20070939 Ver 2_Stormwater Info_20110131

FREELAND and KAUFFMAN, INC.

Ew-,# es • LAwscAPE ARarwrs
January 28, 2010
To: Joseph Gyamfi, PE
401 Oversight, Wetlands, and Express Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Durham Wal-Mart (Wa/mart Store #4369)
DWQ Project #07-0939, Ver, 2
Durham, North Carolina
RF=@wWP=9
JAN 3 1 2011
IM-WATERQU&P
V ETWr1D M MMNIATER BRANCH
Approved City of Durham Stormwater Management Plan
Dear Mr. Gyamfi:
Pursuant to the 401 Certification which was issued for the above-referenced project on
July 1, 2010, please find enclosed the final approved Stormwater Management Plans for
this project. Enclosed are the following:
• (1) copy of approved construction plans (stamped and signed, and stamped as
approved by the City of Durham)
• (1) copy of approved Stormwater Management Report (stamped and signed)
• (1) copy of the recorded Stormwater Facility Agreement and Covenants
• (1) copy of the Draft version of the Stormwater Best Management Practice
Operation and Maintenance Manual. The City of Durham has reviewed and
approved the manual; however this document will be finalized by Freeland and
Kauffman and the City during the as built review and approval process.
• 0) copy of the Construction Drawing approval letter from the City of Durham
This submittal is intended to fulfill Item #6 under the Conditions of Certification contained
in the 71112010 approval letter from your office.
Please proceed with processing the enclosed information for review and approval. Should
you have any questions or comments, or should you require additional information, please
contact me directly at 864.672.3441 or [e-mail]. Thank you.
Si er ,
Michael Ranks, PE
209 West Stone Avenue - Greenville, South Carolina 29609 - Telephone [phone] • Fax [phone]
City of Durham Public Works - Engineering
101 City Hail Plaza Durham, NC 27701 (919)-560-4326
Letter of Transmittal
Date: 12/1/2010
To: Todd Burnett
Freeland and Kauffman
Re: Walmart Store #4369-00
Print Form
DURHAM w
1 8 b 9
DI'r OF MENCiNE
From: Justin Weist, PE
Extension Agreement: ? Approved ? Required
Annexation Petition: ? Valid ? Not valid
For official use only
Other Submittals
We are returning to you the original reproducible plans for the above mentioned project. These plans
have been approved and signed by the City of Durham Public Works Department. Complete the items
marked below. Allow a minimum of two weeks after submittal for the processing of any items listed below.
0 Complete the Project Information sheet and submit with 4 sets of plans. Engineering
inspection and frontage fees will be assessed and are to be paid before starting construction.
Please include a compact disc with a PDF of the approved Construction Drawings and all
approved calculations with the following requirements:
• Scan resolution of 200 DPI
• B&W Scan (no color)
• Multiple Page Scan (no single page)
• Disc should have project name and case number on the label
Contact City of Durham Engineering Inspections at (919-560-4326) 48 hours prior to having a
preconstruction meeting. The contractor must have the latest edition of permitted drawings at
this meeting.
At completion of project, prior to issuance of any certificates of occupancy or compliance,
submit 3 sets of as-built drawings, showing inverts of all manholes and inlets, line sizes and
slopes and the location of all meters, fire hydrants, valves, clean-outs, storm drainage, BMPs,
etc. Engineering or Stormwater Services inspections may have other items required for as-
builts. See Section 4.0, As-built Drawings, through Section 4.6, Underground Detention As-
built Drawings, of Reference Guide for Development.
Z Complete a City of Durham Gravity Sanitary Sewer Extension Permit Application and submit 2
sets of plans and a $450 check made payable to City of Durham. If applicable, submit
separate co-applications for public sanitary sewer and private sanitary sewer. Approved
sanitary sewer permits are required before starting sanitary sewer construction.
Complete the NCDENR application, listing the City of Durham as applicant and submit with 1
set of plans and a $480 check made payable to NCDENR. Approved sanitary sewer permits
are required before starting sanitary sewer construction (County drainage basin, inside city
limits, Public).
Complete the NCDENR application, listing the Developer as applicant and submit with 1 set of
plans and a $480 check made payable to NCDENR. Approved sanitary sewer permits are
required before starting sanitary sewer construction (County drainage basin, inside city limits,
Private).

