SW8140415_HISTORICAL FILE_20140717

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 N DLi 15
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 o I y O "1 1 "1
YYYYMMDD

AGA`
NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
July 17, 2014
Andrew O. Bergeron, Member Manager
BCC of Edenton, LLC
1415 N. Broad Street
Edenton, NC 27932
Subject: State Stormwater Management Permit No. SW8140415
Colony Tire
High Density Commercial Infiltration Basin Project
New Hanover County
Dear Mr. Bergeron:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Colony Tire's
expansion project on July 16, 2014. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-
211. We are forwarding Permit No. SW8 140415 dated July 17, 2014, for the construction, operation and
maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until July 17, 2022, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the conditions listed in this permit regarding the
Operation and Maintenance of the BMP(s), recordation of deed restrictions, procedures for changing ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to transfer the permit, or to renew
the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The written
petition must conform to Chapter 150B of the North Carolina General Statutes, and must be filed with the OAH
within thirty (30) days of receipt of this permit. You should contact the OAH with all questions regarding the filing
fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-
6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless such demands are made
this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Steve Pusey in the
Wilmington Regional Office, at [phone].
Smc rely,
For racy D s, P.E., D rector
Division of Energy, M neral and Land Resources
GDS/ sgp: G:\WQ\Shared\Stormwater\Permits & Projects\2014\140415 HD\2014 07 permit 140415
cc: Monica Valsi — Tripp Engineering
New Hanover County Building Inspections
Beth E. Wetherill, New Hanover County Engineering
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 • [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140415
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
BCC of Edenton, LLC
Colony Tire
3625 US 421 North, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of one (1) infiltration basin in compliance with
the provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter 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 July 17, 2022, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 47,230 square feet of impervious area.
3. Per section .1008 (h) of the stormwater rules, this alternative design infiltration
basin provides equal or better protection because it infiltrates a 10-year, 24-hour
storm without discharging, using an infiltration rate of one-half of the expected
infiltration rate provided in the soils report. The infiltration basin is designed in
accordance with Option 4 of Section 16.3.9 of the BMP manual; therefore, no
bypass, no vegetated filter strip, and no additional storage volume are required.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.7
of this permit, and as shown on the approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 140415
No surface waters have been identified within or near the property. If surface
waters are subsequently identified on or near the area permitted under Session
Law 2008-211, it will be necessary to provide a 50' wide vegetative buffer
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.
The following design criteria have been permitted for the infiltration basin and
must be provided and maintained at design condition:
a.
Drainage Area, Acres:
1.4 acres
Onsite, ft :
60,834
Offsite, ft2:
0
b.
Total Impervious Surfaces, ft2:
47,230
Buildings, t2:
10,000
Parking, ft :
15,580
Existing, ft2:
21,650
C.
Design Storm, inches:
1.5"
d.
Basin Depth, feet:
8.15
e.
Bottom Elevation, FMSI :
7
f.
Bottom Surface Area, ft :
329
g.
Storage Elevation, fmsl:
13.75
h.
Storage Surface Area, ft2:
6,456
i.
Permitted Storage Volume, ft3:
18,927
j.
Predevelopment 1 yr 24 hr peak flow, cfs:
0.62
k.
Post -development 1 yr 24 hr peak flow, cfs:
0.0
I.
Type of Soil:
A
M.
Expected Infiltration Rate, in/hr:
3.0
n.
Seasonal High Water Table, FMSL:
5
o.
Time to Draw Down, days:
2.9
P.
Receiving Stream/River Basin:
Cape Fear
q.
Stream Index Number:
18-(63)
r.
Classification of Water Body:
"C; Sw"
II. SCHEDULE OF COMPLIANCE
River / Cape Fear
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.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. 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.
The permittee shall follow the approved Operation and Maintenance Agreement
in its entirety, and shall provide and perform the listed operation and
maintenance procedures at the specified intervals to assure the permitted
stormwater system functions at optimum efficiency.
4. Records of maintenance activities. must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
The facilities shall be constructed in accordance with the conditions of this
permit, the approved plans and specifications, and other supporting data.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 140415
6. All stormwater collection and treatment systems must be located in public rights -
of -way, common areas or 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 shall be maintained via appropriate easements at all times.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any designated future BUA on the application.
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.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division at least 60 days prior to any one or more of
the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part;
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 the transfer request.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 140415
3. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and
specifications shall be maintained on file by the Permittee at all times.
4. Any individual or entity found to be in noncompliance with the terms and
conditions of this permit or with the stormwater rules, is subject to enforcement
action by the Division, in accordance with NCGS 143, Article 21.
5. 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.
6. 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.
7. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
8. 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 reissuance or
termination does not stay any permit condition.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2008-
211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 17th day of July, 2014.
TH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
�n Y racy mavis, r.t.,- nrecor
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

,.DEMLR-USEONLY-
Date Received
Fee Paid
Permit Number
- -/
SO���D
Sv
Applicable Rules:
❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph lI - Post Construction
(select all that apply)
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt 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 inay be photocopied for use as an original
1. 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.):
2. Location of Project (street address):
City:Wilmington County:New Hanover Zip:28401
3. Directions to project (from nearest major intersection):
From the intersection of the I-140 exit ramp and US 421 N. Travel north approximately 0 25 mile
4. Latitude:34° 17' 35" N Longitude:77° 58' 18" W of the main entrance to the project.
1I. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tReneuals with modifications also requires SWU-102 - Renetual Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: _
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
ac of Disturbed Area
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://portaLncdenr.org/web/Ir/rules-and-regulations RECEIVE
APR 17 20%
Form SWU-101 Version Oct. 31, 2013 Page I of 6 BY:

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: B CC of Edenton. LLC
Signing Official & Title:Andrew O. Bergeron, Member Manager
b.Contact information for person listed in item la above:
Street Address:1415 N. Broad Street
City:Edenton State:NC Zip:27932
Mailing Address (if applicable):
State: Zip:
Phone: (252 ) 482-5521 Fax: (252 ) 482-7626
t
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact hrformation, 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/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone:
State:
Fax: ( )
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:Colony Tire
Signing Official & Title:Tom Taylor, Manager
b.Contact information for person listed in item 3a above:
Mailing Address:3625 US Hwy 421 N.
City:Wilmington State:NC Zip:28401
Phone: (910 ) 343-8100
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of
Fax: (910 ) 254-4714
Phone #:
APR 17 2014
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.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 3.1 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+:3.1 acres
Total project area shall be calculated to exclude the followin the normal pool of impounded structures, the area
between the banks of streams and rivers, the area behalf the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MITM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands larndvrard of tlne 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 =
9. How many drainage areas does the project have?1 (For high density, court 1 for each proposed engineered
stornmrater BMP. For lord 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
Draina a Area 1'
Drainage Area
Drainage Area _
Drainage Area _
Receiving Stream Name
Cape Fear River
Stream Class *
C;Sw
Stream Index Number *
18-(63)
Total Drainage Area (so
60,834
On -site Drainage Area (sf)
60,834
Off -site Drainage Area (sf)
-
Proposed Impervious Area** (so
47,230
% Impervious Area** total
77.64%
Impervious' Surface Area
Drainage Area 1
Drainage Area
Draina a Area
Drainage Area _
On -site Buildings/Lots (so
10,000
On -site Streets (sf)
-
On -site Parking (so
15,580
On -site Sidewalks (so
Other on -site (so
Future (sf)
Off -site (so
-
Existing BUA*** (sf)
21,650
Total (so:
47,230
Stream Class and Index Number call be determined at: httn://trortal.ncdenr.org rich/roq(ps/csn/classi cntimrs
** Inn ppervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sideroalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of

11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://poital.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://Liortal.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 atlittp://portal.ticdeiir.org/web/­wq/ws/su/iiiaps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal,ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. 0 U
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants (UA
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M a cy
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http:/ /www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor l( QJ
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 AY
receiving stream drains to class SA waters within'/z mile of the site boundary, include the/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). ttv-
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: mI V
a. Development/Project name.
b. Engineer and firm.
c. Locationlnap 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. Os E I E ..
• Delineate the vegetated buffer landward from the normal pool elevation of imp unded`1'
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal wat V APR 1 7 201fF 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. gy;
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify mid _
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 SHWPprior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 5708 Page No: 1365 �4�'J _
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC L
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 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.iic.us/Corporatioiis/CSearch.asl2x
VIL 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://portaLncdenr.org/web/Ir/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Phillip G. Tripp, P.E.
Consulting Firm: Tripp Engineering, P.C.
Mailing Address:419 Chestnut Street
City:Wilmington State:NC Zip:28401
Phone: (910 ) 763-5100
Email: tripl?[e-mail]
Fax: (910 ) 763-5631
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled ont, complete this
section)
I, (print or type name of person listed in Contact Infonuation, itent 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, itenn la) with (print or type natne of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
ECEIVE
APR 17 2014
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6 BY:

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
I, , a Notary Public for the State of I County of
do hereby certify that
personally appeared
before me this _ day of , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, item la) Andrero O. BerQeron
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 storm ater rules under 15A NCAC 21-I .1000 and any other applicable state stormwater requirements.
Signature:/In/ ////i Date: 2
I, , kU —a Notary Public for the State of h�C(l(Jjy.f-.—, Countyof
Viler . do hereby certify that Ander ar 'T-,erOFro,' personally appeared
before me this Z'6 day of Marry Zo lU , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, c'
�p'MgJ.
.'OUBOC'
SEAL
My commission expires
ECEWEA
APR 11 1014
BY:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

TE 13026
State Stormwater Management Systems
/ Permit No. SW8 140415
Colony Tire
Stormwater Project No. SW8 140415
New Hanover County
Engineer's Certification
I, Phillip G. tripp , as a duly registered Professional Engineer in the
State of North Carolina, having been authorized to observe (period ically/weekiy/fu11
time) the construction of the project,
(Project)
for BCC of Edenton, LLC (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 included in the Certification.
Noted deviations from approved plans and specifications:
Signature I ) b
Registration Number 17374
Date (O ' 0 ' kZ5
VE
JUN 2 2 2015
SEAL
s`,%I III I I r I /Oj
CARp�'�.
O;•�FEssj�•.;;�'�
SEAL -
o 17374 2 Z
A

HIA
NIA
W14
State Stormwater Management Systems
Permit No. SW8 140415
Certification Requirements: Page 2 of 2
J1. 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.
COL-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 bypass weir elevation is per the approved plan.
�6. The bypass structure is located per the approved plans.
0-7. A Trash rack is provided on the outlet/bypass structure.
-9-8. All slopes are grassed with permanent vegetation. (:Va� &ko"74 u►d06v.M4.(
� 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. All required design depths are provided.
40---13. All required parts of the system are provided.
�14. The required system dimensions are provided per the approved plan.

Pusey, Steven
From:
Monica Valsi <[e-mail]>
Sent:
Tuesday, July 15, 2014 4:54 PM
To:
Pusey, Steven
Subject:
RE: Colony Tire Expansion
Attachments:
ColonyTire page 3 of SW Permit App.pdf; Colony Tire page 1 of Infiltration Basin
Supplement.pdf; Colony Tire page 2 of calc.pdf
Steve,
As discussed earlier, attached please find a revised page 3 of the Stormwater Permit Application, a revised page 1 of the
Infiltration Basin Supplement, and a revised page 2 of the calculations. Please note I did not change the percent
impervious for the overall project area on page 3 of the Stormwater Permit Application, because there is existing
impervious area outside of the drainage area, which we are not required to treat since the impervious area was pre
1988. The total proposed/existing impervious area is 86,970 sf as indicated in the Site Data Table on Sheet
C1. Therefore, the percent impervious for the overall project area is 64.4. Please contact me with any questions or if
you need additional information.
Thank you,
Monica
From: Pusey, Steven [mailto:[e-mail]]
Sent: Tuesday, July 15, 2014 3:10 PM
To: Monica Valsi
Subject: RE: Colony Tire Expansion
Ok. I get 2.9 days when I calculate that. You must use %z the infiltration rate of 3 in/hr. So that's 1.5 in/hr., right?
So the equation is T = V / 2KA = 5,705 / 2*1.5*329 = 5.78 * (12in/ft) = 69.4 hours = 2.9 days
Also, I just noticed on page 3 of the application, you need to input 60,834 sf as the drainage area so it matches your
calculations. Also, the percent impervious should be 77.6% for the drainage area, and 35% for the overall project area
(see item 8). Please revise and resubmit this page.
Thanks,
Steve
From: Monica Valsi [mailto:[e-mail]]
Sent: Tuesday, July 15, 2014 2:36 PM
To: Pusey, Steven
Subject: RE: Colony Tire Expansion
329, the square footage of elevation 7.0
From: Pusey, Steven[maiIto: [e-mail]]
Sent: Tuesday, July 15, 2014 2:29 PM
To: Monica Valsi
Subject: RE: Colony Tire Expansion
What did you use for area?

J
From: Monica Valsi (mailto:monica-triooeng(ilec.rr.com]
Sent: Tuesday, July 15, 2014 2:28 PM
To: Pusey, Steven
Subject: RE: Colony Tire Expansion
Steve,
I used the equation on the bottom of 16-7 of the BMP manual. The drawdown time should be 1.65 days not 1.41.
From: Pusey, Steven [maiIto: steven.pusey(&ncdenr.gov]
Sent: Tuesday, July 15, 2014 12:24 PM
To: Monica Valsi
Subject: RE: Colony Tire Expansion
Monica,
I was just checking the calculations on subject project. How did you calculate the drawdown time of 1.41 days?
Steve
From: Monica Valsi [mailto:monica-trippeng0ec.rr.com]
Sent: Monday, July 14, 2014 10:50 AM
To: Pusey, Steven
Subject: RE: Colony Tire Expansion
Hey Steve,
Just checking in with you on where we are in the rotation so I can advise our client. Any information will be greatly
appreciated.
Many thanks,
Monica
From: Pusey, Steven [mailto:steven.ouseyC(bncdenr.00v]
Sent: Tuesday, July 1, 2014 10:08 AM
To: Monica Valsi
Subject: RE: Colony Tire Expansion
Monica,
Yes, I received them. However, I won't be able to get to them right away. The application will go back into the rotation
so it could be a couple weeks before I get back with you on it. Lead times on permits are getting longer because our
department got cut back so much.
Steve
From: Monica Valsi [mailto:monica-trippenq(@ec.rr.com]
Sent: Tuesday, July 01, 2014 9:40 AM
To: Pusey, Steven
Subject: RE: Colony Tire Expansion

Good morning Steve,
I'm just checking to confirm you received revised plans addressing your comments/concerns on the subject
project. Revised submittal was hand delivered on Wednesday, June 25"'.
Thanks,
Monica
From: Pusey, Steven [mailto:steven.pusey(dncdenr.gov]
Sent: Tuesday, June 24, 2014 3:37 PM
To: Monica Valsi
Subject: RE: Colony Tire Expansion
Ok. Thanks,
Steve
From: Monica Valsi [mailto:monica-trippeng(&ec.rr.com)
Sent: Tuesday, June 24, 2014 1:40 PM
To: Pusey, Steven
Subject: RE: Colony Tire Expansion
Steve,
I've completed addressing all agencies comments. We will re -submit revised plans as well as any calcs or supplements
to you today or tomorrow. A letter addressing your comments will be provided.
Thank you,
Monica
From: Pusey, Steven [mailto:steven.ousev(�)ncdenr.gov]
Sent: Tuesday, June 17, 2014 10:41 AM
To: Monica Valsi
Subject: RE: Colony Tire Expansion
Okay. Great!
Steve
From: Monica Valsi [mailto:monica-trippeno(�)ec.rr.com]
Sent: Tuesday, June 17, 2014 10:03 AM
To: Pusey, Steven
Subject: RE: Colony Tire Expansion
Hey Steve,
I'm working on it ... I have comments from all agencies that I'm addressing as well. Got pulled off this for today but will
be back on it tomorrow. Hope to have all comments addressed by the end of the week.
From: Pusey, Steven [mailto:steven.ousevCo)ncdenr.gov]
Sent: Tuesday, June 17, 2014 9:32 AM
To: Monica Valsi (monica-trippeno(bec.mcom)
Subject: FW: Colony Tire Expansion

Any information on this yet?
Steve
From: Pusey, Steven
Sent: Thursday, June 12, 2014 9:58 AM
To: 'Monica Valsi'
Subject: RE: Colony Tire Expansion
Monica,
Thanks for the map which was very helpful. In addition, can you send me documentation showing that the existing
buildings, gravel parking, etc. were built before 1988? An old survey or plat would help to illustrate the existing BUA
that is now being captured by the new infiltration basin, thus justifying the variance for the additional pavement at the
front of the lot.
Thanks,
Steve
From: Monica Valsi [maiIto: monica-trippengCalec.rr.com]
Sent: Thursday, June 12, 2014 9:13 AM
To: Pusey, Steven
Subject: Colony Tire Expansion
Steven,
As discussed earlier attached is a PDF of the drainage area going to the infiltration basin. Please contact me with any
additional questions or comments.
Thank you,
Monica Valsi, E.I.
Tripp Engineering, P.C.
419 Chestnut Street
Wilmington, NC 28401
(p)910.763.5100
(f) 910.763.5631
[e-mail]
NOTICE: This electronic correspondence and all attachments may contain privileged information intended only for the use of the
addressee. Any information contained within this correspondence is provided for your convenience. No assertion of accuracy is
made by Tripp Engineering, P.C. unless physical documents are obtained, sealed AND signed. User assumes all responsibility for use
of this digital information.
This email is free from viruses and malware because avast! Antivirus protection is active.

TRIPP ENGINEERING, P.C.
0 419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
June 24, 2014
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Mr. Steven G. Pusey
Re: Colony Tire
TE 13026
Dear Steven:
In response to your email comments dated June 11 and June 12, 2014, we offer the following:
f1. Your design rainfall depth is 1.66 inches. It should be 1.5 inches according to the Rules. This will
change some other calculations and the numbers entered into the Supplement form, like Minimum
Design Volume Required
• The design rainfall depth has been revised to 1.5 inches. Revised calculations and supplement
form are provided.
2. Bottom surface area in your Supplement form is stated as 2,758 sf. How is this calculated?
• The bottom surface elevation has been revised to elevation 7 in lieu of 11. The surface area is
irregular shaped and is calculated by selecting the object in AutoCAD and listing the area.
3. Provide documentation showing that the existing buildings, gravel parking, etc. were built before
1988.
• Attached is a 1981 aerial of the site taken from NHC GIS.
Please review for approval and contact us with any questions, comments or if you need additional
information. Thank you.
Sincerely,
Tripp Engineering, P.C.
Mtn Ca/U44
Monica Valsi, E.I.
MLV:dcb
Enc.
JUN, 2 5 20%
11
BY:e--�.�

, if,-
I
4 t
•'f{�f F M
PAM`
t'Tbt
fia aft
����t i'�=`' �' �.z4 'fie• ;4`hrr S r. rF'+;,
. _ � i° { ,1)'atr . c vY f� 7�ii�,Rt ''�1['+: i?T.i•�

06/24/2014 Colony Tire 13026
MVL 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&)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
Iq = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
lq= 77.6
Rv= 0.75
Design Rainfall Depth =
1.50
in.
Drainage Area =
1.40
acres
Volume Required =
5,705
ft'
Volume Provided =
20.376
fit'
`..%'�N CARO//i��
=0�•.FESSj0%. 5%,
aT 2� 9! t9
SEAL
(,•Z+.A-
ECEIVE
JUN 2 5 2014
BY:
GNOBS\2013\13036Lohany rare\-Ic$V4COENR 5W Only\13026 Storage Nato me Caks Is inch

06/24/2014 Colony Tire 13026
MLV 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
0.13
12.74
Wooded A
45
0.34
15.30
0.4
228.04
Composite CN Value =
60
Pre Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
0.13
0.1235
Wooded 0.10
0.34
0.034
0A7
0.1575
Composite CValue = 0.34
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
1.08
105.84
Open Space (Fair) A
39
0.32
12.48
1.40
118.32
Composite CN Value =
85
Post Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
1.08
1.026
Lawns, sandy soil, flat 0.10
0.32
0.032
1.40
1.058
Composite CValue = 0.76
Total Drainage Area
s . ft.
acres
60,834
1.40
Post Development Im ervious Area
Land Use
sq.
acres
Proposed Impervious
1.08
Total
1.08
impervious = 0.776
= 77.6%
G:UOBS\2013\13026-Colony Tire\calCs\NCDENR SW Only\CN 8 C Value Calcs

6/24/2014 Colony Tire
3026
MLV Stormwater Infiltration Basin Routing
1-year 24hr Stomn
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY / YR
3.90 IN/HR
Oa = 0.62 CFS
Oa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P= 3.76 INCHES 1yr, 24hr PRECIPITATION
CN= 85
S = (1000/CN)-10
S = 1.76
Depth (D) _ (P-0.2S)A21(P+0AS)
D = 2.24 IN - 1yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tip, = [(43.5)(D)(Area)] / Op
Tip = 11.06 MINUTES
Storage Volume Req'd = (Dp-0a)'Tp'1.39'60
3,252 cu. ft.
CALCULATE Ks AND to
SET NORMAL ELEVATION AT= 7.00 feet
AFTER DEVELOPMENT
WATERSHEDAREA
1.40 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFFCOEF.'C'
0.76
TIME OF CONCENTR
5.00 MIN
INTENSITY 1 YR
3.90 IN/HR
Op= 4.15 CFS
Dip = 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)
7.00
329
0
0
0
0
0
0
8.00
676
503
503
1.0
6.2196
0
1.09
9.00
1155
916
1,418
2.0
7.2570
0.6931
1.89
10.00
1818
1487
2.905
3.0
7.9740
1.0986
2.77
11.00
2792
2.305
5.210
4.0
8.5582
1.3863
3.78
12.00
3969
3.381
8,590
5.0
9.0584
1,6094
4.93
13.00
5363
4.666
13.256
6.0
94922
1,7918
6.21
14.00
6984
6,174
19,430
7.0
9.8745
1.9459
7.61
15.15
9047
8.016
27.445
8.2
10.2199
2.0980
9.15
Regression Output:
Ks =
427
b=
1.88
X Coefficient
6.06
SyN 2 � 201b
G'.UOaS2013U3026-Colony Tirekala NCDENR SW Only%130261nftlo-ation Rowing 1yr24h,

