 routing100y24hr_Pond 1

12/02/2014 VAML Phase 2B
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
30.09 cfs
Qp =
66.84 cfs
Tp =
66.0 min
dT =
4 min
BASIN DATA
Ks =
33176
b =
1.09
Zo =
14.50 ft
Normal water elev =
14.50 ft
Peak Outflow =
48.95 cfs
Box Weir Length =
16 ft
Peak Stage =
18.82 It
Cw =
3.0
Maximum Storage =
163,277 cu ft
Zcr =
18.40 ft
Control Holes:
State Orifice:
Dia =
3.00 in
Dd =
30 in
Inv =
14.50 It
Cd =
0.59
Weir:
L =
30 in
Zi =
15.00 ft
Inv =
16.00 It
Emergency Overflow Weir.
L =
720.0 in
Inv =
18.40 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(CIS)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
14.50
0
0
0.00
0
0.00
4
0.6
0
14.60
0
0.00
0.00
0
0.00
8
2.4
145
14.51
0.00
0.00
0.00
0.00
0.00
12
5.3
720
14.53
0.00
0.00
0.00
0.00
0.00
16
9.2
1993
14.58
0.01
0.00
0.00
0.01
0.00
20
14.0
4206
14.65
0.04
0.00
0.00
0.04
n nn
24
19.5
7567
14.76
0.08
0.00
0.00
0.08
0.00
28
25.6
12237
14.90
0.12
0.00
0.00
0.12
0.00
32
31.8
18340
15.08
0.16
0.00
0.00
0.16
0.00
36
38.2
25945
15.30
0.19
0.00
0.00
0.19
0.00
40
44.4
35064
15.55
0.22
0.00
0.00
0.22
0.00
44
50.1
45658
15.84
0.26
0.00
0.00
0.26
0.00
48
55.3
57632
16.16
0.77
0.00
0.00
0.29
0.48
52
59.7
70724
16.50
3.00
0.00
0.00
0.32
2.68
56
63.1
84333
16.85
6.27
0.00
0.00
0.35
5.93
60
65.5
97981
17.20
10.26
0.00
0.00
0.37
9.89
64
66.7
111237
17.54
14.67
0.00
0.00
0.40
14.28
68
66.7
123722
17.85
19.25
0.00
0.00
0.42
18.83
72
65.5
135108
18.13
23.74
0.00
0.00
0.43
23.30
76
63.1
145127
18.38
27.91
0.00
0.00
0.45
27.46
80
59.7
153577
18.58
35.32
3.73
14.00
0.46
31.12
84
55.4
159424
18.72
43.08
8.88
33.30
0.47
33.73
88
51.2
162391
18.80
47.55
12.00
44.99
0.47
35.08
92
47.4
163277
18.82
48.95
12.99
48.70
0.48
35.48
96
43.8
162897
18.81
48.34
12.56
47.09
0.47
35.31
100
40.5
161799
18.78
46.63
11.35
42.56
0.47
34.81
104
37.4
160316
18.75
44.39
9.78
36.69
0.47
34.13
108
34.6
158636
18.71
41.95
8.10
30.39
0.47
33.38
112
31.9
156861
18.66
39.49
6.45
24.18
0.47
32.58
116
29.5
155048
18.62
37.12
4.89
18.33
0.46
31.77
G:WOBS12014114021-VAML 2B1CaIcs114021 routing100yr24hr_Pond 1

12/02/2014
VAML Phase 2B
14021
MLV
Pond #1
Stonnwater Pond Routing
100-year 24hr Storm
120
27.3
153222
18.57
34.90
3.47
13.01
0.46
30.96
124
25.2
151394
18.53
32.84
2.22
8.33
0.46
30.16
128
23.3
149563
18.48
30.99
1.17
4.40
0.46
29.37
132
21.5
147717
18.44
29.39
0.37
1.39
0.45
28.57
136
19.9
145832
18.39
28.21
0.00
0.00
0.45
27.76
140
18.4
143838
18.34
27.36
0.00
0.00
0.45
26.91
144
17.0
141686
18.29
26.45
0.00
0.00
0.44
26.01
148
15.7
139418
18.24
25.51
0.00
0.00
0.44
25.07
152
14.5
137067
18.18
24.54
0.00
0.00
0.44
24.10
156
13.4
134664
18.12
23.56
0.00
0.00
0.43
23.12
160
12.4
132232
18.06
22.58
0.00
0.00
0.43
22.15
164
11.5
129790
18.00
21.61
0.00
0.00
0.43
21.18
168
10.6
127357
1 /.94
20.65
0.00
0.00
0.42
20.23
172
9.8
124943
17.88
19.72
0.00
0.00
0.42
19.30
176
9.1
122561
17.82
18.81
0.00
0.00
0.41
18.39
180
8.4
120219
17.76
17.93
0.00
0.00
0.41
17.52
184
7.7
117924
17.70
17.08
0.00
0.00
0.41
16.67
188
7.1
115681
17.65
16.26
0.00
0.00
0.40
15.86
192
6.6
113494
17.59
15.47
0.00
0.00
0.40
15.07
196
6.1
111365
17.54
14.72
0.00
0.00
0.40
14.32
200
5.6
109297
17.49
14.00
0.00
0.00
0.39
13.61
204
5.2
107291
17.44
13.31
0.00
0.00
0.39
12.92
208
4.8
105348
17.39
12.65
0.00
0.00
0.39
12.27
212
4.5
103468
17.34
12.03
0.00
0.00
0.38
11.65
216
4.1
101650
17.30
11.43
0.00
0.00
0.38
11.05
220
3.8
99894
17.25
10.87
0.00
0.00
0.38
10.49
224
3.5
98200
17.21
10.33
0.00
0.00
0.37
9.96
228
3.2
96565
17.17
9.82
0.00
0.00
0.37
9.45
232
3.0
94988
17.13
9.33
0.00
0.00
0.37
8.97
236
2.8
93469
17.09
8.87
0.00
0.00
0.36
8.51
240
2.6
92005
17.05
8.44
0.00
0.00
0.36
8.08
244
2.4
90596
17.01
8.02
0.00
0.00
0.36
7.67
248
2.2
89239
16.98
7.63
0.00
0.00
0.36
7.28
252
2.0
87933
16.95
7.26
0.00
0.00
0.35
6.91
256
1.9
86676
16.91
6.91
0.00
0.00
0.35
6.56
260
1.7
85466
16.88
6.58
0.00
0.00
0.35
6.23
264
1.6
84302
16.85
6.26
0.00
0.00
0.35
5.92
268
1.5
83183
16.83
5.97
0.00
0.00
0.34
5.62
272
1.4
82105
16.80
5.68
0.00
0.00
0.34
5.34
276
1.3
81069
16.77
5.42
0.00
0.00
0.34
5.08
280
1.2
80072
16.75
5.16
0.00
0.00
0.34
4.83
284
1.1
79113
16.72
4.92
0.00
0.00
0.34
4.59
288
1.0
78190
16.70
4.70
0.00
0.00
0.33
4.36
292
0.9
77302
16.67
4.48
0.00
0.00
0.33
4.15
296
0.9
76448
16.65
4.28
0.00
0.00
0.33
3.95
300
0.8
75626
16.63
4.08
0.00
0.00
0.33
3.76
304
0.7
74835
16.61
3.90
0.00
0.00
0.33
3.57
308
0.7
74073
16.59
3.73
0.00
0.00
0.33
3.40
312
0.6
73340
16.57
3.56
0.00
0.00
0.32
3.24
316
0.6
72634
16.55
3.41
0.00
0.00
0.32
3.08
320
0.5
71954
16.54
3.26
0.00
0.00
0.32
2.94
324
0.5
71299
16.52
3.12
0.00
0.00
0.32
2.80
328
0.5
70668
16.50
2.99
0.00
0.00
0.32
2.67
332
0.4
70061
16.49
2.86
0.00
0.00
0.32
2.54
336
0.4
69475
16.47
2.74
0.00
0.00
0.32
2.42
340
0.4
68911
16.46
2.63
0.00
0.00
0.31
2.31
344
0.3
68366
16.44
2.52
0.00
0.00
0.31
2.20
348
0.3
67842
16.43
2.41
0.00
0.00
0.31
2.10
352
0.3
67336
16.42
2.32
0.00
0.00
0.31
2.01
356
0.3
66847
16.40
2.22
0.00
0.00
0.31
1.91
360
0.2
66376
16.39
2.14
0.00
0.00
0.31
1.83
364
0.2
65922
16.38
2.05
0.00
0.00
0.31
1.74
368
0.2
65483
16.37
1.97
0.00
0.00
0.31
1.67
372
0.2
65059
16.36
1.90
0.00
0.00
0.31
1.59
376
0.2
64650
16.34
1.82
0.00
0.00
0.30
1.52
380
0.2
64254
16.33
1.75
0.00
0.00
0.30
1.45
384
0.2
63872
16.32
1.69
0.00
0.00-
0.30
1.39
388
0.1
63503
16.31
1.63
0.00
0.00
0.30
1.32
392
0.1
63146
16.31
1.57
0.00
0.00
0.30
1.27
396
0.1
62801
16.30
1.51
0.00
0.00
0.30
1.21
400
0.1
62467
16.29
1.46
0.00
0.00
0.30
1.16
404
0.1
62144
16.28
140
n nn
0.00
0.30
1.11
408
0.1
61831
16.27
1.36
0.00
0.00
0.30
1.06
G:%JOBS12014114021-VAML 281Calcs114021 routing100y24hr Pond 1

12/02/2014 VAML Phase 2B
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
Clogged
WATERSHED DATA
WATERSHED AREA
17.74 ACRES
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
10.00 MIN
INTENSITY (100 YR)
8.48 IN/HR
Oa = 30.09 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = - 10 INCHES 100yr, 24hr PRECIPITATION
CN = - 77.
S = (10001CN)-10
S = 2.99
Depth (D) _ (P-0.2S)"2/(P+0.8S)
D = 7.14 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] I Qp
Tp = 65.99 MINUTES
Storage Volume Req'd = (Qp-0a)*Tp*1.39*60
= 202,285 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 14.50 feet
AFTER DEVELOPMENT
WATERSHED AREA 1
14.21 ACRES
RUNOFF COEF. 'C'
0.49
TIME OF CONCENTR
5.00 MIN
INTENSITY (100 YR)
9.60 IN/HR
Qp = 66.84 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)
14.50
29,447
0
0
0
0
0
0.00
15.00
33,722
15,792
15,792
0.5
9.6673
-0.6931
0.51
16.00
36,418
35,070
50,862
1.5
10.8369
0.4055
1.48
17.00
39,051
37,735
88,597
2.5
11.3919
0.9163
2.46
18.00
41,796
40,424
129,020
3.5
11.7677
1.2528
3.48
19.00
44,638
43,217
172,237
4.5
12.0566
1.5041
4.54
19.40
45,774
18,082
190,320
4.9
12.1565
1.5892
4.97
Regression Output:
_=> Ks = 33176
b = 1.09
Constant 10.41
14021
G:WOBM2014114021-VAMLMkCalcs\14021 routing900yr24hr clogged_Pond 1

12/02/2014 VAML Phase 2B
MLV Pond #1
Stormwater Pond Routing
100-year 24hr Storm
Clogged
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
30.09 cis
Qp =
66.84 cis
Tp =
66.0 min
dT =
4 min
BASIN DATA
Ks =
33176
b=
1.09
Zo =
10.50 ft
Normal water elev =
14.50 ft
Peak Outflow =
64.04 cfs
Box Weir Length =
it
Peak Stage =
18.90 ft
Cw =
3.0
Maximum Storage =
166,733 cu ft
Zcr =
ft
Control Holes:
State Orifice.
Dia =
in
Dd =
in
Inv =
ft
Cd =
0.59
Weir:
L =
720 in
Zi =
It
Inv =
18.40 ft
Emergency Overflow Weir:
L =
in
Inv =
ft
14021
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
( )
(� ft)
(ft)
(�)
(cls)
(cls)
0
0.0
0
14.50
0
0
0.00
0
0.00
4
0.6
0
14.50
0
0.00
0.00
0
0.00
8
2.4
145
14.51
0.00
0.00
0.00
0.00
0.00
12
5.3
720
14.53
0.00
0.00
0.00
0.00
0.00
16
9.2
1994
14.58
0.00
0.00
0.00
0.00
0.00
20
14.0
4210
14.65
0.00
0.00
0.00
0.00
0.00
24
19.5
7580
14.76
0.00
0.00
0.00
0.00
0.00
28
25.6
12271
14.90
0.00
0.00
0.00
0.00
0.00
32
31.8
18403
15.08
0.00
0.00
0.00
0.00
0.00
36
38.2
26045
15.30
0.00
0.00
0.00
0.00
0.00
40
44.4
35210
15.56
0.00
0.00
0.00
0.00
0.00
44
50.1
45858
15.85
0.00
0.00
0.00
0.00
0.00
48
55.3
57893
16.17
0.00
0.00
0.00
0.00
0.00
52
59.7
71169
16.51
0.00
0.00
0.00
0.00
0.00
56
63.1
85498
16.88
0.00
0.00
0.00
0.00
0.00
60
65.5
100651
17.27
0.00
0.00
0.00
0.00
0.00
64
66.7
116370
17.66
0.00
0.00
0.00
0.00
0.00
68
66.7
132376
18.06
0.00
0.00
0.00
0.00
0.00
72
65.5
148382
18.46
2.34
0.00
0.00
0.00
2.34
76
63.1
163537
18.82
49.80
0.00
0.00
0.00
49.80
80
59.7
166733
18.90
64.04
0.00
0.00
0.00
64.04
84
55.4
165685
18.88
59.25
0.00
0.00
0.00
59.25
88
51.2
164772
18.85
55.17
0.00
0.00
0.00
55.17
92
47.4
^,63830
18.83
51.06
0.00
0.00
0.0U
51.06
96
43.8
162942
18.81
47.28
0.00
0.00
0.00
47.28
100
40.5
162099
18.79
43.79
0.00
0.00
0.00
43.79
104
37.4
161299
18.77
40.55
0.00
0.00
0.00
40.55
108
34.6
160540
18.75
37.56
0.00
0.00
0.00
37.56
112
31.9
159819
18.73
34.79
0.00
0.00
0.00
34.79
116
29.5
159135
18.72
32.22
0.00
0.00
0.00
32.22
G:W0BS12014114021-VAML 2B%CaIcs114021 routing100yr24hr_dogged_Pond 1

12/02/2014
VAML Phase 2B
14021
MLV
Pond #1
Stormwater Pond Routing
100-year 24hr Storm
Clogged
120
27.3
158486
18.70
29.85
0.00
0.00
0.00
29.85
124
25.2
157869
18.69
27.65
0.00
0.00
0.00
27.65
128
23.3
157284
18.67
25.62
0.00
0.00
0.00
25.62
132
21.5
156729
18.66
23.73
0.00
0.00
0.00
23.73
136
19.9
156202
18.65
21.99
0.00
0.00
0.00
21.99
140
18.4
155701
18.63
20.38
0.00
0.00
0.00
20.38
144
17.0
155226
18.62
18.88
0.00
0.00
0.00
18.68
148
15.7
154774
18.61
17.50
0.00
0.00
0.00
17.50
152
14.5
154346
18.60
16.22
0.00
0.00
0.00
16.22
156
13.4
153939
18.59
15.03
0.00
0.00
0.00
15.03
160
12.4
153553
18.58
13.93
0.00
0.00
0.00
13.93
164
11.5
153186
18.57
12.92
0.00
0.00
0.00
12.92
168
10.6
152838
18.56
11.97
0.00
0.00
0.00
11.97
172
9.8
152507
18.56
11.10
0.00
0.00
0.00
11.10
176
9.1
152193
18.55
10.29
0.00
0.00
0.00
10.29
180
8.4
151895
18.54
9.55
0.00
0.00
0.00
9.55
184
7.7
151612
18.53
8.85
0.00
0.00
0.00
8.85
188
7.1
151343
18.53
8.21
0.00
0.00
0.00
8.21
192
6.6
151087
18.52
7.62
0.00
0.00
0.00
7_92
196
6.1
150844
18.52
7.06
0.00
0.00
0.00
7.06
200
5.6
150614
18.51
6.55
0.00
0.00
0.00
6.55
204
5.2
150395
18.50
6.08
0.00
0.00
0.00
6.08
208
4.8
150187
18.50
5.64
0.00
0.00
0.00
5.64
212
4.5
149989
18.49
5.24
0.00
0.00
0.00
5.24
216
4.1
149801
18.49
4.86
0.00
0.00
0.00
4.86
220
3.8
149623
18.49
4.51
0.00
0.00
0.00
4.51
224
3.5
149453
18.48
4.19
0.00
0.00
0.00
4.19
228
3.2
149292
18.48
3.89
0.00
0.00
0.00
3.89
232
3.0
149139
18.47
3.61
0.00
0.00
0.00
3.61
236
2.8
148994
18.47
3.35
0.00
0.00
0.00
3.35
240
2.6
148856
18.47
3.11
0.00
0.00
0.00
3.11
244
2.4
148724
18.46
2.89
0.00
0.00
0.00
2.89
248
2.2
148600
18.46
2.69
0.00
0.00
0.00
2.69
252
2.0
148481
18.46
2.49
0.00
0.00
0.00
2.49
256
1.9
148368
18.45
2.32
0.00
0.00
0.00
2.32
260
1.7
148261
18.45
2.15
0.00
0.00
0.00
2.15
264
1.6
148159
18.45
2.00
0.00
0.00
0.00
2.00
268
1.5
148062
18.45
1.86
0.00
0.00
0.00
1.86
272
1.4
147970
18.45
1.73
0.00
0.00
0.00
1.73
276
1.3
147883
18.44
1.61
0.00
0.00
0.00
1.61
280
1.2
147800
18.44
1.50
0.00
0.00
0.00
1.50
284
1.1
147721
18.44
1.39
0.00
0.00
0.00
1.39
288
1.0
147645
18.44
1.29
0.00
0.00
0.00
1.29
292
0.9
147574
18.44
1.20
0.00
0.00
0.00
1.20
296
0.9
147506
18.43
1.12
0.00
0.00
0.00
1.12
300
0.8
147441
18.43
1.04
0.00
0.00
0.00
1.04
304
0.7
147380
18.43
0.97
0.00
0.00
0.00
0.97
308
0.7
147321
18.43
0.90
0.00
0.00
0.00
0.90
312
0.6
147266
18.43
0.84
0.00
0.00
0.00
0.84
316
0.6
147213
18.43
0.78
0.00
0.00
0.00
0.78
320
0.5
147163
18.43
0.73
0.00
0.00
0.00
0.73
324
0.5
147115
18.42
0.68
0.00
0.00
0.00
0.68
328
0.5
147069
18.42
0.63
0.00
0.00
0.00
0.63
332
0.4
147026
18.42
0.59
0.00
0.00
0.00
0.59
336
0.4
146984
18.42
0.55
0.00
0.00
0.00
0.55
340
0.4
146945
18.42
0.51
0.00
0.00
0.00
0.51
344
0.3
146908
18.42
0.48
0.00
0.00
0.00
0.48
348
0.3
146872
18.42
0.45
0.00
0.00
0.00
0.45'
352
0.3
146839
18.42
0.42
0.00
0.00
0.00
0.42
356
0.3
146806
18.42
0.39
0.00
0.00
0.00
0.39
360
0.2
146776
18.42
0.36
0.00
0.00
0.00
0.36
364
0.2
146746
18.42
0.34
0.00
0.00
0.00
0.34
368
0.2
146719
18.41
0.32
0.00
0.00
0.00
0.32
372
0.2
146692
18.41
0.30
0.00
0.00
0.00
0.30
376
0.2
146667
18.41
0.28
0.00
0.00
0.00
0.28
380
0.2
146643
18.41
0.26
0.00
0.00
0.00
0.26
384
0.2
146620
18.41
0.24
0.00
0.00
0.00
0.24
388
0.1
146598
18.41
0.23
0.00
0.00
0.00
0.23
392
0.1
146578
18.41
0.21
0.00
0.00
0.00
0.21
396
0.1
146558
18.41
0.20
0.00
0.00
0.00
0.20
400
0.1
146539
18.41
0.18
0.00
0.00
0.00
0.18
404
0.1
146521
18.41
0.17
o_n0
0.00
0.00
0.17
408
0.1
146504
18.41
0.16
0.00
0.00
0.00
0.16
G:IJOBS12014114021-VAML 2MCaIcs114021 roubng100y24hr_clogged_Pond 1