The project is within the County jurisdiction. Obtain a sanitary sewer permit from NCDENR and
coordinate with Durham County [phone] to obtain acceptance letter. Approved sanitary
sewer permits are required before starting sanitary sewer construction.
? This project contains a pump station and force main. Complete the NCDENR application,
listing City of Durham/Developer (Public/Private) as applicant, and submit with 2 sets of plans
and a $480 check made payable to NCDENR. Approved pump station permits are required
before starting construction.
Complete a City of Durham Water Extension Permit Application and submit 3 sets of plans
and $450 check made payable to City of Durham. Approved water permits are required
before starting water main construction.
0 Submit 1 copy of plans showing a signage and pavement markings. 'fP° ',rurr
Submit 6 folded sets of the sheet(s) that have the sanitary sewer and/or water main
improvements shown, within NCDOT right-of-way, for an encroachment agreement. Submit 1
original of NCDOT's 16.6 (3-party) form, with the owner's signature as the 2nd party. NCDOT
encroachment agreements are required before working within NCDOT right-of-way.
?? Stormwater control facility(ies) (BMP(s)) are required for this project. Provide the required
permit fee(s), surety(ies) and executed Stormwater Facility Agreement and Covenant
document(s). The required items above are to be completed prior to issuance of any water or
sanitary sewer permits or prior to construction of any improvements.
M Other items are as follows:
Other permits may be required for this project (erosion control, NCDOT driveway, etc.). These permits
and the items listed above must be obtained/complied with before starting construction or the project may
be stopped during construction until these items have been addressed.
Downloadable forms can be found for most of the above referenced items on the City of Durham Public
Works Department's website.
2011002469
FOR REGISTRATION REGISTER OF DEEDS
Willie L. Covington
DURHAM COUNTY NC
2011 JAN 25 12:19:25 PM
BK:6654 PG:359-368 FEE438.00
INN U19EN1 # 2011002469
Please return to: Wal-Mart Stores, Inc., 2001 SE 100 Street, Bentonville, AR 72716-0550; ATTN. Gayla
Hoipkemeier
STATE OF NORTH CAROLINA STORMWATER FACILITY AGREEMENT
COUNTY OF DURHAM AND COVENANTS (Commercial Version)
THIS AGREEMENT ("Agreement") is made and entered into this 2515-day of wtuww 201, by and
between Wal-Mart Stores East, LP, a Limited Partnership organized and existing under the laws f the State of
Delaware ("Permittee"), and the City of Durham, a North Carolina municipal corporation ("City"). The obligations of
this Agreement run with and are appurtenant to the Property described in this Agreement.
1. Background and Definitions
a. Scope of Agreement. Permittee owns and is developing property ("the Property") that contains one or
more constructed stormwater improvements (the "Facility/ies") to control stormwater runoff and pollution. After
construction of the Facility/ies, Permittee and its successors in interest will be responsible for perpetual maintenance,
annual inspection, repair, reporting to the City, and reconstruction of the Facility/ies. This Agreement sets forth the
requirements the Permittee assumes for the construction, perpetual maintenance, annual inspection, repair and
reconstruction of the Facility/ies. This Agreement runs with and is appurtenant to the Property, described in (b) below.
b. Property to which this Agreement Attaches The Property is described at Plat Book 173, Page 111,
Durham County Register of Deeds. It is generally located at 1010 Martin Luther King Jr. Parkway and is
commonly known as Wal-Mart Store #4369. It is part or all of the property acquired by Permittee in deeds recorded
in Deed Book 5315, Page 23, Durham County Register of Deeds. The Facility/ies subject to this Agreement is/are
generally described below:
i. one (1) underground detention system (UG1) with a drainage area of 6.30 acres and a total
storage volume of 13,924 cubic feet;
ii. one (1) underground detention system (UG2) with a drainage area of 3.27 acres and a total
storage volume of 5,713 cubic feet;
iii. one (1) sand filter (SF) with a drainage area of 3.27 acres, a sand surface area of 1,245 square
feet and a design treatment volume of 8,653 cubic feet;
iv. one (1) bioretention area (BR) with a drainage area of .59 acres and a design treatment volume
of 1,242.19 cubic feet;
V. one (1) level spreader (LS) with a length of the level lip of 35 feet and a design flow of .57 cfs;
and
vi. one (1) stormfllter proprietary water quality device: This project includes a StormFilter
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proprietary water quality device, as manufactured by Contech Stormwater Solutions, Inc. This
device has been approved for use on this project to provide 85% trapping efficiency of Total
Suspended Solids (TSS) under the North Carolina Department of Environment and Natural
Resources (NCDENR) Preliminary Evaluation Program (PEP). Under the PEP requirements,
NCDENR has completed initial review of the StormFilter product, and has approved multiple
installations of the StormFilter unit to meet TSS trapping requirements. As part of the PEP
process, Contech Stormwater Solutions, Inc. has agreed to actively monitor the StormFilter
installations to collect additional data on TSS trapping efficiency of the unit.