7/1512014 Colony Tire 13026
MLV Slormwater Infiltration Basin Routing
1-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Oa =
0.62 cis
Op =
4.15 cis
' Infiltration rate = Dhul
Tip =
11.1 min
(Per
Soils Report)
dT =
4 min
BASIN DATA
Basin Drawdown Time = 2.9 days
Ks =
427
b=
1.88
Zo =
7.00 It
Normal water
elev, =
7.00 ft
Peak Outflow=
0.00 cfs
Box Weir
Length =
5 It
Peak Stage =
10.17 ft
C. =
3.0
Maximum Storage =
3,750 cu It
Zcr =
14.00 it
Control Holes:
State Orifice:
Din =
0.00 in
Do=
Din
Inv =
0.00 ft
Cd =
0
Weir:
L =
0 in
Zi =
0.00 ft
Inv =
0.0 it
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFSlore
Infiltrate
(min)
(CIS)
(cu ft)
(ft)
(CIS)
(CIS)
(CIS)
lots)
(cis)
(cu ft)
(of)
0
0.0
0
TOO
0
0
0
0
0.00
0.0
0.0
4
1.2
0
7.00
0
0.00
0
0
0,00
0.0
5.5
8
3A
288
7.79
0.00
0.00
0.0
0.00
0.00
277.4
11.0
12
4.1
1108
8.65
0.00
0,00
0.0
0.00
0.00
1091.4
16.5
16
2.7
2086
9,31
0.00
0.00
0.0
0.00
0.00
2064A
21.9
20
1.7
2745
9.67
0.00
0.00
0.0
0.00
0.00
2717.5
27A
24
1.1
3157
9.88
0,00
0.00
0.0
0.00
0,00
3123.8
32S
28
0.7
3414
10.00
0,00
000
0.0
0.00
0.00
3375.6
38A
32
04
3575
10.07
0.00
0.00
0.0
0,00
0,00
3530.9
43.9
36
0.3
3675
10.12
0,00
000
0.0
0,00
0.00
3625.9
49.4
40
0.2
3738
10.14
0.00
0.00
0.0
0.00
0.00
3683.2
54.B
44
0.1
3777
10.16
0.00
0.00
0.0
0.00
0.00
3716.9
60.3
48
0.1
3802
10.17
0.00
0.00
0.0
0.00
0.00
3735.9
65.8
52
0.0
3817
10.17
0.00 -
0.00
0.0
0.00
0,00
3745.8
71.3
56
0.0
3827
10.17
0.00
0.00
0.0
0.00
0,00
3749.9
76A
60
0.0
3833
10.17
0.00
0.00
0.0
0.00
0.00
3750A
82.3
64
0.0
3836
10,17
0.00
0.00
00
0,00
0.00
3748.6
87.7
68
0.0
3839
10.17
0,00
0.00
0.0
0.00
0.00
3745.5
93.2
72
0.0
3840
10.17
0,00
0.00
0.0
0.00
0.00
3741.4
98.7
76
D.0
3841
10.17
0.00
0,00
00
0.00
0.00
3736.9
104.2
80
0.0
3842
10.17
0.00
0.00
0.0
0.00
0.00
3732.0
109.7
84
0.0
3842
10.16
0.00
0.00
0.0
0,00
0.00
3726.8
115.2
68
0.0
3842
10.16
0.00
0,00
0.0
0.00
0.00
3721.E
120.6
92
0.0
3842
10.16
0.00
0,00
0.0
0.00
0,00
3716.2
126.1
96
0.0
3842
10.16
11.00
0,00
0.0
0.00
0,00
37108
131.6
100
0.0
3842
10,15
0,00
0,00
0.0
0.00
0.00
3705A
137.1
104
0.0
3843
10.15
0,00
0.00
0.0
0.00
0.00
3699.9
142.6
108
0.0
3843
10.15
000
0.00
0.0
0.00
0,00
3694.5
148.1
112
0.0
3843
10.15
0.00
0,00
0.D
0.00
0.00
3689.0
153.5
116
0.0
3843
10.14
0.00
0.00
0.0
0.00
0,00
3683.5
159.0
120
0.0
3843
10.14
0.00
0,00
0.0
0.00
0,00
3678.1
164.5
124
0.0
3843
10.14
0,00
0,00
0.0
0.00
0.00
3672.E
170.0
128
0.0
3843
10.14
0.00
0.00
0.0
0.00
0,00
3667.1
175.5
132
0.0
3843
10.13
0.00
0.00
0.0
0.00
0,00
3661.6
181.0
136
0.0
3843
10.13
0,00
0.00
00
000
- 0,00
3656.1
186A
140
0.0
3843
10.13
0.00
0.00
0.0
0.00
0.00
3650.7
191.9
144
0.0
3843
10.13
0.00
0.00
0.0
0.00
0,00
3645.2
197.4
148
0.0
3843
10.12
0.00
0.00
0.0
0.00
0.00
3639.7
2029.
152
0.0
3843
10.12
0,00
0.00
0.0
0.00
0.00
3634.2
208.4
156
0.0
3843
10,12
0.00
0.00
0.0
0.00
0,00
3628.7
213S
160
0.0
3843
10,12
0,00
0.00
0.0
0.00
0.00
3623.2
219.3
164
0.0
3843
10.11
0,00
0.00
0.0
0.00
000
3617.8
224,8
168
0.0
3843
10.11
0,00
0.00
0.0
0.00
0.00
3612.3
230.3
172
0.0
3843
10.11
0,00
0.00
D.0
0.00
0.00
3606.8
235S
176
0.0
3843
10,11
O.OD
0.00
0.0
0.00
0,00
3601.3
241.3
180
0.0
3843
10,10
0.00
0.00
0.0
0.00
0.00
3595.E
246.8
184
0.0
3843
10.10
0,00
0.00
0.0
0.00
0.00
3590.3
252.2
188
0.0
3843
10.10
0.00
0.00
0.0
0.00
0,00
3594.9
257.7
G UOSSiWIMI3026Colony
Tlmicalc %COENR SW Onlyn302a Infiltration
Routing lyQ4hcxla

6/2412014
Colony Tire
MLV
Stormwater Infiltration Basin Routing
13026
1-year 24hr Storm
192
0.0
3843
10.10
0.00
0.00
0.0
0.00
0.00
3579.4
263.2
196
0.0
3843
10.09
0.00
0.00
0.0
0.00
0.00
3573.9
268.7
200
0.0
3843
10.09
0.00
0.00
0.0
0.00
0.00
3568.4
274.2
204
0.0
3843
10.09
0.00
0.00
0.0
0.00
0.00
3562.9
279.7
208
0.0
3843
10.09
0.00
0.00
0.0
0.00
0.00
3557.4
285.1
212
0.0
3843
10.08
0.00
0.00
0.0
0.00
0.00
3552.0
290.6
216
0.0
3843
10.08
0.00
0.00
0.0
0.00
0.00
3546.5
296.1
220
0.0
3843
10.08
0.00
0.00
0.0
0.00
0.00
3541.0
301.E
224
0.0
3843
10.08
MO
0.00
0.0
0.00
0.00
3535.5
307.1
228
0.0
3843
10.07
0.00
0.00
0.0
0.00
0.00
3530.0
312.6
232
0.0
3843
10.07
0.00
0.00
0.0
0.00
0.00
3524.5
318.0
236
0.0
3843
10.07
0.00
0.00
0.0
0.00
0.00
3519.1
323.5
240
0.0
3843
10.07
0.00
0.00
0.0
0.00
0.00
3513.6
329.0
244
0.0
3843
10.06
0.00
0.00
0.0
0.00
0.00
3508.1
334.5
248
0.0
3843
10.06
0.00
0.00
0.0
0.00
0.00
3502.6
340.0
252
0.0
3843
10.06
0.00
0.00
0.0
0.00
0.00
3497.1
345.5
256
0.0
3843
10.06
0.00
0.00
0.0
0.00
0.00
3491.6
350.9
260
0.0
3843
10.05
0.00
0.00
0.0
0.00
0.00
3486.2
356.4
264
0.0
3843
10.05
0.00
0.00
0.0
0.00
0.00
3480.7
361.9
268
0.0
3843
10.05
0.00
0.00
0.0
0.00
0.00
3475.2
367.4
272
0.0
3843
10.05
0.00
0.00
0.0
0.00
0.00
3469.7
372.9
276
0.0
3843
10.04
0.00
0.00
0.0
0.00
0.00
3464.2
378.4
280
0.0
3843
10.04
0.00
0.00
0.0
0.00
0.00
3458.7
383.8
284
0.0
3843
10.04
0.00
0.00
0.0
0.00
0.00
3453.3
389.3
288
0.0
3843
10.04
0.00
0.00
0.0
0.00
0.00
3447.8
394.8
292
0.0
3843
10.03
0.00
0.00
0.0
0.00
0.00
3442.3
400.3
296
0.0
3843
10.03
0.00
0.00
0.0
0.00
0.00
3436.8
405.8
300
0.0
3843
10.03
0.00
0.00
0.0
0.00
0.00
3431.3
411.3
304
0.0
3843
10.03
0.00
0.00
0.0
0.00
0.00
3425.8
416.7
308
0.0
3843
10.02
0.00
0.00
0.0
0.00
0.00
3420.4
422.2
312
0.0
3843
10.02
0.00
0.00
0.0
0.00
0.00
3414.9
427.7
316
0.0
3843
10.02
0.00
0.00
0.0
0.00
0.00
3409.4
433.2
320
0.0
3843
10.01
0.00
0.00
0.0
0.00
0.00
3403.9
438.7
324
0.0
3843
10.01
0.00
0.00
0.0
0.00
0.00
3398.4
444.2
328
0.0
3843
10.01
0.00
0.00
0.0
0.00
0.00
3392.9
449.6
332
0.0
3843
10.01
0.00
0.00
0.0
0.00
0.00
3387.5
455.1
336
0.0
3843
10.00
0.00
0.00
0.0
0.00
0.00
3382.0
460.6
340
0.0
3843
10.00
0.00
0.00
0.0
0.00
0.00
3376.5
466.1
344
0.0
3843
10.00
0.00
0.00
0.0
0.00
0.00
3371.0
471.6
348
0.0
3843
10.00
0.00
0.00
0.0
0.00
0.00
3365.5
477.1
352
0.0
3843
9.99
0.00
0.00
0.0
0.00
0.00
3360.0
482.5
356
0.0
3843
9.99
0.00
0.00
0.0
0.00
0.00
3354.6
488.0
360
0.0
3843
9.99
0.00
0.00
0.0
0.00
0.00
3349.1
493.5
364
0.0
3843
9.99
0.00
0.00
0.0
0.00
0.00
3343.6
499.0
368
0.0
3843
9.98
0.00
0.00
0.0
0.00
0.00
3338.1
504.5
372
0.0
3843
9.98
0.00
0.00
0.0
0.00
0.00
3332.6
510.0
376
0.0
3843
9.98
0.00
0.00
0.0
0.00
0.00
3327.1
515.4
380
0.0
3843
9.98
0.00
0.00
0.0
0.00
0.00
3321.7
520.9
384
0.0
3843
9.97
0.00
0.00
0.0
0.00
0.00
3316.2
526.4
388
0.0
3843
9.97
0.00
0.00
0.0
0.00
0.00
3310.7
531.9
392
0.0
3843
9.97
0.00
0.00
0.0
0.00
0.00
3305.2
537.4
396
0.0
3843
9.97
0.00
0.00
0.0
0.00
0.00
3299.7
542.9
400
0.0
3843
9.96
0.00
0.00
0.0
0.00
0.00
3294.2
548.3
404
0.0
3843
9.96
0.00
0.00
0.0
0.00
0.00
3288.8
553.8
408
0.0
3843
9.96
0.00
0.00
0.0
0.00
0.00
3283.3
559.3
G VOBS@013113025-Colony TrekolCSWCDENR S W Only113026In64rauon Rouung ty24hr

6/24/2014 Colony Tire
3026
MW Stormwater Infiltration Basin Routing
10-year 24hr Storm
(Half Infiltration Rate)
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0,34
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7,231N/HR
Oa = 1.16 CFS
Ca = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN = 85
S = (1000ICN)-10
S= 1Y6
Depth 0) = (P-0.2S)^2/(P-0.8S)
D = 5.25 IN - li 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
TIP = [(43.5)(D)(Area)J / Op
TIP = 13.96 MINUTES
Storage Volume Req'd = (Op-Oa)'Tp'1.39'60
= 7,611 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 7.00 feel
AFTER DEVELOPMENT
WATERSHED AREA
140 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
16 FT
RUNOFF COEF.'C'
0.76
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.231N/HR
Op= 7.69 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
_
IN ft)
(cu ft)
(cu ft)
(ft)
(ry)
7.00
329
0
0
0
0
0
0
8.00
676
503
503
1.0
6.2196
0
1.09
9.00
1155
916
1.418
2.0
7.2570
0.6931
1.89
10.00
1818
1,487
2,905
3.0
7,9740
1.0986
2.77
11.00
2792
2,305
5,210
4.0
8.5582
1.3863
3.78
12.00
3969
3,381
8.590
5.0
9,0584
1.6094
4.93
13.00
5363
4.666
13.256
6.0
9.4922
1.7918
6.21
14.00
6984
6.174
19.430
7.0
9.8745
1.9459
7.61
15.15
9047
8,016
27.445
8.2
10.2199
2.0980
9.15
Regression Output:
==> Ks =
427
b =
1.88
X Coefficient 6.06
G:UOBS@Ol3klW21 Colony TireY icsWCOENR SW 0n1yk13G261nfAVab0n Routing 10yQ4hr half infJ rate

6/24/2014 Colony Tire
MLV Stormwater Infiltration Basin Routing
10-year 24hr Storm
(Half Infiltration Rate)
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Oa =
1.16 cis
OP=
7.69 cfs
' Infiltration rate =
;;:fie='':21:5 in1hr
Tp =
14.0 min
(Per Soils Report)
dT =
4 min
BASIN DATA
Ks =
427
b=
1.88
Zo =
7.00 It
Normal water elev =
7.00 It
Peak Outflow=
0.00 cfs
Box Weir Length =
5 ft
Peak Stage =
12.03 ft
Cw =
3.0
Maximum Storage =
8,925 cu ft
Za =
14.00 It
Control Holes:
State Orifice: Dia =
0.00 in
Dd =
0 in
Inv =
0,00 It
Cd =
0
Weir: L =
0 in
Zi =
0.00 It
Inv =
0.0 fl
13026
'Half of Infiltration Rate shown to prove that
system can infiltrate without discharge to waive
the NCDENR Ofeine Bypass S Vegetated Filter
Strip requirements (Section 16.3.9. BMP Manual)
Time Inflow Storage Stage Outflow W Riser Barrel Orifice Weir IFStore Infiltrate
4
1.5
0
7.00
0
0.00
0
0
0.00
0.0
V.V
2.7
8
4.7
349
7.89
0.00
0.00
0.0
0.00
0.00
344.0
5.5
12
7.3
1483
8.93
0.00
0.00
0.0
0.00
0.00
1474.4
8.2
16
7.3
3241
9.93
0.00
0.00
0.0
0,00
0.00
3229.6
11.0
20
5.2
4991
10.69
0.00
0.00
0.0
0.00
0.00
4977.5
13.7
24
3.6
6235
11.15
0.00
0.00
0.0
0.00
0.00
6219.0
16.5
28
2.5
7093
11.45
0.00
0.00
0.0
0.00
0.00
7073.6
19.2
32
1.7
7683
11.64
0.00
0.00
0.0
0.00
0.00
7661.5
21.9
36
1.2
8090
11.77
0.00
0.00
0.0
0.00
0.00
8065.8
24.7
40
0.8
8371
11,86
0.00
0.00
0.0
0.00
0.00
8343.5
27.4
44
0.6
8564
11.92
0.00
0.00
0.0
0.00
0.00
8533.9
30.2
48
0.4
8697
11.96
0.00
0.00
0.0
0.00
0.00
8664.3
32.9
52
0.3
8789
11.98
0.00
0.00
0.0
0.00
0.00
8753.3
35.6
56
0.2
8852
12.00
0.00
0.00
0.0
0,00
0.00
8813.8
38A
60
0.1
8896
12.01
0.00
0.00
0.0
0,00
0.00
8854.6
41.1
64
0.1
8926
12.02
0.00
0.00
0.0
0,00
0,00
8881A
43.9
68
0.1
8946
12.03
0.00
0.00
0.0
0.00
0.00
8899.8
46.6
72
0.0
8961
12.03
0.00
0.00
0.0
0.00
0.00
8911.3
49.4
76
0.0
8970
12.03
0.00
0.00
0.0
0.00
0.00
8918.3
52.1
80
0.0
8977
12.03
0.00
0.00
0.0
0.00
0.00
8922.4
54.8
84
0.0
8982
12.03
0.00
0.00
0.0
0.00
0.00
8924.3
57.6
88
0.0
8985
12.03
0.00
0.00
0.0
0,00
0.00
8924.7
60.3
92
0.0
8987
12.03
0.00
0.00
0.0
0,00
0.00
8924.2
63.1
96
0.0
8989
12.03
0.00
0.00
0.0
0.00
0.00
8923.0
65.8
100
0.0
8990
12.03
0.00
0.00
0.0
0.00
0.00
8921.3
68.5
104
0.0
8991
12.03
0.00
0.00
0.0
0.00
0.00
8919.3
71.3
10B
0.0
8991
12.03
0.00
0.00
0.0
0.00
0.00
8917.0
74.0
112
0.0
8991
12,03
0.00
0.00
0.0
0,00
0.00
8914.6
76.8
116
0.0
8992
12.03
0,00
0.00
0.0
0.00
0.00
8912A
79.5
120
0.0
8992
12.03
0.00
0.00
0.0
0.00
0.00
8909.6
82.3
124
0.0
8992
12.03
0.00
0.00
0.0
0,00
0.00
8906.9
85.0
128
0.0
8992
12.03
0.00
0.00
0.0
0.00
0.00
8904.3
87.7
132
0.0
8992
12.03
0.00
0.00
0.0
0.00
0.00
8901.6
90.5
136
0.0
8992
12.03
0.00
0.00
0.0
0.00
0.00
8898.9
93.2
140
0.0
8992
12.03
0.00
0.00
0.0
0.00
0.00
8896.2
96.0
144
0.0
8992
12.02
0.00
0.00
0.0
0.00
0.00
8893.4
98.7
148
0.0
8992
12.02
0.00
0.00
0.0
0.00
0.00
88907
101A
152
0.0
8992
12.02
0.00
0.00
0.0
0.00
0.00
8888.0
104.2
156
0.0
8992
12.02
0.00
0.00
0.0
0.00
0.00
8885.2
106.9
160
0.0
8992
12,02
0.00
0.00
0,0
0.00
0.00
8882.5
109.7
164
0.0
8992
12.02
0,00
0.00
0.0
0.00
0.00
8879.8
112.4
168
0.0
8992
12.02
0,00
0.00
0.0
0.00
0.00
8877.0
115.2
172
0.0
8992
12.02
0.00
0.00
0.0
0.00
0.00
8874.3
117.9
176
0.0
8992
12,02
0.00
0.00
0.0
0,00
0.00
8871.5
120.6
180
0.0
8992
12,02
0.00
0.00
0.0
0,00
0,00
8868S
123.4
184
0.0
8992
12.02
0.00
0,00
0.0
0.00
0,00
8866.0
126.1
188 0.0
G:U0BS@013tl3026-Co1ony Ti,.=IC
8992
WCDENR
12.02
0,00
0.00
0.0
0.00
0.00
8863.3
128.9
SWOnlyU30261nlltation
Rout, 10YQ41hrhalf
mfilrat.

6/24/2014
Colony Tire
MLV
Stormwater
Infiltration Basin Routing
1302E
10-year 24hr Storm
(Half Infiltration Rate)
192
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8860.6
131.6
196
0.0
8992
12.01
0.00
0.00
0.0
MO
0.00
8857.8
134.3
200
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8855.1
137.1
204
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8852.3
139.8
208
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8849.E
142.E
212
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8845.9
145.3
216
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8844.1
148.1
220
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8841.4
150.8
224
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8838.6
153.5
228
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8835.9
156.3
232
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8833.1
159.0
236
0.0
8992
12.01
0.00
0.00
0.0
0.00
0.00
8830.4
161.8
240
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8827.7
164.5
244
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8824.9
167.2
248
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8822.2
170.0
252
0.0
8992
12.00
0.00
0.00
0.0
MO
0.00
8819.4
172.7
256
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8816.7
175.5
260
0.0
8992
12M
0.00
0.00
0.0
0.00
0.00
8814.0
178.2
264
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
88112
181.0
268
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8808.5
183.7
272
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8805.7
186.4
276
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8803.0
189.2
28D
0.0
8992
12.00
0.00
0.00
0.0
0.00
0.00
8800.2
191.9
284
0.0
B992
12.00
0.00
0.00
0.0
0.00
0.00
8797.5
194.7
288
0.0
8992
11.99
0.00
0.00
Do
0.00
0.00
8794.8
197.4
292
0.0
8992
11.99
O.DO
0.00
0.0
0.00
0.00
8792.0
200.1
296
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8789.3
202.9
300
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8786.5
205.6
304
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8783.8
208.4
308
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8781.1
211.1
312
0.0
8992
11.99
0.00
0.00
0.13
0.00
0.00
8778.3
213.9
316
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8775.E
216.6
320
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8772.8
219.3
324
0.0
8992
11.99
0.00
0.00
0-0
0.00
MID
8770.1
222.1
328
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8767.3
224.8
332
0.0
8992
11.99
0.00
0.00
0.0
0.00
0.00
8764.6
227.6
336
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8761.9
230.3
340
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8759.1
233.0
344
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8756.4
235.8
348
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8753.6
238.5
352
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8750.9
241.3
356
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8748.2
244.0
360
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8745.4
246.8
364
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
6742.7
249.5
368
0.0
8992
11.98
0.00
0.00
0.0
MO
0.00
8739.9
252.2
372
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8737.2
255.0
376
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8734.4
257.7
380
0.0
8992
11.98
0.00
0.00
0.0
0.00
0.00
8731.7
260.5
384
0.0
8992
11.97
D.00
0.00
0.0
0.00
0.00
8729.0
263.2
388
0.0
8992
11.97
0.00
0.00
0.0
0.00
0.00
8726.2
265.9
392
0.0
8992
11.97
0.00
0.00
0.0
0.00
0.00
8723.5
268.7
396
0.0
8992
11.97
0.00
0.00
0.0
0.00
0.00
8720.7
271.4
400
0.0
8992
11.97
0.00
0.00
0.0
MO
0.00
8718.0
274.2
404
0.0
8992
11.97
0.00
0.00
0.0
0.00
0.00
8715.3
276.9
408
0.0
8992
11.97
0.00
0.00
0.0
0.00
0.00
8712.5
279.7
G'.UOBSVOJN3026-Colony Til.k I.WCDENR SW OnIy113W61nfilth0a, Rautin0 10y(14hr half infit rate

Pusey, Steven
From: Pusey, Steven
Sent: Thursday, June 12, 2014 9:58 AM
To: 'Monica Valsi'
Subject: RE: Colony Tire Expansion
Monica,
Thanks for the map which was very helpful. In addition, can you send me documentation showing that the existing
buildings, gravel parking, etc. were built before 1988? An old survey or plat would help to illustrate the existing BUA
that is now being captured by the new infiltration basin, thus justifying the variance for the additional pavement at the
front of the lot.
Thanks,
Steve
From: Monica Valsi [mailto:monica-trippeno(cbec.rr.com]
Sent: Thursday, June 12, 2014 9:13 AM
To: Pusey, Steven
Subject: Colony Tire Expansion
Steven,
As discussed earlier attached is a PDF of the drainage area going to the infiltration basin. Please contact me with any
additional questions or comments.
Thank you,
Monica Valsi, E.I.
Tripp Engineering, P.C.
419 Chestnut Street
Wilmington, NC 28401
(p) 910.763.5100
(f) 910.763.5631
[e-mail]
NOTICE: This electronic correspondence and all attachments may contain privileged information intended only for the use of the
addressee. Any information contained within this correspondence is provided for your convenience. No assertion of accuracy is
made by Tripp Engineering, P.C. unless physical documents are obtained, sealed AND signed. User assumes all responsibility for use
of this digital information.
This email is free from viruses and malware because avast! Antivirus protection is active.