01/14/2015
MLV
VAML Phase 2B
Pond #2
Stormwater Pond Routing
2-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
8.46 ACRES
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY 2 YR
5.88 IN/HR
Qa = 9.95 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4,5 INCHES 2yr, 24hr PRECIPITATION
CN = = 72
S = (1000/CN)-10
S = 3.89
Depth (D) = (P-0.2S)A2/(P+0.8S)
D = 1.82 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 22.44 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
= 37,907 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 23.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
1 8.56 ACRES
RUNOFF COEF. 'C'
0.60
TIME OF CONCENTR
5.00 MIN
INTENSITY 2 YR
5.88 IN/HR
Qp = 30.20 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)
23.50
12,563
0
0
0
0
0
0.00
24.00
14,993
6,889
6,889
0.5
8.8377
-0.6931
0.51
25.00
16,580
15,787
22,676
1.5
10.0290
0.4055
1.47
26.00
18,193
17,387
40,062
2.5
10.5982
0.9163
2.43
27.00
19,926
19,060
59,122
3.5
10.9873
1.2528
3.43
28.00
21,710
20,818
79,940
4.5
11.2890
1.5041
4.47
29.00
23,568
22,639
102,579
5.5
11.5384
1.7047
5.57
30.00
25,498
24,533
127,112
6.5
11.7528
1.8718
6.73
Regression Output:
=> Ks = 14651
b = 1.13
Constant 9.59
G:UOBS12014114021-VAML 2B%CaIcs114021 routing2yr24hr Pond 2

01/14/2015
MLV
VAML Phase 2B
Pond #2
Stormwater Pond Routing
2-year 24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
9.95 cfs
Qp =
30.20 cfs
Tp =
22.4 min
dT =
4 min
BASIN DATA
Ks =
b=
Zo =
Normal water elev =
Box Weir Length =
Cw =
Zcr =
14651
1.13
23.50 ft
23.50 ft
Peak Outflow, =
1.26 cfs
16 It
Peak Stage =
26.61 It
3.0
Maximum Storage =
53,053 cu it
29.00 ft
Control Holes:
State Orifice:
Dia = 2.00 in
Dd = 30 in
Cd = 0.59
Zi = 15.50 it
Inv = 23.50 ft
Weir: L = 9 in
Inv = 26.00 ft
Emergency Overflow Weir: L = 480.0 in
Inv = 29.00 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
23.50
0
0
0.00
0
0.00
4
2.3
0
23.50
0
0.00
0.00
0
0.00
8
8.5
553
23.56
0.01
0.00
0.00
0.01
0.00
12
16.7
2596
23.72
0.04
0.00
0.00
0.04
0.00
16
24.5
6605
23.99
0.07
0.00
0.00
0.07
0.00
20
29.3
12460
24.37
0.09
0.00
0.00
0.09
0.00
24
29.8
19475
24.79
0.11
0.00
0.00
0.11
0.00
28
25.9
26611
25.19
0.13
0.00
0.00
0.13
0.00
32
20.5
32786
25.54
0.14
0.00
0.00
0.14
0.00
36
16.3
37680
25.80
0.15
0.00
0.00
0.15
0.00
40
12.9
41553
26.01
0.16
0.00
0.00
0.16
0.00
44
10.2
44615
26.17
0.33
0.00
0.00
0.17
0.16
48
8.1
46997
26.30
0.54
0.00
0.00
0.17
0.37
52
6.4
48819
26.39
0.73
0.00
0.00
0.17
0.56
56
5.1
50192
26.47
0.89
0.00
0.00
0.18
0.71
60
4.1
51206
26.52
1.02
0.00
0.00
0.18
0.84
64
3.2
51936
26.56
1.11
0.00
0.00
0.18
0.93
68
2.6
52442
26.58
1.18
0.00
0.00
0.18
1.00
72
2.0
52772
26.60
1.22
0.00
0.00
0.18
1.04
76
1.6
52964
26.61
1.25
0.00
0.00
0.18
1.07
80
1.3
53050
26.61
1.26
0.00
0.00
0.18
1.08
84
1.0
53053
26.61
1.26
0.00
0.00
0.18
1.08
88
0.8
52992
26.61
1.25
0.00
0.00
0.18
1.07
92
0.6
52884
26.61
1.24
0.00
0.00
0.18
1.06
96
0.5
52739
26.60
1.22
0.00
0.00
0.18
1.04
100
0.4
52568
26.59
110
0.00
0.00
0.18
102
104
0.3
52377
20.58
1.17
0.00
0.00
0.18
0.99
108
0.3
52172
26.57
1.14
0.00
0.00
0.18
0.96
112
0.2
51958
26.56
1.11
0.00
0.00
0.18
0.94
116
0.2
51739
26.55
1.08
0.00
0.00
0.18
0.91
G:%JOBS%2014\741121-VAML 2B1Calcs114O21 routing2yr24hr_P0nd 2

01/14/2015 VAML Phase 2B 14021
MLV Pond #2
Stormwater Pond Routing
2-year 24hr Storm
120
0.1
51517
26.53
1.06
0.00
0.00
0.18
0.88
124
0.1
51293
26.62
1.03
0.00
0.00
0.18
0.85
128
0.1
51071
26.51
1.00
0.00
0.00
0.18
0.82
132
0.1
50850
26.50
0.97
0.00
0.00
0.18
0.79
136
0.0
50632
26.49
0.94
0.00
0.00
0.18
0.77
140
0.0
50418
26.48
0.92
0.00
0.00
0.18
0.74
144
0.0
50207
26.47
0.89
0.00
0.00
0.18
0.72
148
0.0
50001
26.46
0.87
0.00
0.00
0.17
0.69
152
0.0
49799
26.44
0.84
0.00
0.00
0.17
0.67
156
0.0
49602
26.43
0.82
0.00
0.00
0.17
0.64
160
0.0
49409
26.42
0.80
0.00
0.00
0.17
0.62
164
0.0
49221
26.41
0.77
0.00
0.00
0.17
0.60
168
0.0
49037
26.41
0.75
0.00
0.00
0.17
0.58
172
0.0
48858
26.40
0.73
0.00
0.00
0.17
0.56
176
0.0
48684
26.39
0.71
0.00
0.00
0.17
0.54
180
0.0
48514
26.38
0.69
0.00
0.00
0.17
0.52
184
0.0
48348
26.37
0.68
0.00
0.00
0.17
0.50
188
0.0
48187
26.36
0.66
0.00
0.00
0.17
0.49
192
n n
48029
26.35
0.64
0.00
0.00
0.17
0.47
196
0.0
47876
26.34
0.63
0.00
0.00
0.17
0.45
200
0.0
47726
26.34
0.61
0.00
0.00
0.17
0.44
204
0.0
47580
26.33
0.59
0.00
0.00
0.17
0.42
208
0.0
47437
26.32
0.58
0.00
0.00
0.17
0.41
212
0.0
47298
26.31
0.57
0.00
0.00
0.17
0.40
216
0.0
47162
26.31
0.55
0.00
0.00
0.17
0.38
220
0.0
47030
26.30
0.54
0.00
0.00
0.17
0.37
224
0.0
46901
26.29
0.53
0.00
0.00
0.17
0.36
228
0.0
46774
26.29
0.51
0.00
0.00
0.17
0.34
232
0.0
46651
26.28
0.50
0.00
0.00
0.17
0.33
236
0.0
46630
26.27
0.49
0.00
0.00
0.17
0.32
240
0.0
46413
26.27
0.48
0.00
0.00
0.17
0.31
244
0.0
46297
26.26
0.47
0.00
0.00
0.17
0.30
248
0.0
46185
26.26
0.46
0.00
0.00
0.17
0.29
252
0.0
46075
26.25
0.45
0.00
0.00
0.17
0.28
256
0.0
45967
26.24
0.44
0.00
0.00
0.17
0.27
260
0.0
45862
26.24
0.43
0.00
0.00
0.17
0.26
264
0.0
45758
26.23
0.42
0.00
0.00
0.17
0.25
268
0.0
45658
26.23
0.41
0.00
0.00
0.17
0.24
272
0.0
45559
26.22
0.40
0.00
0.00
0.17
0.24
276
0.0
45462
26.22
0.40
0.00
0.00
0.17
0.23
280
0.0
45367
26.21
0.39
0.00
0.00
0.17
0.22
284
0.0
45274
26.21
0.38
0.00
0.00
0.17
0.21
288
0.0
45183
26.20
0.37
0.00
0.00
0.17
0.21
292
0.0
45094
26.20
0.36
0.00
0.00
0.17
0.20
296
0.0
45006
26.19
0.36
0.00
0.00
0.17
0.19
300
0.0
44920
26.19
0.35
0.00
0.00
0.17
0.18
304
0.0
44836
26.18
0.34
0.00
0.00
0.17
0.18
308
0.0
44754
26.18
0.34
0.00
0.00
0.17
0.17
312
0.0
44673
26.18
0.33
0.00
0.00
0.17
0.17
316
0.0
44593
26.17
0.33
0.00
0.00
0.17
0.16
320
0.0
44515
26.17
0.32
0.00
0.00
0.17
0.15
324
0.0
44438
26.16
0.31
0.00
0.00
0.17
0.15
328
0.0
44363
26.16
0.31
0.00
0.00
0.17
0.14
332
0.0
44289
26.16
0.30
0.00
0.00
0.17
0.14
336
0.0
44216
26.15
0.30
0.00
0.00
0.17
0.13
340
0.0
44145
26.15
0.29
0.00
0.00
0.17
0.13
344
0.0
44074
26.14
0.29
0.00
0.00
0.17
0.12
348
0.0
44005
26.14
0.28
0.00
0.00
0.16
0.12
352
0.0
43937
26.14
0.28
0.00
0.00
0.16
0.11
356
0.0
43871
26.13
0.27
0.00
0.00
0.16
0.11
360
0.0
43805
26.13
0.27
0.00
0.00
0.16
0.10
364
0.0
43740
26.13
0.27
0.00
0.00
0.16
0.10
368
0.0
43677
26.12
0.26
0.00
0.00
0.16
0.10
372
0.0
43614
26.12
0.26
0.00
0.00
0.16
0.09
376
0.0
43552
26.12
0.25
0.00
0.00
0.16
0.09
380
0.0
43491
26.11
0.25
0.00
0.00
0.16
0.09
384
0.0
43431
26.11
0.25
0.00
0.00
0.16
0.08
388
0.0
43372
26.11
0.24
0.00
0.00
0.16
0.08
392
0.0
43314
26.10
0.24
0.00
0.00
0.16
0.08
396
0.0
43257
26.10
0.24
0.00
0.00
0.16
0.07
400
0.0
43201
26.10
0.23
0.00
0.00
0.16
0.07
404
0.0
43145
26.09
0.23
0.00
0.00
0.16
0.07
408
0.0
43090
26.09
0.23
0.00
0.00
0.16
0.06
G:UOBS12014114021-VAML 2B%CalcsXl4021 routing2yr24hr_Pand 2

01F/14/2015
MLV
VAML Phase 2B
Pond #2
Stormwater Pond Routing
10-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA 1
8.46 ACRES
RUNOFF COEF. 'C' 1
0.2
TIME OF CONCENTR 1
6.00 MIN
INTENSITY (10 YR) 1
7.23 IN/HR
Qa = 12.23 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = , ' '7 INCHES 10yr, 24hr PRECIPITATION
CN = 1 72
S = (1000/CN)-10
S = 3.89
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 3.83 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 38.40 MINUTES
Storage Volume Read = (Qp-Qa)"Tp*1.3R•Cn
79,737 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 23.50 feet
AFTER DEVELOPMENT
WATERSHED AREA I8.56
ACRES
RUNOFF COEF. 'C'
0.60
TIME OF CONCENTR
5.00 MIN
INTENSITY (10 YR)
7.23 INIHR
Qp = 37.13 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)
23.50
12,563
0
0
0
0
0
0.00
24.00
14,993
6,889
6,889
0.5
8.8377
-0.6931
0.51
25.00
16,580
15,787
22,678
1.5
10.0290
0.4055
1.47
26.00
18,193
17,387
40,062
2.5
10.5982
0.9163
2.43
27.00
19,926
19,060
59,122
3.5
10.9873
1.2528
3.43
28.00
21,710
20,818
79,940
4.5
11.2890
1.5041
4.47
29.00
23,568
22,639
102,579
5.5
11.5384
1.7047
5.57
30.00
25,498
24,533
127,112
6.5
11.7528
1.8718
6.73
Regression Output:
Ks = 14661
b = 1.13
Constant 9.59
G:WOBS12014114021 VAML 2B1Calcs114021 routing10yr24hr-Pond 2

01/1412015 VAML Phase 213
MLV Pond #2
Stonnwater Pond Routing
10-year 24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
12.23 cfs
Qp =
37.13 cfs
Tp =
38.4 min
dT =
4 min
BASIN DATA
Ks =
14651
b =
1.13
Zo =
23.50 ft
Normal water elev =
23.50 ft
Peak Outflow =
8.55 cfs
Box Weir Length =
16 ft
Peak Stage =
28.39 ft
Cw =
3.0
Maximum Storage =
88,495 cu ft
Zcr =
29.00 It
Control Holes:
State Orifice:
Dia =
2.00 in
Dd =
30 in
Inv =
23.50 ft
Cd =
0.59
Weir:
L =
9 in
Zi =
15.50 ft
Inv =
26.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
29.00 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(ems)
(ce ft)
(ft)
(cfs)
(cfs)
(Cfs)
(S)
(CFS)
0
0.0
0
23.50
0
0
0.00
0
0.00
4
1.0
0
23.50
0
0.00
0.00
0
0.00
8
3.8
237
23.53
0.00
0.00
0.00
0.00
0.00
12
8.3
1157
23.61
0.02
0.00
0.00
0.02
0.00
16
13.8
3134
23.76
0.04
0.00
0.00
0.04
0.00
gn
19.8
6427
23.98
0.07
0.00
0.00
0.07
0.00
24
25.7
11159
24.29
0.09
0.00
0.00
0.09
0.00
28
30.8
17301
24.66
0.11
0.00
0.00
0.11
0.00
32
34.6
24670
25.08
0.13
0.00
0.00
0.13
0.00
36
36.8
32955
25.55
0.14
0.00
0.00
0.14
0.00
40
37.0
41747
26.02
0.17
0.00
0.00
0.16
0.01
44
35.2
50580
26.49
0.94
0.00
0.00
0.18
0.76
48
31.7
58807
26.91
2.14
0.00
0.00
0.19
1.95
52
27.7
65908
27.27
3.42
0.00
0.00
0.20
3.23
56
24.2
71737
27.56
4.61
0.00
0.00
0.21
4.40
60
21.1
76439
27.80
5.64
0.00
0.00
0.21
5.43
64
18.5
80158
27.98
6.50
0.00
0.00
0.22
6.28
68
16.1
83029
28.12
7.19
0.00
0.00
0.22
6.97
72
14.1
85173
28.23
7.71
0.00
0.00
0.22
7.49
76
12.3
86701
28.30
8.09
0.00
0.00
0.22
7.87
80
10.7
87710
28.36
8.35
0.00
0.00
0.23
8.12
84
9.4
88283
28.38
8.50
0.00
0.00
0.23
8.27
88
8.2
88495
28.39
8.65
0.00
0.00
0.23
8.32
92
7.2
88409
28.39
8.53
U.UU
U.00
0.23
8.30
96
6.2
88079
28.37
8.44
0.00
0.00
0.23
8.22
100
5.5
87552
28.35
8.31
0.00
0.00
0.23
8.08
104
4.8
86867
28.31
8.14
0.00
0.00
0.22
7.91
108
4.2
86058
28.27
7.93
0.00
0.00
0.22
7.71
112
3.6
85153
28.23
7.71
0.00
0.00
0.22
7.48
116
3.2
84176
28.18
7.47
0.00
0.00
0.22
7.24
G:W0BM2014114021-VAML 2B%CaIcs114021 routing10yrNhr Pond 2

01/14/2015 VAML Phase 2B 14021
MLV Pond #2
Stormwater Pond Routing
10-year 24hr Storm
120
2.8
83146
28.13
7.21
0.00
0.00
0.22
6.99
124
2.4
82080
28.08
6.96
0.00
0.00
0.22
6.74
128
2.1
80991
28.02
6.70
0.00
0.00
0.22
6.48
132
1.8
79892
27.97
6.44
0.00
0.00
0.22
6.22
136
1.6
78790
27.92
6.18
0.00
0.00
0.21
5.96
140
1.4
77695
27.86
5.92
0.00
0.00
0.21
5.71
144
1.2
76611
27.81
5.68
0.00
0.00
0.21
5.47
148
1.1
75543
27.75
5.44
0.00
0.00
0.21
5.23
152
0.9
7449E
27.70
5.21
0.00
0.00
0.21
5.00
156
0.8
73472
27.65
4.98
0.00
0.00
0.21
4.77
160
0.7
72473
27.60
4.77
0.00
0.00
0.21
4.56
164
0.6
71501
27.55
4.56
0.00
0.00
0.21
4.35
168
0.5
70557
27.51
4.36
0.00
0.00
0.20
4.16
172
0.5
69642
27.46
4.17
0.00
0.00
0.20
3.97
176
0.4
68755
27.41
3.99
0.00
0.00
0.20
3.79
180
0.4
67898
27.37
3.82
0.00
0.00
0.20
3.61
184
0.3
67070
27.33
3.65
0.00
0.00
0.20
3.45
188
0.3
66270
27.29
3.49
0.00
0.00
0.20
3.30
192
0.2
65498
27.25
3-3b
0-00
0.00
0.20
3.15
196
0.2
64753
27.21
3.20
0.00
0.00
0.20
3.01
200
0.2
64035
27.18
3.07
0.00
0.00
0.20
2.87
204
0.2
63343
27.14
2.94
0.00
0.00
0.19
2.74
208
0.1
62677
27.11
2.82
0.00
0.00
0.19
2.62
212
0.1
62035
27.08
2.70
0.00
0.00
0.19
2.51
216
0.1
61416
27.04
2.59
0.00
0.00
0.19
2.40
220
0.1
60820
27.01
2.49
0.00
0.00
0.19
2.29
224
0.1
60246
26.98
2.39
0.00
0.00
0.19
2.20
228
0.1
59693
26.96
2.29
0.00
0.00
0.19
2.10
232
0.1
59160
26.93
2.20
0.00
0.00
0.19
2.01
236
0.1
58647
26.90
2.12
0.00
0.00
0.19
1.93
240
0.0
58152
26.88
2.03
0.00
0.00
0.19
1.85
244
0.0
57675
26.85
1.96
0.00
0.00
0.19
1.77
248
0.0
57216
26.83
1.88
0.00
0.00
0.19
1.70
252
0.0
56773
26.81
1.81
0.00
0.00
0.19
1.63
256
0.0
56345
26.78
1.75
0.00
0.00
0.18
1.56
260
0.0
55933
26.76
1.68
0.00
0.00
0.18
1.50
264
0.0
55534
26.74
1.62
0.00
0.00
0.18
1.44
268
0.0
55150
26.72
1.56
0.00
0.00
0.18
1.38
272
0.0
54779
26.70
1.51
0.00
0.00
0.18
1.33
276
0.0
54421
26.68
1.46
0.00
0.00
0.18
1.28
280
0.0
54075
26.67
1.41
0.00
0.00
0.18
1.23
284
0.0
53740
26.65
1.36
0.00
0.00
0.18
1.18
288
0.0
53417
26.63
1.31
0.00
0.00
0.18
1.13
292
0.0
53104
26.62
1.27
0.00
0.00
0.18
1.09
296
0.0
52801
26.60
1.23
0.00
0.00
0.18
1.05
300
0.0
52508
26.59
1.19
0.00
0.00
0.18
1.01
304
0.0
52225
26.57
1.15
0.00
0.00
0.18
0.97
308
0.0
51950
26.56
1.11
0.00
0.00
0.18
0.93
312
0.0
51684
26.54
1.08
0.00
0.00
0.18
0.90
316
0.0
51427
26.53
1.04
0.00
0.00
0.18
0.87
320
0.0
51177
26.52
1.01
0.00
0.00
0.18
0.84
324
0.0
50935
26.50
0.98
0.00
0.00
0.18
0.81
328
0.0
50700
26.49
0.95
0.00
0.00
0.18
0.78
332
0.0
50472
26.48
0.92
0.00
0.00
0.18
0.75
336
0.0
50261
26.47
0.90
0.00
0.00
0.18
0.72
340
0.0
50036
26.46
0.87
0.00
0.00
0.17
0.70
344
0.0
49828
26.45
0.85
0.00
0.00
0.17
0.67
348
0.0
49625
26.44
0.82
0.00
0.00
0.17
0.65
352
0.0
49428
26.43
0.80
0.00
0.00
0.17
0.62
356
0.0
49237
26.42
0.78
0.00
0.00
0.17
0.60
360
0.0
49051
26.41
0.75
0.00
0.00
0.17
0.58
364
0.0
48870.
26.40
0.73
0.00
0.00
0.17
0.56
368
0.0
48694
26.39
0.71
0.00
0.00
0.17
0.54
372
0.0
48523
26.38
0.70
0.00
0.00
0.17
0.62
376
0.0
48356
26.37
0.68
0.00
0.00
0.17
0.51
380
0.0
48194
26.36
0.6E
0.00
0.00
0.17
0.49
384
0.0
48035
26.35
0.64
0.00
0.00
0.17
0.47
388
0.0
47881
26.34
0.63
0.00
0.00
0.17
0.45
392
0.0
47731
26.34
0.61
0.00
0.00
0.17
0.44
396
0.0
47585
26.33
0.60
0.00
0.00
0.17
0.42
400
0.0
47442
26.32
0.58
0.00
0.00
0.17
0.41
404
0.0
47302
26.31
0.57
0.00
0.00
0.17
0.40
408
0.0
47167
26.31
0.55
0.00
0.00
0.17
0.38
G:UOBS12014114021 VAML 2B%Calcs114021 routing10yr24hr Pond 2