The performance of the StortnFilter unit installed in conjunction with this project may or may
not be selected by Contech for monitoring under the PEP requirements. NCDENR does not
require that all installations of the StortnFilter unit be actively monitored and sampled. Once
NCDENR has received sufficient monitoring data from Contech, they will make a
determination as to whether the device is approved for use in North Carolina to meet TSS
trapping efficiency requirements. If it is determined that the StormFilter unit has failed to
substantially meet the NCDENR requirements for TSS trapping efficiency, then remedial
actions will be taken at all StormFilter installations in accordance with the Remedial Action
Plan approved by NCDENR as part of the PEP requirements. If stormfilter devices proposed on
sites does not meet the 85% removal standards per the NCDENR standards, revised BMP's or
additional BMP's may be required on site. Note that the site plan approval by the City does not
necessarily mean approving this device for 85% TSS removal.
The City of Durham has approved the use of the StormFilter unit for this project based on
NCDENR's PEP requirements. If the StonnFilter unit is given final approval by NCDENR for
use in North Carolina to meet TSS trapping efficiency standards, then the City of Durham will
require no further monitoring or evaluation of the StormFilter unit. The Owner understands that
the StormFilter unit does require ongoing inspection and maintenance for the life of the system.
C. Background. This Agreement is intended to comply with City ordinances and policies that implement
State and Federal law and that require development to provide stormwater facilities to control runoff and to mitigate
pollution. City ordinances require private property owners to perpetually inspect, maintain, and reconstruct these
facilities in accordance with City requirements.
d. Relationship to Ordinance and Guidelines. This document does not supersede requirements regarding
stormwater facilities found in City ordinances, guidelines, or policies. Such ordinances, guidelines, or policies shall
supplement this Agreement and Covenants. When they are in conflict, the stricter requirements shall control.
e. Definitions. The terms in this Agreement have the following definitions:
"City Manager" means the Durham City Manager or a Deputy City Manager.
"City Requirements" means the written ordinances, policies, protocols, procedures, standards, and guidelines of
the City of Durham as they may be changed from time to time.
"Director of Public Works" or "Director" means the City's Director of Public Works or his or her designee.
"Facilitylies" means the stormwater control device(s) that is/are the subject of this Agreement and may include
more than one such device.
"Lot" means a lot within the Property, whether developed or undeveloped.
"Lot Owner" means the legal owner of any Lot.
"Permittee" means the party executing this Agreement with the City and successor owners of the Property or of
any Lot within the Property whether or not successors in interest have executed an Agreement with the City. Permittee
does not include an owner who possesses solely a beneficial interest in a Lot.
"Person" includes but is not limited to natural persons, business trusts, joint ventures, governments,
governmental subdivisions, governmental agencies, firms, corporations, associations, partnerships, and other legal
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entities.
"Property" is as described by deed book and page reference and plat book and page reference above, and means
the land that is owned by the Permittee at the time of recordation of this Agreement.
"Stormwater Facility Replacement Fund Payment" (hereafter "Fund Payment") is the payment that may be
made by Permittee to a fund established by the City which is used for replacement of stormwater facilities or
construction of new facilities intended to mitigate the burden on existing facilities.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Property.