Pusey, Steven
From: Pusey, Steven
Sent: Wednesday, June 11, 2014 11:44 AM
To: Tripp Engineering
Subject: Colony Tire Expansion
Importance: High
Tripp Engineering, PC
Attention: Monica Valsi, El
Monica,
I have a couple questions about your calculations on the infiltration basin for the subject job. Please advise on the
following:
1. Your design rainfall depth i .66 i�t should be 1.5 inches according to the Rules. This will change some
other calculations and the numbers entered into the Supplement form, like Minimum Design Volume Required.
U w 2. Bottom surface area in your Supplement form is stated as 2,758 sf. How is this calculated?
Thanks,
Steve
.Sterlehg. PuserJ
Environmental Engineer
NCDENR - Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
Ph [phone] / Fax [phone]
http://portal.ncdenr.org/web/ir/stormwater
Before printing this email, please consider your budget and the environment.
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed to third parties.

i
Gasmer, Jo
From: Casmer, Jo
Sent: Monday, April 28, 2014 11:48 AM
To: 'Tripp Engineering'
Subject: Colony Tire; Stormwater Permit SW8 140415
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Application and $505.00 fee on April 17, 2014. The 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.
Since we do not have an email address for the applicant, we ask that you provide this status information to them.
fo Casme'r
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment & Natural Resources
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 subject to the North Carolina Public Records taw and may be disclosed to third
parties

Project Name:
Project Location:
Rule(s) Ll`o
Type of Permi .
Density: F
`j: -❑(%
Subdivided?: Si
�.VII IFIICICIICJD nCVIC•v a.ncannaa
Received Date:jk�/
N, ��.� Accepted Date: 7
Coastal ®1995 Coastal ❑Phase II (WiRO) _Universal ❑1988 Coastal
OK?) I Stream Class:
Permit # (Mod or PR): PE Cert on File?
SA Map
ORW M
Paperwork Emailed Engineer on:
upplement(s) (1 original per BMP) BMP Type(s):
&M with correct/original signatures (1 original per BMP except LS/VFS and swoles)
application with correct/original sign tures ee
Sid
'- or LLC: . Auth. er SoS or letter mail Address:
El
OS (within 6mo) u"mail Address:
to SW8
Design Engineer
Owner
oils Report with SHWT Note to Reviewer:
7 alculations (signed/sealed)
®No obvious errors
includes common areas, etc
Deed Restrictions, if subdivided:
& Notarized
Plans
Sets etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
rading OWetlands: Delineated or Wetlands
ci ' y Map ayout (proposed BUA dimensions)
Legend �DA Maps Project Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
Soils Report
PE Cert for Master Lot #:
SHWT:
SHWT:
Deed Rest for Master El Lot # Matches Master
Bottom:
�PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Parmittarl
Proposed:
Proposed:
Proposed:
BUA (sf)
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]
April 17, 2014
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Colony Tire Expansion
TE 13027
Dear Kelly:
We are requesting a high density stormwater permit for Colony Tire, located at
3625 US 421 N., Wilmington. Enclosed please find the following items for review:
• 2 sets of plans
• $505 check
• Narrative
• Stormwater application — one original and one copy
• Infiltration Basin Supplement
• Operation and Maintenance Agreement
• Calculations
• USGS map
• Soils Report
• Secretary of State information
• Copy of the Deed
C:� V
APR 1.7 al'1
Please review for approval and contact us with any questions, comments or if
you need additional information. Thank you.
Sincerely,
Tripp Engineering,, P.C.
AAA(Ain)41�
Monica Valsi E.I.
MLV:dcb
Enc.
ECEIVE
APR 11 2014
BY:

. V..
03/19/14
Stormwater & Erosion Control Narrative
Colony Tire Expansion
New Hanover County, NC
TE 13026
The Colony Tire Expansion is a commercial/light industrial site in New Hanover County, Parcel
ID# R03200-001-030-000, owned by BCC of Edenton, LLC, and contains approximately 3.1
acres. The project is redevelopment and is located on US Hwy 421 North. No wetlands exist on
the site.
Colony Tire is proposing to construct one (1) building consisting of 10,000 sf, an expanded
gravel area, an expanded asphalt parking area, the widening of an existing driveway, and one (1)
infiltration basin for storm water management for the square footage of the new (proposed)
impervious area in addition to some existing impervious area. Existing buildings, storage
containers, covered shelter, asphalt and gravel areas are located on the property, most of which
will remain with the exception of a small area of gravel. New impervious area for this project is
27,190 sf. The existing impervious area to remain is 59,780 sf. After project completion, the
total amount of impervious area for the site will be 86,970 sf, which has a net increase of
impervious area of 26,720 sf. The estimated amount of disturbed area is 2.30 acres.
The drainage area for the new (proposed) impervious area in addition to some existing
impervious area is 1.37 acres and provides sufficient storm water management, with an
infiltration basin, to meet the State's 1.5" requirement and alternately sized for the 1-yr, 2-yr, 10-
yr, 25-yr, and 100-yr storm events. Calculations have also 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 bypass and vegetated filter strip. Per the attached soils report, the SHWT does
not occur in the upper 10 feet below site grade. The elevation of the ground surface at the bore
APR 17 20%
BY:-----

03/19/14 TE 13026
location is approximately elevation 15; therefore the SHWT elevation is deeper than elevation
5.0. The bottom of the infiltration basin has been set at elevation 11.0.
Ultimately, the infiltration basin is sized adequately for the proposed impervious area and will
drawdown in less than 1 day for the 100-yr storm event with no emergency outfall.
Prior to beginning the redevelopment of the site, tree protection and temporary silt fence will be
installed. Then the site will be cleared to the limits shown. After these measures occur, the
infiltration basin will be constructed. The building location and gravel area will then be graded.
The proposed building will be constructed and the existing gravel area will be regraded as
indicated on the plan, final site grading, and stabilization of the site and landscaping. Temporary
erosion control measures will remain in place until such time as when areas are stabilized.
Permanent measures include permanent stands of grass. Specific measures and directions to the
contractor are noted on the plans. Please refer to Sheet C2 for detail erosion control measures
and construction sequence.

II IN�IINIIII�I��Iilll INII INIII�II
2013003620
SFOR REGISTRATION REGISTER OF DEED'
NEW HANOVERCCOUNTY�ENC
BK•5 083PGp11365-113733103 2FEE $26.00
NC II�iRUafN y3aSTPAP 0 o
CCE® bl E
APR 17 2014
Space Above This Line For Recording Data
NORTH CAROLINA GENERAL WARRANTY DEED
ji e,+U.rn ib NOfbM� Ckt+e(r
Prepared by M H Hood Ellis, Attorney
Return to M li Hood Ellis, Attorney
Excise Tax $1,300 00 Tax Parcel R03200-001-030-000
State of North Carolina, County of New Hanover
THIS GENERAL WARRANTY DEED made this 16" day of January, 2013, by and between
Berlin Limited Partnership, a Ohio Limited Partnership, whose mailing address is 1795 Brookwood
Drive, Akron, Ohio 44313 (hereinafter referred to as "Grantor"), and BCC of Edenton, LLC, a North
Carolina Limited Liability Company, whose mailing address is PO Box 827, Edenton, North Carolina
27932 (hereinafter referred to as "Grantee")
WITNESSETH:
That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has given, granted, bargained, sold, and conveyed, and by these presents does hereby
give, grant, bargain, sell, and convey unto said Grantee, Grantee's successors, and assigns, all of that
certain piece, parcel, or tract of land situate, lying and being in New Hanover County, State of North
Carolina, and being more particularly desenbed as follows
Being all of Tract I shown on the map titled "M&N Equipment Rentals, Inc. Division
Part of Fleming and Royal Estate"prepared by Michael Underwood & Associates,
P.A. which said map is recorded in Map Book 37, Page 85, in the Office of the
Register of Deeds of New Hanover County, North Carolina.
Being also the same property conveyed by James Berlin and wife, Madeline L. Berlin,
to Berlin Limited Partnership, a Ohio Limited Partnership by deed dated December
16, 1998 and recorded on December 21, 1998, which deed is of record in Deed Book
2490, Page 411, of the New Hanover County Public Registry.
The property herein conveyed does not include the primary residence of a Grantor.

TO HAVE AND TO HOLD the above described lands and premises, together with all
appurtenances thereunto belonging, or in any way appertaining, unto the Grantee, Grantee's successors,
and assigns forever
AND THE SAID GRANTOR COVENANTS to and with said Grantee, Grantee's successors, and
assigns, that Grantor is lawfully seized in fee simple of said lands and premises, and have full right and
power to convey the same to the Grantee in fee simple, and that said lands and premises are free from any
and all encumbrances, except as set forth herein, and that the Grantor will warrant and defend the title
against the lawful claims of all persons whomsoever, with the exception of the following Ad valorem
taxes for the year 2013 and subsequent years, easements and restrictions of record, and any local,
county, state, arfederal laws, ordinances, or regulations relating to zoning, environment, subdivision,
occupancy, use, conso uction, or development of the subject property
IN WITNESS WHEREOF, the Grantor has duly executed and sealed this document, as of the day
and year first above written
[REST OF PAGE INTENTIONALLY BLANK —
SIGNATURE ON FOLLOWING PAGE]

BERLIN LIMITED PARTNERSHIP, a Ohio Limited
Partnership
By: BERLIN, LLC, a Ohio Limited Liability Company,
General Partner
T�y Lawrence, Authorized Signatory (See
Exhibit A attached)
State of aa City/County of
I certify that the following person personally appeared before me this day, acknowledging to me
that he voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: Terry Lawrence, Authorized Signatory of BERLIN, LLC, a Ohio Limited Liability
Company, as General Partner of BERLIN LIMITED PARTNERSHIP, a Ohio Limited
Partnership (See Unanimous Consent of Members and Grant of Authority to Bind Berlin, LLC,
attached hereto and incorporated herein as Exhibit A.).
Date January 25th 2013
JUDITH L ROMAN. Notary Public
Residence • Summd County
Stale Wide Junsdlctlon, Ohio
My Commission Expires Nov 12,2014
w stamp must appear within
F U�Sry U..1.1 FK DOCS SI RB to BCC n IUNISED W 17 M1B rpE
No Itc f ��
Type orPrint Name Judith L. Roman
My Commission Expires
11/12/14

EXHIBIT
A
UNANIMOUS CONSENT OF MEMBERS
AND GRANT OF AUTHORITY TO SIND
BERLIN, LLC
The undersigned, being all of the members of BERLIN, LLC, a limited liability
company organized and operating under the laws of Ohio ('the Company"), waiving
notice and acting without a meeting as provided by the laws of Ohio, hereby take
the following action, effective December 19, 2012
1 The Company, as sole general partner of Berlin Limited Partnership ("the
Partnership7, is authorized to purchase, sell, exchange, transfer, convey, lease,
mortgage, grant a security interest in, or otherwise acquire, dispose of, or encumber
real property and/or personal property on behalf of the Partnership
2, Terry Lawrence is hereby appointed as the Company's agent and is also
authorized to take all such further actions as he shall deem necessary or desirable
to consummate the transactions described in Item 1 above, including but not limited
to the actions listed in Item 3 below Terry Lawrence may act independently, with
full authority to bind the Company by himself, and any person dealing with the
Company shall be entitled to rely on the actions of Terry Lawrence without further
inquiry
The authority hereby conferred includes but is not limited to the authority to
Take all actions to effectuate the transactions described in Item 1 above on
behalf of the Partnership,
Execute, deliver and cause to be recorded any and all deeds or other
instruments of conveyance, including but not limited to lease assignments,
affidavits, certificates, tax statements, settlement statements, mortgage documents,
and other documents as shall reasonably be necessary in connection with the
transactions described in Item 1 above
Sign, endorse, or assign any note, check, or other instrument of any nature,
negotiable or non-negotiable, for deposit discount, collection, or otherwise, relating
to the transactions described in Item 1 above,
Receive and disburse funds, open bank accounts and investment accounts
of any nature in the Company's name, and transfer funds into and out of any such
account, and
Take all such other actions as shall be necessary or desirable in the opinion
of Terry Lawrence to carry out the transactions described herein
Any person, firm, or corporation shall be fully protected in relying upon the
grant of authority herein contained unless and until actual written notice of its

revocation is received All parties dealing with Terry Lawrence are expressly
exonerated from any duty of looking to the application of funds or property delivered
to him All actions that may be taken by Terry Lawrence in connection wdh the
transactions contemplated herein are hereby ratified and approved insofar as any
third party is concerned.
WITNESS the following authorized execution on the dates indicated below
BERLIN, LLC
By /
Date signed mes Berlin, member
STATE OF OHIO
COUNTY OF
The foregoing Unanimous Consent of Members and Grant of Aiiithority to
bind Berlin, LLC was acknowledged before me this /? *day of LncBt t1
2DL=, by Jarnes Berlin, member of Berlin, LLC, the sole General Partner of
Berlin Limited Partnership, LLC
My commission expires
jW, 1-P4WKNaWPubk
=_,� ��,4'4 p�rbrip-&mnYtCoutly
�� '= 9raroWfh,M�46aia40ho
' w Ue A+ c,,,>� wEx0=Nov 12,20iA
fipr or. p",.
Notary Public

if> -/? - L
Date signed
STATE OF OHIO .
COUNTYOF
By_i_1L1tctiGlOr.-,i
Madeline Berlin, member
The foregoing Unanimous Consent of Members and Grant of Authonty o
bind Berlin, LLC was acknowledged before me thisf day of,,
20%<, by Madeline Berlin, member of Berlin, LLC, the sole General Partner
of Berlin Limited Partnership, LLC
My commission expires
.IODnHi Re-sur Notary Wdic
esWRence-Summn County
State WMe Junsdicwn,Onw
fib-
4y Commssm Fapres Nov IZ2014
tyoW PublicT

/a.,g
Date signed
STATE OF if/u
COUNTY OF,','ureIw
By t,(, /I &J'-,
Robert M Berlin, member
The foregoing Unanimous Consent of Members and Grant of Authority to
Bind Berlin, LLC was acknowledged before me this 12day of & i4 u 1 ,
20 4 by Robert M Berlin, member of Berlin, LLC, the sole General Partner
of Berlin Limited Partnership, LLC
My commission expires
JWITH L MMW Notary POIC
Stale WideJuris 0w,Otuo
.for
My commissionboms Nov 12,2014
4
NotaryPubic

Date signed
STATE OF
COUNTY OF '..xu7k�r
By ..' "!
Robin I Kane, member
The foregoing Unanimous Consent of Members and Grant of Authority to
Bind Berlin, LLC was acknowledged before me this i4Y7'day of Z1&';ezk4i,
20" by Robin I Kane, member of Berlin, LLC, the sole General Partner of
Berlin Limped Partnership, LLC
My commission expires
JWITH L, ROMAN, Notary Public
Rawdence • SvTmn CcuM
;•�� '- SWd WideJuAsfton,OMo
off` My CamdWon E)ItesNov IZ2DI4
Notary Public L.

/oNTV:
Ip
E
,
pp
TAMMY THEUSCH BEASLEY
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
........................................................................................................................
Filed For Registration:
Book:
01/31/2013 03:42:46 PM
RE 5708 Page: 1365-1373
Document No.: 2013003620
9 PGS $26 00
NC REAL ESTATE EXCISE TAX- $1,300.00
Recorder. JOHNSON, CAROLYN
State of North Carolina, County of New Hanover
E(;IEI "
APR 17 2014
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT.
*2013003620*
2013003620

March 17, 2014
Tripp Engineering, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Attention: Mr. Phil Tripp, P.E.
Reference: Infiltration Testing and Seasonal High Watertable Estimate
Proposed Colony Tire Expansion
3625 U.S. Highway 421
Wilmington, North Carolina
RFTS Job No. 972-14
Dear Mr. Tripp:
RFTS is pleased to provide testing services during the design phase of the proposed
Colony Tire Expansion project located 3625 U.S. Highway 421 in Wilmington, North
Carolina. Specific site grading plans had not been provided to us at the time this report
was prepared.
DESCRIPTION OF ACTIVITIES AND FINDINGS
As requested, our staff visited the site on March 13, 2014, to perform infiltration testing
and estimate the seasonal high watertable at one location identified by you. The purpose
of this testing was to provide soil parameters for stormwater infiltration design.
Seasonal Hiah Watertable Estimate
A hand auger boring was advanced at one location to a depth of approximately 10 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 entirely of interbedded clean fine to medium
sands (USCS Soil Group "SP") through the boring depth of 122 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 does not occur in the
upper 10 feet below site grade.
RFTS, PLLC Committed to Xesnaisive Service
1305 3A Carolina Beach Ave N
Carolina Beach. North Carolina 28428 11'1"w.rftSP11c.co"1
CE8V
910-458-5261

Tripp Engineering, P.C.
PETS Job No. 972-14
Infiltration Testine
March 17, 2014
Page Two
Infiltration testing was performed using a model 2800 Guelph, Penneameter 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.
Our testing was performed approximately 48 inches below the existing ground surface.
The results of our permeamcter testing are presented in Table 2.
RECOMMENDATIONS
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-1 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 48 inches below the existing
ground surface elevation. For purposes of sizing the structures we reconunend an
ultimate application rate of 3.0 inches per hour. These recommendations should be
reviewed by appropriate regulatory authorities before finalizing the details of any civil
design.
CLOSURE
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.
RIFTS,
David L. Winstead gfi""Maq
Field Operations Manager er�it�tt CA
nLw:SOK/dhc If.
Attachments • g` Al
n4 .7638
F I NEF�r .i , •� " ��� 1��
Steven D. Kell. P.E.
Senior Engineer
NC Registration No. 17638
ECCIVE .
APR 17 2014
BY:

Table 1
Munsell Soil Classifications
Colony Tire Expansion
3625 U.S. 1-1ighway 421
Wilmington. North Carolina
RFTS Job No. 972-14
Loc
Soil Description
Hue
Vahie
Chroma
Depth
Comments
(in.)
1
Topsoil
0-10
Yellowish Brown fine to
10YR
5
8
10-19
medium SAND
Yellowish Brown fine to
ToYR
5
6
19-30
medium SAND
Yellowish Brown fine to
lOYR
5
8
30-50
medium SAND
Yellow fine to medium SAND
1 OYR
7
1 6
50-58
Very Pale Brown fine to
lOYR
8
3
58-71
medium SAND
Very Pale Brown fine to
1 OYR
8
2
71-99
medium SAND
White tine to medium SAND
5Y
8
1
1 99-122 1
No HZO

Table 2
Guelph Permeameter Test Results
Colony Tire Expansion
3625 U.S. Highway 421
Wilmington, North Carolina
RFTS Job No. 972-14
Location
1
Depth (in.)
48
Hf (cm)
5
Ri (cm/min)
8.0
Rfs (cm/sec)
0.133
Hz (cm)
10
R2 (cm/min)
11.4
Rs (cm/sec)
0.19
Kfs (cm/sec)
2.14x 10"
Kfs (in/hr)
3.0
Definition of Terms
R1.2 — Established 3 or more constant rate of water level change (cirdmin)
RI& 2s — Calculated steadv state flow rates (cm/sec)
Hi.2 — Maintained Head of H2O (cm)
Kr, — 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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cra ev •: /•.'��.. .r:, ,'7 R-. >j.l !. i`. 1�tt1
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r r f' i INF-1
/+ ucYl I
Legend
6 APPROXIMATE TEST LOCATION
INFILTRATION TESTING AND SHWT ESTIMATE
FIGURE '1
COLONY TIRE EXPANSION
DRAWING NOT TO SCALE
RF(S,PLLC
3625 U.S. HIGHWAY 421
DATE: 3/17/�4
1305 3A Carolina Beach Ave N
WILMINGTON, NORTH CAROLINA
SKETCH: DLW
Carolina Beach, North Carolina 28428
Office: 910-470-7450
Soils Engineering and
JOB NO. 972-14
REVIEW: SDK
Testing Services

I
US. HIGHWAY 1421 my w.vn
I
v
I
a..2,u
.
z
O
I
z
I
a
w
a�
>. i
OA
c> r
2
V -
z F
wwEa�EE
a:,m
cccuo
0
DD
FOR DRAINAGE AREA PURPOSES ONLY