S
01/14/2015
MLV
VAML Phase 2B
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA 1
8.46 ACRES
RUNOFF COEF. 'C' 1
0.2
TIME OF CONCENTR 1
5.00 MIN
INTENSITY (25 YR) 1
8.15 IN/HR
Qa = 13.79 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.05 INCHES 25yr, 24hr PRECIPITATION
CN = 72
S = (1000/CN)-10
S = 3.89
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 4.74 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp= 42.15 MINUTES
Storage Volume Req'd - (Qp-Qa)"Tp"1.39.6n
98,672 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 23.50 feet
AFTER DEVELOPMENT
WATERSHED AREA 1
8.56 ACRES
RUNOFF COEF. 'C'
0.60
TIME OF CONCENTR
5.00 MIN
INTENSITY (25 YR)
8.15 IN/HR
Q.p = 41.116 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)
23.50
12,563
0
0
0
0
0
0.00
24.00
14,993
6,889
6,889
0.5
8.8377
-0.6931
0.51
25.00
16,580
15,787
22,676
1.5
10.0290
0.4055
1.47
26.00
18,193
17,387
40,062
2.5
10.5982
0.9163
2.43
27.00
19,926
19,060
59,122
3.5
10.9873
1.2628
3.43
28.00
21,710
20,818
79,940
4.5
11.2890
1.5041
4.47
29.00
23,568
22,639
102,579
5.5
11.5384
1.7047
5.57
30.00
25,498
24,533
127,112
6.5
11.7528
1.8718
6.73
Regression Output:
Ks = 14651
b = 1.13
Constant 9.59
G:UOBS%2014Y14021-VAML 2B%Ca1cs114021 routing25yr24hr Pond 2

01/14/2015 VAML Phase 2B
MLV Pond #2
Stormwater Pond Routing
25-year 24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
13.79 cfs
Qp =
41.86 cfs
Tp =
42.2 min
dT =
4 min
BASIN DATA
Ks =
14651
b=
1.13
Zo =
23.50 ft
Normal water elev =
23.50 ft
Peak Outflow =
12.38 cis
Box Weir Length =
16 ft
Peak Stage =
29.03 ft
Cw =
3.0
Maximum Storage =
101,706 cu ft
Zcr =
29.00 It.
Control Holes:
State Orifice:
Dia =
2.00 in
Dd =
30 in
Inv =
23.50 ft
Cd
0.59
Weir:
L =
9 in
Zi
15.50 ft
Inv =
26.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
29.00 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
23.50
0
0
0.00
0
0.00
4
0.9
0
23.50
0
0.00
0.00
0
0.00
8
3.6
222
23.52
0.00
0.00
0.00
0.00
0.00
12
7.8
1088
23.60
0.01
0.00
0.00
0.01
0.00
16
13.2
2963
23.74
0.04
0.00
0.00
0.04
0.00
20
19.3
6121
23.96
0-n6
0.00
0.00
0.06
0.00
24
25.5
10727
24.26
0.08
0.00
0.00
0.08
0.00
28
31.3
16816
24.63
0.11
0.00
0.00
0.11
0.00
32
36.1
24292
25.06
0.13
0.00
0.00
0.13
0.00
36
39.7
32938
25.54
0.14
0.00
0.00
0.14
0.00
40
41.6
42430
26.06
0.19
0.00
0.00
0.16
0.03
44
41.7
52366
26.58
1.17
0.00
0.00
0.18
0.99
48
39.9
62084
27.08
2.71
0.00
0.00
0.19
2.52
52
36.5
71010
27.53
4.45
0.00
0.00
0.20
4.25
56
32.3
78693
27.91
6.16
0.00
0.00
0.21
5.94
60
28.6
84968
28.22
7.66
0.00
0.00
0.22
7.44
64
25.2
89981
28.46
8.93
0.00
0.00
0.23
8.70
68
22.3
93894
28.65
9.96
0.00
0.00
0.23
9.73
72
19.7
96857
28.80
10.76
0.00
0.00
0.24
10.53
76
17.4
99006
28.90
11.36
0.00
0.00
0.24
11.12
80
15.4
100464
28.97
11.76
0.00
0.00
0.24
11.52
84
13.6
101338
29.01
12.09
0.08
0.19
0.24
11.77
88
12.0
101706
29.03
12.38
0.26
0.66
0.24
11.87
92
10.6
i Oi 624
29.03
12.31
0.22
0.54
0.24
11.85
96
9.4
101225
29.01
12.01
0.03
0.09
0.24
11.74
100
8.3
100599
28.98
11.80
0.00
0.00
0.24
11.56
104
7.3
99762
28.94
11.57
0.00
0.00
0.24
11.33
108
6.5
98750
28.89
11.29
0.00
0.00
0.24
11.05
112
5.7
97600
28.83
10.97
0.00
0.00
0.24
10.73
116
5.1
96346
28.77
10.62
0.00
0.00
0.23
10.39
G:%J0B8%2014114021-VAML 2B1Caics114021 routing25yrVhr Pond 2

01/14/2015
VAML Phase 2B
14021
MLV
Pond #2
Stormwater Pond Routing
25-year 24hr Storm
120
4.5
95014
28.71
10.26
0.00
0.00
0.23
10.03
124
4.0
93628
28.64
9.89
0.00
0.00
0.23
9.66
128
3.5
92206
28.57
9.51
0.00
0.00
0.23
9.28
132
3.1
90764
28.50
9.14
0.00
0.00
0.23
8.91
136
2.7
89315
28.43
8.76
0.00
0.00
0.23
8.53
140
2.4
87870
28.36
8.39
0.00
0.00
0.23
8.16
144
2.1
86438
28.29
8.03
0.00
0.00
0.22
7.80
148
1.9
85025
28.22
7.68
0.00
0.00
0.22
7.45
152
1.7
83637
28.15
7.33
0.00
0.00
0.22
7.11
156
1.5
82278
28.09
7.00
0.00
0.00
0.22
6.78
160
1.3
80952
28.02
6.69
0.00
0.00
0.22
6.47
164
1.2
79661
27.96
6.38
0.00
0.00
0.22
6.17
168
1.0
78407
27.90
6.09
0.00
0.00
0.21
5.87
172
0.9
77191
27.84
5.81
0.00
0.00
0.21
5.60
176
0.8
76013
27.78
5.54
0.00
0.00
0.21
5.33
180
0.7
74874
27.72
5.29
0.00
0.00
0.21
5.08
184
0.6
73774
27.67
5.05
0.00
0.00
0.21
4.84
188
0.6
72712
27.61
4.82
0.00
0.00
0.21
4.61
192
0.5
71688
27.56
4 sn
n nn
0.00
0.21
4.39
196
0.4
70702
27.51
4.39
0.00
0.00
0.20
4.19
200
0.4
69752
27.46
4.19
0.00
0.00
0.20
3.99
204
0.3
68837
27.42
4.01
0.00
0.00
0.20
3.80
208
0.3
67956
27.37
3.83
0.00
0.00
0.20
3.63
212
0.3
67109
27.33
3.66
0.00
0.00
0.20
3.46
216
0.2
66294
27.29
3.50
0.00
0.00
0.20
3.30
220
0.2
65510
27.25
3.35
0.00
0.00
0.20
3.15
224
0.2
64756
27.21
3.20
0.00
0.00
0.20
3.01
228
0.2
64031
27.18
3.07
0.00
0.00
0.20
2.87
232
0.1
63334
27.14
2.94
0.00
0.00
0.19
2.74
236
0.1
62663
27.11
2.81
0.00
0.00
0.19
2.62
240
0.1
62018
27.07
2.70
0.00
0.00
0.19
2.50
244
0.1
61397
27.04
2.59
0.00
0.00
0.19
2.40
248
0.1
60799
27.01
2.48
0.00
0.00
0.19
2.29
252
0.1
60225
26.98
2.38
0.00
0.00
0.19
2.19
256
0.1
59671
26.95
2.29
0.00
0.00
0.19
2.10
260
0.1
59138
26.93
2.20
0.00
0.00
0.19
2.01
264
0.1
58625
26.90
2.11
0.00
0.00
0.19
1.92
268
0.0
58131
26.88
2.03
0.00
0.00
0.19
1.84
272
0.0
57655
26.85
1.95
0.00
0.00
0.19
1.77
276
0.0
57196
26.83
1.88
0.00
0.00
0.19
1.69
280
0.0
56753
26.80
1.81
0.00
0.00
0.19
1.63
284
0.0
56327
26.78
1.74
0.00
0.00
0.18
1.56
288
0.0
55915
26.76
1.68
0.00
0.00
0.18
1.50
292
0.0
55518
26.74
1.62
0.00
0.00
0.18
1.44
296
0.0
55135
26.72
1.56
0.00
0.00
0.18
1.38
300
0.0
54764
26.70
1.51
0.00
0.00
0.18
1.32
304
0.0
54407
26.68
1.45
0.00
0.00
0.18
1.27
308
0.0
54061
26.67
1.40
0.00
0.00
0.18
1.22
312
0.0
53728
26.65
1.36
0.00
0.00
0.18
1.18
316
0.0
53405
26.63
1.31
0.00
0.00
0.18
1.13
320
0.0
53093
26.62
1.27
0.00
0.00
0.18
1.09
324
0.0
52791
26.60
1.23
0.00
0.00
0.18
1.05
328
0.0
52499
26.59
1.19
0.00
0.00
0.18
1.01
332
0.0
52216
26.57
1.15
0.00
0.00
0.18
0.97
336
0.0
51942
26.56
1.11
0.00
0.00
0.18
0.93
340
0.0
51676
26.54
1.08
0.00
0.00
0.18
0.90
344
0.0
51419
26.53
1.04
0.00
0.00
0.18
0.87
348
0.0
51170
26.52
1.01
0.00
0.00
0.18
0.83
352
0.0
50928
26.50
0.98
0.00
0.00
0.18
0.80
356
0.0
50694
26.49
0.95
0.00
0.00
0.18
0.78
360
0.0
50466
26.48
0.92
0.00
0.00
0.18
0.75
364
0.0
50245
26.47
0.90
0.00
0.00
0.18
0.72
368
0.0
50031
26.46
0.87
0.00
0.00
0.17
0.69
372
0.0
49823
26.45
0.84
0.00
0.00
0.17
0.67
376
0.0
49620
26.44
0.82
0.00
0.00
0.17
0.65
380
0.0
49424
26.43
0.80
0.00
0.00
0.17
0.62
384
0.0
49233
26.42
0.78
0.00
0.00
0.17
0.60
388
0.0
49047
26.41
0.75
0.00
0.00
0.17
0.58
392
0.0
48866
26.40
0.73
0.00
0.00
0.17
0.56
396
0.0
48690
26.39
0.71
0.00
0.00
0.17
0.54
400
0.0
48519
26.38
0.70
0.00
0.00
0.17
0.52
404
0.0
48352
26.37
0.68
0.00
0.00
0.17
0.50
408
0.0
48190
26.36
0.66
0.00
0.00
0.17
0.49
GAJOBM2014114021-VAML 2MCaICA14021 roLding25y24hr. Pond 2

01/14/2015 VAML Phase 2B
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
14021
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
8.46 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
6.00 MIN
INTENSITY (100 YR) 1
9.60 IN/HR
Qa = 16.24 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 10 INCHES 100yr, 24hr PRECIPITATION
CN = .72
S = (1000/CN)-10
S = 3.89
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 6.49 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 48.99 MINUTES
Storage Volume Req'd (Qp-Qa)*Tp* 1.39*60
135,082 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 23.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
8.56 ACRES
RUNOFF COEF.'C'
0.60
TIME OF CONCENTR
5.00 MIN
INTENSITY (100 YR)
9.60 IN/HR
Qp = 49.31 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)
23.50
12,563
0
0
0
0
0
0.00
24.00
14,993
6,889
6,889
0.5
8.8377
-0.6931
0.51
25.00
16,580
15,787
22,676
1.5
10.0290
0.4056
1.47
26.00
18,193
17,387
40,062
2.5
10.5982
0,9163
2.43
27.00
19,926
19,060
59,122
3.5
10.9873
1.2528
3.43
28.00
21,710
20,818
79,940
4.5
11.2890
1.5041
4.47
29.00
23,568
22,639
102,579
5.5
11.5384
1.7047
5.57
30.00
25,498
24,533
127,112
6.6
11.7528
1.8718
6.73
Regression Output:
Ks = 14651
b = 1.13
Constant 9.59
G:IJOBS12014114021-VAML 2BICalcM14021 roul1ng100yr24hr_Pond 2

01/14/2015 VAML Phase 2B
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
14021
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
16.24 cis
Qp =
49.31 cis
Tp =
49.0 min
dT =
4 min
BASIN DATA
Ks =
14651
b=
1.13
Zo =
23.60 ft
Normal water elev =
23.50 ft
Peak Outflow =
31.34 cfs
Box Weir Length =
16 ft
Peak Stage =
29.49 ft
Cw =
3.0
Maximum Storage =
111,246 cu ft
Zcr =
29.00 ft
Control Holes:
State Orifice:
Dia =
2.50 in
Dd =
30 in
Inv =
23.50 ft
Cd =
0.59
Weir:
L =
9 in
Zi =
15.50 ft
Inv =
26.00 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
29.00 ft
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
23.50
0
0
0.00
0
0.00
4
0.8
0
23.50
0
0.00
0.00
0
0.00
8
3.2
194
23.52
0.00
0.00
0.00
0.00
0.00
12
6.9
955
23.59
0.01
0.00
0.00
0.01
0.00
16
11.9
2618
23.72
0.05
0.00
0.00
0.05
0.00
20
17.6
5456
23.92
n_na
0.00
0.00
0.09
0.00
24
23.9
9669
24.19
0.12
0.00
0.00
0:12
0.00
28
30.1
15369
24.54
0.16
0.00
0.00
0.16
0.00
32
36.1
22567
24.96
0.19
0.00
0.00
0.19
0.00
36
41.2
31177
25.45
0.22
0.00
0.00
0.22
0.00
40
45.3
41022
25.98
0.25
0.00
0.00
0.25
0.00
44
48.1
51839
26.55
1.20
0.00
0.00
0.28
0.92
48
49.3
63085
27.13
3.00
0.00
0.00
0.30
2.70
52
48.8
74187
27.69
5.25
0.00
0.00
0.33
4.93
56
46.9
84649
28.20
7.71
0.00
0.00
0.35
7.36
60
43.4
94045
28.66
10.13
0.00
0.00
0.36
9.77
64
39.2
102032
29.05
12.83
0.49
1.21
0.38
11.97
68
35.2
108351
29.35
24.07
9.89
24.73
0.39
13.79
72
31.7
111025
29.48
30.75
15.77
39.43
0.39
14.58
76
28.5
111246
29.49
31.34
16.30
40.74
0.39
14.65
80
25.6
110560
29.45
29.52
14.69
36.72
0.39
14.44
84
23.0
109621
29.41
27.13
12.58
31.44
0.39
14.16
88
20.7
108638
29.36
24.74
10.48
26.20
0.39
13.87
92
i 8.6
107670
29.32
22.52
8.55
21.37
0.39
13.59
96
16.8
106735
29.27
20.51
6.81
17.01
0.38
13.32
100
15.1
105834
29.23
18.69
5.26
13.14
0.38
13.05
104
13.5
104963
29.19
17.07
3.89
9.72
0.38
12.80
108
12.2
104117
29.16
15.64
2.70
6.74
0.38
12.56
112
11.0
103288
29.11
14.38
1.68
4.20
0.38
12.32
116
9.9
102466
29.07
13.31
0.84
2.11
0.38
12.09
G:W0B5V014\14021-VAML 2B%Ca1cs114021 routing100yr24hr_Pond 2