2. Permittee's Obligations to Record Documents; Provide Security for Continuing Maintenance and
Reconstruction; Construct Facility.
a. Recordation of Executed A rgreement/Timing. Permittee shall cause this Agreement to be legally
executed by all necessary parties so as to bind the Permittee, the Property, and all successors in interest in the Property,
and shall record the executed Agreement with the Durham County Register of Deeds. The recordation shall be at such
point in the development process as specified in City Requirements, which shall be prior to City construction drawing
approval or issuance of any utility permits for the Property and prior to transfers by Permittee of any Lots within the
Property. If a plat has been submitted to subdivide the Property, this Agreement shall be recorded prior to or
contemporaneously with the recordation of such plat.
b. Delivery of Recorded Documents/Pavment to Ensure Mailitenance and Reconstruction At such time as
is specified in City Requirements, which shall be prior to City construction drawing approval or issuance of any utility
permits on the Property, Permittee shall deliver to the Citkcopies of the following:
i) a certificate of an attorney licensed to practice law in the state of North Carolina in form and substance
satisfactory to the City that the Agreement has been legally executed by all necessary parties in such a manner as to bind
the Permittee and the entire Property, that recordation occurred prior to any transfer of the Property or Lot within the
Property, and such other things as may be specified by the City;
ii) this Agreement, recorded;
iii) the estimated Stormwater Facility Replacement Fund Payment as prescribed in City Requirements or an
alternative security of 20 times the maintenance cost of the Facility/ies, as calculated under City Requirements;
iv) pay the Stormwater Permit Fee for each of the Facility/ies, as prescribed in City Requirements.
C. Construction/Inspection/Certification/Submission of As-Builts/Deadlines. Permittee shall construct the
Facilitylies in accordance with the plans approved by the Director of Public Works. Permittee shall complete
construction and cause the Facility/ies to be finally inspected and certified, in accordance with the City of Durham's
BMP Certifying Engineer Program, by the design engineer of record or such other registered North Carolina
Professional Engineer acceptable to the City, complete any repairs necessary to the Facility/ies, provide reproducible as-
built drawings and as-built calculations acceptable to the City, and submit any records regarding the cost of the Facility
as may be required by the City. If these steps have not been completed prior to issuance of a certificate of compliance
for occupancy of a building on the Property, Permittee shall provide a Letter of Credit or other security instrument
acceptable to the City in an amount calculated under City Requirements to ensure completion. If construction of the
Facility/ies and the further obligations of this Section 2 are not completed in a timely manner as described in City
Requirements, the City may also withhold any permits relating to development of all or a portion of the Property and
take any other actions available under law.
d. Obligations Run with PropeM, Joint and Several Liability: Properly Owners' Association. The
obligations of this Agreement shall run with and are appurtenant to the Property and shall bind any successors in
interest, including owners of any Lots within the Property. With regard to the City's rights under this Agreement,
responsibility and liability against Permittee and its successors in interest, including but not limited to Owners of a Lot
within the Property, are joint and several. With regard to rights amongst Owners of Lots within the Property, such
Owners may elect to establish an association to be responsible for Permittee's obligations under this Agreement and
other responsibilities relating to the Property. Creation of an association does not reduce the City's rights under this
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Agreement. If Permittee creates an association Permittee shall ensure that (i) dues and regular payments made by Lot
owners are sufficient to ensure compliance with this Agreement, (ii) special assessments to comply with the obligations
of this Agreement may be made; and iii) enforcement mechanisms are available to compel payment by each member as
necessary to comply with the obligations of this Agreement.
e. Release of Permittee. The original Permittee in this Agreement and successors in interest who, in
writing, join in this Agreement may be released from the obligations of Section 2 of this Agreement upon the filing of a
release signed by the City's Director of the Department of Public Works. The City shall provide such release within 30
days of submission of required forms, information, and fees.
3. Permittee to Maintain, Inspect, Repair, and Reconstruct Facility.
a. Compliance with City Reguirements. After construction of the Facility(ies) in accordance with City
Requirements, the Permittee shall be responsible for inspection, maintenance, repair, reporting to the City,
reconstruction, and funding for the completed Facility/ies, and shall comply with all City Requirements regarding the
same.
b. Responsible Person for Facility. Permittee, including successor Lot Owners, shall maintain with the
Director the name and contact information of a Person knowledgeable about the care and upkeep of the Facility/ies.
Such Person may be a Lot Owner, agent or officer for an association of Lot Owners, or management company.