03/07/2014 Colony Tire 13026
MLV 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
0.13
12.74
Wooded A
45
0.34
15.30
0.47
28.04
Composite CN Value =
60
Pre Development Composite Runoff Coefficient
Description Cr
A (ac)
C x A
Impervious 0.95
0.13
0.1235
Wooded 0.10
0.34
0.034
0.47
0.1575
Composite C Value = 0.34
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
1.08
105.84
Open Space (Fair) A
39
0.29
11.31
1.37
117.15
Composite CN Value =
86
Post Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
1.08
1.026
Lawns, sandy soil, Flat 0.10
0.29
0.029
1.37
1.055
Composite C Value = 0.77
Total Draina a Area
59. ft.
acres
59,692
1.37
Post Development Im ervious Area
Land Use
s . ft.
I acres
Proposed Impervious
47,230
1.08
Total
47,230
1.08
h impervious = 0.791
= 79.1%
G:UOBS120I W 302&Colony Tirekalcs\CN 8 C Value Calcs

03/07/2014 Colony Tire 13026
MVL Simple Method - 1.5" Storage Volume Calculations
L
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(1,)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
'A= 79.1 %
Rv= 0.76
Design Rainfall Depth = 1.66 in.
Drainage Area = 1.37 acres
Volume Required = 6,290 ft'
Volume Provided = 20.378 ft'
G,\IOW2013\13026 Colony TIIeVAn\13026 Slor. a volume C.1, 1.5incb

3/19/2014
MLV
Colony Tire
Stormwater Infiltration Basin Routing
1-year 241fir Storm
13026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 1 YR
3.90 IN/HR
Oa= 0.62 CFS
Oa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 3.76 INCHES lyr, 24hr PRECIPITATION
CN= 86
S = (1000/CN)-10
S= 1.63
Depth (D) _ (P-0.2S)AD(P+0.8S)
D= 2.33 IN - lyr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
TIP = [(43.5)(D)(Area)] / Op
TIP = 11.58 MINUTES
Storage Volume Req'd = (Op-0a)'Tp-1.39-60
3,371 cu. It.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 11.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 1 YR
3.90 IN/HR
Op= 4.11 CFS
DIP = 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)
M)
(R)
11.00
2758
0
0
0
0
0
0
12.00
3854
3.306
3.306
1.0
8,1035
0
1.02
13.00
5020
4.437
7,743
2A
8.9545
0.6931
1.95
14.00
6303
5.662
13,405
3.0
9.5033
1.0986
2.97
15.00
7644
6,974
20,378
4.0
9,9222
1.3863
4.09
Regression Output:
__> Ks = 3240
In = 1.31
X Coefficient 8.08
G'.VOBSV01311302 C0kuyT'letrlcs\130261nGft.t.n Rowng 1y24h,

3/19/2014 Colony Tire 13026
MLV Stormwater Infiltration Basin Routing
1-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Ca =
0.62 cis
Qp =
4.11 cfs
' infiltration rate =
F, ­77-31 invhr
Tp=
11.6 min
(Per
Soils Report)
dT =
4 min
BASIN DATA
Basin Drawdown Time=?`3e:'0.2 days
K5 =
3240
b=
1.31
Zo =
11.00 It
Normal water elev =
11.00 it
Peak Outflow =
0.00 cfs
Box Weir Length =
0 ft
Peak Stage =
12.04 it
Cw =
0.0
Maximum Storage =
3,394 cu It
Zcr =
0.00 ft
Control Holes:
State Orifice:
Dia =
0.00 in
Dd =
0 in
Inv =
0.00 It
Cd =
0
Weir:
L=
0 in
Zi =
0.00 it
Inv =
0.0 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu it)
(a)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu it)
(cf)
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.1
0
11.00
0
0.00
0
0
0.00
0.0
46.0
8
3.2
263
11.11
0.00
0.00
0.0
0.00
0,00
171.4
91.9
12
4.1
1036
11.37
0.00
0.00
0.0
0.00
0.00
897.8
137.9
16
3.0
2020
11.65
0.00
0.00
0.0
0.00
0.00
1836.0
183.9
20
1.9
2731
11.82
0.00
0.00
0.0
0.00
0.00
2500.9
229.E
24
1.2
3184
11.92
0.00
0.00
0.0
0.00
0.00
2908.7
275.8
28
0.8
3474
11.98
0.00
0.00
0.0
0.00
0.00
3152.3
321.8
32
0.5
3659
12.01
0.00
0.00
0.0
0.00
0.00
3291.1
367.7
36
0.3
3777
12.03
0.00
0.00
0.0
0,00
0,00
3363.1
413.7
40
0.2
3852
12.04
0.00
0.00
0.0
0.00
0.00
3392.4
459.7
44
0.1
3900
12.04
0.00
0.00
0.0
0.00
0.00
3394.5
505.6
48
0.1
3931
12.03
0.00
0.00
0.0
0.00
0.00
3379.2
551.6
52
0.1
3950
12.03
0.00
0.00
0.0
0.00
0.00
3352.8
597.6
56
0.0
3963
12.02
0.00
0.00
0.0
0.00
0.00
3319.3
643.5
60
0.0
3971
12.01
0.00
0.00
0.0
0.00
0.00
3281.3
689.5
64
0.0
3976
12.00
0.00
0.00
0.0
0.00
0.00
3240.4
735.5
68
0.0
3979
11,99
0.00
0.00
0.0
0.00
0.00
3197.7
781.4
72
0.0
3981
11.98
0.00
0,00
0.0
0.00
0.00
3153.8
827.4
76
0.0
3983
11.97
0.00
0.00
0.0
0.00
0.00
3109.1
873.4
80
0.0
3983
11.96
0.00
0.00
0.0
0.00
0.00
3064.0
919.3
84
0.0
3984
11.95
0.00
0.00
0.0
0.00
0.00
3018.6
965.3
88
0.0
3984
11.94
0.00
0.00
0.0
0.00
0.00
2973.0
1011.3
92
0.0
3984
11.93
0.00
0.00
0.0
0.00
0.00
2927.2
1057.2
96
0.0
3985
11.91
0,00
0.00
0.0
0.00
0.00
2881A
1103.2
100
0.0
3985
11.90
0.00
0.00
0.0
0.00
0.00
2835.5
1149.2
104
0.0
3985
11.89
0.00
0.00
0.0
0.00
0.00
2789.6
1195.1
108
0.0
3985
11.88
0.00
0.00
0.0
0.D0
0.00
2743.7
1241.1
112
0.0
3985
11.87
0.00
0,00
0.0
0.00
0,00
2697.7
1287.1
116
DO
3985
11,86
0.00
0,00
0.0
0,00
0.00
2651.8
1333.0
120
0.0
3985
11.85
0.00
0.00
0.0
0.00
0.00
2605.8
1379.0
124
0.0
3985
11.83
0.00
0.00
0.0
0,00
0.00
2559.9
1425.0
128
0.0
3985
11.82
0.00
0.00
0.0
0.00
0.00
2513.9
1470.9
132
0.0
3985
11.81
0.00
0.00
0.0
0.00
0.00
2467.9
1516.9
136
0.0
3985
11.80
0.00
0.00
0.0
0.00
0.00
2422.0
1562.9
140
0.0
3985
11.79
0.00
0.00
0.0
0.00
0,00
2376.0
1608.8
144
0.0
3985
11.78
0.00
0.00
0.0
0.00
0,00
2330.0
1654.8
148
0.0
3985
11.77
0.00
0.00
0.0
0.00
0.00
2284.1
1700.8
152
0.0
3985
11.75
0.00
0.00
0.0
0.00
0.00
2238.1
1746.7
156
0.0
3985
11,74
0.00
0.00
0.0
0.00
0.00
2192A
1792.7
160
0.0
3985
11.73
0.00
0.00
0.0
0.00
0,00
2146.2
1838.7
164
0.0
3985
11.72
0.00
0.00
0.0
0,00
0.00
2100.2
1884.6
168
0.0
3985
11.71
0.00
0.00
0.0
0.00
0.00
2054.2
1930.6
172
0.0
3985
11,69
0.00
0.00
0.0
0.00
D.00
2008.3
1976.E
176
0.0
3985
11.68
0.00
0.00
0.0
0.00
0.00
1962.3
2022.5
180
0.0
3985
11.67
0.00
0.00
0.0
0.00
0.00
1916.3
2068.5
184
0.0
3985
11.66
0.00
0.00
0.0
0.00
0.00
1870A
2114.5
188
G:UOBSV013113026-Colony
0.0
3985 11.64
Tirelr IW130261nnlvalion Routing 11a4hr
0.00
0,00
0.0
0.00
0.00
1824A
2160.4

3/19/2014
Colony Tire
MLV
Stormwater Infiltration Basin Routing
3026
1-year 24hr Storm
192
0.0
3985
11.63
0.00
0.00
0.0
0.00
0.00
1778.4
2206.4
196
0.0
3985
11.62
0.00
0.00
0.0
0.00
0.00
1732.5
2252.4
200
0.0
3985
11.61
0.00
0.00
0.0
0.00
0.00
1686.5
2298.3
204
0.0
3985
11.59
0.00
0.00
0.0
0.00
0.00
1640.5
2344.3
20B
0.0
3985
11.58
0.00
0.00
0.0
0.00
0.00
1594.6
2390.3
212
0.0
3985
11.57
0.00
0.00
0.0
0.00
0.00
1548.6
2436.2
216
0.0
3985
11.56
0.00
0.00
0.0
0.00
0.00
1502.6
2482.2
220
0.0
3985
11.54
0.00
0.00
0.0
0.00
0.00
1456.7
2528.2
224
0.0
3985
11.53
0.00
0.00
0.0
0.00
0.00
1410.7
2574.1
228
0.0
3985
11.52
0.00
0.00
0.0
0.00
0.00
1364.7
2620.1
232
0.0
3985
11.50
0.00
0.00
0.0
0.00
0.00
1318.8
2666.1
236
0.0
3985
11.49
0.00
0.00
BID
0.00
0.00
1272.8
2712.0
240
0.0
3985
11.48
0.00
0.00
0.0
0.00
0.00
1226.8
2758.0
244
0.0
3985
11.46
0.00
0.00
0.0
0.00
0.00
1180.9
2804.0
248
0.0
3985
11.45
0.00
0.00
0.0
0.00
0.00
1134.9
2849.9
252
0.0
3985
11.43
0.00
0.00
0.0
0.00
0.00
1088.9
2895.9
256
0.0
3985
1142
0.00
0.00
0.0
0.00
0.00
1043.0
2941.9
260
0.0
3985
11.41
0.00
0.00
0.0
0.00
0.00
997.0
2987.8
264
0.0
3985
11.39
0.00
0.00
0.0
0.00
0.00
951.0
3033.8
268
0.0
3985
11.38
0.00
0.00
0.0
0.00
0.00
905.1
3079.8
272
0.0
3985
11.36
0.00
0.00
0.0
0.00
0.00
859.1
3125.7
276
0.0
3985
11.35
0.00
0.00
0.0
0.00
0.00
813.1
3171.7
280
0.0
3985
11.33
0.00
0.00
0.0
0.00
0.00
767.2
3217.7
284
0.0
3985
11.32
0.00
0.00
0.0
0.00
0.00
721.2
3263.6
289
0.0
3985
11.30
0.00
0.00
0.0
0.00
0.00
675.2
3309.6
292
0.0
3985
11.29
0.00
0.00
0.0
0.00
0.00
629.3
3355.6
296
0.0
3985
11.27
0.00
0.00
0.0
0.00
0.00
583.3
3401.5
300
0.0
3985
11.25
0.00
0.00
0.0
0.00
0.00
537.3
3447.5
304
0.0
3985
11.24
0.00
0.00
0.0
0.00
0.00
491.4
3493.5
308
0.0
3985
11.22
0.00
0.00
0.0
0.00
0.00
445.4
3539.4
312
0.0
3985
11.20
0.00
0.00
0.0
0.00
0.00
399.4
3585.4
316
0.0
3985
11.18
0.00
0.00
0.0
0.00
0.00
353.5
3631.4
320
0.0
3985
11.16
0.00
0.00
0.0
0.00
0.00
307.5
3677.3
324
0.0
3985
11.15
0.00
0.00
0.0
0.00
0.00
261.5
3723.3
328
0.0
3985
11.13
0.00
0.00
0.0
0.00
0.00
215.6
3769.3
332
0.0
3985
11.10
0.00
0.00
0.0
0.00
0.00
169.6
3815.2
336
0.0
3985
11.08
0.00
0.00
0.0
0.00
0.00
123.6
3861.2
340
0.0
3985
11.06
0.00
0.00
0.0
0.00
0.00
77.7
3907.2
344
0.0
3985
11.03
0.00
0.00
0.0
0.00
0.00
31.7
3953.1
348
0.0
3985
11.00
0.00
0,00
0.0
0.00
0.00
0.0
3999.1
352
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4045.1
356
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4091.0
360
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4137.0
364
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4183.0
368
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4228.9
372
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4274.9
376
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4320.9
380
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4366.8
384
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4412.8
388
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4458.8
392
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4504.7
396
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4550.7
400
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4596.7
404
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4642.6
408
0.0
3985
11.00
0.00
0.00
0.0
0.00
0.00
0.0
4688.6
G-.UOBS@013g3026-Colony Tirekalc MD26 Infiltration Routing 1yr24hr

3/19/2014
MLV
Colony Tire
Stormwater Infiltration Basin Routing
2-year 24hr Storm
13026
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 2 YR
5.88 IN/HR
Qa= 0.94 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4.5 INCHES 2yr, 24hr PRECIPITATION
CN = 86
S = (1000/CN)-10
S = 1.63
Depth (D) = (P-0.2S)A2/(P*0.8S)
D= 3.00 IN- 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)J / Qp
Tp= 9.90 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp•1.39'60
4,345 cu. ft.
CALCULATE Ks AND b .
SET NORMAL ELEVATION AT = 11.00 feet
WATERSHEDAREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 2YR
5.881N/HR
Qp= 6.20 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)
11.00
2758
0
0
0
0
0
0
12.00
3854
3,306
3.306
1.0
8.1035
0
1.02
13.00
5020
4,437
7,743
2.0
8.9545
0.6931
1.95
14.00
6303
5,662
13.405
3.0
9.5033
1.0986
2.97
15.00
7644
6,974
20,378
4.0
9.9222
1.3863
4.09
Regression Output:
Ks = 3240
b = 1.31
X Coefficient 8.08
G'.W6S2013tl3026Colony TlreY IcM130261nlltmhon Routing 2y24hr

3/19/2014
Colony Tire
MLV
Stormwater Infiltration Basin
Routing
3026
2-year 24hr Storm
CHAINSAW METHOD
FOR
RISER BARREL
ROUTING
STORM DATA
Da =
0.94 cfs
Op =
6.20 Us
' Infiltration
rate = in7hr
Tp=
9.9 min
(Per
Soils Report)
dT=
4 min
BASIN DATA
Basin Drawdown
Time days
Ks =
3240
o=
1.31
Zo=
11,00 It
Normal water elev, =
11.00 fl
Peak Outflow =
0.00 cfs
Box Weir
Length =
0 It
Peak Stage =
12.31 ft
Cw =
0.0
Maximum Storage =
4,602 cu It
Zcr=
0.00 It
Control Holes:
State Orifice:
Dia =
0.00 in
Dd=
0 in
Inv=
0,00 ft
Cd =
0
Weir:
L =
0 in
Zi =
0.00 It
Inv =
0.0 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(CIS)
(cu ft)
(tt)
(cfs)
lots)
lots)
lots)
lots)
(cu f)
(cf)
0
D.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
2.2
0
11.00
0
0.00
0
0
0.00
0.0
46.0
8
5.7
523
11,21
0.00
0.00
0.0
0.00
0.00
431.5
91.9
12
5.5
1881
11.62
0.00
0.00
0.0
0.00
0.00
1743.1
137.9
16
3.3
3210
11.95
0.00
0.00
0.0
0.00
0.00
3026.3
183.9
20
1.9
4000
12.12
0.00
0.00
0.0
0.00
0.00
3770.6
229.8
24
1.2
4468
12.22
0.00
0.00
0.0
0.00
0.00
4191.9
275.8
28
0.7
4744
12,27
0.00
0.00
0.0
0,00
0.00
4422.3
321.8
32
0.4
4907
12.29
0.00
0.00
0.0
0.00
0.00
4539.7
367.7
36
0.2
5004
12.31
0.00
0.00
0.0
0.00
0.00
4590.4
413.7
40
0.1
5061
12,31
0,00
0.00
0.0
0.00
0.00
4601.6
459.7
44
0.1
5095
12.31
0.00
0.00
0.0
0.00
0.00
4589.4
505.6
48
D.O
5115
12.30
0,00
0.00
0.0
0.00
0.00
4563.5
551.6
52
0.0
5127
12.29
0.00
0.00
0.0
0.00
0.00
4529.3
597.6
56
0.0
5134
12.28
0.00
0.00
0.0
0.00
0.00
4490.3
643.5
60
0.0
5138
12.27
0.00
0.00
0.0
0,00
0.00
4448.5
689.5
64
0.0
5140
12.27
0.00
0.00
0.0
0.00
0.00
4405.0
735.5
68
0.0
5142
12.26
0.00
0.00
0.0
0.00
0.00
4360.5
781.4
72
0.0
5143
12.25
0.00
0.00
0.0
0.00
0.00
4315.3
827.4
76
0.0
5143
12.24
0.00
O.00
0.0
0.00
0.00
4269.9
873.4
80
0.0
5144
12.23
0.00
0.00
0.0
0.00
0.00
4224.2
919.3
84
0.0
5144
12.21
0.00
0,00
0.0
0.00
0.00
4178.4
965.3
88
0.0
5144
12.20
0.00
0,00
0.0
0,00
0.00
4132.6
1011.3
92
0.0
5144
12.19
0.00
0.00
0.0
0.00
0.00
4086.7
1057.2
96
0.0
5144
12.18
0.00
0.00
0.0
0.00
0.00
4040.7
1103.2
100
0.0
5144
12.17
0,00
0.00
0.0
0,00
0.00
3994.8
1149.2
104
0.0
5144
12.16
0,00
0.00
0.0
0.00
0.00
3948.8
1195.1
108
0.0
5144
12.15
0.00
0.00
0.0
0.00
0.00
3902.9
1241A
112
0.0
5144
12.14
0.00
0.00
0.0
0.00
0.00
3856.9
1287A
116
0.0
5144
12.13
0.00
0.00
0.0
0.00
0.00
3811.0
1333.0
120
0.0
5144
12.12
0.00
0.00
0.0
0,00
0.00
3765.0
1379.0
124
00
5144
12.11
0.00
0.00
0.0
0.00
0.00
3719.0
1425.0
128
0.0
5144
12.10
0.00
0.00
0.0
0.00
0.00
3673.1
1470.9
132
0.0
5144
12.09
0.00
0,00
0.0
0.00
0.00
3627.1
1516.9
136
0.0
5144
12.08
0.00
0.00
0.0
0,00
0.00
3581.1
1562.9
140
0.0
5144
12.07
0.00
0.00
0.0
0,00
0.00
3535.2
1608.8
144
0.0
5144
12.06
0.00
0.00
0.0
0,00
0.00
3489.2
1654.8
148
0.0
5144
12.05
0.00
0.00
0.0
0.00
0.00
3443.2
1700.8
152
0.0
5144
12,04
0.00
0.00
0.0
0.00
0.00
339T3
1746.7
156
0.0
5144
12.03
0.00
0.00
0.0
0.00
0.00
3351.3
1792.7
160
0.0
5144
12.02
0.00
0.00
0.0
0.00
0,00
3305.3
1838.7
164
0.0
5144
12.00
0.00
0.00
0.0
0.00
0.00
3259A
1884.6
168
0.0
5144
11.99
0.00
0.00
0.0
0,00
0.00
3213A
1930.6
172
0.0
5144
11.98
0.00
0.00
0.0
0.00
0.00
3167.4
1976.6
176
0.0
5144
11.97
0,00
0.00
0.0
0,00
0.00
3121.5
2022.5
180
0.0
5144
11.96
0.00
0.00
0.0
0.00
0.00
3075.5
2068.5
184
0.0
5144
11.95
0.00
0.00
0.0
0,00
0.00
3029.5
2114.5
188
00
5144
11.94
0.00
0.00
0.0
0.00
0.00
2983.6
2150 4
G.UOBS@01113026-Colony
TirekaloW30261nfilinumn
Routing
2yr24hr