C
01/14/2015 VAML Phase 2B 14021
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
120
8.9
101636
29.03
12.45
0.22
0.56
0.38
11.85
124
8.0
100774
28.99
11.99
0.00
0.00
0.37
11.61
128
7.2
99810
28.94
11.71
0.00
0.00
0.37
11.34
132
6.4
98718
28.89
11.41
0.00
0.00
0.37
11.04
136
5.8
97526
28.83
11.08
0.00
0.00
0.37
10.71
140
5.2
96257
28.77
10.73
0.00
0.00
0.37
10.37
144
4.7
94932
28.70
10.37
0.00
0.00
0.36
10.01
148
4.2
93568
28.64
10.01
0.00
0.00
0.36
9.64
152
3.8
92178
28.57
9.64
0.00
0.00
0.36
9.28
156
3.4
90775
28.50
9.27
0.00
0.00
0.36
8.91
160
3.1
89369
28.43
8.90
0.00
0.00
0.35
8.55
164
2.8
87968
28.37
8.54
0.00
0.00
0.35
8.19
168
2.5
86580
28.30
8.19
0.00
0.00
0.35
7.84
172
2.2
85210
28.23
7.85
0.00
0.00
0.35
7.50
176
2.0
83862
28.17
7.51
0.00
0.00
0.34
7.17
180
1.8
82540
28.10
7.19
0.00
0.00
0.34
6.85
184
1.6
81247
28.04
6.88
0.00
0.00
0.34
6.54
188
1.5
79986
27.97
6.58
0.00
0.00
0.34
6.24
192
1.3
78757
27.91
6.29
0.00
0.00
0.33
5.96
196
1.2
77562
27.85
6.01
0.00
0.00
0.33
5.68
200
1.1
76402
27.80
5.75
0.00
0.00
0.33
5.42
204
1.0
75276
27.74
5.50
0.00
0.00
0.33
5.17
208
0.9
74186
27.69
5.25
0.00
0.00
0.33
4.93
212
0.8
73131
27.63
5.02
0.00
0.00
0.32
4.70
216
0.7
72111
27.58
4.80
0.00
0.00
0.32
4.48
220
0.6
71124
27.53
4.59
0.00
0.00
0.32
4.27
224
0.6
70172
27.49
4.39
0.00
0.00
0.32
4.08
228
0.5
69252
27.44
4.20
0.00
0.00
0.32
3.89
232
0.5
68364
27.40
4.02
0.00
0.00
0.31
3.71
236
0.4
67508
27.35
3.85
0.00
0.00
0.31
3.54
240
0.4
66682
27.31
3.69
0.00
0.00
0.31
3.38
244
0.3
65886
27.27
3.53
0.00
0.00
0.31
3.22
248
0.3
65118
27.23
3.38
0.00
0.00
0.31
3.07
252
0.3
64377
27.19
3.24
0.00
0.00
0.31
2.94
256
0.2
63664
27.16
3.11
0.00
0.00
0.30
2.80
260
0.2
62976
27.12
2.98
0.00
0.00
0.30
2.68
264
0.2
62312
27.09
2.86
0.00
0.00
0.30
2.56
268
0.2
61673
27.06
2.74
0.00
0.00
0.30
2.44
272
0.2
61056
27.03
2.63
0.00
0.00
0.30
2.34
276
0.1
60462
26.99
2.53
0.00
0.00
0.30
2.23
280
0.1
59889
26.97
2.43
0.00
0.00
0.30
2.14
284
0.1
59336
26.94
2.34
0.00
0.00
0.29
2.04
288
0.1
58802
26.91
2.25
0.00
0.00
0.29
1.95
292
0.1
58288
26.88
2.16
0.00
0.00
0.29
1.87
296
0.1
57791
26.86
2.08
0.00
0.00
0.29
1.79
300
0.1
57312
26.83
2.00
0.00
0.00
0.29
1.71
304
0.1
56850
26.81
1.93
0.00
0.00
0.29
1.64
308
0.1
56403
26.79
1.86
0.00
0.00
0.29
1.57
312
0.1
55971
26.76
1.79
0.00
0.00
0.29
1.50
316
0.0
55554
26.74
1.73
0.00
0.00
0.29
1.44
320
0.0
55152
26.72
1.67
0.00
0.00
0.28
1.38
324
0.0
54762
26.70
1.61
0.00
0.00
0.28
1.32
328
0.0
54386
26.68
1.55
0.00
0.00
0.28
1.27
332
0.0
54022
26.66
1.50
0.00
0.00
0.28
1.22
336
0.0
53669
26.65
1.45
0.00
0.00
0.28
1.17
340
0.0
53328
26.63
1.40
0.00
0.00
0.28
1.12
344
0.0
52998
26.61
1.35
0.00
0.00
0.28
1.08
348
0.0
52679
26.59
1.31
0.00
0.00
0.28
1.03
352
0.0
52369
26.58
1.27
0.00
0.00
0.28
0.99
356
0.0
52070
26.56
1.23
0.00
0.00
0.28
0.95
360
0.0
51779
26.55
1.19
0.00
0.00
0.28
0.91
364
0.0
51497
26.53
1.15
0.00
0.00
0.28
0.88
368
0.0
51224
26.52
1.12
0.00
0.00
0.28
0.84
372
0.0
50959
26.51
1.08
0.00
0.00
0.27
0.81
376
0.0
50702
26.49
1.05
0.00
0.00
0.27
0.78
380
0.0
50452
26.48
1.02
0.00
0.00
0.27
0.75
384
0.0
50210
26.47
0.99
0.00
0.00
0.27
0.72
388
0.0
49974
26.45
0.96
0.00
0.00
0.27
0.69
392
0.0
49746
26.44
0.93
0.00
0.00
0.27
0.66
396
0.0
49523
26.43
0.91 "
0.00
0.00
0.27
0.64
400
0.0
49307
26.42
0.88
0.00
0.00
0.27
0.61
404
0.0
49097
26.41
0.86
0.00
0.00
0.27
0.59
408
0.0
48893
26.40
0.83
0.00
0.00
0.27
0.56
G:IJOBS12014114021-VAML2B1Calcs114021 routing100yr24hr_Pond2

01/14/2015 VAML Phase 2B
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
Clogged
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
8.46 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR 1
5.00 MIN
INTENSITY (100 YR) 1
9.60 IN/HR
Qa = 16.24 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 10 INCHES 100yr, 24hr PRECIPITATION
CN = 72
S = (1000/CN)-10
S = 3.89
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 6.49 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Qp
Tp = 48.99 MINUTES
Storage Volume Req'd = (Qp-Qa) Tp'1.39'60
135,082 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 23.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
8.56 ACRES
RUNOFF COEF.'C'
0.60
TIME OF CONCENTR
5.00 MIN
INTENSITY (100 YR) 1
9.60 IN/HR
Qp = 49.31 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)
23.50
12,563
0
0
0
0
0
0.00
24.00
14,993
6,889
6,889
0.5
8.8377
-0.6931
0.51
25.00
16,580
15,787
22,676
1.5
10.0290
0.4055
1.47
26.00
18,193
17,387
40,062
2.5
10.5982
0.9163
2.43
27.00
19,926
19,060
59,122
3.5
10.9873
1.2528
3.43
28.00
21,710
20,818
79,940
4.5
11.2890
1.6041
4.47
29.00
23,568
22,639
102,579
5.5
11.5384
1.7047
5.57
30.00
25,498
24,533
127,112
6.5
11.7528
1.8718
6.73
Regression Output:
Ks = 14651
b = 1.13
Constant 9.59
14021
G:UOBS12014114021-VAML2B1Ce1cs114021 routing100yr24hr_c1ogged_Pond2

01/14/2015 VAML Phase 2B
MLV Pond #2
Stormwater Pond Routing
100-year 24hr Storm
Clogged
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
16.24 cfs
Qp =
49.31 cfs
Tp =
49.0 min
dT =
4 min
BASIN DATA
Ks =
14651
b=
1.13
Zo =
23.50 ft
Normal water elev =
23.50 It
Peak Outflow =
43.45 cfs
Box Weir Length =
ft
Peak Stage =
29.51 ft
Cw =
3.0
Maximum Storage =
111,695 cu It
Zcr =
ft
Control Holes:
State Orifice:
Dia =
in
Dd =
in
Inv =
ft
Cd =
0.59
Weir.
L =
480 in
Zi =
ft
Inv =
29.00 It
Emergency Overflow Weir
L =
in
Inv =
It
14021
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(ofs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
23.50
0
0
0.00
0
0.00
4
0.8
0
23.50
0
0.00
0.00
0
0.00
8
3.2
194
23.52
0.00
0.00
0.00
0.00
0.00
12
6.9
955
23.59
0.00
0.00
0.00
0.00
0.00
16
11.9
2622
23.72
0.00
0.00
0.00
0.00
0.00
20
17.6
5473
23.92
0.00
0.00
0.00
n nn
0.00
24
23.9
9708
24.20
0.00
0.00
0.00
0.00
0.00
28
30.1
15437
24.55
0.00
0.00
0.00
0.00
0.00
32
36.1
22673
24.97
0.00
0.00
0.00
0.00
0.00
36
41.2
31328
25.46
0.00
0.00
0.00
0.00
0.00
40
45.3
41225
25.99
0.00
0.00
0.00
0.00
0.00
44
48.1
52102
26.56
0.00
0.00
0.00
0.00
0.00
48
49.3
63635
27.16
0.00
0.00
0.00
0.00
0.00
52
48.8
75457
27.75
0.00
0.00
0.00
0.00
0.00
56
46.9
87180
28.33
0.00
0.00
0.00
0.00
0.00
60
43.4
98426
28.87
0.00
0.00
0.00
0.00
0.00
64
39.2
108844
29.37
27.28
0.00
0.00
0.00
27.28
68
35.2
111695
29.51
43.45
0.00
0.00
0.00
43.45
72
31.7
109718
29.41
31.97
0.00
0.00
0.00
31.97
76
28.5
109645
29.41
31.57
0.00
0.00
0.00
31.57
80
25.6
108903
29.38
27.58
0.00
0.00
0.00
27.58
84
23.0
108429
29.35
25.13
0.00
0.00
0.00
25.13
88
20.7
107924
29.33
22.61
0.00
0.00
0.00
22.61
92
18.6
107470
29.31
20.41
0.00
0.00
0.00
20.41
96
16.8
107042
29.29
18.41
0.00
0.00
0.00
18.41
100
15.1
106645
29.27
16.61
0.00
0.00
0.00
16.61
104
13.5
106274
29.25
14.99
0.00
0.00
0.00
14.99
108
12.2
105928
29.23
13.53
0.00
0.00
0.00
13.53
112
11.0
105605
29.22
12.21
0.00
0.00
0.00
12.21
116
9.9
105305
29.20
11.02
0.00
0.00
0.00
11.02
G:1.I0BS12014114021-VAML 2B1Calcs114021 routing100yr24hr_dogged_Pond 2

01/1412015
VAML Phase 2B
14021
MLV
Pond 92
Storrnwater Pond Routing
100-year 24hr Storm
Clogged
120
8.9
105024
29.19
9.95
0.00
0.00
0.00
9.95
124
8.0
104763
29.18
8.98
0.00
0.00
0.00
8.98
128
7.2
104519
29.17
8.11
0.00
0.00
0.00
8.11
132
6.4
104291
29.16
7.33
0.00
0.00
0.00
7.33
136
5.8
104079
29.14
6.62
0.00
0.00
0.00
6.62
140
5.2
103881
29.14
5.98
0.00
0.00
0.00
5.98
144
4.7
103696
29.13
5.40
0.00
0.00
0.00
5.40
148
4.2
103524
29.12
4.88
0.00
0.00
0.00
4.88
152
3.8
103363
29.11
4.42
0.00
0.00
0.00
4.42
156
3.4
103213
29.10
3.99
0.00
0.00
0.00
3.99
160
3.1
103073
29.10
3.61
0.00
0.00
0.00
3.61
164
2.8
102942
29.09
3.26
0.00
0.00
0.00
3.26
168
2.5
102820
29.08
2.95
0.00
U.UU
U.UU
2.96
172
2.2
102706
29.08
2.67
0.00
0.00
0.00
2.67
176
2.0
102600
29.07
2.42
0.00
0.00
0.00
2.42
180
1.8
102501
29.07
2.19
0.00
0.00
0.00
2.19
184
1.6
102408
29.06
1.98
0.00
0.00
0.00
1.98
188
1.5
102322
29.06
1.79
0.00
0.00
0.00
1.79
192
1.3
102241
29.06
1.63
0.00
0.00
0.00
1.63
196
1.2
102166
29.05
1.47
0.00
0.00
0.00
1.47
200
1.1
102095
29.05
1.33
0.00
0.00
0.00
1.33
204
1.0
102029
29.05
1.21
0.00
0.00
0.00
1.21
208
0.9
101968
29.04
1.10
0.00
0.00
0.00
1.10
212
0.8
101910
29.04
0.99
0.00
0.00
0.00
0.99
216
0.7
101857
29.04
0.90
0.00
0.00
0.00
0.90
220
0.6
101807
29.04
0.82
0.00
0.00
0.00
0.82
224
0.6
101760
29.03
0.74
0.00
0.00
0.00
0.74
228
0.5
101716
29.03
0.67
0.00
0.00
0.00
0.67
232
0.5
101675
29.03
0.61
0.00
0.00
0.00
0.61
236
0.4
101637
29.03
0.56
0.00
0.00
0.00
0.56
240
0.4
101601
29.03
0.51
0.00
0.00
0.00
0.51
244
0.3
101568
29.02
0.46
0,00
0.00
0.00
0.46
248
0.3
101536
29.02
0.42
0.00
0.00
0.00
0.42
252
0.3
101507
29.02
0.38
0.00
0.00
0.00
0.38
256
0.2
101480
29.02
0.35
0.00
0.00
0.00
0.35
260
0.2
101454
29.02
0.32
0.00
0.00
0.00
0.32
264
0.2
101430
29.02
0.29
0.00
0.00
0.00
0.29
268
0.2
101408
29.02
0.26
0.00
0.00
0.00
0.26
272
0.2
101387
29.02
0.24
0.00
0.00
0.00
0.24
276
0.1
101367
29.01
0.22
0.00
0.00
0.00
0.22
280
0.1
101349
29.01
0.20
0.00
0.00
0.00
0.20
284
0.1
101331
29.01
0.18
0.00
0.00
0.00
0.18
288
0.1
101315
29.01
0.17
0.00
0.00
0.00
0.17
292
0.1
101300
29.01
0.15
0.00
0.00
0.00
0.15
296
0.1
101286
29.01
0.14
0.00
0.00
0.00
0.14
300
0.1
101273
29.01
0.13
0.00
0.00
0.00
0.13
304
0.1
101260
29.01
0.12
0.00
0.00
0.00
0.12
308
0.1
101249
29.01
0.11
0.00
0.00
0.00
0.11
312
0.1
101238
29.01
0.10
0.00
0.00
0.00
0.10
316
0.0
101228
29.01
0.09
0.00
0.00
0.00
0.09
320
0.0
101218
29.01
0.08
0.00
0.00
0.00
0.08
324
0.0
101209
29.01
0.07
0.00
0.00
0.00
0.07
328
0.0
101201
29.01
0.07
0.00
0.00
0.00
0.07
332
0.0
101193
29.01
0.06
0.00
0.00
0.00
0.06
336
0.0
101185
29.01
0.06
0.00
0.00
0.00
0.06
340
0.0
101178
29.01
0.05
0.00
0.00
0.00
0.05
344
0.0
101172
29.01
0.05
0.00
0.00
0.00
0.05
348
0.0
101166
29.01
0.04
0.00
0.00
0.00
0.04
352
0.0
101160
29.00
0.04
0.00
0.00
0.00
0.04
356
0.0
101154
29.00
0.04
0.00
0.00
0.00
0.04
360
0.0
101149
29.00
0.04
0.00
0.00
0.00
0.04
364
0.0
101144
29.00
0.03
0.00
0.00
0.00
0.03
368
0.0
101140
29.00
0.03
0.00
0.00
0.00
0.03
372
0.0
101136
29.00
0.03
0.00
0.00
0.00
0.03
376
0.0
101132
29.00
0.03
0.00
0.00
0.00
0.03
380
0.0
101128
29.00
0.02
0.00
0.00
0.00
0.02
384
0.0
101124
29.00
0.02
0.00
0.00
0.00
0.02
388
0.0
101121
29.00
0.02
0.00
0.00
0.00
0.02
392
0.0
101118
29.00
0.02
0.00
0.00
0.00
0.02
396
0.0
101115
29.00
0.02
0.00
0.00
0.00
0.02
400
0.0
101112
29.00
0.02
0.00
0.00
0.00
0.02
404
0.0
101110
29.00
0.02
0.00
0.00
0.00
0.02
408
0.0
101107
29.00
0.01
0.00
0.00
0.00
0.01
G:IJOBSV2014114021-VAML2B1Ceics114021 routing100yr24hr.Gogged, Pond2

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
1-year 24hr Storm
WATERSHED DATA
WATERSHED AREA
0.78 ACRES
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY (1 YR)
3.90 IN/HR
Qa = 0.61 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 3.8 INCHES lyr, 24hr PRECIPITATION
CN = 68
S = (1000/CN)-10
S = 4.71
Depth (D) = (P-0.2S)A2/(P+0.8S)
D = 1.08 IN - lyr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Op
Tp = 21.91 MINUTES
Storage Volume Req'd = (Qp-Qa)" Tp*1.39*60
6,453 cu. ft.
CALCULATE Ks AND b
BOTTOM INFILTRATION ELEVATION Al 25.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.93 ACRES
RUNOFFCOEF.'C'
0.55
TIME OF CONCENTR
5.00 MIN
INTENSITY 1 YR
3.90 IN/HR
Qp = 4.14 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)
25.00
6077
0
0
0
0 0
0
26.00
6077
6,077
6,077
1.0
8.7123 0
1.02
27.00
6077
6,077
12,154
2.0
9.4054 0.693147181
1.97
28.00
6077
6,077
18,231
3.0
9.8109 1.098612289
2.88
29.00
6077
6,077
24,308
4.0
10.0986 1.386294361
3.78
29.25
6077
6,077
30,385
4.3
10.3217 1.446918983
4.67
Regression Output:
Ks =
5941
b =
1.06
X Coefficient
8.69
G:UOBS12014114021-VAML 2B%Calcs114021 InfiHration Routing 1y24hr Pond 3

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
1-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
0.61 cis
Qp =
4.14 Cis
• Infritration rat 5.4 in/hr
Tp =
21.9 min
(Per Soils Report
dT =
4 min
BASIN DATA
Basin Drawdown Time = Ohours
Ks =
5941
b=
1.06
Zo =
25.00 ft
Normal water elev =
25.00 It
Peak Outflow= 0.00 Cfs
Weir Length =
ft
Peak Stage =
25.74 ft
Cw =
3.0
Maximum StmmnP =
4,302 cu ft
Zcr =
ft
Control Holes:
State Orifice: Dia =
0.00 in
Dd =
in
Inv =
0.00 ft
Cd =
0.6
Weir. L =
0 in
Zi =
It
Inv =
0.0 ft
Emergency Spillway L =
0 in
Inv =
0.00 ft
Emergency
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Spillway
Orifice
Weir
IFStore
Infiltrate
(min)
(Cis)
(cu ft)
(ft)
(Cfs)
(cis)
(CFS)
(cfs)
(cfs)
(cfs)
(Cu ft)
(CO
0
0.0
0
25.00
0
0
0
0.00
0
0.00
0.0
0.0
4
0.3
0
25.00
0
0.00
0
0.00
0
0.00
0.0
182.3
8
1.2
79
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
364.6
12
2.4
372
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
546.9
16
3.4
943
25.04
0.00
0.00
0.0
0.00
0.00
0.00
213.7
729.2
20
4.1
1769
25.16
0.00
0.00
0.0
0.00
0.00
0.00
857.0
911.6
24
4.0
2744
25.30
0.00
0.00
0.0
0.00
0.00
0.00
1649.8
1093.9
28
3.4
3715
25.43
0.00
0.00
0.0
0.00
0.00
0.00
2438.9
1276.2
32
2.7
45M
25.54
0.00
0.00
0.0
0.00
0.00
0.00
3075.4
1458.5
36
2.1
5180
25.61
0.00
0.00
0.0
0.00
0.00
0.00
3538.9
1640.E
40
1.7
5689
25.67
0.00
0.00
0.0
0.00
0.00
0.00
3865.9
1823.1
44
1.3
6091
25.70
0.00
0.00
0.0
0.00
0.00
0.00
4085.4
2005.4
48
1.0
6408
25.72
0.00
0.00
0.0
0.00
0.00
0.00
4219.9
2187.7
52
0.8
6658
25.73
0.00
0.00
0.0
0.00
0.00
0.00
4287.6
2370.0
56
0.6
6855
25.74
0.00
0.00
0.0
0.00
0.00
0.00
4302.4
2552.3
60
0.5
7010
25.73
0.00
0.00
0.0
n.on
0.00
0.00
4275.5
2734.7
64
0.4
7133
25.72
0.00
0.00
0.0
0.00
0.00
n nn
4215.9
2917.0
68
0.3
7230
25.71
0.00
0.00
0.0
0.00
0.00
0.00
4130.3
3099.3
72
0.3
7306
25.69
0.00
0.00
0.0
0.00
0.00
0.00
4024.2
3281.6
76
0.2
7366
25.67
0.00
0.00
0.0
0.00
0.00
0.00
3902.1
3463.9
80
0.2
7413
25.65
0.00
0.00
0.0
0.00
0.00
0.00
3767.3
3646.2
84
0.1
7451
25.63
0.00
0.00
0.0
0.00
0.00
0.00
3622.4
3828.5
88
0.1
7480
25.60
0.00
0.00
0.0
0.00
0.00
0.00
3469.6
4010.8
92
0.1
7504
25.58
0.00
0.00
0.0
0.00
0.00
0.00
3310.6
4193.1
96
0.1
7522
25.55
0.00
0.00
0.0
0.00
0.00
0.00
3146.6
4375.4
100
0.0
7537
25.52
0.00
0.00
0.0
0.00
0.00
0.00
2978.8
4557.8
104
0.0
7548
25.49
0.00
0.00
0.0
0.00
0.00
0.00
2807.9
4740.1
108
0.0
7557
25.46
0.00
0.00
0.0
0.00
0.00
0.00
2634.6
4922.4
112
0.0
7564
25.43
0.00
0.00
0.0
0.00
0.00
0.00
2459.4
5104.7
116
0.0
7570
25.41
0.00
0.00
0.0
0.00
0.00
0.00
2282.7
5287.0
120
0.0
7574
25.38
0.00
0.00
0.0
0.00
0.00
0.00
2104.8
5469.3
124
0.0
7578
25.35
0.00
0.00
0.0
0.00
0.00
0.00
1926.0
5651.6
128
0.0
7580
25.31
0.00
0.00
0.0
0.00
0.00
0.00
1746.4
5833.9
132
0.0
7583
25.20
0.00
0.00
0.0
0.00
0.00
0.00
1566.3
6016.2
136
0.0
7584
25.25
0.00
0.00
0.0
0.00
0.00
0.00
1385.7
6198.5
140
0.0
7586
25.22
0.00
0.00
0.0
0.00
0.00
0.00
1204.7
6380.9
144
0.0
7587
25.19
0.00
0.00
0.0
0.00
0.00
0.00
1023.5
6563.2
148
0.0
7587
25.16
0.00
0.00
0.0
0.00
0.00
0.00
842.0
6745.5
152
0.0
7588
25.13
000
0.00
0.0
0.00
0.00
0.00
660.4
6927.8
156
0.0
7589
25.09
0.00
0.00
0.0
0.00
0.00
0.00
478.6
7110.1
160
0.0
7589
25.06
0.00
0.00
0.0
0.00
0.00
0.00
296.7
7292.4
164
0.0
7589
25.02
0.00
0.00
0.0
0.00
0.00
0.00
114.7
7474.7
168
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
7657.0
172
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
7839.3
176
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
8021.6
180
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
8204.0
184
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
8386.3
G:U0BS12014114021-VAML 2BICa1cs114021 Infiltration Routing tyrMr Pond 3

1/2/2015
VMAL Phase 2B
14021
MLV
Pond #3
Stormwater Infiltration Basin Routing
1-year 24hr Storm
192
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
8750.9
196
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
8933.2
200
0.0
7590
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
9115.5
204
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
9297.8
208
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
9480.1
212
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
9662.4
216
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
9844.7
220
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
10027.1
224
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
10209.4
228
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
10391.7
232
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
10574.0
236
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
10756.3
240
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
19938.6
244
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
11120.9
248
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
11303.2
252
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
11485.5
256
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
11667.8
260
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
11850.2
264
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
12032.5
268
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
12214.8
272
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
12397.1
276
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
12579.4
280
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
12761.7
284
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
12944.0
288
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
13126.3
292
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
13308.6
296
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
13490.9
300
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
13673.3
304
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
13855.6
308
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
14037.9
312
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
14220.2
316
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
14402.5
320
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
14584.8
324
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
14767.1
328
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
14949.4
332
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
15131.7
336
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
15314.0
340
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
15496.4
344
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
15678.7
348
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
15861.0
352
0.0
7691
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
16043.3
356
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
16225.6
360
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
16407.9
364
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
16590.2
368
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
16772.5
372
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
16954.8
376
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
17137.1
380
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
17319.5
384
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
17501.8
388
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
17684.1
392
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
17866.4
396
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
18048.7
400
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
18231.0
404
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
18413.3
408
0.0
7591
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
18595.6
G:UOBSU014114021-VAML 2B1Calcs%14021 Infiltration Routing 1y24hr_Pond 3

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
10-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0.78 ACRES
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY (10 YR)
7.23 INlHR
Oa = 1.13 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN = 68
S = (1000/CN)-10
S = 4.71
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 3.41 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 37.30 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
20,368 cu.ft.
CALCULATE Ks AND b
BOTTOM INFILTRATION ELEVATION Al 25.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.93 ACRES
RUNOFFCOEF.'C'
0.55
TIME OF CONCENTR 1
5.00 MIN
INTENSITY (10 YR) 1
7.23 INIHR
Qp = 7.67 CFS
Op = 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)
25.00
6077
0
0
0
0 0
0
26.00
6077
6,077
6,077
1.0
8.7123 0
1.02
27.00
6077
6,077
12,154
2.0
9.4054 0.693147181
1.97
28.00
6077
6,077
18,231
3.0
9.8109 1.098612289
2.88
29.00
6077
6,077
24.308
4.0
10.0986 1.386294361
3.78
29.25
6077
6,077
30,385
4.3
10.3217 1.446918983
4.67
Regression Output:
Ks = 5941
b = 1.06
X Coefficient 8.69
G:UOBSVo14114021-VAML 2B1Calos114021 Infiltragon Routing 10y24hr Pond 3

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
10-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
1.13 cfs
Qp =
7.67 cfs
* infiitration rat 5:4 in/hr
Tp =
37.3 min
(Per Soils Report
dT =
4 min
BASIN DATA
Basin Drawdown Timc - 0 hours
KS =
5941
b =
1.06
Zo =
25.00 ft
Normal water elev =
25.00 ft
Peak Outflow = 0.00 cfs
Weir Length =
ft
Peak Stage =
27.79 ft
Cw =
3.0
Maximum Storage =
17,617 cu ft
Zcr =
It
Control Holes:
State Orifice: Dia =
0.00 in
Dd =
in
Inv =
0.00 ft
Cd =
0.6
Weir: L =
0 in
Zi =
It
Inv =
0.0 ft
Emergency Spillway L =
0 in
Inv =
0.00 ft
Emergency
Time
Inflow
Storage
Stage
Outflow W Riser
Barrel
Spillway
Orifice
Weir
IFStore
Infiltrate
(min)
(Cls)
(cu ft)
(ft)
(Cfs) (ds)
(S)
(ems)
(S)
(S)
(cu ft)
()
0
0.0
0
25.00
0 0
0
0.00
0
0.00
0.0
0.0
4
0.2
0
25.00
0 0.00
0
0.00
0
0.00
0.0
182.3
8
0.8
52
25.00
0.00 0.00
r, n
0.00
0.00
0.00
0.0
384.6
12
1.8
253
25.00
0.00 0.00
0.0
0.00
0.00
0.00
0.0
546.9
16
3.0
685
25.00
0.00 0.00
0.0
0.00
0.00
0.00
0.0
729.2
20
4.3
1402
25.09
0.00 0.00
0.0
0.00
0.00
0.00
490.0
911.6
24
5.5
2427
25.24
0.00 0.00
0.0
0.00
0.00
0.00
1332.9
1093.9
28
6.6
3749
25.44
0.00 0.00
0.0
0.00
0.00
0.00
2472.4
1276.2
32
7.3
5322
25.67
0.00 0.00
0.0
0.00
0.00
0.00
3863.5
1458.5
36
7.7
7074
25.92
0.00 0.00
0.0
0.00
0.00
0.00
5432.7
1640.8
40
7.6
8910
26.18
0.00 0.00
0.0
0.00
0.00
0.00
7086.8
1823.1
44
7.1
10728
26.44
0.00 0.00
0.0
0.00
0.00
0.00
8722.7
2005.4
48
6.3
12428
26.67
0.00 0.00
0.0
0.00
0.00
0.00
10239.8
2187.7
52
5.4
13928
26.87
0.00 0.00
0.0
0.00
0.00
0.00
11558.2
2370.0
56
4.7
15234
27.05
0.00 0.00
0.0
0.00
0.00
0.00
12681.4
2552.3
60
4.1
16369
27.19
0.00 0.00
0.0
0.00
0.00
0.00
13634.7
2734.7
64
3.6
17357
27.31
0.00 0.00
0.0
0.00
n nn
0.00
14440.3
2917.0
68
3.1
18217
27.41
0.00 0.00
0.0
0.00
0.00
0.00
15117.3
3099.3
72
2.7
18904
27.50
0.00 0.00
0.0
0.00
0.00
0.00
15682.5
3281.6
76
2.4
19614
27.57
0.00 0.00
0.0
0.00
0.00
0.00
16150.4
3463.9
80
2.1
20180
27.63
0.00 0.00
0.0
0.00
0.00
0.00
16533.8
3646.2
84
1.8
20672
27.67
0.00 0.00
0.0
0.00
0.00
0.00
16843.5
3828.5
88
1.6
21100
27.71
0.00 0.00
0.0
0.00
0.00
0.00
17089.2
4010.8
92
1.3
21472
27.74
0.00 0.00
0.0
0.00
0.00
0.00
17279.2
4193.1
96
1.2
21796
27.76
0.00 0.00
0.0
0.00
0.00
0.00
17420.8
4375.4
100
1.0
22078
27.77
0.00 0.00
0.0
0.00
0.00
0.00
17520.3
4557.8
104
0.9
22323
27.78
0.00 0.00
0.0
0.00
0.00
0.00
17583.0
4740.1
108
0.8
22536
27.79
0.00 0.00
0.0
0.00
0.00
0.00
17613.9
4922.4
112
0.7
22722
27.79
0.00 0.00
0.0
0.00
0.00
0.00
17617.1
5104.7
116
0.6
22883
27.79
0.00 0.00
0.0
0.00
0.00
0.00
17596.1
5287.0
120
0.5
23023
27.78
0.00 0.00
0.0
0.00
0.00
0.00
17554.1
5469.3
124
0.4
23145
27.77
0.00 0.00
0.0
0.00
0.00
0.00
17493.9
5651.6
128
0.4
23252
27.76
0.00 0.00
0.0
0.00
0.00
0.00
17417.8
5833.9
132
0.3
23344
27.76
0.00 0.00
0.0
0.00
0.00
0.00
17327.8
6016.2
136
0.3
23424
27.73
0.00 0.00
0.0
0.00
0.00
0.00
17225.9
619B.5
140
0.3
23494
27.71
0.00 0.00
0.0
0.00
0.00
0.00
17113.5
6380.9
144
0.2
23555
27.70
0.00 0.00
0.0
0.00
0.00
0.00
16992.0
6663.2
140
0.2
23608
27.68
0.00 O.Ou
0.0
0.00
0.00
0.00
16862.5
6745.5
152
0.2
23654
27.66
0.00 Ono
0.0
0.00
0.00
0.00
16726.3
6927.8
156
0.1
23694
27.63
0.00 0.00
0.0
0.00
0.00
0.00
16584.0
7110.1
160
0.1
23729
27.61
0.00 0.00
0.0
0.00
0.00
0.00
16436.5
7292.4
164
0.1
23759
27.59
0.00 0.00
0.0
0.00
0.00
0.00
16284.5
7474.7
168
0.1
23786
27.57
0.00 0.00
0.0
0.00
0.00
0.00
16128.5
7657.0
172
0.1
23808
27.54
0.00 0.00
0.0
0.00
0.00
0.00
15969.1
7839.3
176
0.1
23828
27.52
0.00 0.00
0.0
0.00
0.00
0.00
15806.7
8021.6
180
0.1
23846
27.49
0.00 0.00
0.0
0.00
0.00
0.00
15641.8
8204.0
184
0.1
23861
27.47
0.00 0.00
0.0
0.00
0.00
0.00
15474.5
8386.3
G:UOBS12014114021-VAML 2SICaIcs114021 Infiltration Routing
10yrMr Pond 3

1/2/2015
VMAL Phase 2B
14021
MLV
Pond #3
Stormwater Infiltration Basin Routing
10-year 24hr Storm
192
0.0
23885
27.42
0.00
0.00
0.0
0.00
0.00
0.00
15134.4
8750.9
196
0.0
23895
27.39
0.00
0.00
0.0
0.00
0.00
0.00
14962.1
8933.2
200
0.0
23904
27.36
0.00
0.00
0.0
0.00
0.00
0.00
14788.4
9115.5
204
0.0
23911
27.34
0.00
0.00
0.0
0.00
0.00
0.00
14613.6
9297.8
208
0.0
23918
27.31
0.00
0.00
0.0
0.00
0.00
0.00
14437.8
9480.1
212
0.0
23924
27.29
0.00
0.00
n n
0.00
0.00
0.00
14261.2
9662.4
216
0.0
23929
27.26
0.00
0.00
0.0
0.00
0.00
0.00
14083.8
9844.7
220
C.0
23933
27.23
0.00
0.00
0.0
0.00
U.UU
0.00
13905.8
10027.1
224
0.0
23937
27.20
0.00
0.00
0.0
0.00
0.00
0.00
13727.3
10209.4
228
0.0
23940
27.18
0.00
0.00
0.0
0.00
0.00
0.00
13548.2
10391.7
232
0.0
23943
27.15
0.00
0.00
0.0
0.00
0.00
0.00
13368.7
10574.0
236
0.0
23945
27.12
0.00
0.00
0.0
0.00
0.00
0.00
13188.9
10756.3
240
0.0
23947
27.10
0.00
0.00
0 0
n.00
0.00
0.00
13008.7
10938.6
244
0.0
23949
27.07
0.00
0.00
0.0
0.00
0.00
0.00
12828.3
11120.9
248
0.0
23951
27.04
0.00
0.00
0.0
0.00
0.00
0.00
12647.6
11303.2
252
0.0
23952
27.01
0.00
0.00
0.0
0.00
0.00
0.00
12466.7
11485.5
256
0.0
23953
26.99
0.00
0.00
0.0
0.00
0.00
0.00
12285.6
11667.8
260
0.0
23955
26.96
0.00
0.00
0.0
0.00
0.00
0.00
12104.4
11850.2
264
0.0
23955
26.93
0.00
0.00
0.0
0.00
0.00
0.00
11923.0
12032.5
268
0.0
23956
26.90
0.00
0.00
0.0
0.00
0.00
0.00
11741.5
12214.8
272
0.0
23957
26.87
0.00
0.00
0.0
0.00
0.00
0.00
11559.9
12397.1
276
0.0
23958
26.85
0.00
0.00
0.0
0.00
0.00
0.00
11378.2
12579.4
280
0.0
23958
26.82
0.00
0.00
0.0
0.00
0.00
0.00
11196.4
12761.7
284
0.0
23959
26.79
0.00
0.00
0.0
0.00
0.00
0.00
11014.5
12944.0
288
0.0
23959
26.76
0.00
0.00
0.0
0.00
0.00
0.00
10832.6
13126.3
292
0.0
23959
26.73
0.00
0.00
0.0
0.00
0.00
0.00
10650.7
13308.6
296
0.0
23960
26.71
0.00
0.00
0.0
0.00
0.00
0.00
10468.7
13490.9
300
0.0
23960
26.68
0.00
0.00
0.0
0.00
0.00
0.00
10286.6
13673.3
304
0.0
23960
26.65
0.00
0.00
0.0
0.00
0.00
0.00
10104.5
13855.6
308
0.0
23960
26.62
0.00
0.00
0.0
0.00
0.00
0.00
9922.4
14037.9
312
0.0
23960
26.59
0.00
0.00
0.0
0.00
0.00
0.00
9740.3
14220.2
316
0.0
23961
26.57
0.00
0.00
0.0
0.00
0.00
0.00
9558.1
14402.5
320
0.0
23961
28.54
0.00
0.00
0.0
0.00
0.00
0.00
9376.0
14584.8
324
0.0
23961
26.51
0.00
0.00
0.0
0.00
0.00
0.00
9193.8
14767.1
328
0.0
23961
26.48
0.00
0.00
0.0
0.00
0.00
0.00
9011.6
14949.4
332
0.0
23961
26.45
0.00
0.00
0.0
0.00
0.00
0.00
8829.3
15131.7
336
0.0
23961
26.43
0.00
0.00
0.0
0.00
0.00
0.00
8647.1
15314.0
340
0.0
23961
26.40
0.00
0.00
0.0
0.00
0.00
0.00
8464.9
15496.4
344
0.0
23961
26.37
0.00
0.00
0.0
0.00
0.00
0.00
8282.6
15678.7
348
0.0
23961
26.34
0.00
0.00
0.0
0.00
0.00
0.00
8100.3
15861.0
352
0.0
23961
26.31
0.00
0.00
0.0
0.00
0.00
0.00
7918.1
16043.3
356
0.0
23961
26.28
0.00
0.00
0.0
0.00
0.00
0.00
7735.8
16225.6
360
0.0
23961
26.25
0.00
0.00
0.0
0.00
0.00
0.00
7553.5
16407.9
364
0.0
23961
26.23
0.00
0.00
0.0
0.00
0.00
0.00
7371.2
15590.2
368
0.0
23961
26.20
0.00
0.00
0.0
0.00
0.00
0.00
7189.0
16772.5
372
0.0
23962
26.17
0.00
0.00
0.0
0.00
0.00
0.00
7006.7
16954.8
376
0.0
23962
26.14
0.00
0.00
0.0
0.00
0.00
0.00
6824.4
17137.1
380
0.0
23962
26.11
0.00
0.00
0.0
0.00
0.00
0.00
6642.1
17319.5
384
0.0
23962
26.08
0.00
0.00
0.0
0.00
0.00
0.00
6459.8
17501.8
388
0.0
23962
26.05
0.00
0.00
0.0
0.00
0.00
0.00
6277.5
17684.1
392
0.0
23962
26.02
0.00
0.00
0.0
0.00
0.00
0.00
6095.2
17866.4
396
0.0
23962
26.00
0.00
0.00
0.0
0.00
0.00
0.00
5912.9
18048.7
400
0.0
23962
25.97
0.00
0.00
0.0
0.00
0.00
0.00
5730.6
18231.0
404
0.0
23962
25.94
0.00
0.00
0.0
0.00
0.00
0.00
5648.3
18413.3
408
0.0
23962
25.91
0.00
0.00
0.0
0.00
0.00
0.00
5366.0
18595.6
G:UOBS12014114021-VAML2B%Calcs114021 Infiltration Roudng 10y24hr Pond 3

1/2/2015
MLV
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
0.78 ACRES
RUNOFF COEF.'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.23 IN/HR
Qa = 1.13 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN = 68
S = (1000/CN)-10
S = 4.71
Depth (D) = (P-0.7S)A2/(P+0.8S)
D = 3.41 IN -10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Op
Tp = 37.30 MINUTES
Storage Volume Req'd = (Qp-Qa)"TW1.39'60
20,368 cu.ft.
CALCULATE Ks AND b
BOTTOM INFILTRATION ELEVATION Al 25.00 feet
VMAL Phase 213
Pond #3
Stormwater Infiltration Basin Routing
10-year 24hr Storm
(1/2 Infiltration Rate)
AFTER DEVELOPMENT
WATERSHED AREA
1.93 ACRES
RUNOFF COEF. 'C'
0.55
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.23 IN/HR
Qp = 7.67 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)
(ou ft)
(ft)
(ft)
25.00
6077
0
0
0
0 0
0
26.00
6077
6,077
6,077
1.0
8.7123 0
1.02
27.00
6077
6,077
12,154
2.0
9.4054 0.693147181
1.97
28.00
6077
6,077
18,231
3.0
9.8109 1.098612289
2.88
29.00
6077
6,077
24,308
4.0
10.0986 1.386294361
3.78
29.25
6077
6,077
30,385
4.3
10.3217 1.446918983
4.67
Regression Output
Ks =
6941
b
1.06
X Coefficient
8.69
14021
G:UOBS12014114021-VAML 2BXCalcs114021 Infiltration Routing 10y24hr Pond 3 half infil