3/19/2014
Colony Tire
13026
MLV
Stormwater Infiltration Basin Routing
2-year 24hr Stom
192
0.0
5144
11.93
0.00
0.00
0.0
0.00
0.00
2937.6
2206.4
196
0.0
5144
11.92
0.00
0.00
0.0
0.00
0.00
2891.6
2252.4
200
0.0
5144
11.91
0.00
0.00
0.0
0.00
0.00
2845.7
2298.3
204
0.0
5144
11.89
0.00
0.00
0.0
0.00
0.00
2799.7
2344.3
208
0.0
5144
11.88
0.00
0.00
0.0
0.00
0.00
2753.7
2390.3
212
0.0
5144
11.87
0.00
0.00
0.0
0.00
0.00
2707.8
2436.2
216
0.0
5144
11.86
0.00
0.00
0.0
0.00
0.00
2661.8
2482.2
220
0.0
5144
11.85
0.00
0.00
0.0
0.00
0.00
2615.8
2528.2
224
0.0
5144
11.84
0.00
0.00
0.0
0.00
0.00
2569.9
2574.1
228
0.0
5144
11.83
0.00
0.00
0.0
0.00
0.00
2523.9
2620.1
232
0.0
5144
11.81
0.00
0.00
0.0
0.00
0.00
2477.9
2666.1
235
0.0
5144
11.80
0.00
0.00
0.0
0.00
0.00
2432.0
2712.0
240
0.0
5144
11.79
0.00
0.00
0.0
0.00
0.00
2386.0
2758.0
244
0.0
5144
11.78
0.00
0.00
0.0
MO
0.00
2340,0
2804.0
248
0.0
5144
11.77
0.00
0.00
0.0
0.00
0.00
2294.1
2849.9
252
0.0
5144
11.76
0.00
0.00
0.0
0.00
0.00
2248.1
2895.9
256
0.0
5144
11.74
0.00
0.00
0.0
0.00
0.00
2202.1
2941.9
260
0.0
5144
11.73
0.00
0.00
0.0
0.00
0.00
2156.2
2987.8
264
0.0
5144
11.72
0.00
0.00
0.0
0.00
0.00
2110.2
3033.8
268
0.0
5144
11.71
0.00
0.00
0.0
0.00
0.00
2064.2
3079.8
272
0.0
5144
11.70
0.00
0.00
0.0
0.00
0.00
2018.3
3125.7
276
0.0
5144
11.68
0.00
0.00
0.0
0.00
0.00
1972.3
3171.7
280
0.0
5144
11.67
0.00
0.00
0.0
0.00
0.00
1926.3
3217.7
284
0.0
5144
11.66
0.00
0.00
0.0
6.60
0.00
1880.4
3263.6
288
00
5144
11.65
0.00
0.00
0.0
0.00
0.00
1834.4
3309.6
292
0.0
5144
11.63
0.00
0.00
0.0
0.00
0.00
1788.4
3355.6
296
0.0
5144
11.62
0.00
0.00
0.0
0.00
0.00
1742.5
3401.5
300
0.0
5144
11.61
0.00
0.00
0.0
0.00
0.00
1696.5
3447.5
304
00
5144
11.60
0.00
0.00
0.0
0.00
0.00
1650.5
3493.5
308
0.0
5144
11.58
0.00
0.00
0.0
0.00
0.00
1604.6
3539.4
312
0.0
5144
11.57
0.00
0.00
0.0
0.00
0.00
1558.6
3585.4
316
0.0
5144
11.56
0.00
0.00
0.0
0.00
0.00
1512.6
3631 A
320
0.0
5144
11.54
0.00
0.00
0.0
0.00
MO
1466.7
3677.3
324
0.0
5144
11.53
0.00
0.00
0.0
0.00
0.00
1420.7
3723.3
328
0.0
5144
11.52
0.00
0.00
0.0
0.00
0.00
1374.7
3769.3
332
0.0
5144
11.51
0.00
0.00
0.0
0.00
0.00
1328.8
3815.2
336
0.0
5144
1149
0.00
0.00
0.0
0.00
MO
1282.8
3861.2
340
0.0
5144
11.48
0.00
0.00
0.0
0.00
0.00
1236.8
3907.2
344
0.0
5144
11.46
0.00
0.00
0.0
0.00
0.00
1190.9
3953.1
348
0.0
5144
11.45
0.00
0.00
0.0
0.00
0.00
1144.9
3999.1
352
0.0
5144
11.44
0.00
0.00
0.0
0.00
0.00
1098.9
4045.1
356
0.0
5144
11.42
0.00
0.00
0.0
0.00
0.00
1053.0
4091.0
360
0.0
5144
11.41
0.00
0.00
0.0
0.00
0.00
1007.0
4137.0
364
0.0
5144
11.39
0.00
0.00
0.0
0.00
0.00
961.0
4183.0
368
0.0
5144
11.38
0.00
0.00
0.0
0.00
OM
915.1
4228.9
372
0.0
5144
11.36
0.00
0.00
0.0
0.00
0.00
869.1
4274.9
376
0.0
5144
11.35
0.00
0.00
0.0
0.00
0.00
823.1
4320.9
380
0.0
5144
11.34
0.00
0.00
0.0
0.00
0.00
777.2
4366.8
384
0.0
5144
11.32
0.00
0.00
0.0
0.00
0.00
731.2
4412.8
388
0.0
5144
11.30
0.00
0.00
0.0
0.00
0.00
685.2
4458.8
392
0.0
5144
11.29
0.00
0.00
0.0
0.00
0.00
639.3
4504.7
395
0.0
5144
11.27
0.00
0.00
0.0
MO
0.00
593.3
4550.7
400
0.0
5144
11.26
0.00
0.00
00
0.00
0.00
547.3
4596.7
404
0.0
5144
11.24
0.00
0.00
0.0
0.00
0.00
5014
4642.6
408
0.0
5144
11.22
0.00
0.00
0.0
0.00
0.00
455.4
4688.6
G.UOBSQWZAI o Colony Tirakalcak13026 Infiltration Routing 2YQ4hr

3/19/2014 Colony Tire
3026
MLV Stormwater Infiltration Basin Routing
10-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0,47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 10YR
7.231N/HR
Oa= 1.16 CFS
Oa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN= 86
S = (1000/CN)-10
S = 1.63
Depth (D) = (P-0.2S)A2/(Pt0.8S)
D = 5.37 IN - 10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)) / Op
Tp= 14.38 MINUTES
Storage Volume Req'd = (Op-Oa)'Tp'i-39'60
= 7,763 cu. ft.
CALCULATE Ks AND 6
SET NORMAL ELEVATION AT = 11.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.231N/HR
Op= 7.63 CFS
Op= POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
IRS
InZ
Zest
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
11.00
2758
0
0
0
0
0
0
12.00
3854
3,306
3.306
1.0
8.1035
0
1,02
13.00
5020
4,437
7,743
2.0
8,9545
0.6931
1.95
14.00
6303
5,662
13,405
3.0
9.5033
1.0986
2.97
15.00
7644
6,974
20,378
4.0
9.9222
1.3863
4.09
Regression Output:
Ks = 324D
6 = 1.31
X Coefficient 8,08
G.�0B512013V 3026Colony TireNcalcs113026InfflImbon Routing 10y24hr

3/19/2014
Colony Tire
13026
MLV
Slormwater
Infiltration Basin
Routing
10-year 24hr Storm
CHAINSAW METHOD
FOR
RISER BARREL ROUTING
STORM DATA
Qa=
1.16 cfs
Qp =
7.63 cfs
Infiltration rate /Nhr
TIP =
14.4 min
(Per Soils Report)
dT=
4 min
BASIN DATA
Basin
Drawdown Time=
7775771 days
Ks =
3240
b=
1.31
Zo=
11,00 It
Normal water
elev=
11.00 It
Peak Outflow =
0.00 Ms
Box Weir
Length =
0 It
Peak Stage =
13.07 If
Cw =
0.0
Maximum Storage =
8.377 cu it
Zcr=
0.00 It
Control Holes:
State Orifice:
Dia =
0.00 in
Dd =
0 in
Inv =
0.00 It
Cd=
0
Weir: L=
0in
Zi =
0.00 ft
Inv =
0.0 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(W ft)
(it)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu ft
c)
0
0.0
6
11.00
a
o
0
0
0.00
0.0
0.0
4
1.4
0
11,00
0
0.00
0
0
0.00
0.0
46.0
8
4.5
328
11.13
0.00
0.00
0.0
0.00
0.00
235.7
91.9
12
7.1
1404
11 A9
0.00
0.00
0.0
0.00
0.00
1265.7
137.9
16
7.4
3113
11.93
0.00
0.00
0.0
0.00
0.00
2928.9
183.9
20
5.4
4887
12,32
0.00
0.00
0.0
0.00
0.00
4657.0
229.8
24
3.8
6190
12.59
0.00
0.00
0.0
0.00
0.00
5914.2
275.8
28
2.6
7098
12.76
0,00
0.00
0.0
0.00
0.00
6776.1
321S
32
1.8
7730
12.87
0,00
0.00
0.0
0.00
0.00
7362.5
367.7
36
1.3
8171
12.95
0.00
0.00
0.0
0.00
0,00
7757.1
413.7
40
0.9
8478
13.00
0.00
0.00
0.0
0.00
0.00
8018.0
459.7
44
0.6
8691
13.03
0.00
0.00
0.0
0.00
0.00
8185.8
505.E
48
0.4
8840
13,05
0.00
0.00
0.0
0.00
0.00
8288.8
551.6
52
0.3
8944
13.06
0.00
0.00
0.0
0.00
0.00
8346.5
597.6
56
0.2
9016
13,07
0.00
0.00
0.0
0,00
0,00
8372.8
643.5
60
0.1
9067
13.07
0.00
0.00
0.0
0,00
0.00
8377.2
689.5
64
0.1
9102
13.07
0.00
0.00
0.0
0.00
0.00
8366.3
735.5
68
0.1
9126
13.06
0.00
0.00
0.0
0.00
0.00
8344.8
781.4
72
0.0
9143
13.06
0.00
0,00
0.0
0.00
0,00
8315S
827.4
76
0.0
9155
1
13.05
0.00
0.00
0.0
0.00
0.00
8281.7
873.4
80
0.0
9163
13.04
0.00
0.00
0.0
0,00
0.00
8244.0
919.3
84
0.0
9169
13.04
0.00
0.00
0.0
0.00
0.00
8203.8
965.3
88
0.0
9173
13.03
0.00
0.00
0.0
0,00
0.00
8161.8
1011.3
92
0.0
9176
13.02
0.00
0.00
0.0
0.00
0.00
8118.7
1057.2
95
0.0
9178
13.01
0.00
0.00
0.0
0.00
B00
8074.6
1103.2
100
B0
9179
13.00
0.00
0.00
0.0
0,00
0.00
8030.0
1149.2
104
0.0
9180
13.00
0.00
0.00
0.0
0.00
0.00
7985.0
1195.1
108
0.0
9181
12.99
0.00
0.00
0.0
0.00
0,00
7939.7
1241.1
112
0 0
9181
12.98
0.00
0.00
0.0
0.00
0.00
7894.2
1287.1
116
0.0
9182
12.97
0.00
0.00
0.0
0.00
0.00
7848.5
1333.0
120
0.0
9182
12.96
0.00
0.00
0.0
0,00
0.00
7802.8
1379.0
124
0.0
9182
12.95
0.00
0.00
0.0
0.00
0.00
7757.0
1425.0
128
0.0
9182
12.94
0.00
0.00
0.0
0.00
0.00
7711.1
1470.9
132
0.0
9182
12.93
0.00
0,00
0.0
0.00
0.00
7665.2
1516.9
136
0.0
9182
12.92
0.00
0.00
0.0
0,00
0,00
7619.3
1562.9
140
0.0
9182
12.92
0.00
0.00
0.0
0,00
0.00
7573A
1608.8
144
0.0
9182
12A1
0.00
0.00
0.0
0,00
0,00
7527.4
1654.8
148
0.0
9182
12.90
0.00
0.00
0.0
0.00
0.00
7481.5
1700.8
152
0-0
9182
12.89
0,00
0.00
0.0
0.00
0,00
7435.5
1746.7
156
0.0
9182
12.88
0.00
0.00
0.0
0.00
0.00
7389.6
1792.7
160
0.0
9182
12S7
0.00
0.00
0.0
0.00
0.00
7343.6
1838.7
164
0.0
9182
12.86
0.00
0.00
0.0
0.00
0.00
7297.7
1884.6
168
0.0
9182
12S5
0,00
0.00
0.0
0.00
0.00
7251.7
1930.6
172
0.0
9182
12.84
0.00
0.00
0.0
0.00
0.00
7205.7
1976.6
176
0.0
9182
12,84
0.00
0.00
11.0
0.00
0.00
7159.8
2022 5
180
0.0
9182
12S3
0,00
0.00
0.0
0,00
0.00
7113S
2068.5
184
0.0
9182
12,82
0.00
0.00
0.0
0.00
0.00
7067.8
2114.5
188
0.0
9182
12,81
0.00
0.00
0.0
0,00
0.00
7021.9
2160,4
G UOBSQ01 31lX26-Colony
Tirekalae lMc8 Infiltration
Routing t0y24hr

3/19/2014
Colony Tire
MlV
Stormwater Infiltration Basin Routing
3026
10-year 24hr Storm
192
0.0
9182
12.B0
0.00
0.00
0.0
0.00
0.00
6975.9
2206.4
196
0.0
9182
12.79
0.00
0.00
0.0
0.00
0.00
6929.9
2252.4
200
0.0
9182
12.78
0.00
0.00
0.0
0.00
0.00
6884.0
2298.3
204
0.0
9182
12.77
0.00
0.00
0.0
0.00
0.00
6838.0
2344.3
208
0.0
9182
12.76
0.00
0.00
0.0
0.00
0.00
6792.0
2390.3
212
0.0
9182
12.75
0.00
0.00
0.0
0.00
0.00
6746.1
2436.2
216
0.0
9182
12.74
0.00
0.00
0.0
0.00
0.00
6700.1
2482.2
220
0.0
9182
12.74
0.00
0.00
0.0
0.00
0.00
6654.1
2528.2
224
0.0
9182
12.73
0.00
0.00
0.0
0.00
0.00
6608.2
2574.1
228
0.0
9182
12.72
0.00
0.00
0.0
0.00
0.00
6562.2
2620.1
232
0.0
9182
12.71
0.00
0.00
0.0
0.00
0.00
6516.2
2666.1
236
0.0
9182
12.70
0.00
0.00
0.0
0.00
0.00
6470.3
2712.0
240
0.0
9182
12.69
0.00
0.00
0.0
0.00
0.00
6424.3
2758.0
244
0.0
9182
12.68
0.00
0.00
0.0
0.00
0.00
6378.3
2804.0
248
0.0
9182
12.67
0.00
0.00
0.0
0.00
0.00
6332.4
2849.9
252
0.0
9182
12.66
0.00
0.00
0.0
0.00
0.00
6286.4
2895.9
256
0.0
9182
12.65
0.00
0.00
0.0
0.00
0.00
6240.4
2941.9
260
0.0
9182
12.64
0.00
0.00
Do
0.00
0.00
6194.5
2987.8
264
0.0
9182
12.63
0.00
0.00
0.0
0.00
0.00
6148.5
3033.8
268
0.0
9182
12.62
0.00
0.00
0.0
0.00
0.00
6102.5
3079.8
272
0.0
9182
12.61
0.00
0.00
0.0
0.00
0.00
6056.E
3125.7
276
0.0
9182
12.61
0.00
0.00
0.0
0.00
0.00
6010.6
3171.7
280
0.0
9182
12.60
0.00
0.00
0.0
0.00
0.00
5964.6
3217.7
284
0.0
9182
12.59
0.00
0.00
0.0
0.00
0.00
59183
3263.6
288
0.0
9182
12.58
0.00
0.00
0.0
0.00
0.00
5872.7
3309.6
292
0.0
9182
12.57
0.00
0.00
0.0
0.00
0.00
58263
3355.6
296
0.0
9182
12.56
0.00
0.00
0.0
0.00
0.00
5780.8
3401.5
300
0.0
9182
12.55
0.00
0.00
0.0
0.00
0.00
5734.8
3447.5
304
0.0
9182
12.54
0.00
0.00
0.0
0.00
0.00
5688.8
3493.5
308
0.0
9182
1253
0.00
0.00
0.0
0.00
0.00
5642.9
3539.4
312
0.0
9182
12.52
0.00
0.00
0.0
0.00
0.00
5596.9
3585.4
316
0.0
9182
12.51
0.00
0.00
0.0
0.00
0.00
5550.9
3631.4
320
0.0
9182
12.50
0.00
0.00
0.0
0.00
0.00
5505.0
3677.3
324
0.0
9182
12.49
0.00
0.00
0.0
0.00
0.00
5459.0
3723.3
328
0.0
9182
12.4E
0.00
0.00
0.0
0.00
0.00
5413.0
3769.3
332
0.0
9182
12.47
0.00
0.00
0.0
0.00
0.00
5367.1
3815.2
336
0.0
9182
12.46
0.00
0.00
0.0
0.00
0.00
5321.1
3861.2
340
0.0
9182
12.45
0.00
0.00
0.0
0.00
0.00
5275.1
3907.2
344
0.0
9182
12.44
0.00
0.00
0.0
0.00
0.00
5229.2
3953.1
348
0.0
91B2
12.43
0.00
0.00
0.0
0.00
0.00
5183.2
3999.1
352
0.0
9182
12.42
0.00
0.00
0.0
0.00
0.00
5137.2
4045.1
356
0.0
9182
12,41
0.00
0.00
0.0
0.00
0.00
5091.3
4091.0
360
0.0
9182
12.40
0.00
0.00
0.0
0.00
0.00
5045.3
4137.0
364
0.0
9182
12.39
0.00
0.00
0.0
0.00
0.00
4999.3
4183.0
368
0.0
9182
12.38
0.00
0.00
0.0
0.00
0.00
49534
4228.9
372
0.0
9182
12.37
0.00
0.00
0.0
0.00
0.00
4907.4
4274.9
376
0.0
9182
12.36
0.00
0.00
0.0
0.00
0.00
4861.4
4320.9
380
0.0
9182
12.35
0.00
0.00
0.0
0.00
0.00
4815.5
4366.8
384
0.0
9182
12.34
0.00
0.00
0.0
0.00
0.00
4769.5
4412.8
388
0.0
9182
12.33
0.00
0.00
0.0
0.00
0.00
4723.5
4458.8
392
0.0
9182
12.32
0.00
MID
0.0
0.00
0.00
4677.6
45043
396
0.0
9182
12.31
0.00
0.00
0.0
0.00
0.00
4631.6
45503
400
0.0
9182
12.30
0.00
0.00
0.0
0.00
0.00
4585.6
4596.7
404
0.0
9182
12.29
0.00
0.00
0.0
0.00
0.00
4539.7
4642.6
408
0.0
9182
12.2E
0.00
0.00
0.0
0.00
0.00
4493.7
4688.6
(3MOBS18013U3026-Colony Tilok Iwtl3B26 lnNVatlon Routing 10y,24hr

3/19/2014 Colony Tire 13026
MLV Stormwater Infiltration Basin Routing
10-year 24hr Storm
(Half Infiltration Rate)
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.23 IN/HR
Qa = 1.16 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN= 86
S = (1000/CN)-10
S= 1.63
Depth (D) _ (P-0.2S)"2/(P-0.8S)
D = 5.37 IN - 10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = ((43.5)(D)(Area)] / Qp
Tip = 14.38 MINUTES
Storage Volume Req'd = (Qp-Oa)'Tp'1.39'60
7,763 cu. It
CALCULATE Ks AND b
SET NORMAL ELEVATION AT 11.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7023 WHIR
Op = 7.63 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(li
(ft)
11.00
2758
0
0
0
0
0
0
12.00
3854
3,306
3.306
1.0
8.1035
0
1.02
13.00
5020
4.437
7.743
2.0
8.9545
0.6931
1.95
14.00
6303
5,862
13.405
3.0
9.5033
1.0986
2.97
15.00
7644
6974
20,378
4.0
9,9222
1.3863
4.09
Regression Output
Ks = 3240
b= 1.31
X Coefficient 8.08
G.UGBSQ013n1302FColony TirekalcaU3026 Infiltration Routing 10yQ4r hall Inlil rate

3/1912014 Colony Tire 13026
MLV Stormwater Infiltration Basin Routing
10-year 24hr Storm
(Half Infiltration Rate)
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Oa =
1.16 cfs
Op =
7.63 cfs
' Infiltration rate
in/hr
'Half of Infiltration
Rate shown to prove that
Tp =
14.4 min
(Per
Soils Report)
system can infiltrate without discharge to waive
dT =
4 min
the NCDENR Offiine
Bypass 8 Vegetated
Filter
BASIN DATA
Basln Drawdown Time =
;:,' i}',. 0.94 days
Strip requirements
(Section 16.3.9. BMP Manual)
Ks =
3240
b=
1.31
Zo=
11.00 it
Normal water elev =
11.00 ft
Peak Ou[Flow=
0.00 cfs
Box Weir Length =
0 R
Peak Stage =
13.14 it
Cw =
0.0
Maximum Storage =
8,735 cu it
Za =
0.00 R
Control Holes:
State Orifice:
Dia =
0.00 in
Dd=
0 in
Inv =
0.00 it
Cd =
0
Weir:
L =
0 in
Zi =
0.00 111
Inv =
0.0 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu ft)
(ci)
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.4
0
11.00
0
0.00
0
0
0.00
0.0
23.0
8
4.5
328
11.15
0.00
0.00
0.0
0.00
0.00
281.7
46.0
12
7.1
1404
11.51
0.00
0.00
0.0
0.00
0.00
1334.6
69.0
16
7.4
3113
11.95
0.00
0.00
0.0
0.00
0.00
3020.9
91.9
20
SA
4887
12.35
0.00
0.00
0.0
0.00
0.00
4771.9
114.9
24
3.8
6190
12.61
0.00
0.00
0.0
0,00
0,00
6052.1
137.9
28
2.6
7098
12.79
0.00
0.00
0.0
0.00
0.00
6936.9
160.9
32
1.8
7730
12.91
0.00
0.00
0.0
0.00
0.00
7546.4
183.9
36
1.3
8171
12.99
0.00
0.00
0.0
0.00
0.00
7963.9
206.9
40
0.9
8478
13.05
0.00
0,00
0.0
0.00
0.00
8247.8
229.8
44
0.6
8691
13.08
0.00
0.00
0.0
0.00
0.00
8438.6
252.8
48
0.4
8840
13.11
0.00
0.00
0.0
0.00
0.00
8564.6
275.8
52
0.3
8944
13.12
0.00
0.00
0.0
0.00
0.00
8645.3
298.8
56
0.2
9016
13.13
0.00
0.00
0.0
0.00
0.00
8694.6
321.8
60
0.1
9067
13.13
0.00
0.00
0.0
0.00
0.00
8722.0
344.8
64
0.1
9102
13.14
0.00
0.00
0.0
0.00
0.00
8734.0
367.7
68
0.1
9126
13.14
0.00
0.00
0.0
0.00
0.00
8735.5
390.7
72
0.0
9143
13.14
0.00
0.00
0.0
0.00
0.00
8729.5
413.7
76
0.0
9155
13.13
0.00
0.00
0.0
0.00
0.00
8718.4
436.7
80
0.0
9163
13.13
0.00
0.00
0.0
0,00
0.00
8703.7
459.7
84
0.0
9169
13.13
0.00
0.00
0.0
0.00
0.00
8686.4
482.7
88
0.0
9173
13.12
0.00
0,00
0.0
0.00
0.00
8667.5
505.E
92
0.0
9176
13.12
0.00
0.00
0.0
0.00
0.00
8647.3
528.6
96
0.0
9178
13.12
0.00
0.00
0.0
0.00
0.00
8626.2
551.6
100
0.0
9179
13.11
0.00
0.00
0.0
It=
0.00
8604.6
574.6
104
0.0
9180
13.11
0,00
0.00
0.0
0.00
0.00
8582.6
597.6
108
0.0
9181
13A0
0.00
0.00
0.0
0,00
0.00
8560.2
620.6
112
0.0
9181
13.10
0.00
0.00
0.0
0.00
0.00
8537.7
643.5
116
0.0
9182
13.10
0.00
0.00
0.0
0,00
0,00
8515.0
666.5
120
0.0
9182
13.09
0.00
0.00
0.0
0.00
0,00
8492.3
689.5
124
0.0
9182
13.09
0.00
0.00
0,0
0.00
0.00
8469.5
712.5
128
0.0
9182
13.08
0,00
0,00
0.0
0.00
0.00
8446.6
735.5
132
0.0
9182
13.08
0.00
0.00
0.0
0.00
0.00
8423.7
758.5
136
0.0
9182
13.07
0.00
0.00
0.0
0.00
0.00
6400.7
761.4
140
0.0
9182
13.07
0.00
0.00
0.0
0.00
0.00
8377.8
804.4
144
0.0
9182
13.07
0.00
0,00
0.0
0.00
0.00
8354.8
8274
148
fro
9182
13.06
0,00
0.00
0.0
0.00
0,00
8331.9
850.4
152
0.0
9182
13.06
0.00
0.00
0.0
0.00
0.00
8308.9
873.4
156
0.0
9182
13.05
0.00
0.00
0,0
0.00
0.00
8285.9
896.4
160
0.0
9182
13.05
0.00
0.00
0.0
0.00
0.00
8262.9
919.3
164
0.0
9182
13.04
0.00
0,00
0.0
0.00
0.00
8240.0
942.3
168
0.0
9182
13.04
0.00
0.00
0.0
0.00
0.00
8217.0
965.3
172
0.0
9182
13.03
0.00
0.00
0.0
0.00
0.00
8194.0
988.3
176
TO
9182
13,03
0,00
0.00
0.0
0.00
0,00
8171.0
1011.3
180
0.0
9182
13.03
0.00
0.00
0.0
0.00
0.00
8148.0
1034.3
184
0.0
9182
13.02
0,00
0.00
0.0
0.00
0.00
8125A
1057.2
188
0.0
9182
13.02
0.00
0.00
0.0
0,00
0.00
8102.1
1080.2
G'.UOBSQ013V
3026-Colony
Tire calcsV 3026 Infiltration Routing 10yQ4hr halt Intil rate