11=015 VMAL Phase 213 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
10-year 24hr Storm
(1/2 Infiltration Rate)
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
1.13 cfs
Qp =
7.67 cis
` Infiltration rat 2.7 1n/hr
*Half of Infiltration Rate
shown to
Tp =
37.3 min
(Per Soils Report
prove that system can infiltrate
dT =
4 min
without discharge to waive the
BASIN DATA
Basin. Drawdown Time = Ohours
NCDENR Oftline Bypass &
Ks
5941
Vegetated Filter Strip requirements
b
1.06
Zo
25.00 ft
Normal water elev
25.00 ft
Peak Outflow =
0.00 cfs
Weir Length =
ft
Peak Stage =
28.19 ft
Cw =
3.0
Maulmi im Storage =
20,336 cu ft
Zcr =
ft
Control Holes:
State Orifice: Dia =
0.00 in
Dd =
in
Inv =
0.00 ft
Cd
0.6
Weir. L =
0 in
Zi
ft
Inv =
0.0 It
Emergency Spillway L =
0 in
Inv =
0.00 ft
Emergency
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Spillway
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu ft)
(cf)
0
0.0
0
25.00
0
0
0
0.00
0
0.00
0.0
0.0
4
0.2
0
25.00
0
0.00
0
0.00
0
0.00
0.0
91.2
8
0.8
52
25.00
0.00
0.00
0.0
0.00
0 00
n nn
.n. n
18Y.3
12
1.8
253
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
273.5
16
3.0
685
25,06
0.00
0.00
0.0
0.00
0.00
0.00
319.9
364.6
20
4.3
1402
25.18
0.00
0.00
0.0
0.00
0.00
0.00
945.7
455.8
24
5.5
2427
25.34
0.00
0.00
0.0
0.00
0.00
0.00
1879.8
546.9
28
6.6
3749
25.54
0.00
0.00
0.0
0.00
0.00
0.00
3110.5
638.1
32
7.3
5322
25.78
0.00
0.00
0.0
0.00
0.00
0.00
4592.7
729.2
36
7.7
7074
26.05
0.00
0.00
0.0
0.00
0.00
0.00
6253.1
820.4
40
7.6
8910
26.32
0.00
0.00
0.0
0.00
0.00
0.00
7998.3
911.6
44
7.1
10728
26.59
0.00
0.00
0.0
0.00
0.00
0.00
9725.5
1002.7
48
6.3
12428
26.B4
0.00
0.00
0.0
0.00
0.00
0.00
11333.7
1093.9
52
5.4
13928
27.05
0.00
0.00
0.0
0.00
0.00
0.00
12743.2
1185.0
56
4.7
15234
27.24
0.00
0.00
0.0
0.00
0.00
0.00
13957.6
1276.2
60
4.1
16369
27.40
0.00
0.00
0.0
0.00
0.00
0.00
15002.0
13873
64
3.6
17357
27.53
0.00
0.00
0.0
0.00
0.00
0.00
15898.7
1458.5
68
3.1
18217
27.65
0.00
0.00
0.0
0.00
0.00
0.00
16666.9
1549.6
72
2.7
18964
27.75
0.00
0.00
0.0
0.00
0.00
0.00
17323.3
1640.8
76
2.4
19614
27.83
0.00
0.00
0.0
0.00
0.00
0.00
17882.4
1731.9
80
2.1
20180
27.90
0.00
0.00
0.0
0.00
0.00
0.00
18356.9
1823.1
84
1.8
20672
27.96
0.00
0.00
0.0
0.00
0.00
0.00
18757.8
1914.3
88
1.6
21100
28.01
0.00
0.00
0.0
0.00
0.00
0.00
19094.6
2005.4
92
1.3
21472
28.05
0.00
0.00
0.0
0.00
0.00
0.00
19375.8
2096.6
96
1.2
21796
28.09
0.00
0.00
0.0
0.00
0.00
0.00
19606.5
2187.7
100
1.0
22078
28.11
0.00
0.00
0.0
0.00
0.00
0.00
19799.1
2278.9
104
0.9
22323
28.14
0.00
0.00
0.0
0.00
0.00
0.00
19953.1
2370.0
108
0.8
22536
28.16
0.00
0.00
0.0
0.00
0.00
0.00
20076.1
2461.2
112
0.7
22722
28.17
0.00
0.00
0.0
0.00
0.00
0.00
20169.4
2552.3
116
0.6
22883
28.18
0.00
0.00
0.0
0.00
0.00
0.00
20239.6
2643.5
120
0.5
23023
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20288.8
2734.7
124
0.4
23145
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20310.7
2825.8
128
0.4
23252
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20334.7
2917.0
132
0.3
23344
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20335.9
300B.1
136
0.3
23424
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20325.1
3099.3
140
0.3
23494
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20303.9
3190.4
144
0.2
23555
28.18
0.00
0.00
0.0
0.00
0.00
0.00
20273.5
3281.6
148
0.2
23608
28.18
0.00
0.00
0.0
0.00
0.00
0.00
20235.3
3372.7
152
0.2
23664
28.17
0.00
0.00
0.0
0.00
0.00
0.00
20190.1
3463.9
156
0.1
23694
28.18
0.00
0.00
0.0
0.00
0.00
0.00
20139.0
3555.0
160
0.1
23729
28.16
0.00
0.00
0.0
0.00
0.00
0.00
20082.7
3646.2
164
0.1
23759
28.15
0.00
0.00
0.0
0.00
0.00
0.00
20021.8
3737.4
168
0.1
23786
28.14
0.00
0.00
0.0
0.00
0.00
0.00
19957.0
3828.5
172
0.1
23808
28.13
0.00
0.00
0.0
0.00
0.00
0.00
19888.8
3919.7
176
0.1
23828
28.12
0.00
0.00
0.0
0.00
0.00
0.00
19817.5
4010.8
180
0.1
23846
28.11
0.00
0.00
0.0
0.00
0.00
0.00
19743.7
4102.0
184
0.1
23861
28.09
0.00
0.00
0.0
0.00
0.00
0.00
19667.7
4193.1
G:U0BS12014114021-VAML
2B1Ca1cs%14021 Infiltration Roufing
10yr24hr Pond 3_half infil

1=015
VMAL Phase 2B
14021
MLV
Pond #3
Storrnwater Infiltration Basin Routing
10-year 24hr Storm
192
0.0
23885
28.07
0.00
(16.01ltration R§tO)
0.00
0.00
0.00
19609.9
4375.4
196
0.0
23895
28.06
0.00
0.00
0.0
0.00
0.00
0.00
19428.7
4466.6
200
0.0
23904
28.05
0.00
0.00
0.0
0.00
0.00
0.00
19346.1
4557.8
204
0.0
23911
28.03
0.00
0.00
0.0
0.00
0.00
0.00
19262.5
4648.9
208
0.0
23918
28.02
0.00
0.00
0.0
0.00
0.00
0.00
19177.9
4740.1
212
0.0
23924
28.01
0.00
0.00
0.0
0.00
0.00
0.00
19092.4
4831.2
216
0.0
23929
28.00
0.00
0.00
0.0
0.00
0.00
0.00
19006.2
4922.4
220
0.0
23933
21.98
0.00
0.00
0.0
0.00
0.00
0.00
18919.4
5013.5
224
0.0
23937
27.97
0.00
0.00
D.0
0.00
0.00
0.00
18B31.9
5104.7
228
0.0
23940
27.96
0.00
0.00
0.0
0.00
0.00
0.00
18744.0
5195.8
232
0.0
23943
27.94
0.00
0.00
0.0
0.00
0.00
0.00
18655.7
5287.0
236
0.0
23945
27.93
0.00
0.00
0.0
0.00
0.00
0.00
18567.0
5378.1
240
0.0
73947
9792
0.00
0.00
0.0
0.00
0.00
0.00
18478.0
5469.3
244
0.0
23949
27.90
0.00
0.00
0.0
0.00
0.00
0.00
18388.7
5560.5
248
0.0
23951
27.89
0.00
0.00
0.0
0.00
0.00
0.00
18299.2
5651.6
252
0.0
23952
27.88
0.00
0.00
0.0
0.00
0.00
0.00
18209.5
5742.8
256
0.0
23953
27.86
0.00
0.00
0.0
0.00
0.00
0.00
18119.5
5833.9
260
0.0
23955
27.85
0.00
0.00
0.0
0.00
0.00
0.00
18029.4
5925.1
264
0.0
23955
27.84
0.00
0.00
0.0
0.00
0.00
0.00
17939.2
6016.2
268
0.0
23956
27.82
0.00
0.00
0.0
0.00
0.00
0.00
17848.9
6107.4
272
0.0
23957
27.81
0.00
0.00
0.0
0.00
0.00
0.00
17758.4
6198.5
276
0.0
23958
27.80
0.00
0.00
0.0
0.00
0.00
0.00
17667.9
6289.7
280
0.0
23958
27.78
0.00
0.00
0.0
0.00
0.00
0.00
17577.2
6380.9
284
0.0
23959
27.77
0.00
0.00
0.0
0.00
0.00
0.00
17486.6
6472.0
268
0.0
23959
27.76
0.00
0.00
0.0
0.00
0.00
0.00
17395.8
6563.2
292
0.0
23959
27.74
0.00
0.06
0.0
0.00
0.00
0.00
17305.0
6654.3
296
0.0
23960
27.73
0.00
0.00
0.0
0.00
0.00
0.00
17214.1
6745.5
300
0.0
23960
27.72
0.00
0.00
0.0
0.00
0.00
0.00
17123.3
6836.6
304
0.0
23960
27.70
0.00
0.00
0.0
0.00
0.00
0.00
17032.3
6927.8
308
0.0
23960
27.69
0.00
0.00
0.0
0.00
0.00
0.00
16941.4
7018.9
312
0.0
23960
27.67
0.00
0.00
0.0
0.00
0.00
0.00
16850.4
7110.1
316
0.0
23961
27.66
0.00
0.00
0.0
0.00
0.00
0.00
16759.4
7201.2
320
0.0
23961
27.65
0.00
0.00
0.0
0.00
0.00
0.00
16668.4
7292.4
324
0.0
23961
77.63
0.00
0.00
0.0
0.00
0.00
0.00
16577.3
7383.6
328
0.0
23961
27.62
0.00
0.00
0.0
0.00
0.00
0.00
16486.3
7474.7
332
0.0
23961
27.61
0.00
0.00
0.0
0.00
0.00
0.00
16395.2
7565.9
336
0.0
23961
27.59
0.00
0.00
0.0
0.00
0.00
0.00
16304.1
7657.0
340
0.0
23961
27.58
0.00
0.00
0.0
0.00
0.00
0.00
16213.0
7748.2
344
0.0
23961
27.57
0.00
0.00
0.0
0.00
0.00
0.00
16121.9
7839.3
348
0.0
23961
27.55
0.00
0.00
0.0
0.00
0.00
0.00
16030.8
7930.5
352
0.0
23961
27.54
0.00
0.00
0.0
0.00
0.00
0.00
15939.7
8021.6
356
0.0
23961
27.52
0.00
0.00
0.0
0.00
0.00
0.00
15848.6
8112.8
360
0.0
23961
27.51
0.00
0.00
0.0
0.00
0.00
0.00
15757.5
8204.0
364
0.0
23961
27.50
0.00
0.00
0.0
0.00
0.00
0.00
15656.4
8295.1
368
0.0
23961
27.48
0.00
0.00
0.0
0.00
0.00
0.00
15575.2
8386.3
372
0.0
23962
27.47
0.00
0.00
0.0
0.00
0.00
0.00
15484.1
8477.4
375
0.0
23962
27.46
0.00
0.00
0.0
0.00
0.00
0.00
15393.0
8568.6
380
0.0
23962
27.44
0.00
0.00
0.0
0.00
0.00
0.00
15301.B
8659.7
384
0.0
23962
27.43
0.00
0.00
0.0
0.00
0.00
0.00
15210.7
8750.9
388
0.0
23962
27.41
0.00
0.00
0.0
O.OD
0.00
0.00
15119.5
8842.0
392
0.0
23962
27.40
0.00
0.00
0.0
0.00
0.00
0.00
15028.4
8933.2
396
0.0
23962
27.39
0.00
0.00
0.0
0.00
0.00
0.00
14937.2
9024.3
400
O.D
23962
27.37
0.00
0.00
O.D
0.00
0.00
0.00
14846.1
9115.5
404
0.0
23962
27.36
0.00
0.00
0.0
0.00
0.00
0.00
14754.9
9206.7
408
0.0
23962
27.35
0.00
0.00
0.0
0.00
0.00
0.00
14663.8
9297.8
G:UOBS12014114021-VAML 2B1Oaics114021 Infiltration Routing 10y24hr Pond 3 halfInfil

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
25-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
0.78 ACRES
RUNOFF COEF. 'C'
0.2
TIME OF CONCENTR
5.00 MIN
INTENSITY (25 YR)
8.15 IN/HR
Qa = 1.27 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.05 INCHES 25yr, 24hr PRECIPITATION
CN = 6B
S = (1000/CN)-10
S = 4.71
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 4.28 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = I(43.5)(D)(Area)I / Op
Tp = 41.51 MINUTES
Storage Volume Req'd = (Op,-Qa)'l V1.39.60
25.54R ru ft.
CALCULATE Ks AND b
BOTTOM INFILTRATION ELEVATION Al 25.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.93 ACRES
RUNOFF COEF. 'C'
0.55
TIME OF CONCENTR
5.60 MIN
INTENSITY (25 YR)
1 8.15 IN/HR
Qp = 8.65 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)
25.00
6077
0
0
0
0 n
0
26.00
6077
5,077
6,077
1.0
8.7123 0
1.02
27.00
6077
6,077
12,154
2.0
9.4054 0.693147181
1.97
28.00
6077
6,077
18,231
3.0
9.8109 1.098612289
2.68
29.00
6077
6,077
24,308
4.0
10.0986 1.386294361
3.78
29.25
6077
6,077
30,385
4.3
10.3217 1.446918983
4.67
Regression Output
Ks =
5941
b =
1.06
X Coefficient
8.69
G:U0BS%2014114021-VAML 2B1CaIcs114021 Infiltration Routing 25y24hr Pond 3

1/2/2015 VMAL Phase 2B
MLV Pond #3 14021
Stormwater Infiltration Basin Routing
25-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
1.27 cfs
Qp =
8.65 cis
• Infiltration rat 5.4 fn/hr
Tp =
41.5 min
(Per Soils Report
dT =
4 min
BASIN DATA
Basin Drawdown Time = ,hours
Ks =
5941
b=
1.06
Zo =
25.00 ft
Normal water elev =
25.00 ft
Peak Outflow = 0.00 cfs
Weir Length =
ft
Peak Stage =
28.56 It
Cw =
3.0
Ma)amum Storage =
22,833 cu ft
Zcr =
ft
Control Holes:
State Orifice: Dia =
0.00 in
Dd =
In
Inv =
0.00 ft
Cd =
0.6
Weir. L =
0 in
Zi =
ft
Inv =
0.00 It
Emergency Spillway L =
0 in
Inv =
0.00 ft
Emergency
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Spillway
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(Cu ft)
(cf)
0
0.0
0
25.00
0
0
0
0.00
0
0.00
0.0
0.0
4
0.2
0
25.00
0
0.00
0
0.00
0
0.00
0.0
182.3
8
0.8
47
25.00
0.00
CAC
0.0
0.00
0.00
0.00
0.0
364.6
12
1.7
232
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
546.9
16
2.8
631
25.00
0.00
0.00
0.0
0.00
0.00
0.00
0.0
729.2
20
4.1
1304
25.08
0.00
0.00
0.0
0.00
0.00
0.00
392.3
911.6
24
5.4
2283
25.22
0.00
0.00
0.0
0.00
0.00
0.00
1188.9
1093.9
28
6.6
3573
25.41
0.00
0.00
0.0
0.00
0.00
0.00
2297.2
1276.2
32
7.6
5153
25.64
0.00
0.00
0.0
0.00
0.00
0.00
3694.2
1458.5
36
8.3
6972
25.90
0.00
0.00
0.0
0.00
0.00
0.00
5330.8
1640.8
40
8.6
8959
26.19
0.00
0.00
0.0
0.00
0.00
0.00
7135.8
1823.1
44
8.6
11028
26.48
0.00
0.00
0.0
0.00
0.00
0.00
9023.0
2005.4
48
8.1
13086
26.77
0.00
0.00
0.0
0.00
0.00
0.00
10898.6
2187.7
52
7.4
15040
27.04
0.00
0.00
0.0
0.00
0.00
0.00
12669.8
2370.0
56
6.5
16808
27.28
0.00
0.00
0.0
0.00
0.00
0.00
14255.6
2552.3
60
5.7
18368
27.49
0.00
0.00
0.0
0.00
0.00
0.00
15633.2
2734.7
64
5.1
19744
27.67
0.00
0.00
0.0
n nn
0.00
0.00
16827.1
2917.0
68
4.5
20958
27.83
0.00
0.00
0.0
0.00
0.00
0.00
17859.0
3099.3
72
3.9
22029
27.96
0.00
0.00
0.0
0.00
0.00
0.00
18747.9
3281.6
76
3.5
22975
28.07
0.00
0.00
0.0
0.00
0.00
0.00
19510.7
3463.9
80
3.1
23808
28.17
0.00
0.00
0.0
0.00
0.00
0.00
20162.2
3646.2
84
2.7
24544
28.25
0.00
0.00
0.0
0.00
0.00
0.00
20715.5
3828.5
88
2.4
25193
28.32
0.00
0.00
0.0
0.00
0.00
0.00
21182.2
4010.8
92
2.1
25766
28.38
0.00
0.00
0.0
0.00
0.00
0.00
21572.5
4193.1
96
1.9
26271
28.42
0.00
0.00
0.0
0.00
0.00
0.00
21895.3
4375.4
100
1.6
26716
28.46
0.00
0.00
0.0
0.00
0.00
0.00
22158.7
4557.8
104
1.4
27110
28.49
0.00
0.00
0.0
0.00
0.00
0.00
22369.6
4740.1
108
1.3
27457
28.52
0.00
0.00
0.0
0.00
0.00
0.00
22534.2
4922.4
112
1.1
27763
28.54
0.00
0.00
0.0
0.00
0.00
0.00
22658.0
5104.7
116
1.0
28033
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22745.7
5287.0
120
0.9
28271
28.56
0.00
0.00
0.0
0.00
0.00
0.00
22801.6
5469.3
124
0.8
28481
28.56
0.00
0.00
0.0
0.00
0.00
0.00
22829.5
5661.6
128
0.7
28667
28.56
0.00
0.00
0.0
0.00
0.00
0.00
22832.6
5833.9
132
0.6
28830
28.56
0.00
0.00
0.0
0.00
0.00
0.00
22813.9
6016.2
136
0.5
28975
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22776.0
6198.5
140
0.5
29102
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22721.0
63B0.9
144
0.4
29214
28.54
0.00
0.00
0.0
0.00
0.00
0.00
22651.0
6563.2
148
0.4
29313
28.52
0.00
0.00
0.0
0.00
0.00
0.00
22567.8
6745.5
152
0.3
29401
28.61
0.00
0.00
0,0
0.00
0.00
0.00
22473.0
6927.8
156
0.3
29478
28.49
0.00
0.00
0.0
0.00
0.00
0.00
22367.8
7110.1
160
0.3
29546
28.48
0.00
0.00
0.0
0.00
0.00
0.00
22253.6
7292.4
164
0.2
29606
28.46
0.00
0.00
0.0
0.00
0.00
0.00
22131.3
7474.7
168
0.2
29659
28.44
0.00
0.00
0.0
0.00
0.00,
0.00
22002.0
7657.0
172
0.2
29706
28.42
0.00
0.00
0.0
0.00
0.00
0.00
21866.4
7839.3
176
0.2
29747
28.40
0.00
0.00
0.0
0.00
0.00
0.00
21725.4
8021.6
180
0.1
29783
28.38
0.00
0.00
0.0
0.00
0.00
0.00
21579.4
8204.0
184 0.1 29815 28.36 0.00
G:UOBS12014114021-VAML 281Ca1=114021 Infiltration Routing 25y24hr Pond 3
0.00
0.0
0.00
0.00
0.00
21429.2
8386.3

1/2/2015
VMAL Phase 2B
14021
MLV
Pond #3
Stormwater Infiltration
Basin Routing
25-year 24hr Storm
192
0.1
29869
28.31
0.00
0.00
0.0
0.00
0.00
0.00
21117.9
8750.9
196
0.1
29891
28.29
0.00
0.00
0.0
0.00
0.00
0.00
20957.7
8933.2
200
0.1
29910
28.26
0.00
0.00
0.0
0.00
0.00
0.00
20794.8
9115.5
204
0.1
29927
28.24
0.00
0.00
0.0
0.00
0.00
0.00
20629.6
9297.8
208
0.1
29943
28.21
0.00
0.00
0.0
0.00
0.00
0.00
20462.5
9480.1
212
0.0
29956
28.19
0.00
0.00
0.0
0.00
0.00
0.00
20293.5
9662.4
216
0.0
29968
28.16
0.00
0.00
0.0
0.00
0.00
0.00
20123.0
9844.7
220
0.0
29978
28.14
0.00
0.00
0.0
0.00
0.00
0.00
19951.1
10027.1
224
0.0
29987
28.11
0.00
0.00
0.0
0.00
0.00
0.00
19777.9
10209.4
228
0.0
29995
28.09
0.00
0.00
0.0
0.00
0.00
0.00
19603.7
10391.7
232
0.0
30003
28.06
0.00
0.00
0.0
0.00
0.00
0.00
19428.6
10574.0
236
0.0
30009
28.03
0.00
0.00
0.0
0.00
0.00
0.00
19252.5
10756.3
240
0.0
30014
28.01
0.00
0.00
0.0
0.00
0.00
000
19075.8
10938.6
244
0.0
30019
27.98
0.00
0.00
0.0
0.00
0.00
0.00
18898.4
11120.9
248
0.0
30024
27.95
0.00
0.00
0.0
0.00
0.00
0.00
18720.4
11303.2
252
0.0
30027
27.93
0.00
0.00
0.0
0.00
0.00
0.00
18541.9
11485.5
256
0.0
30031
27.90
0.00
0.00
0.0
0.00
0.00
0.00
1 B363.0
11667.8
260
0.0
30034
27.87
0.00
0.00
0.0
0.00
0.00
0.00
18183.6
11850.2
264
0.0
30036
27.85
0.00
0.00
0.0
0.00
0.00
0.00
18003.9
12032.5
268
0.0
30039
27.82
0.00
0.00
0.0
0.00
0.00
0.00
17823.9
12214.8
272
0.0
30041
27.79
0.00
0.00
0.0
0.00
0.00
0.00
17643.7
12397.1
276
0.0
30043
27.77
0.00
0.00
0.0
0.00
0.00
0.00
17463.1
12579.4
280
0.0
30044
27.74
0.00
0.00
0.0
0.00
0.00
0.00
17282.4
12761.7
284
0.0
30046
27.71
0.00
0.00
0.0
0.00
0.00
0.00
17101.5
12944.0
288
0.0
30047
27.69
0.00
0.00
0.0
0.00
0.00
0.00
16920.4
13126.3
292
0.0
30048
27.66
0.00
0.00
0.0
0.00
0.00
0.00
16739.2
13308.6
296
0.0
30049
27.63
0.00
0.00
0.0
0.00
0.00
0.00
16557.9
13490.9
300
0.0
30050
27.60
0.00
0.00
0.0
0.00
0.00
0.00
16376.4
13673.3
304
0.0
30050
27.58
0.00
0.00
0.0
0.00
0.00
0.00
16194.9
13855.6
308
0.0
30051
27.55
0.00
0.00
0.0
0.00
0.00
0.00
16013.2
14037.9
312
0.0
30052
27.52
0.00
0.00
0.0
0.00
0.00
0.00
15831.5
14220.2
316
0.0
30052
27.49
0.00
0.00
0.0
0.00
0.00
0.00
15649.7
14402.5
320
0.0
30053
27.47
0.00
0.00
0.0
0.00
0.00
0.00
15467.8
14584.8
324
0.0
30053
27.44
0.00
0.00
0.0
0.00
0.00
0.00
15285.9
14767.1
328
0.0
30053
27.41
0.00
0.00
0.0
0.00
0.00
0.00
15104.0
14949.4
332
0.0
30054
27.38
0.00
0.00
0.0
0.00
0.00
0.00
14922.0
15131.7
336
0.0
30054
27.36
0.00
0.00
0.0
0.00
0.00
0.00
14739.9
15314.0
340
0.0
30054
27.33
0.00
0.00
0.0
0.00
0.00
0.00
14557.9
15496.4
344
0.0
30054
27.30
0.00
0.00
0.0
0.00
0.00
0.00
14375.8
15678.7
348
0.0
30055
27.27
0.00
0-00
0.0
0.00
0.00
0.00
14193.6
15861.0
352
0.0
30055
27.25
0.00
0.00
0.0
0.00
0.00
0.00
14011.5
16043.3
356
0.0
30055
27.22
0.00
0.00
0.0
0.00
0.00
0.00
13829.3
16225.6
360
0.0
30055
27.19
0.00
0.00
0.0
0.00
0.00
0.00
13647.2
16407.9
364
0.0
30055
27.16
0.00
0.00
0.0
0.00
0.00
0.00
13465.0
16590.2
368
0.0
30055
27.14
0.00
0.00
0.0
0.00
0.00
0.00
13282.7
16772.5
372
0.0
30055
27.11
0.00
0.00
0.0
0.00
0.00
0.00
13100.5
16954.8
376
0.0
30055
27.08
0.00
0.00
0.0
0.00
0.00
0.00
12918.3
17137.1
380
0.0
30056
27.05
0.00
0.00
0.0
0.00
0.00
0.00
12736.1
17319.5
384
0.0
30056
27.03
0.00
0.00
0.0
0.00
0.00
0.00
12553.8
17501.8
388
0.0
30056
27.00
0.00
0.00
0.0
0.00
0.00
0.00
12371.5
17684.1
392
0.0
30056
26.97
0.00
0.00
0.0
0.00
0.00
0.00
12189.3
17866.4
396
0.0
30056
26.94
0.00
0.00
0.0
0.00
0.00
0.00
12007.0
18048.7
400
0.0
30056
26.91
0.00
0.00
0.0
0.00
0.00
0.00
11824.7
18231.0
404
0.0
30056
26.89
0.00
0.00
0.0
0.00
0.00
0.00
11642.5
18413.3
408
0.0
30056
26.86
0.00
0.00
0.0
0.00
0.00
0.00
11460.2
18595.6
13MOBS12014114021-V/1ML 2B1Calcs114021 Infiltration Routing 25y24hr Pond 3

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
50-year 24hr Storm - no infiltration
WATERSHED DATA
WATERSHEDAREA
0.78 ACRES
RUNOFF COEF.'C'
0.2
TIME OF EON CENTR
1 5.00 MIN
INTENSITY f50 YR)
1 8.87 IN/HR
Qa = 1.38 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 9 INCHES 50yr, 24hr PRECIPITATION
CN = 68
S = (1000/CN)-10
S = 4.71
Depth (D) = (P-0.2S)A21(P+0.8S)
D = 5.09 IN - 50yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Aree)] / Qp
Tp = 45.37 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
30,309 cu. ft.
CALCULATE KS AND b
BOTTOM INFILTRATION ELEVATION Al 25.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.93 ACRES
RUNOFF COEF. 'C'
0.55
TIME OF CONCENTR
5.00 MIN
INTENSITY (50 YR)
8.87 IN/HR
Qp = 9.42 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)
25.00
6077
0
0
0
0 0
0
26.00
6077
6,077
6,077
1.0
8.7123 0
1.02
27.00
6077
6,077
12,154
2.0
9.4054 0.693147181
1.97
28.00
6077
6,077
18,231
3.0
9.8109 1.098612289
2.88
29.00
6077
6,077
24.306
4.0
10.0986 1.386294361
3.78
29.25
6077
6,077
30.385
4.3
10.3217 1.446918983
4.67
Regression Output:
Ks -
5941
b =
1.06
X Coefficient
8.69
G:U0BS12014114021-VAML 2BXCaIcs114021 Infibrabon Routing 50y24hr no infil Pond 3

1/2/2015 VMAL Phase 2B 14021
MLV Pond #3
Stormwater Infiltration Basin Routing
50-year 24hr Storm no infiltration
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
1.38 cis
Qp =
9.42 cfs
' Infiltration rate
ln/hr
Tp =
45.4 min
(Per Soils Report)
dT =
4 min
BASIN DATA
Basin Drawdown Time =
hours
Ks =
5941
b =
1.06
Zo =
25.00 It
Normal water elev =
25.00 ft
Peak Outflow=
6.47 cis
Weir Length =
it
Peak Stage =
28.77 it
CW =
3.0
Maximum Storage =
24,216 cu It
Zcr =
R
Control Holes:
State Orifice:
Dia =
0.00 in
Dd =
in
Inv =
0.00 It
Cd =
0.6
Weir/Emergency Spillway.
L =
96 in
Zi =
It
Inv =
28.55 It
Emergency
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Spillway
Orifice
Weir
IFStore
Infiltrate
(min)
(cis)
(cu ft)
(ft)
(cfs)
(cis)
(cfs)
(cfs)
(cfs)
(cis)
(cu ft)
(CI)
0
0.0
0
25.00
0
0
0
0.00
0
0.00
0.0
0.0
4
0.2
0
25.00
0
0.00
0
0.00
0
0.00
0.0
0.0
8
0.7
43
25.01
0.00
0.00
0.0
0.00
0.00
0.00
43.1
n n
12
1.5
212
25.04
0.00
0.00
0.0
0.00
0.00
0.00
212.1
0.0
16
2.6
580
25.11
0.00
0.00
0.0
0.00
0 On
0.00
580.2
0.0
20
3.8
1206
25.22
0.00
0.00
0.0
0.00
0.00
0.00
1205.7
0.0
24
5.1
2127
25.38
0.00
0.00
0.0
0.00
0.00
0.00
2126.8
0.0
28
6.4
3360
25.58
0.00
0.00
0.0
0.00
0.00
0.00
3359.5
0.0
32
7.5
4896
25.83
0.00
0.00
0.0
0.00
0.00
0.00
4896.0
0.0
36
8.5
6705
26.12
0.00
0.00
0.0
0.00
0.00
0.00
6705.3
0.0
40
9.1
8736
26.44
0.00
0.00
0.0
0.00
0.00
0.00
8735.6
0.0
44
9.4
10918
26.78
0.00
0.00
0.0
0.00
0.00
0.00
10918.2
0.0
48
9.3
13173
27.12
0.00
0.00
0.0
0.00
0.00
0.00
13172.8
0.0
52
8.9
15414
27.46
0.00
0.00
0.0
0.00
0.00
0.00
16413.8
0.0
56
8.2
17556
27.78
0.00
0.00
0.0
0.00
0.00
0.00
17556.4
0.0
60
7.3
19523
28.07
0.00
0.00
0.0
0.00
0.00
0.00
19523.4
0.0
64
6.5
21281
28.33
0.00
0.00
0.0
0.00
0.00
0.00
21280.7
0.0
68
5.8
22848
28.57
0.12
0.00
0.0
0.00
0.00
0.12
22847.7
0.0
72
5.2
24216
28.77
6.47
0.00
0.0
0.00
0.00
6.47
24216.1
0.0
76
4.6
23909
28.72
4.56
0.00
0.0
0.00
0.00
4.56
23909.0
0.0
80
4.1
23926
28.72
4.66
0.00
0.0
0.00
0.00
4.66
23926.2
0.0
84
3.7
23799
28.71
3.93
0.00
0.0
0.00
0.00
3.93
23798.8
0.0
88
3.3
23740
28.70
3.60
0.00
0.0
0.00
0.00
3.60
23739.7
0.0
92
2.9
23663
28.69
3.19
0.00
0.0
0.00
0.00
3.19
23663.0
0.0
96
2.6
23599
28.68
2.87
0.00
0.0
0.00
0.00
2.87
23598.8
0.0
100
2.3
23537
28.67
2.56
0.00
0.0
0.00
0.00
2.56
23537.4
0.0
104
2.1
23481
28.66
2.29
0.00
0.0
0.00
0.00
2.29
23480.9
0.0
108
1.9
23428
28.65
2.05
0.00
0.0
0.00
0.00
2.05
23428.4
0.0
112
1.7
23380
28.64
1.84
0.00
0.0
0.00
0.00
1.84
23379.7
0.0
116
1.5
23335
28.64
1.65
0.00
0.0
0.00
0.00
1.65
23334.6
0.0
120
1.3
23293
28.63
1.47
0.00
0.0
0.00
0.00
1.47
23292.7
0.0
124
1.2
23254
28.62
1.32
0.00
0.0
0.00
0.00
1.32
23253.8
0.0
120
1.0
23218
28.62
1.18
0.00
0.0
0.00
0.00
1.18
23217.8
0.0
132
0.9
23184
28.61
1.06
0.00
0.0
0.00
0.00
1.06
23184.4
0.0
136
0.8
23153
28.61
0.95
0.00
0.0
0.00
0.00
0.95
23153.3
0.0
140
0.7
23125
28.61
0.85
0.00
0.0
0-00
0.00
0.85
23124.5
0.0
144
0.7
23098
28.60
0.76
0.00
0.0
0.00
0.00
0.76
23097.8
0.0
148
0.6
23073
28.60
0.68
0.00
0.0
0.00
0.00
0.68
23073.0
0.0
152
0.5
23050
28.59
0.61
0.00
u.0
0.00
0.00
0.61
23050.0
0.0
156
0.5
23029
28.59
0.55
0.00
0.0
0.00
0.00
0.55
23028.6
0.0
160
0.4
23009
28.59
0.49
0.00
0.0
0.00
0.00
0.49
23008.8
0.0
164
0.4
22990
28.59
0.44
0.00
0.0
0.00
0.00
0.44
22990.4
0.0
168
0.3
22973
28.58
0.40
0.00
0.0
0.00
0.00
0.40
22973.3
0.0
172
0.3
22957
28.58
0.36
0.00
0.0
0.00
0.00
0.36
22957.4
0.0
176
0.3
22943
28.58
0.32
0.00
0.0
0.00
0.00
0.32
22942.7
0.0
180
0.2
22929
28.58
0.29
0.00
0.0
0.00
0.00
0.29
22929.0
0.0
184
0.2
22916
28.58
0.26
0.00
0.0
0.00
0.00
0.26
22916.3
0.0
GMOBS%2014114021-VAML 2B%C81cs114021
Infiltration Routing 50y24hr no infil Pond 3

1/2/2015
VMAL Phase 2B
MLV
Pond #3
14021
Stormwater Infiltration Basin Routing
50-year 24hr Storm - no infiltration
192
0.2
22894
28.57
0.21
0.00
0.0
0.00
0.00
0.21
22893.5
0.0
196
0.1
22883
28.57
0.19
0.00
0.0
0.00
0.00
0.19
22883.3
0.0
200
0.1
22874
28.57
0.17
0.00
0.0
0.00
0.00
0.17
22873.9
0.0
204
0.1
22865
28.57
0.15
0.00
0.0
0.00
0.00
0.15
22865.1
0.0
208
0.1
22857
28.57
0.14
0.00
0.0
0.00
0.00
0.14
22856.9
0.0
212
0.1
22849
28.57
0.12
0.00
0.0
o on
n no
0.12
22849.3
0.0
216
0.1
22842
28.56
0.11
0.00
0.0
0.00
0.00
0.11
22842.3
0.0
220
0.1
22836
28.56
0.10
0.00
0.0
0.00
O.uO
U.10
22835.7
0.0
224
0.1
22830
28.56
0.09
0.00
0.0
0.00
0.00
0.09
22829.6
0.0
228
0.1
22824
28.56
0.08
0.00
0.0
0.00
0.00
0.08
22823.9
0.0
232
0.1
22819
28.56
0.07
0.00
0.0
0.00
0.00
0.07
22818.6
0.0
236
0.0
22814
28.56
0.07
0.00
0.0
0.00
0.00
0.07
22813.7
0.0
240
0.0
22809
28.56
0.06
0.00
0.0
0.00
0.00
0.06
22809.2
0.0
244
0.0
22805
28.56
0.05
0.00
0.0
0.00
0.00
0.05
22804.9
0.0
248
0.0
22801
28.56
0.05
0.00
0.0
0.00
0.00
0.05
22801.0
0.0
252
0.0
22797
28.56
0.04
0.00
0.0
0.00
0.00
0.04
22797.3
0.0
256
0.0
22794
28.56
0.04
0.00
0.0
0.00
0.00
0.04
22793.9
0.0
260
0.0
22791
28.56
0.04
0.00
0.0
0.00
0.00
0.04
22790.7
0.0
264
0.0
22788
28.56
0.03
0.00
0.0
0.00
0.00
0.03
22787.7
0.0
268
0.0
22785
28.56
0.03
0.00
0.0
0.00
0.00
0.03
22784.9
0.0
272
0.0
22782
28.56
0.03
0.00
0.0
0.00
0.00
0.03
22782.4
0.0
276
0.0
22780
28.56
0.02
0.00
0.0
0.00
0.00
0.02
22780.0
0.0
280
0.0
22778
28.55
0.02
0.00
0.0
0.00
0.00
0.02
22777.7
0.0
284
0.0
22776
28.55
0.02
0.00
0.0
0.00
0.00
0.02
22.775.7
0.0
288
0.0
22774
28.55
0.02
0.00
0.0
0.00
0.00
0.02
22773.7
0.0
292
0.0
22772
28.55
0.02
0.00
0.0
0.00
0.00
0.02
22771.9
0.0
296
0.0
22770
28.55
0.02
0.00
0.0
0.00
0.00
0.02
22770.2
0.0
300
0.0
22769
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22768.6
0.0
304
0.0
22767
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22767.2
0.0
308
0.0
22766
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22765.8
0.0
312
0.0
22765
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22764.5
0.0
316
0.0
22763
2B.55
0.01
0.00
0.0
0.00
0.00
0.01
22763.3
0.0
320
0.0
22762
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22762.2
0.0
324
0.0
22761
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22761.2
0.0
328
0.0
22760
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22760.2
0.0
332
0.0
22759
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22759.3
0.0
336
O.0
22756
28.65
0.01
0.00
0.0
0.00
0.00
0.01
22758.4
0.0
340
0.0
22758
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22757.6
0.0
344
0.0
22757
28.55
0.01
0.00
0.0
0.00
0.00
0.01
22756.9
0.0
348
0.0
22756
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22756.2
0.0
352
0.0
22756
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22755.5
0.0
356
0.0
22755
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22754.9
0.0
360
0.0
22754
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22754.4
0.0
364
0.0
22754
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22753.8
0.0
368
0.0
22753
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22753.3
0.0
372
0.0
22753
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22752.9
0.0
376
0.0
22752
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22752.4
0.0
380
0.0
22752
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22752.0
0.0
384
0.0
22752
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22751.6
0.0
388
0.0
22751
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22751.2
0.0
392
0.0
22751
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22750.9
0.0
396
0.0
22751
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22750.6
0.0
400
0.0
22750
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22750.3
0.0
404
0.0
22750
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22750.0
0.0
408
0.0
22750
28.55
0.00
0.00
0.0
0.00
0.00
0.00
22749.7
0.0
GMOBS12014114021-VAML 2131Oalca114021 Infiltration Routing 50y24hr no infil_Pond 3

01/14/15
Stormwater c& Erosion Control Narrative
The Village at Motts Landing Phase 2B
New Hanover County, NC
TE 14021
The Village at Motts Landing (VAML) Phase 2B is a residential site consisting of 33 single-family
lots and 56 duplex lots in New Hanover County, Parcel ID# R07600-006-010-000 and R07600-006-
012-000, owned by AFTEW Properties, LLC. The project area is approximately 35.6 acres.
Wetlands exist on the site.
VAML Phase 2B is proposing to construct thirty-three (33) single-family houses and twenty-eight
(28) residential duplexes for a total of fifty-six (56) units, asphalt roadway with curbing, concrete
sidewalks, two (2) wet detention basins, one (1) infiltration basin, and utility extensions.
The site has three (3) drainage areas. Drainage Area 1 is approximately 14.21 acres. The total
impervious area for DA 1 is 6.07 acres. Drainage Area 2 is approximately 8.56 acres. The total
impervious area for DA 2 is 4.80 acres. Drainage Area 3 is approximately 1.93 acres. The total
impervious area for DA 3 is 0.96 acres.
The project will be treated by erosion control measures such as drop inlets with iniet protection,
temporary silt fence, gravel construction entrance, and three (3) sediment basins. Two (2) wet
detention basins provides sufficient storm water management to meet the State's 1.5" requirement
and alternately sized for the 2-, 10-, and 25-yr stone events and analyzed for the 100-yr storm event.
An emergency spillway has been designed for the 100-year stone assuming the principal spillway is
obstructed or not operating properly. One (1) infiltration basin provides sufficient storm water
management to meet the State's 1.5" requirement and alternately sized for the 25-yr storm event and
analyzed for the 50-yr storm event. Calculations have been provided to demonstrate that the 10-yr
247hour storm event can be infiltrated without discharging the system using an infiltration rate of
one-half of the infiltration rate reported. in the soils report, therefore waiving the State required
off-line by pass and vegetated filter strip.