3/1912014
Colony Tire
MLV
Stormwater Infiltration Basin Routing
302E
10-year 24hr Storm
(Half Infiltration Rate)
192
0.0
9182
13.01
0.00
0.00
0.0
0.00
0.00
8079.1
1103.2
196
0.0
9182
13.01
0,00
0.00
0.0
0.00
0.00
8056.1
1126.2
200
0.0
9182
13.00
0.00
0.00
0.0
0.00
0.00
8033.1
1149.2
204
0.0
9182
13.00
0.00
0.00
0.0
0.00
0,00
8010.1
1172.2
208
0.0
9182
13.00
0,00
0.00
0.0
0.00
0.00
7987.2
1195.1
212
0.0
9182
12.99
0.00
0.00
0.0
0.00
0.00
7964.2
1218,1
216
0.0
9182
12,99
0.00
0.00
0.0
0.00
0.00
7941.2
1241.1
220
0.0
9182
12.98
0,00
0.00
0.0
0.00
0.00
7918.2
1264.1
224
0.0
9182
12.98
0.00
0.00
0.0
0.00
0.00
7895.2
1287.1
228
0.0
9182
12,97
0.00
0.00
0.0
0.00
0.00
7972.2
1310.1
232
0.0
9182
12.97
0.00
0.00
0.0
0.00
0.00
7849.3
1333.0
236
0.0
9182
12.96
0.00
0.00
0.0
0.00
0.00
7826.3
1356.0
240
0.0
9182
12.96
0.00
0.00
0.0
0.00
0,00
7803.3
1379.0
244
0.0
9182
12.96
0.00
0.00
0.0
0.00
0.00
7780.3
1402.0
248
0.0
9182
12.95
0.00
0.00
0.0
0.00
MID
7757.3
1425.0
252
0.0
9182
12.95
0.00
0.00
0.0
0.00
0.00
7734.3
1448.0
256
0.0
9182
12.94
0.00
0.00
0.0
0.00
0.00
7711A
1470.9
260
0.0
9182
12.94
0.00
0.00
0.0
0.00
0.00
7688.4
1493.9
264
0.0
9182
12.93
0.00
0.00
0.0
0.00
0.00
7665.4
1516.9
268
0.0
9182
12.93
0.00
0.00
0.0
0.00
0.00
7642.4
1539.9
272
0.0
9182
12.92
0.00
0.00
0.0
0.00
0,00
7619.4
1562.9
276
0.0
9182
12.92
0.00
0.00
0.0
0.00
MID
7596.4
1585.9
280
0.0
9182
12.92
0.00
0.00
0.0
0.00
0.00
7573.5
1608.8
284
0.0
9182
12.91
0.00
0,00
0.0
0.00
&00
7550.5
1631.8
288
0.0
9182
12.91
0.00
0.00
0.0
0.00
0.00
7527.5
1654.8
292
0.0
9182
12.90
0.00
0.00
0.0
0.00
0.00
7504.5
1677.8
296
0.0
9182
12.90
0,00
0.00
0.0
0.00
0.00
7481.5
1700.8
300
0.0
9182
12.89
0.00
0.00
0.0
0.00
0.00
7458.5
1723.8
304
0.0
9182
12.89
0.00
0.00
0.0
0.00
0.00
7435.6
1746.7
308
0.0
9182
12,88
0.00
0.00
0.0
0.00
0.00
7412.6
1769.7
312
0.0
9182
12,88
0.00
0.00
0.0
0.00
0.00
7389.6
1792.7
316
0.0
9182
12.88
0.00
0.00
0.0
0.00
0.00
7366.6
1815.7
320
0.0
9182
12.87
0.00
0.00
0.0
0.00
0,00
7343.E
1838.7
324
0.0
9182
12,87
0,00
0.00
0.0
0.00
0.00
7320.6
1861.7
328
0.0
9182
12,86
0.00
0.00
0.0
0.00
0.00
7297.7
1884.6
332
0.0
9182
12.86
0.00
0.00
0.0
0.00
0.00
7274.7
1907.6
336
0.0
9182
12,85
0,00
0.00
0.0
0.00
0.00
7251.7
1930.E
340
0.0
9182
12.85
0.00
0,00
0.0
0.00
0.00
7228.7
1953.6
344
0.0
9182
12.84
0.00
0.00
0.0
0.00
0.00
7205.7
1976.6
348
0.0
9182
12,84
0,00
0.00
0.0
0.00
0.00
7182.7
1999.6
352
0.0
9182
12.84
0.00
0.00
0.0
0.00
0.00
7159.8
2022.5
356
0.0
9182
12.83
0,00
0,00
0.0
0.00
0.00
7136.8
2045.5
360
0.0
9182
12.83
0.00
0.00
0.0
0.00
0.00
7113.8
2068.5
364
0.0
9182
12.82
0.00
0,00
0.0
0.00
0,00
7090.8
2091.5
368
13.0
9182
1232
0.00
0.00
0.0
0.00
0.00
7067.8
2114.5
372
0.0
9182
12.81
0.00
0.00
0.0
0.00
0.00
7044.8
2137.5
376
0.0
9182
12.81
0,00
0.00
0.0
0.00
0.00
7021.9
2160.4
380
0.0
9182
12.80
0,00
0,00
0.0
0.00
0,00
6998.9
2183.4
384
0.0
9182
12.80
0.00
0.00
0.0
0.00
0.00
6975.9
2206.4
388
0.0
9182
12.79
0,00
0.00
0.0
0.00
0.00
6952.9
2229.4
392
0.0
9182
12.79
0.00
0.00
0.0
0.00
0.00
6929.9
2252 4
396
0.0
9182
12,79
0.00
0.00
0.0
0.00
0.00
6906.9
2275.4
400
0.0
9182
12.78
0.00
0.00
0.0
0.00
0.00
6884.0
2298.3
404
0.0
9182
1238
0,00
0,00
0.0
0.00
0.00
6861.0
23213
408
0.0
9182
12.77
0.00
0.00
0.0
0.00
0.00
6838.0
2344.3
G VOB6612013%130Y Colony TlreY IWI3026 Infiltration Routing 10y24hr half ofil ram

3/19/2014 Colony Tire 13026
MLV Stormwater Infiltration Basin Routing
25-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 25 YR
8.15 IN/HR
Cal = 1.30 CFS
Dar = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.05 INCHES 25yr, 24hr PRECIPITATION
CN= 86
S = (1000/Cf,l
S= 1.63
Depth (D) _ (P-0.2S)^2/(P-0.8S)
D = 6,38 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)l / Qp
Tp= 15.17 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
9,231 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 11.00 feet
AFTER DEVELOPMENT
WATERSHEDAREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 25 YR
8.15 IN/HR
Qp= 8.60 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
11.00
2758
0
0
0
0
0
0
12,00
3854
3.306
3.306
1.0
8.1035
0
1.02
13.00
5020
4,437
7,743
2.0
8.9545
0,6931
1.95
14.00
6303
5,662
13,405
3.0
9.5033
1.0986
2.97
15.00
7644
6,974
20,378
4.0
9.9222
1.3663
4.09
Regression Output:
Ks = 3240
to = 1.31
X Coefficient 8.08
G.UOBSV013\13026Cdony Tuek !k A13026 Infiltration Routing 25y:14hr

3/19/2014
Colony Tire
3026
MLV
Stormwater Infiltration Basin
Routing
25-year 24hr Storm
CHAINSAW METHOD
FOR
RISER BARREL
ROUTING
STORM DATA
Oa =
1.30 cis
Op =
8.60 cfs
' Infiltration rate =
in/hr
Tp =
15.2 min
(Per Soils Report)
dT=
4 min
BASIN DATA
Basin Drawdown Time = ,-1c' 056 days
Ks =
3240
b =
1.31
Zo =
11.00 It
Normal water elev =
11.00 it
Peak Outflow =
0.00 cfs
Box Weir
Length =
0 it
Peak Stage =
13.38 it
Cw =
0.0
Maximum Storage =
10,048 cu it
Zcr=
0.00 ft
Control Holes'.
State Onfice:
Dia =
0.00 in
Dd=
0 in
Inv=
0.00 It
Cd=
0
Weir
L=
0in
Zi =
0.00 It
Inv =
0.0 It
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu ft)
(ci)
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.4
0
11.00
0
0.00
0
0
0.00
0.0
46.0
6
4.7
334
11.14
0.00
0.00
0.0
0.00
0.00
242.2
91.9
12
7.7
1454
11.50
0.00
0.00
0.0
0.00
0.00
1316.3
137.9
16
8.5
3303
11.97
0.00
0.00
0.0
0.00
0.00
3119.1
183.9
20
6.7
5351
12.42
0.00
0.00
0.0
0.00
0.00
5121.4
229 B
24
4.8
6965
12.74
0.00
0.00
0.0
0.00
0.00
6689.1
275.8
28
3.4
8110
12.96
0.00
0.00
0.0
0.00
0.00
7788.5
321.8
32
2.4
8923
13.10
0.00
0.00
0.0
0.00
0.00
8555.5
367.7
36
1.7
9500
13.20
0,00
0.00
0.0
0.00
0,00
9086.7
413.7
40
1.2
9910
13.27
0.00
0.00
0.0
0.00
0.00
9450.3
459.7
44
0.9
10201
13.31
0.00
0.00
0.0
0.00
0.00
9695.1
505.6
48
0.6
10407
13.34
0.00
- 0.00
0.0
0.00
0.00
9855.5
551.6
52
0A
10554
13.36
0.00
0.00
0.0
0,00
0.00
9956.1
5976
56
0.3
10658
13.37
0.00
0.00
0.0
0.00
0.00
10014.1
643.5
60
0.2
10731
13.38
0.00
0.00
0.0
0.00
0.00
10041.9
689.5
64
0.2
10784
13.38
0.00
0.00
0.0
0.00
0.00
10048.4
735.5
fib
0.1
10821
13.38
0.00
0.00
0.0
0.00
0.00
10039.6
781.4
72
0.1
10847
13,37
0,00
0.00
O.0
0.00
0.00
10020.0
827.4
76
0A
10866
13.37
0.00
0.00
0.0
0.00
0,00
9992.8
873.4
80
0.0
10879
13.36
0.00
0.00
0.0
0.00
0.00
9960.1
919.3
84
0.0
10889
13.36
0,00
0.00
0.0
0.00
0.00
9923.6
965.3
88
0.0
10896
13.35
0.00
0.00
0.0
0.00
0.00
9884.3
1011.3
92
0.0
10900
13.34
0.00
0.00
0.0
0.00
0.00
9843.1
1057.2
96
0.0
10904
13.33
0.00
0.00
0.0
0.00
0.00
9800.5
1103.2
100
0.0
10906
13,33
0.00
0.00
00
0,00
0.00
9757.0
1149.2
104
0.0
10908
13,32
0,00
0.00
0.0
0.00
0,00
9712.7
1195.1
108
0.0
10909
13.31
0.00
0.00
0.0
0,00
0,00
9667.9
1241.1
112
0.0
10910
13.30
0.00
0.00
0.0
0,00
0.00
9622.8
1287A
116
0.0
10910
13.29
0.00
0.00
0.0
0.00
0,00
9577.5
1333.0
120
0.0
10911
13.28
0.00
0.00
0.0
0.00
0.00
9531.9
1379.0
124
0.0
10911
13.28
0.00
0.00
0.0
0.00
0.00
9486.3
1425.0
128
0.0
10911
13.27
0.00
0.00
0.0
0.00
0.00
9440.5
1470.9
132
0.0
10912
13.26
0,00
0.00
0.0
0.00
0.00
9394.7
1516.9
136
0.0
10912
13.25
0.00
0.00
0.0
0.00
0.00
9348.9
1562.9
140
0.0
10912
13.24
0.00
0.00
0.0
0.00
0.00
9303.0
1608.8
144
0.0
10912
13.23
0.00
0.00
0.0
0.00
0.00
9257.1
1654.8
148
0.0
10912
13.23
0.00
0,00
0.0
0.00
0.00
9211.1
1700.8
152
0.0
10912
13.22
0.00
0.00
0.0
0.00
0.00
9165.2
1746.7
156
0.0
10912
13.21
0,00
0.00
0.0
0.00
0.00
9119.2
1792.7
160
0.0
10912
13.20
0.00
0.00
0.0
0.00
0.00
9073.3
1838.7
164
0.0
10912
13.19
0.00
0.00
0.0
0.00
0.00
9027.3
1884.6
168
0.0
10912
13,18
0.00
0.00
0.0
0.00
0.00
8981.4
1930.6
172
0.0
10912
13.17
0.00
0.00
0.0
0.00
0,00
8935.4
1976.6
176
0.0
10912
13.17
000
0.00
0.0
0.00
0.00
8889.4
20225
180
0.0
10912
13,16
0.00
0.00
0.0
0.00
0,00
8843.5
2065.5
184
0.0
10912
13.15
0.00
0.00
0.0
0.00
0.00
8797.5
2114.5
188
0.0
10912
13.14
0.00
0.00
0.0
0.00
0.00
8751.6
2160.4
GM0BS2013t1026-Colony
Tirelcakstl
3026 Infiltration Routing 25y04hr

3/19/2014
Colony Tire
13026
MLV
Stormwater Infiltration Basin Routing
25-year 24hr Storm
192
0.0
10912
13.13
0.00
0.00
0.0
0.00
0.00
8705.6
2206.4
196
0.0
10912
13.12
0.00
0.00
0.0
0.00
0.00
8659.6
2252.4
200
0.0
10912
13.11
0.00
0.00
0.0
0.00
0.00
8613.7
2298.3
204
0.0
10912
13.11
0.00
0.00
0.0
0.00
0.00
8567.7
2344.3
208
0.0
10912
13.10
0.00
0.00
0.0
0.00
0.00
8521.7
23901
212
0.0
10912
13.09
0.00
0.00
0.0
0.00
0.00
B475.8
2436.2
216
0.0
10912
13.08
0.00
0.00
0.0
0.00
0.00
8429.8
2482.2
220
0.0
10912
13.07
0.00
0.00
0.0
0.00
0.00
8383.8
2528.2
224
0.0
10912
13.06
0.00
0.00
0.0
0.00
0.00
8337.9
2574.1
228
0.0
10912
13.05
0.00
0.00
0.0
0.00
0.00
8291.9
2620.1
232
0.0
10912
13.04
0.00
0.00
0.0
0.00
0.00
8245.9
2666.1
236
0.0
10912
13.04
0.00
0.00
0.0
0.00
0.00
8200.0
2712.0
240
0.0
10912
13.03
0.00
0.00
0.0
0.00
0.00
8154.0
2758.0
244
0.0
10912
13.02
0.00
0.00
0.0
0.00
0.00
810&0
2804.0
248
0.0
10912
13.01
0.00
0.00
0.0
0.00
0.00
8062.1
2849.9
252
0.0
10912
13.00
0.00
0.00
0.0
0.00
0.00
8016.1
2895.9
256
0.0
10912
12.99
0.00
0.00
0.0
0.00
0.00
7970.1
2941.9
260
0.0
10912
12.98
0.00
0.00
0.0
0.00
0.00
7924.2
2987.8
264
0.0
10912
12.97
0.00
0.00
0.0
0.00
0.00
7878.2
3033.8
268
0.0
10912
12.97
0.00
0.00
0.0
0.00
0.00
7832.2
3079.8
272
0.0
10912
12.96
0.00
0.00
0.0
0.00
0.00
7786.3
3125.7
276
0.0
10912
12.95
0.00
0.00
0.0
0.00
0.00
7740.3
3171.7
280
0.0
10912
12.94
0.00
0.00
0.0
0.00
0.00
7694.3
3217.7
284
0.0
10912
12.93
0.00
0.00
0.0
0.00
0.00
7648.4
3263.E
288
0.0
10912
12.92
0.00
0.00
0.0
0.00
0.00
7602.4
3309.6
292
0.0
10912
12.91
0.00
0.00
0.0
0.00
0.00
7556.4
3355.6
296
0.0
10912
12.90
0.00
0.00
0.0
0.00
0.00
7510.5
3401.5
300
0.0
10912
12.89
0.00
0.00
0.0
0.00
0.00
7464.5
3447.5
304
0.0
10912
12.89
0.00
0.00
0.0
0.00
0.00
7418.5
3493.5
308
0.0
10912
12.88
0.00
0.00
0.0
0.00
0.00
7372.6
3539.4
312
0.0
10912
12.87
0.00
0.00
0.0
0.00
0.00
7326.6
3585.4
316
0.0
10912
12.86
0.00
0.00
0.0
0.00
0.00
7280.6
3631.4
320
0.0
10912
12.85
0.00
0.00
0.0
0.00
0.00
7234.7
3677.3
324
0.0
10912
12.84
0.00
0.00
0.0
0.00
0.00
7188.7
3723.3
328
0.0
10912
12.83
0.00
0.00
0.0
0.00
0.00
7142.7
3769.3
332
0.0
10912
12.82
0.00
0.00
0.0
0.00
0.00
7096.8
3815.2
336
0.0
10912
12.81
0.00
0.00
0.0
0.00
0.00
7050.8
3861.2
340
0.0
10912
12.80
0.00
0.00
0.0
0.00
0.00
7004.8
3907.2
344
0.0
10912
12.80
0.00
0.00
0.0
0.00
0.00
6958.9
3953.1
348
0.0
10912
12.79
0.00
0.00
0.0
0.00
0.00
6912.9
3999.1
352
0.0
10912
12.78
0.00
0.00
0.0
0.00
0.00
6866.9
4045.1
356
0.0
10912
12.77
0.00
0.00
0.0
0.00
0.00
6821.0
4091.0
360
0.0
10912
12,76
0.00
0.00
0.0
0.00
0.00
6775.0
4137.0
364
0.0
10912
12.75
0.00
0.00
0.0
0.00
0.00
6729.0
4183.0
368
0.0
10912
12.74
0.00
0.00
0.0
0.00
0.00
6683.1
4228.9
372
0.0
10912
12.73
0.00
0.00
0.0
0.00
0.00
6637.1
42749
376
0.0
10912
12.72
0.00
0.00
0.0
0.00
0.00
6591.1
4320.9
380
0.0
10912
12.71
0.00
0.00
0.0
0.00
0.00
6545.2
4366.8
384
0.0
10912
12.70
0.00
0.00
0.0
0.00
0.00
5499.2
4412.8
388
0.0
10912
12.69
0.00
0.00
0.0
0.00
0.00
6453.2
4458.8
392
0.0
10912
12.69
0.00
0.00
0.0
0.00
0.00
6407.3
4504.7
396
0.0
10942
12.68
0.00
0.00
0.0
0.00
0.00
6361.3
4550.7
400
0.0
10912
12.67
0.00
0.00
0.0
0.00
0.00
6315.3
4596.7
404
0.0
10912
12.66
0.00
0.00
0.0
0.00
0.00
6269.4
4642.E
408
0.0
10912
12.65
0.00
0.00
0.0
0.00
0.00
6223.4
4688.6
G V 013WO 31302GColony Tlletr IuV 30261nfilvation Routing 25yr24hr

3/19/2014 Colony Tire 13026
MLV Stormwater Infiltration Basin Routing
50-year 24hr Storm
WATERSHED DATA
WATERSHEDAREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 50YR
8.871N/HR
Qa = 1.42 CFS
Oa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 9 INCHES 50yr, 24hr PRECIPITATION
CN= 86
S = (1000/CN)-10
S= 1.63
Depth (D) _ (P-0.2S)A21(P.0.8S)
D = 7.30 IN - 50yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
TIP = [(43.5)(D)(Area)) / Qp
TIP = 15.96 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
= 10,567 cu. It.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 11.00 feel
AFTER DEVELOPMENT
WATERSHED AREA
1,37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 50 YR
8,871N/HR
Qp= 9.36 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In
InZ
Zest
(sq ft)
(cu ft)
(cu ft)
(tt)
(ft)
11.00
2758
0
0
0
0
0
0
12.00
3854
3,306
3,306
1.0
8.1035
0
1.02
13.00
5020
4,437
7,743
2.0
8.9545
0.6931
1.95
14.00
6303
5.662
13.405
3.0
9.5033
1.0986
2.97
15.00
7644
6,974
20.378
4.0
9.9222
1.3863
4.09
Regression Output:
__> Ks = 3240
b= 1.31
X Coefficient 8.08
G'.U0B512013%l X2&Co mTuelr wl30261nfiltratbn RwUng 50y24hr