SOILS
DATA
DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time: 0
Project Name: Village at Motts Landing Ph 2A & 2B County: New Hanover
Street Address: 85 Sanders Road, 5818 Carolina Beach Road, 5625 River Road
Directions from the nearest intersection of two major roads: approx. 3500 If west
from intersection of Carolina Beach and Sanders Roads to Motts Villaae Road. approx.
520 If to Motts Forest Road, then approx. 700 If to raroiect site (Ph 2A)
>1 acre being disturbed? ®YES ONO CAMA Major required? OYES ®NO
Consultant Name: Monica Valsi Phone: [phone]
Consultant Firm Name: Tripp Engineering, P.C.
Bore Number
1D
1
1A
2
5
5
T
a Existing Ground Elevation
32.15
28
25
22
b Proposed Bottom Elevation
31.0
24.5
25
15.5
c Difference a minus b
1.15
3.5
0
6.5
d Add 2 ft. Min. Bore Depth)
3.15
5.5
2
8.6
e Hardpan Depth?
-
-
-
f Approx. Elev. Of SHWT
29.06
22.42
22.92
13.5
Max. lowest bottom elev.
31.06
24.42
24.92
15.5
h Infiltration Rate OK. *
�v-
oM
�
oil
d �pr;.
i Confirmation of SHWT *
k.Ix_&., XC�c�"
aS
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments lI `,t �( / # �_ —1w0 (56r- n f� fir `,✓ �,� {,� � S
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
A# proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the systerrr, fail.
S:IWQSISTORMWATERIFORMSIinfiltration site visit Revised 3108
IR: IT\R%1*A w►
It WN0,
d � %1401
3qst rN 10
alq,ls-

Rff F
17s
Soils Engineering and Testing Services
Tripp Engineering, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Attention: Mr. Brock Daniel
October 18, 2013
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:
RF T S 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 e.SCRUI'T710N OF AC e IVI ES �24D FINDINGS
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 Munseil 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 Munsell 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 a ..._
1305 3A Carolina Beach. Ave N Office: 910-458-1377
Carolina Beach. North Carolina 28428 www.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 Pertneameter 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.
R'EC, MMENDATLMNS
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'Lj
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 tc contact us at your
convenience.
Sincerely,
FS e
David L. Winstead
Field Operations Manager
DLW:SDK/dlw
Attachments
, F.E.
Senior Enginer
NC Registration No. 17638
�e,.;',deerseKft.
S! p
8 •t

Table 1
Munsell Soil Classifications
The Village at Mott's Landing Phase II
Wilmington, North Carolina
R T S .iob No. 901-13
Loc
Soil Description
Hue
Value
Chroma
Depth
Comments
1
Topsoil
-
-
-
0-10
Dark Brown fine SAND, trace
organics
10YR
3
3
10-21
Dark Yellowish Brown fine
SAND, trace organics
l OYR
3
4
21-31
Dark Grayish Brown fine SAND,
trace organics
1 OYR
4
2
31-53
Very Dark Gray fine SAND
7.5YR
3
1
53-60
Gray fine SAND
7.5YR
6
1
60-65
Light Gray fine SAND
1 OYR
7
1
65-76
Yellowish Brown fine SAND
10YR
5
6
76-81
Yellowish Brown fine SAND
1 OYR
5
8
81-91
Brownish Yellow fine SAND
IOYR.
6
6
91-1.03
S_-qV;T
Pale Yellow fine SAND
2.5Y
7
4
103-121
H2011
-
2
Topsoil
-
-
Q-6
Light Gray fine SAND
10YR
7
2
6-18
Yellowish Brown fine SAND
10YR
5
6
18-24
Yellowish Brown. fine SAND
10YR
5
8
24-35
Brownish Yellow fine SAND
lOYR
6
6
35-57
Pale Yellow fine SAND
2.5Y
7
4
57-71
Pale Yellow fine SAND
2.5Y
8
4
71-91
Brownish Yellow fine SAND
1 OYR
6
8
91-102
Yellow fine SAND
2.5Y 1
7
6
102-108
S 2WT
Strong Brown fine SAND
7.5YR
5
8
108-123
11 20 a,? 18"
3
Topsoil
-
-
-
0-10
Light Gray fine SAND
10YR
7
1
10-17
Grayfine SAND
10YR
5
1
17-21
Brown fine SAND
lOYR
4
3
21-31
Yellowish Brown fine SAND
1 OYR
5
4
3 l -73
Light Yellowish Brown fine
SAND
10YR
6
4
73-87
S?<-NJT@73"
2082"

Table 1 - continued
Munsell 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
1)Z5Y
7
4
17-28
Olive Yellow fine SAND
2.5Y
—6
—6
28-39
Strong Brown fine SAND
7.5YR
5
8
39-47
Perched
SHWT
Olive Yellow fine SAND
2.5Y
6
6
47-51
Gray Clayey SAND
2.5Y
6
1
51-55
Gray Sandy CLAY
2.5Y
6
1
55-63
No H2O
5
Tops il
-
-
-
0-10
Brown fine SAND
IOYR
S
3
10-14
Very Dark Brown trine SAND
7.5YR
2.5
3
14-24
Yellowish Brown fine SAND
1 OYR
—5
—6
24-33
Perched
SH i
Pale Yellow fine SAND
2.5Y
7
3
33-41
Light Gray Clayey fine SAND
SY
7
1
41-45
Light Gray CLAY some Sand
5Y
7
1
45-60
No H2O
6
Tops il
-
-
-
0-
Dark Yellowish. Brown fine
SAND
1 OYR
8-12
Brown fine SAND
10YR
12-18
Black fine SAND, trace of Silt
2.5YR
18-29
SHW T
Very Dark Brown fine SAND
7.SYR
29-36
sj2© 3"

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
HI(cm)
5
5
5
5
5
5
Ri (cm/min)
3.0
8.0
6.0
5.8
5.2
8.0
Rls cm/sec)
0.05
0.1333
0.10
0.0966
0.0866
0.1333
H2 (cm)
10
10
10
10
10
10
R2 (cm/min)
7.0
15.6
13.0
12.6
10.8
14.0
R2S cm/sec)
0.1166
0.26
0.2166
0.21
0.19
0.23313
K cm/sec)
7.32x10"
1.12x 10"
1.22x 10"
1.19x 10'
9.52x10"
8.30x 10"'
1(fs in/hr
10.3 1
17.2
17.3
16.9
13.4
11.8
Definition of Terms
Ri,2 - Established 3 or more constant rate of water level change (cm/mirl)
Ris, 2s - Calculated steady state flow rates (cm/sec)
H1,2 - Maintained Head of H2O (cm)
Kf, - Calculated field saturated hydraulic conductivity (cm/sec)
(D. - 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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R Fj 7S August 8, 2014
Soils Engineering and Testing Services
Tripp Engineering, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Attention: Ms. Monica Valsi, E.I.
Reference: Infiltration Testing and Seasonal High Watertable Estimate
Motts Landing Phase II
Wilmington. North Carolina
RFTS Job No. 901-13
Dear Ms. Valsi:
RFTS is pleased to provide testing services during the design phase of Motts Landing
Phase II 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.
DESCRIPTION OF ACTIVITIES 1A04D FINDINGS
As requested, our staff visited the site on July 25 and 31, 2014, to perform infiltration
testing and estimate the seasonal high watertable at one location identified by the civil
designer. The purpose of this testing was to provide soil. parameters for stormwater
infiltration design.
Seasonal High Watertable Estimate
A hand auger boring was advanced at one location to a depth of approximately 4 feet
below the existing ground surface in the area proposed by the civil designer for an
infiltration structure. 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.
Soils encountered, in our boring consisted of interbedded relatively clean line sands
(USCS Soil Groups "SP'and "SP-SM") through the termination depth of 48 inches
below the existing ground surface. No distinct zones of soil cementation were
encountered in the profile. 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 occurs approximately 25 inches below the existing the ground surface. A.
measurement made 30 minutes after augering indicate depths to standing water in the
borehole of 36 inches below the existing ground surface.
RFTS, PLLC ..� Committed to Responsive Service Office: 910 458 ?377
1305 3A Carolina Beach Ave N
Carolina Beach. North Carolina 26428 tvwcv.rftspllc.Corn Far.: 910-458-5261

Tripp Engineering, P.C.
RFTS Job No. 901-13
Infiltration Testing
August 8, 2014
Page Two
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 vermeameter 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.
Our testing was performed approximately 10 inches below the existing ground surface.
The results of our permeameter testing are presented in Table 2.
RRCDMV ENDAITONS
Based on the results of our field testing and soil classifications at the test location, we
offer the following recommendations for stormwater infiltration design:
At the test location INF-1A 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
structures should introduce stormwater at approximately 10 inches below the existing
ground surface elevation. For purposes of sizing the structures we recommend an
ultimate application rate of 5.4 inches per hour. These recommendations should be
reviewed by appropriate regulatory authorities before finalizing the details of any civil.
design.
:"LOS Jam:
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,
;ITS, PLL
David L. Winstead
Field Operations Manager
DLW.SDK/dlw
'attachments
Steven D. Keljy, P.E.
Senior Engin4er,
NC Registration No. 1

Table 1
Munsell Soil Classifications
Location lA Motts Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Loc
Soil Description
Hue
Value
Chroma
Depth
Comments
in.)
1
Topsoil
-
-
-
0-11
Black fine SAND with Silt
1OYR
2
1
11-17
and some organics
Gray fine to medium SAND
10YR
6
1
17-25
Very Dark Brown fine to
IOYR
2
2
25-36
SfI'VVT@25"
medium SAND, trace of Silt
Very Dark Brown fine to
7.5YR
2.5
2
36-48
H20@36"
medium SAND
Table'-)
Guelph Permeameter Test Results
Location 1 A Motts Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Location
1
Depth (in.)
10
H, (cm)
5
Rl (cm/min)
6.6
Rls (cm/sec)
0.11
H2 (cm)
10
R2 (cm/min)
10.3
Res (cm/sec)
0.1716
Krs (cm/sec)
3.85x 10'-
Y�& (in/hr)
5.4
Definition of Terms
RI,2 - Established 3 or more constant rate of water level change (cm/min)
Ris. 2S - Calculated steady state flow rates (cm/sec)
Hr,2 - Maintained Head of H2O (cm)
Kf, - Calculated field saturated hydraulic conductivity (cm/sec)
Depth - Depth of well hole (in.)
Location -- Test location identification number
Note: Diameter of well is 3.0 cm.

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North Carolina
Secretary SECRE
.. PO Bo L 2-jU2 Ra.lei ih. NC 2762"622 (919)607-2tioo
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
Sosid:
0637949
Status:
Current Active
Annual Report Status:
Current
Citizenship:
Domestic
Date Formed:
7/11/2002
Fiscal Month:
December
State of Incorporation:
NC
Registered Agent:
Soboi, 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
Manager: Arnold L Sobol
2020 South Churchill Drive
Wilmington NC 28403
Manager: Florence S Sobol
2020 South Churchill Drive
Wilmington NC 28403
Account
Login
Register

UA"1U14U940329
SOSID: 0637949
Date Filed: 4/4/201412:49:00 PM
Elaine R is arshall LIMITED LIABILITY COMPANY ANNUAL R1 North Carolina Secretary of State
NAME OF LIMITED LIABILITY COMPANY: Aftew Properties, LLC CA2014 094 03329
SECRETARY OF STATE ID NUMBER: 0637949 STATE OF FORMATION: NC
REPORT FOR THE YEAR: 2014
SECTION A: REGISTERED AGENT'S INFORMATION
7. NAME OF REGISTERED AGENT: ARNOLD SOBOL
2. SIGNATURE OF THE NEW REGISTERED AGENT:
Fling Office Use only
I
1[j Changes
i
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED OFFICE STREET ADDRESS & COUNTY 4. REGISTERED OFFICE MAILING ADDRESS
2020 South Churchill Drive 2020 South Churchill Drive
Wilmington; NC 28403 New Hanover
SECTION B: PRINCIPAL OFFICE INFORMATION
Wilmington, NC 28403
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate,
2. PRINCIPAL OFFICE PHONE NUMBER: (910).763-2629 3. PRINCIPAL OFFICE EMI i''a�' Redaction
r I
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY 5. PRIN6.PAL OFFICE MAILING ADDRESS
2020 South Churchill Drive
Wilmington, NC 28403 New Hanover
2020 South Churchill Drive
Wilmington, NC 28403
SECTION C: COMPANY 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
TITLE: Manager
ADDRESS:
2D20 South Churchill Drive
Wilmington, NC 28403
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT Section D must be completed in its entirety by a personibusiness entity.
�t
SIGNATURE DATE
Form must be signed try a Company OfflciaUOrganlzsr!!$ ed under Section C of this form.
01J L: oaoL, A�,
Print or Type Name of Company OfficiaUOrganizer TITLE
SUBMIT THISAN_NUAL REPORT 1MTH TNR REQUIRED FlLINC FFE OF 5200
MAIL T0: Secretary of State, Corporations Division, Post Office Box 29525, Rateigh, NC 27SM-0525

j7W7 �50113
FOR REGISTRATION REGISTER OF DEEDS
NE11 "OM COUN1TYING
2N2 OCT 36 63-.46:1j1 M --
10LOTI206MM
DEED
' 1 .il !!. 1 11! ' 1 rll li. 1 i!1 ' 1 .!1 11. 1 111
' 1 1! I1 11 111 1 .11 11, l i /11 'J .1141• 11: 11
'01i 11 11 111 •1 11 11- ii 111
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 first 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 parry of the second part, said party's successors and
assigns, the following described property, to wit:
rreparea ay wara ancc smith, P.A., 1001 College Court, Ncw 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 Waled 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 (15%) 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 (159/6) 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

u . _ / �.
• O• ..o
of
(SEAL)
Florence S. Sobol
STATE OF XMH CAROLINA
COUNTY OF ffA�� -AW
�} { 4
I,�ir:5�i na ��.r�cleJlrS , 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 4RL , day of sEed , 2002.
My Commission Expires:
Notary seal or stamp must appear within above box.

SEAL
Ellen So7czi
'
i SEAL)
Alvin L, n
STATE OF -Aia
COUNTY OFIC.s,�
I, 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 el& day of
2002.
7 C
No blic
My Commission Expires-
MARY C. COFFMAN. Notary public -a
In and for the State of Ohio
W-Y . 2004
Notary seal or stamp must appear within above box.

Cjlk��
AA S�U' (SEAL)
Warren M. Sobol
Fern- /� • (SEAL)
Marlene Ganz Sobol
STATE OF 0-�L
COUNTY OF
L. )-77 � a Notary Public in and for said
County and State, do hereby certify that N M. SOBOL and wife, MARLENE GANZ SOBOL
personally appeared before me this day ackn wledged the due execution of the foregoing
instrument.
WITNESS my hand and notarial seal, this the .J day of 4'AdD L
2002.
Notary Pu i
Tx--,rbcrn ro Z.mmerman
My Commission Expires:
mr within above box.
C

��/
(SEAL)
Todd L. Sobol
SYUO�e S )
Jody las obal
STATE OF CM
COUNTY OF
I, - �-�' �- • �� 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 aelmowledged the due execution of the foregoing
instrument.
WITNESS my hand and notarial seal, this the '5-\%\ day of
2002. '
My Commission Expires:
MESA A. KETTLER aHro
W COMMISSION EXPIRES O4.08.06
Notary seal or stamp must appear within above box.

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
NBMAM01083.1
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 rccorded 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 1 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 130
West 50 feet to a point; thence South 770 East 200 feet to a point, thence North I Y 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 corner 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 13' 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 R07600-006-012-000
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:
iq

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:
BEGINNING 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 line; 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.)
his 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 304% 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. Sobol and wife, Florence
S. Sobol, 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 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.
5

5.
Parcel R07600-006-0124M
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, Florence 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
Carrie 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.
31

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 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.
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 63' 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 I lth 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 marking 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 line 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
L

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 comer 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 land 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.
.'his conveyance of Tract 7 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,
9

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 Iegal 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.I 187 (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 min. 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 line 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 /6 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. Medonald 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 Hanover County registry, South 81 deg. 54 min. West 394.45 feet to
an old iron pipe; thence with and along the western 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 BTGINNING, 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-W8-001
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 394.45 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
ACT 99 (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 line 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 comer 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 R07500-004-004-000
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 (1h) 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 304V2 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 Iine of the
Hartman -Perkins tract. Running thence with the Hartman -Perkins
Northern line, South 76 degrees 21 minutes West 245.72 feet to a point,
the same being the Southeast corner 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 Amold 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 R07600-006-010-OW
TACT I I (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 r . 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 heneinabove 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
WLMAUft7079%1
17

REBECCA T. CHRISTIAN
REGISTER OF DEEDS, NEW HANOVER
JUDICIAL BUILDING
316 PRINCESS STREET
WILMINGTON, NC 28401
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Filed For Registration: 10/30/2002 09:46:10 AM
Book: RE 3497 Page: 245-270
Document No.: 2002054722
DEED 26 PGS $86.00
Recorder: JACQUELINE NELSON
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State of North Carolina, County of New Hanover
The foregoing certificate of CHRISTINE W SANDERS, MARY C COFFMAN , BARBARA M ZIMMERMAN , LESA
A KETTLER N?Vries &(a d� fled to be correct. This 30TH of October 2002
RE E CA T. C ISTI R� 1STER OF DEEDS
By:
/�e�gdtylAs_1dffiMant Rioster of Deeds
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2002054722