309/2014 Colony Tire
MLV 302E
S(ormwater Infiltration Basin Routing
50-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Oa =
1.42 cfs
Qp =
9.36 cfs
' Infiltration rate
31 in7hr
Tip =
16.0 min
(Per
Soils Report)
dT =
4 min
BASIN DATA
Basin Drawdown
Time=
7=;$i0:64 days
Ks =
3240
b =
1.31
Zo =
11.00 It
Normal water elev =
11.00 ft
Peak Outflow=
0.00 cfs
Box Weir
Length =
0 ft
Peak Stage =
13.65 ft
Cw=
0.0
Maximum Storage=
11,578 cu ft
Zcr=
0.00 ft
Control Holes'
State Orifice:
Dia =
0.00 in
Dd =
0 in
Inv =
0.00 ft
Cd =
0
Weir:
L =
0 in
Zi =
0.00 It
Inv =
0.0 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu h)
(op
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.4
0
11.00
0
0.00
0
0
0,00
0.0
46.0
8
4.7
330
11.14
0.00
0.00
0.0
0.00
0.00
238.6
91.9
12
8.0
1458
11.50
0.00
0.00
0.0
0.00
0.00
1320.0
137.9
16
9.4
3380
11.99
0.00
0.00
0.0
0.00
0.00
3195.6
183.9
20
8.0
5625
12.48
0.00
0.00
0.0
0,00
0.00
5395.3
229.8
24
5.7
7536
12.85
0.00
0.00
0.0
0.00
0.00
7260.4
275.8
28
4.2
8916
13.11
0.00
0.00
0.0
0.00
0.00
8594.1
321.8
32
3.0
9912
13.29
0.00
0,00
0.0
0.00
0.00
9544.2
367.7
36
2.2
10631
13.41
0.00
0.00
0.0
0.00
0.00
10217.2
413.7
40
1.6
11150
13.49
0.00
0.00
0.0
0.00
0.00
10690.3
459.7
44
1.1
11525
13.55
0.00
0.00
0.0
0.00
0.00
11019.1
505.6
48
0.8
11795
13.59
0.00
0.00
0.0
0.00
0.00
11243.7
551.6
52
0.6
11991
13.62
0.00
0.00
0.0
0.00
0.00
11393.0
597.6
56
0.4
12132
13.64
0.00
0.00
0.0
0.00
0.00
11488.0
643.5
60
0.3
42233
13.65
0.00
0.00
0.0
0.00
0.00
11543.9
689.5
64
0.2
12307
13.65
0.00
0.00
0,0
0,00
0.00
11571.4
735.5
68
0.2
12360
13.65
0.00
0.00
0.0
0.00
0.00
11578 4
781.4
72
0.1
12398
13.65
0.00
0.00
0.0
0.00
0,00
11570.8
827.4
76
0.1
12426
13.65
0,00
0.00
0,0
0,00
0.00
11552.5
873.4
80
0.1
12446
13.64
0,00
0.00
0.0
0,00
0.00
11526A
919.3
84
0.0
12460
13.64
0.00
0.00
0.0
0.00
0.00
11494.9
965.3
88
0.0
12471
13.63
0.00
0.00
0.0
0.00
0.00
11459.3
1011,3
92
0.0
12478
13.62
0.00
0.00
0.0
0,00
0.00
11420.9
1057.2
96
0.0
12484
13.62
0.00
0.00
0.0
0.00
0,00
11380.3
1103.2
100
0.0
12487
13.61
0.00
0.00
0.0
0.00
0.00
11338.3
1149.2
104
0.0
12490
13.60
0.00
0.00
0.0
0.00
0,00
11295.1
1195.1
108
0.0
12492
13.59
0.00
0,00
0.0
0.00
0.00
11251.2
1241.1
112
0.0
12494
13.59
0.00
0.00
0.0
0.00
0.00
11206.7
1287.1
116
0.0
12495
13.58
0.00
0.00
0.0
0.00
0.00
11161.8
1333.0
120
0.0
12496
13.57
0.00
0.00
0.0
0.00
0.00
11116.6
1379.0
124
0.0
12496
13.56
0.00
0.00
0.0
0.00
0.00
11071.2
1425.0
128
0.0
12497
13.55
0.00
0.00
0.0
0.00
0.00
11025.6
1470.9
132
0.0
12497
13.55
0.00
0.00
0.0
0,00
0.00
10979.9
1516.9
136
0.0
12497
13.54
0.00
0.00
0.0
0.00
0.00
10934.2
1562A
140
0.0
12497
13.53
0,00
0.00
0.0
0.00
0.00
10888.4
1608.8
144
0.0
12497
13.52
0.00
0.00
0.0
0,00
0.00
10842.5
1654.8
148
0.0
12497
13.51
0.00
0,00
0.0
0.00
0.00
10796.6
1700.8
152
0.0
12497
13,51
0.00
0.00
0.0
0.00
0.00
10750.7
1746.7
156
0.0
12497
13.50
0.00
0.00
0.0
0.00
0.00
10704.8
1792.7
160
0.0
12498
13.49
0.00
0.00
0,0
0.00
0.00
10658.9
18387
164
0.0
12498
13.48
0.00
0.00
0.0
0.00
0.00
10612.9
1884.6
168
0.0
12498
13,47
0.00
0.00
0.0
000
0.00
10567.0
1930.E
172
0.0
12498
13.46
0,00
0.00
0.0
0,00
0.00
10521.0
1976.6
175
0.0
12498
13.46
0.00
0.00
0.0
0,00
0.00
10475.0
2022.5
180
0.0
12498
13.45
0.00
0,00
0.0
0.00
0,00
10429.1
2068.5
184
0.0
12498
13.44
0.00
0.00
0.0
0.00
0.00
10383.1
2114.5
188
0.0
12498
13.43
0.00
0.00
0.0
0.00
0.00
10337.2
2160.4
G U08S@013113026-Colony
nrevalcstl3026 Infiltration Routing 50y24hr

3/19/2014
Colony Tire
302E
MLV
Stormwater Infiltration Basin
Routing
50-year 2411r Storm
192
0.0
12498
13.42
0.00
0.00
0.0
0.00
0,00
10291.2
22064
196
0.0
12498
13.41
0.00
0.00
0.0
0,00
0.00
10245.2
2252.4
200
0.0
12493
13.41
0.00
0.00
0.0
0.00
0.00
10199.3
2298.3
204
0.0
12498
13.40
0.00
0.00
0.0
0.00
0.00
10153.3
2344.3
208
0.0
12498
13.39
0.00
0.00
0.0
0.00
0.00
10107.3
2390.3
212
0.0
12498
13.38
0.00
0.00
0.0
0.00
0,00
100614
2436.2
216
0.0
12498
13.37
0.00
0.00
0.0
0.00
0.00
10015.4
2482.2
220
0.0
12498
13,36
0.00
0.00
0.0
0.00
0.00
9969.4
2528.2
224
0.0
12498
13.36
0.00
0.00
0.0
0.00
0.00
9923.5
2574.1
228
0.0
12498
13.35
0.00
0.00
0.0
0.00
0.00
9877.5
2620.1
232
0.0
12498
13.34
0.00
0.00
0.0
0.00
0.00
9831.5
2666.1
236
0.0
12498
13.33
0.00
0.00
0.0
0.00
0.00
9785.6
2712.0
240
0.0
12498
13.32
0.00
0.00
0.0
0,00
0.00
9739.6
2758.0
244
0.0
12498
13.31
0.00
0.00
0.0
0.00
0.00
9693.6
2804.0
248
0.0
12498
13.31
0.00
0.00
0.0
0.00
0.00
9647.7
2849.9
252
0.0
12498
13.30
0.00
0.00
0.0
0.00
0.00
9601.7
2895.9
256
0.0
12498
13.29
0.00
0.00
0.0
0.00
0.00
9555.7
2941.9
260
0.0
12498
13.28
0.00
0.00
0.0
0.00
0.00
9509.8
2987.8
264
0.0
12498
13.27
0.00
0.00
0.0
0.00
0.00
9463.8
3033.8
268
0.0
12498
13.26
0.00
0.00
0.0
0.00
0.00
9417.8
3079.8
272
0.0
12498
13.26
0.00
0.00
0.0
0.00
0.00
9371.9
3125.7
276
0.0
42498
13.25
0.00
0.00
0.0
0.00
0.00
9325.9
3171.7
280
0.0
12498
13.24
0.00
0.00
0.0
0.00
0.00
9279.9
3217.7
284
0.0
12498
13.23
0.00
0.00
0,0
0.00
0.00
9234.0
3263.6
288
0.0
12498
13.22
0.00
0.00
0.0
0.00
0.00
9188.0
3309.6
292
0.0
12498
13.21
0.00
0.00
0.0
0.00
0.00
9142.0
3355.E
296
0.0
12498
13.20
0.00
0.00
0.0
0.00
0.00
9096.1
3401.5
300
0.0
12498
13.20
0.00
0.00
0.0
0,00
0,00
9050.1
3447.5
304
0.0
12498
13.19
0.00
0.00
0.0
0.00
0,00
9004.1
3493.5
308
0.0
12498
13.18
0.00
0.00
0.0
0.00
0,00
8958.2
3539.4
312
0.0
12498
13.17
0.00
0.00
0.0
0.00
0.00
8912.2
3585.4
316
0.0
12498
13.16
0,00
0.00
0.0
0.00
0.00
8866.2
3631.4
320
0.0
12498
13.15
0.00
0.00
0.0
MO
0.00
8820.3
3677.3
324
0.0
12498
13.14
0,00
0.00
0.0
0.00
0.00
8774.3
3723.3
328
0.0
12498
13.14
0.00
0.00
0.0
0.00
0.00
8728.3
3769.3
332
0.0
12498
13,13
0.00
0.00
0.0
0,00
0.00
8682.4
3815.2
336
0.0
12498
13.12
0.00
0.00
0.0
0.00
0.00
8636.4
3861.2
340
0.0
12498
13.11
0.00
0.00
0.0
0.00
0,00
8590.4
3907.2
344
0.0
12498
13.10
0.00
0.00
0.0
0.00
0.00
8544.5
3953.1
348
0.0
12498
13.09
0.00
0.00
0.0
0.00
0.00
8498.5
3999.1
352
0.0
12498
13.08
0.00
0.00
0.0
0.00
0.00
8452.5
4045.1
356
0.0
12498
13.08
0.00
0.00
0.0
0.00
0.00
8406.E
4091.0
360
0.0
12498
13.07
0.00
0.00
0.0
0.00
0.00
8350.6
4137.0
364
0.0
12498
13.06
0.00
0.00
0.0
0.00
0.00
8314.6
4183.0
368
0.0
12498
13.05
0.00
0.00
0.0
0,00
0.00
8268.7
4228.9
372
0.0
12498
13.04
0.00
0.00
0.0
0.00
0.00
8222.7
4274.9
376
0.0
12498
13.03
0.00
0.00
0.0
0.00
0.00
8176.7
4320.9
380
0.0
12498
13.02
0.00
0.00
0,0
OM
0.00
8130.8
4366.8
384
0.0
12498
13.01
0.00
0.00
0.0
0.00
0.00
8084.8
4412.8
388
0.0
12498
13.01
0.00
0.00
0.0
0.00
0.00
8038.8
4458.8
392
0.0
12498
13.00
0.00
0.00
0.0
0.00
0.00
7992.9
4504.7
396
0.0
12498
12.99
0.00
0.00
0.0
0,00
0.00
7946.9
4550.7
400
0.0
12498
12.98
0.00
0.00
0.0
0.00
0.00
7900.9
4596.7
404
0.0
12498
12.97
0.00
0.00
0.0
0.00
0.00
7855.0
4642.6
408
0.0
12498
12.96
0.00
0.00
0.0
0.00
0.00
7809.0
4688.6
G.U095t2013b3026.Colony T,,e IcsU3026 Infiltration Routing 50yr24nr

3/19/2014 Colony Tire 13026
MLV Stormwater Infiltration Basin Routing
50-year 24hr Storm
(No Infiltration)
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 50 YR
8.871N/HR
Qa = 1.42 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 9 INCHES 50yr, 24hr PRECIPITATION
CN= 86
S = (1000/CN)-10
S = 1.63
Depth (D) _ (P-0.2S)^2/(P+O.BS)
D = 7.30 IN - 50yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = ](43.5)(D)(Area)] / Dp
To= 15.96 MINUTES
Storage Volume Req'o = (Qp-Qa)'Tp'1.39'60
= 10,567 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 11.00 feel
AFTER DEVELOPMENT
WATERSHED AREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 50 YR
8.87 IN/HR
QP= 9.36 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq 9)
(cu ft)
(cu ft)
(ft)
(ft)
11.00
2758
0
0
0
0
0
0
12.00
3854
3.306
3,306
1'0
8.1035
0
1.02
13.00
5020
4.437
7,743
2.0
8,9545
0.6931
1.95
14.00
6303
5,662
13.405
3.0
9.5033
1.0986
2.97
15.00
7644
6.974
20,378
4.0
9.9222
1.3863
4.09
Regression Output:
==>K5= 3240
In = 1.31
x Coefficient 8.08
G VOBS O13\13026-CoWy 1 ireY lu\I M261nllVation Routng 501a4hr no inLl

3/19/2014 Colony Tire
3026
MLV Slormwater Infiltration Basin Routing
50-year 24hr Storm
(No Infiltration)
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Oa =
1.42 cis
QP =
9.36 cfs
' Infiltration rate =
Fh�.� X710 ini
TIP =
16.0 min
(Per Soils Report)
dT=
4 min
BASIN DATA
Basin Drawdown Time =
t: `57e0 days
Ks =
3240
b=
1.31
Zo =
11.00 ft
Normal water elev =
11.00 ft
Peak Outflow =
0.00 cfs
Box Weir
Length =
0 It
Peak Stage =
13.81 It
Cw =
0.0
Maximum Storage =
12.498 cu ft
Zcr =
0.00 it
Control Holes:
State Orifice:
Dia =
0.00 in
Dd =
0 in
Inv =
0.00 It
Cd =
0
Weir: L =
0 in
Zi =
0.00 it
Inv =
0.0 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
ICU ft)
01)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu ft)
(cf)
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.4
0
11,00
0
0.00
0
0
0.00
0.0
0.0
8
4.7
330
11.17
0.00
0.00
0.0
0.00
0.00
330.5
0.0
12
8.0
1458
11.54
0.00
0.00
0.0
0.00
0.00
1457.9
0.0
16
9.4
3380
12.03
0.00
0.00
0.0
0.06
0.00
3379.5
0.0
20
8.0
5625
12.53
0.00
0.00
0.0
0,00
0.00
5025.1
0.0
24
5.7
7536
12.91
0.00
0.00
0.0
0.00
0.00
7536.2
0.0
28
4.2
8916
13.17
0.00
0.00
0.0
0.00
0.00
8915.9
0.0
32
3.0
9912
13.35
0.00
0.00
0.0
0,00
0.00
9911.9
0.0
36
2.2
10631
13.48
0.00
0.00
0.0
0.00
0.00
10630.9
0.0
40
1.6
11150
13.58
0.00
0.00
0.0
0.00
0.00
11150.0
0.0
44
1.1
11525
13,64
0.00
0.00
0.0
0.00
0.00
11524.7
0.0
48
0.8
11795
13.69
0.00
0.00
0.0
0.00
0.00
11795.3
0.0
52
0.6
11991
13.72
0.00
0.00
0.0
0.00
0.00
11990.6
0.0
56
0.4
12132
13.75
0.00
0,00
0.0
0.00
0.00
12131.6
0.0
60
0.3
12233
13.77
0.00
0.00
0.0
0.00
0.00
12233.4
0.0
64
0.2
12307
13.78
0.00
0.00
0.0
0.00
0.00
12306.8
0.0
68
0.2
12360
13.79
0.00
0.00
0.0
0.00
0.00
12359.9
0.0
72
0.1
12398
13.79
0.00
0.00
0.0
0.00
0.00
12398.2
0.0
76
0.1
12426
13.80
0,00
0,00
0.0
0.00
0.00
12425.8
1
80
0.1
12446
13.60
1
0,00
0.0
0,00
0.00
12445B
0.0
84
0.0
12460
13.81
1
0.00
0.0
0.00
0.00
12460.2
0.0
88
0.0
12471
13.81
0.00
0.00
0.0
0.00
0.00
12470.6
0.0
92
0.0
12478
13.81
0.00
0.00
0.0
0.00
0.00
12478.1
0.0
96
0.0
12484
13.81
0.00
0.00
0.0
0.00
0.00
12483.5
0.0
100
0.0
12487
13.81
0.00
0.00
0.0
0.00
0.00
12487.4
0.0
104
0.0
12490
13.81
0,00
0,00
0.0
0,00
0.00
12490.3
1
108
0.0
12492
13.81
0.00
0.00
0.0
0.00
0.00
12492.3
0.0
112
0.0
12494
13.81
0.00
1
0.0
0.00
0.00
12493.8
0.0
116
0.0
12495
13.81
0.00
0.00
0.0
0.00
0.00
12494.8
0.0
120
0.0
12496
13.81
0.00
0.00
0.0
0,00
0.00
12495.6
0.0
124
0.0
12496
13.81
0.00
0.00
0.0
0.00
0.00
12496.2
0.0
128
0.0
12497
13.81
0.00
0.00
0.0
0.00
0.00
12496.6
0.0
132
0.0
12497
13.81
0.00
0.00
0.0
0.00
0,00
12496.8
0.0
136
0.0
12497
13.81
0.00
0.00
0.0
0,00
0,00
12497.1
1
140
0.0
12497
13.81
0.00
0.00
0.0
0,00
0.00
12497.2
0.0
144
0.0
12497
13.81
0.00
0.00
0.0
0.00
0.00
12497.3
0.0
148
0.0
12497
13.81
0.00
0,00
0.0
0.00
0.00
12497.4
00
152
0.0
12497
13.81
000
0.00
0.0
0.00
0.00
12497.4
0.0
156
0.0
12497
13.81
1
0.00
0.0
0.00
0.00
12497.5
0.0
160
0.0
12498
13.81
0,00
0.00
0.0
0,00
0.00
12497.5
0.0
164
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.5
0.0
168
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0 0
172
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
176
0.0
12498
13.81
0,00
0.00
0.0
0.00
0.00
12497.6
0.0
180
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0,0
184
0.0
12498
13.81
1
0,00
0.0
000
0,00
12497.6
0.0
188
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
G UOBSV013\13026-Colony
Ti troalcli 3026 Infiltration
Routing 50ya4hr
no infl

3/1912014
Colony Tire
13026
MLV
Stormwater Infiltration Basin
Routing
50-year 24hr Storm
(No Infiltration)
192
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.E
0.0
196
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
200
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
204
0.0
12498
13.81
0.00
0.00
0 0
0.00
0.00
12497.6
0.0
208
0.0
12498
13.81
0.00
0.00
1
0.00
0.00
12497.6
0.0
212
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
216
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
220
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
224
0.0
12498
13.81
0.00
0.00
1
0.00
0.00
12497.6
0.0
228
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
232
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
236
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
240
0.0
12498
13.81
0.00
0.00
0.0
0.00
1
12497.6
0.0
244
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
248
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
252
0.0
12498
13.81
0.00
0.00
1
0.00
0.00
12497.6
0.0
256
0.0 _
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
260
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
264
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
268
0.0
12498
13.81
1
0.00
0.0
0.00
0.00
12497.6
0.0
272
0.0
12498
13.81
1
0.00
0.0
0.00
0.00
12497.6
0.0
276
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
280
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
284
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
288
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
292
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
1249L6
0.0
296
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
300
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
304
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
308
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.E
0.0
312
1
12498
13.61
0.00
0.00
0.0
0.00
0.00
12497.E
0.0
316
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
320
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
324
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
328
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
332
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
336
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
340
0.0
12498
13.81
0.00
0.00
0.0
1
0.00
12497.6
0.0
344
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
348
0.0
12498
13.81
0.00
0.00
0.0
1
0.00
12497.6
0.0
352
0.0
12496
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
356
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
360
0.0
12498
13.81
MID
0.00
0.0
0.00
0.00
12497.6
0.0
364
0.0
12498
13.81
0.00
0.00
0.0
1
0.00
12497.6
0.0
368
1
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
372
1
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
376
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
380
0.0
12498
13.81
0.00
0.00
0.0
1
0.00
12497.6
0.0
384
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
388
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
392
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
396
1
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
400
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
404
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
1
408
0.0
12498
13.81
0.00
0.00
0.0
0.00
0.00
12497.6
0.0
G:UOBS¢013\1302&Colony Tirekalcs\t 302E Infiltration Rowing 50,14hr no'mfil

3/1912014 Colony Tire
3026
MLV Stormwater Infiltration Basin Routing
100-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHEDAREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 100 VR
9.60 IN/HR
Qa= 1.53 CFS
Oa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P= 10 INCHES 100yr, 24hr PRECIPITATION
CN= 86
S = (1000/CN)-10
S= 1.63
Depth (D) = (P.0.2S)^2/(Pt0.8S)
D = 8.28 IN - 100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
TIP = [(43.5)(D)(Area)j / Qp
TIP = 16.72 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
= 11.981 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 11.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0,77
TIME OF CONCENTR
5.00 MIN
INTENSITY 100 YR
9,60 IN/HR
Op= 10.13 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
11.00
2758
0
0
0
0
0
0
12.00
3854
3,306
3.306
1.0
8.1035
0
1.02
13.00
5020
4,437
7,743
2.0
8.9545
0,6931
1.95
14.00
6303
5.662
13.405
3.0
9.5033
1.0986
2.97
15.00
7644
6.974
20,378
4.0
9.9222
1.3863
4.09
Regression Output:
Ks = 3240
b= 1.31
%Coefficient 8.08
G:VOBSQ013\1302GColony ❑reb lm\13026 lnGlvation Routing 100y04hr

3/19/2014
Colony Tire
13026
MLV
Stormwater Infiltration Basin
Routing
100-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL
ROUTING
STORM DATA
Oa =
1.53 cis
QP=
10A3 cfs
' Infiltration
rate =
2-'s«'ti":i3 in/6r
Tp =
16.7 min
(Per Soils Report)
dT=
4 min
BASIN DATA
Basin Drawdown Time -; :2n:;:",0:72 days
Ks =
3240
b=
1.31
Zo =
11.00 ft
Normal water elev =
11.00 It
Peak Outflow=
0.00 cfs
Box Weir
Length =
0 It
Peak Stage =
13,93 ft
Cw =
0.0
Maximum Storage =
13,201 cu It
Zcr =
0.00 ft
Control Holes:
State Orifice:
Dia =
0.00 in
Dd=
0 in
Inv=
0.00 ft
Cd=
0
Weir
L=
0 in
Zi=
0.00 ft
Inv=
0.0 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFSlore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu if
(cp
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.4
0
11.00
0
0.00
0
0
0.00
0.0
46,0
8
4.7
327
11.13
0.00
0,00
0.0
0.00
0.00
235.5
91.9
12
8.3
1461
11
SO
0.00
0.00
0.0
0.00
0.00
1322.9
137.9
16
10.1
3444
12.00
0.00
0.00
0.0
0.00
0.00
32602
183.9
20
9.2
5864
12.53
0,00
0.00
0.0
0.00
0.00
5633.7
229.8
24
6.8
8070
12.96
0,00
0,00
0.0
0.00
0.00
7794.4
275.8
28
5.0
9702
13.26
0.00
0.00
0.0
0.00
0.00
9380.3
321.8
32
3.7
10898
13.47
0.00
0.00
0.0
0.00
0.00
10529.9
367.7
36
27
11774
13.61
0.00
0,00
0.0
0.00
0.00
11360.0
413.7
40
2.0
12416
13.72
0.00
0.00
00
0.00
0.00
11955.9
459.7
44
1.4
12886
13.79
0.00
0.00
0.0
0.00
0.00
12380.2
505.6
48
1.1
13230
13.84
0.00
0.00
0.0
0.00
0.00
12678.8
551.6
52
0.8
13483
13.88
0.00
0.00
0.0
0.00
0.00
12885.3
597.6
56
0.6
13668
13.90
0.00
0.00
0.0
0.00
0.00
13024.3
643.5
60
0.4
13803
13.92
0.00
0.00
0.0
0.00
0.00
13113.8
689.5
64
0.3
13903
13.93
0.00
0.00
0.0
0.00
0.00
13167.2
735.5
68
0.2
13975
1393
0.00
0.00
0.0
0.00
0.00
13194.0
781.4
72
0.2
14029
13.93
0.00
0.00
0.0
0.00
0.00
13201.3
627.4
76
0.1
14068
13.93
0.00
0.00
0.0
0.00
0.00
13194.4
873.4
80
0.1
14096
13.93
0.00
0.00
0.0
0.00
0,00
13177.0
919.3
84
0.1
14117
13.92
0.00
0.00
0.0
0.00
0.00
13152.0
965.3
88
0.0
14133
13.92
0.00
0.00
0.0
0.00
0.00
13121.4
1011.3
92
OD
14144
13,91
0,00
0.00
0.0
0.00
0,00
13086.7
1057.2
96
0.0
14152
13.91
0.00
0.00
0.0
0,00
0.00
13049.0
1103.2
100
0.0
14158
13.90
0.00
0.00
0.0
0.00
0,00
13009.1
1149.2
104
0.0
14163
13.89
0.00
0,00
0.0
0.00
0.00
12967.5
1195.1
108
0.0
14166
13S8
0.00
0.00
0.0
0,00
0.00
12924.8
1241A
112
0.0
14168
13BB
0.00
0.00
0.0
0.00
0.00
12881.2
1287.1
116
0.0
14170
13.87
0.00
0.00
0.0
0.00
0.00
12837.0
1333.0
120
0.0
14171
13A6
0.00
0.00
0.0
0.00
0.00
12792.3
1379.0
124
0.0
14172
13S5
0.00
0,00
0.0
0.00
0,00
12747.3
1425.0
128
0.0
14173
13,85
0.00
0.00
0.0
0.00
0.00
12702.0
1470.9
132
0.0
14173
13.84
0.00
0.00
0.0
0.00
0.00
12656.5
1516.9
136
0.0
14174
13.83
0.00
0.00
0.0
0.00
0,00
12610.9
1562.9
140
0.0
14174
13-82
0.00
0,00
0.0
0.00
0.00
12565.2
1608.8
144
0.0
14174
13.82
0.00
0.00
0.0
0.00
0,00
12519.5
1654.8
148
0.0
14174
13S1
0.00
0.00
0.0
0.00
0.00
12473.6
1700.8
152
0.0
14175
13.80
0.00
0,00
0.0
0,00
0.00
12427.8
1746.7
156
0.0
14175
1339
0.00
0,00
0.0
0.00
0.00
12381.9
1792.7
160
0.0
14175
1378
0.00
0,00
0.0
0.00
0.00
12336.0
1838.7
164
0.0
14175
13,78
0.00
0.00
0.0
0.00
0.00
12290.0
1884.E
168
0.0
14175
13.77
0.00
0.00
0.0
0.00
0.00
12244.1
1930.6
172
0.0
14175
13.76
0.00
0.00
0.0
0.00
0.00
12198.2
1976.6
176
0.0
14175
13,75
0.00
0.00
0.0
0.00
0.00
12152.2
2022S
180
0.0
14175
13.74
0.00
0,00
0.0
0.00
0,00
12106.3
2068.5
184
0.0
14175
1334
0,00
0.00
0.0
0.00
0.00
12060.3
2114S
188
0.0
14175
13.73
0,00
0.00
0.0
0.00
0.00
12014.3
2160A
G,VOBS2013AlW2 olony
Tim ata%130261nfilvawn
Routing
100yr24hr

3/1912014
Colony Tire
13025
MLV
Stormwaler Infiltration Basin
Routing
100-year 24hr Storm
192
0.0
14175
1372
0.00
0.00
0.0
0,00
0.00
11968.4
2206.4
196
0.0
14175
13.71
0.00
0.00
0.0
0,00
0.00
119224
2252.4
200
0.0
14175
13.70
0.00
0.00
0.0
0.00
0.00
11876.5
2298.3
204
0.0
14175
13.70
0.00
0.00
0.0
0.00
0.00
11 B30.5
2344.3
208
0.0
14175
13.69
0.00
0.00
0.0
0.00
0.00
11784.5
2390.3
212
0.0
14175
13,68
0.00
0,00
0.0
0.00
0.00
11738.6
2436.2
216
0.0
14175
13.67
0.00
0.00
0.0
0.00
O.00
11692.6
2482.2
220
0.0
14175
13.66
0.00
O.00
0.0
0.00
0.00
11646.6
2528.2
224
0.0
14175
13.66
0.00
0.00
0.0
0.00
0.00
11600.7
2574.1
228
0.0
14175
13.65
0.00
0.00
0.0
0.00
0.00
11554.7
2620.1
232
0.0
14175
13.64
0.00
0.00
0.0
0.00
0.00
11508.7
2666.1
236
0.0
14175
13.63
0.00
0.00
0.0
0.00
0.00
11462.8
2712.0
240
0.0
14175
13.62
0.00
0.00
0.0
0.00
0.00
11416.8
2758.0
244
0.0
14175
13,62
0.00
0.00
0.0
0.00
0.00
11370.8
2804.0
248
0.0
14175
13.61
0.00
0.00
0.0
0.00
0.00
11324.9
2849.9
252
0.0
14175
13.60
0.00
0.00
0.0
O.00
0.00
11278.9
2895.9
256
0.0
14175
13.59
0.00
0.00
0.0
0.00
0.00
11232.9
2941.9
260
0.0
14175
13.58
0.00
O.00
0.0
0.00
0.00
11187.0
2987.8
264
0.0
14175
13.57
0.00
0.00
0.0
0.00
0.00
11141.0
3033.8
268
0.0
14175
13.57
0.00
0.00
0.0
0.00
0.00
11095.0
3079.8
272
0.0
14175
13.56
0.00
0.00
0.0
0.00
0.00
11049.1
3125.7
276
0.0
14175
13.55
0.00
0.00
0.0
0.00
0.00
11003.1
3171.7
280
0.0
14175
13.54
0.00
0.00
0.0
0.00
0.00
10957.1
3217.7
284
0.0
14175
13.53
0.00
0.00
0.0
0.00
0.00
10911.2
3263.6
288
0.0
14175
13.53
0.00
O.00
0.0
0.00
0.00
10865.2
3309.6
292
0.0
14175
13.52
0.00
0.00
0.0
0.00
0.00
10819.2
3355.6
296
0.0
14175
13.51
0,00
0.00
0.0
0.00
0.00
10773.3
3401.5
300
0.0
14175
13.50
0.00
0.00
0.0
0.00
0.00
10727.3
3447.5
304
0.0
14175
13.49
0.00
0.00
0.0
0.00
0.00
10681.3
3493.5
308
0.0
14175
13.48
0.00
0.00
0.0
0.00
0.00
10635.4
3539.4
312
0.0
14175
13.48
0.00
0.00
0.0
0.00
0.00
10589.4
3585.4
316
0.0
14175
13.47
0.00
0.00
0.0
0.00
0.00
10543.4
3631.4
320
0.0
14175
13.46
0.00
O.00
0.0
0.00
0.00
10497.5
3677.3
324
0.0
14175
13.45
0.00
0,00
0.0
0.00
0.00
10451.5
3723.3
328
0.0
14175
13.44
0.00
0.00
0.0
0.00
0.00
10405.5
3769.3
332
0.0
14175
13.44
0.00
0.00
0.0
0.00
0.00
10359.6
3815.2
336
0.0
14175
13.43
0.00
0.00
0.0
0.00
0.00
10313.6
3861.2
340
0.0
14175
13.42
0.00
0.00
0.0
0,00
0.00
10267.6
3907.2
344
0.0
14176
13.41
0.00
0.00
0.0
0.00
0.00
10221.7
3953.1
348
0.0
14175
13.40
0.00
0.00
0.0
0.00
0.00
10175.7
3999.1
352
0.0
14175
13.39
0.00
0.00
0.0
0.00
OM
10129.7
4045.1
356
0.0
14175
13.39
0.00
0.00
0.0
0.00
0.00
10083.8
4091.0
360
0.0
14175
13.38
0.00
0.00
0.0
0.00
0.00
10037.8
4137.0
364
0.0
14175
13,37
0.00
0.00
0.0
0.00
0.00
9991.8
4183.0
368
0.0
14175
13.36
0.00
0.00
0.0
0.00
0.00
9945.9
4228.9
372
0.0
14176
13.35
0.00
0.00
0.0
0.00
0.00
9899.9
4274.9
376
0,0
14175
13.34
0.00
0.00
0.0
0.00
0.00
9853.9
4320.9
380
0.0
14175
13.34
0.00
0,00
0.0
0.00
0.00
9808.0
4366.8
384
0.0
14175
13.33
0.00
O.00
0.0
0.00
0.00
9762.0
4412.8
388
0.0
14175
13.32
0.00
0.00
0.0
0.00
0.00
9716.0
4458.8
392
0.0
14175
13.31
0.00
0.00
0.0
0.00
0.00
9670.1
4504.7
396
0.0
14175
13.30
0.00
0.00
0.0
0.00
0.00
9624.1
4550.7
400
0.0
14175
13.29
0.00
0.00
0.0
0.00
0.00
9578.1
4596.7
404
0.0
14175
13.28
0.00
0.00
0.0
0.00
0.00
9532.2
4642.6
408
0.0
14175
13.28
0.00
0.00
0.0
0.00
0.00
9496.2
4688.6
G 1IC6512013\13026-COlony Ti,,a aICM13026 Infiltration Rowng 100224hr

3/19/2014
MLV
Colony Tire
Stormwater Infiltration Basin Routing
100-year 24hr Storm
13026
WATERSHED DATA
WATERSHED AREA
0.47 ACRES
HYDRAULIC LENGTH
200 FT
CHANGE IN HEIGHT
7 FT
RUNOFF COEF.'C'
0.34
TIME OF CONCENTR
5.00 MIN
INTENSITY 100 YR
9.601N/HR
Qa= 1.53 CFS
Oa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P= 10 INCHES 100yr, 24hr PRECIPITATION
CN= 86
S = (1000/CN).10
S= 1.63
Depth (D) = (P.0.2S)"21(P+0.8S)
D= 8,28 IN- 100yr, 241fir RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)l / Op
Tp= 16.72 MINUTES
Storage Volume Req'd = (Op-Qa)'Tp'1.39'60
11,981 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 11.00 feet
WATERSHED AREA
1.37 ACRES
HYDRAULIC LENGTH
240 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF.'C'
0.77
TIME OF CONCENTR
5.00 MIN
INTENSITY 100 YR
9.601WHR
Qp= 10.13 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
InS
InZ
Zest
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
11,00
2758
0
0
0
0
0
0
12.00
3854
3,306
3.306
1.0
8.1035
0
1.02
13.00
5020
4.437
7,743
2.0
8.9545
0.6931
1.95
14.00
6303
5,662
13.405
3.0
9,5033
1,0986
2.97
15,00
7644
6,974
20,378
4.0
9.9222
1.3863
4.09
Regression Output:
Ks = 3240
b= 1.31
X Coefficient 8.08
0
G:UOBSU013\13026-Cobny TireYaksU30261nfilvabon Routing 10DW4hr no infil

3/19/2014
Colony Tire
13026
MLV
Stormwater Infiltration Basin
Routing
100-year 24hr Storm
CHAINSAW METHOD
FOR
RISER BARREL
ROUTING
STORM DATA
Oa =
1.53 cis
Op =
10.13 cis
' Infiftration rate = ,.y: r'i.°:+.0 in1hr
Tp =
16.7 min
(Per
Soils Report)
dT=
4 min
BASIN DATA
Basin Drawdown Time = TT77 days
Ks =
3240
b =
1.31
Zo =
11.00 It
Normal water elev =
11.00 It
Peak Outflow=
0.00 cis
Box Weir
Length =
0 fit
Peak Stage =
14.10 It
Cw =
0.0
Maximum Storage =
14,175 cu it
Zcr =
0.00 It
Control Holes:
State Orifice:
Dia =
0.00 in
Dd=
0 in
Inv=
0.00 ft
Cd =
0
Weir.
L =
0 in
Zi =
0.00 it
Inv =
0.0 it
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
Weir
IFStore
Infiltrate
(min)
(cfs)
(cu It)
(fi)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu fl)
(cf)
0
0.0
0
11.00
0
0
0
0
0.00
0.0
0.0
4
1.4
0
11.00
0
0.00
0
0
0.00
0.0
0.0
8
4.7
327
11.17
0.00
0.00
0.0
0.00
0.00
327.4
0.0
12
8.3
1461
11.54
0.00
0.00
0.0
0.00
0.00
1460.8
0.0
16
10.1
3444
12.05
0.00
0.00
0.0
0.00
0.00
3444.1
0.0
20
9.2
5864
12.57
0.00
0.00
0.0
0.00
0.00
5863.5
0.0
24
6.8
8070
13.01
0.00
0.00
0.0
0.00
0.00
8070.2
0.0
28
5.0
9702
13.32
0.00
0.00
0.0
0.00
0.00
9702.0
0.0
32
3.7
10898
13.53
0.00
0.00
0.0
0.00
0.00
10897.7
0.0
36
2.7
11774
13.69
0,00
0.00
0.0
0.00
0.00
11773.7
0.0
40
2.0
12416
13.80
0.00
0.00
0.0
0.00
0.00
12415.5
0.0
44
1.4
12886
13.88
0.00
0.00
0.0
0.00
0.00
12885.8
0.0
48
1.1
13230
13.94
0.00
0,00
0.0
0.00
0.00
13230.4
0.0
52
0.8
13483
13.98
0.00
0.00
0.0
0.00
0.00
13482.8
0.0
56
0.6
13668
14.01
0.00
0.00
0.0
0.00
0.00
13667.8
0.0
60
0.4
13803
14.03
0.00
0.00
0.0
0.00
0.00
13803.3
0.0
64
0.3
13903
14.05
0.00
0.00
0.0
0.00
0.00
13902.E
0.0
68
0.2
13975
14.06
0.00
0.00
0.0
0.00
0.00
13975.4
0.0
72
0.2
14029
14.07
0.00
0.00
0.0
0.00
0.00
14028.7
0.0
76
0.1
14068
14.08
0.00
0.00
0.0
0.00
0.00
14067.7
0.0
80
0.1
14096
14.08
0.00
0.00
0.0
0.00
0,00
14096.4
0.0
84
0.1
14117
14.09
0.00
0.00
0.0
0.00
0.00
14117.3
0.0
88
0.0
14133
14.09
0.00
0.00
0.0
0.00
0.00
14132.7
0.0
92
0.0
14144
14.09
0.00
0.00
0.0
0.00
0.00
14143.9
0.0
96
0,0
14152
14.09
0.00
0.00
0.0
0.00
0.00
14152.2
0.0
100
0.0
14158
14.09
0,00
0,00
0.0
0.00
0.00
14158.2
0.0
104
0.0
14163
14.09
0.00
0,00
0.0
0.00
0.00
14162.7
0.0
108
0.0
14166
14.09
0.00
0.00
0.0
0.00
0.00
14165.9
0.0
112
0.0
14168
14.10
0,00
0.00
0.0
0.00
0.00
14168.3
D.0
115
0.0
14170
14.10
0.00
6.0E
0.0
0.00
0.00
14170.0
0.0
120
0.0
14171
14.10
0.00
0,00
0.0
0.00
0.00
14171.3
0.0
124
0.0
14172
14.10
0,00
0.00
0.0
0.00
0.00
14172.2
0.0
128
0.0
14173
14.10
0.00
0.00
0.0
0.00
0.00
14172.9
0.0
132
0.0
14173
14.10
0.00
0.00
0.0
0.00
0.00
14173.4
0.0
136
0.0
14174
14.10
0,00
0.00
0.0
0.00
0.00
14173.8
0.0
140
0.0
14174
14.10
0,00
0,00
0.0
0.00
0.00
14174.1
0.0
144
0.0
14174
14.10
0.00
0.00
0.0
0.00
0.00
14174.3
0.0
148
0.0
14174
14.10
0.00
0.00
0.0
0.00
0.00
141744
0.0
152
0.0
14175
14.10
0,00
0,00
0.0
0.00
0.00
14174.5
0.0
156
0.0
14175
14.10
0.00
0.00
0.0
0,00
0.00
14174.E
0.0
160
0.0
14175
14.10
0.00
0,00
0.0
0.00
0.00
14174.6
0.0
164
0.0
14175
- 14.10
0.00
0.00
0.0
0.00
0.00
14174.7
0.0
168
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.7
0.0
172
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.7
0.0
176
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.7
0.0
180
0.0
14175
14.10
0,00
0.00
0.0
0.00
0.00
14174.8
0.0
184
0.0
14175
14.10
0,00
0.00
0,0
0.00
0.00
14174.8
0.0
188
0.0
14175
-14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
GVOBSr2013\13026-Cobny
Tiretra %IW261nfIVaGon
Rouung
10pyQ4hrnoinfl

311912014
Colony Tire
MLV
Stormwater
Infiltration Basin
Routing
3026
100-year 24hr Storm
192
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
196
0.0
14175
14.10
0.00
0.00
O.o
0.00
0.00
14174.8
0.0
200
0'0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
204
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
208
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
212
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
216
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
220
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
224
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
228
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
232
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
236
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
240
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
244
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
248
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
252
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
256
0.0
14175
14.10
0.00
Goo
0.0
0.00
0.00
14174.8
0.0
260
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
264
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
268
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
272
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
276
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
280
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
284
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
288
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
292
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
296
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
300
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
304
0.0
14175
14.10
0.00
0.00
0'0
0.00
0.00
14174.8
0.0
308
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
312
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
316
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
320
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
324
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
328
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
332
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
336
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14474.8
0.0
340
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
344
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
348
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
352
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
O.o
356
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
360
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
364
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
368
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
372
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
376
0.0
14175
14.10
0.00
0,00
0.0
0.00
0.00
14174.8
0.0
380
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
384
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
388
0.0
14175
14.10
0.00
0.00
O.O
0.00
0.00
14174.8
0.0
392
0.0
14175
14.10
0.00
0.00
O.o
0.00
0.00
14174.8
0.0
396
0'0
14175
14.10
0.00
0.00
0'0
0.00
0.00
14174.8
0.0
400
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
404
0.0
14175
14.10
0.00
0.00
0'0
0.00
0.00
14174.8
0.0
408
0.0
14175
14.10
0.00
0.00
0.0
0.00
0.00
14174.8
0.0
G'.UOBS@01313026 Color, Trekaloe113026 1nfilVetlon Routing 100y14hr no Infil

�pFFM,r.
a LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: BCC of Edenton. LLC
REPORT FOR THE YEAR: 2014
SECRETARY OF STATE L.L.C. Ill NUMBER: 1284383
NATURE OF BUSINESS:Rea[ Estate
REGISTERED AGEN : BERGERON, ANDREWO
REGISTERED OFFICE MAILING ADDRESS: P 0. Box 827
Edenton, NC 27932-0827
E-Filed Annual Report
10103134
Do not data enter manually.
STATE OF INCORPORATION: NC
REGISTERED OFFICE STREET ADDRESS: 1415 N Broad Street
Edenton, NC 27932-9613 Chowan County
PRINCIPAL OFFICETELEPHONE NUMBER: 252-482-5521
PRINCIPAL OFFICE, MAILING ADDRESS: P. 0. Box 827
Edenton, NC 27932-0827
PRINCIPAL OFFICE STREET ADDRESS: 14/5 N. Broad Street
Edenton, NC 27932-9613
Company Officials:
Natne: Andrew Onter Bergeron Name: Charles Scott Creighton Natne: Charles Alfred Creighton
Tide: Manager Title: ,Manager "fide: Manager
Address: Address: Address:
203 Blount Street 106 Corbin Court 115 IN King Street
Edenton, NC 27932 Edenton, NC 27932 Edenton, NC 27932
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Andrew Omer Bergeron
FORM MUST BE SIGNED I3Y A MANAGEWMEMBER
Andrew Outer Bergeron
3/4/2014
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: F-Paid MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

Account
North Carolina
Elaine F. Marshall DEf ARTMENT OFTIdE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 4/17/2014
here to:
Document Filings I File an Annual Report I
J Print a Pre -populated Annual Report Fillable PDF Form I Amend A Previous Annual Report I
rporation Names
Name Name Type
NC BCC OF EDENTON, LLC LEGAL
Limited Liability Company Information
SOS I D:
1284383
Status:
Current-Acti\e
Effective Date:
10/24/2012
Citizenship:
DOMESTIC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
Office Address:
Mailing Address:
'rincipal Office
Office Address:
Mailing Address:
mpany Officials
Title:
Name:
Business Address:
Title:
Name:
Business Address:
BERGERON,ANDREW O
1415 N. BROAD STREET
EDENTON NC 27932-9613
P. O. BOX827
EDENTON NC 27932-0827
1415 N. BROAD STREET
EDENTON NC 27932-9613
P. O. BOX 827
EDENTON NC 27932-0827
MANAGER
ANDREW OMERBERGERON
203 BLOUNT STREET
EDENTON NC 27932
MANAGER
CHARLES SCOTT CREIGHTON
106 CORBIN COURT
EDENTON NC 27932