C. Maintenance. The facility/ies shall be maintained in compliance with City Requirements and with the
operations and maintenance manual prepared specifically for the Facility/ies. Standards for maintenance of Facility/ies
are located in the City of Durham's "Owner's Maintenance Guide for Stormwater BMPs Constructed in the City of
Durham" as it may be modified from time to time. The current version of the "Owner's Maintenance Guide for
Stormwater BMPs Constructed in the City of Durham" can be viewed at or downloaded from the City's website at
hD:Hv^"Y.durliamnc.gov/departments/works/pdf/draft owners maint Yu?, ide.pdf
d. Inspections. In accordance with the City of Durham's current BMP annual maintenance certification
protocols, policies, procedures, and requirements, the Permittee shall cause the Facility/ies to be inspected, at a
minimum, annually by a registered North Carolina Professional Engineer or a North Carolina Registered Landscape
Architect, certified by the City. The inspection shall occur annually during the month in which the Facility/ies as-built
certification was accepted by the City. Without specific request of the City, two copies of the inspection report shall be
provided to the Director of Public Works. Permittee shall also cause the Facility to be inspected after events that cause
visible damage to the Facility and when notified by the Director that the Facility/ies requires inspection.
e. Repair and Reconstruction. Permittee shall repair and/or reconstruct the Facility/ies as needed to allow
the Facility/ies to function as designed. Permittee shall make any repairs identified in the inspection report provided
under (d) above and as may be reasonably directed by the City from time to time based on City requirements or City
inspections of the Facility/ies. Compliance with inspection reports or City directives shall not limit Permittee's repair
obligations,
f. No Public Adoption. The City's regulation of the Facility/ies does not constitute adoption of the
Facility/ies by the City, nor does it prohibit Permittee from taking all necessary actions to maintain the Site and
Facility/ies in a safe manner.
g. Automatic Release of Successor Owners. Successor Permittees or Lot Owners within the Property, not
including the original Permittee or a Permittee who executes an agreement joining in this Agreement, shall be released
from the obligations of this Agreement upon Transfer of all interest in the Property without the requirement of any
writing from the City effecting such release. The Person acquiring the Property or an interest therein shall assume the
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obligations of this Agreement. Per nittee and successors that execute a written agreement joining in this Agreement
shall be released from the obligations of this Agreement only through a written document from the City as described in
2(e) above.
4. Stormwater Facility Replacement Pavment and Fund.
If Permittee makes a payment to the Stormwater Facility Replacement Fund, such payment shall be calculated, retained,
used, and disbursed as provided by ordinance and other City Requirements. The Fund shall be used for the purchase,
design, construction, reconstruction, and repair of stormwater facilities that have paid into the Fund or for stormwater
facilities that replace or mitigate the need for those facilities for which monies have been paid into the Fund.
5. City Easement/Right of Entry/No City Responsibility
Permittee grants to the City, including employees, agents, and contractors of the City, a permanent nonexclusive
easement for inspection, repair, and other work on the Facility which easement shall be located as shown on existing or
future recorded plats for all or a portion of the Property. Permittee also grants to the City, including employees, agents,
and contractors of the City, a permanent nonrevocable nonexclusive right of ingress, egress, and regress over and across
all other public and private utility easements and public and private streets that exist on all or a portion of the Property
and all land that may be owned or controlled by an association created amongst owners of lots in the Property. The City
shall use this right of access solely to inspect and perform construction or other work on the Facility/ies that the City
determines in its reasonable discretion is necessary. The creation of these rights does not limit the City's access to or
across Lots within the Property if such is necessary to respond to a public nuisance or emergency. The City's rights
under this section and under any plats filed for all or a portion of the Property do not obligate the City to take any actions
regarding inspection, repair, or reconstruction of the Facilitylies.
6. Remedies for Violations. Lien on Property: Future Obligations Secured.
a. City Performance of Work. In the event of a failure to comply with the obligations under this
Agreement, or evidence of a substantial problem with or potential failure of the Facility/ies, the City may send notice to
the Permittee or the agent identified in Section 3 above to demand performance under this Agreement. If the Permittee
fails to comply with such demand within thirty (30) days from the date of mailing thereof, the City may enter the
Property and perform some or all of the obligations under this Agreement, as determined in the reasonable discretion of
the Director. In addition, the City may enter the property without notice in the event of an imminent failure of the
Facility/ies or other imminent emergency related to the Facilitylies. Nothing in this Agreement shall be interpreted to
require the City to perform such work or obligations.
b. Repayment of Citv. The City shall deliver to the Permittee or Agent identified in Section 3 written
notice of the costs of actions or work performed under Paragraph (a) above, which shall include but are not limited to the
City's costs of administration and overhead for such work, and Permittee shall pay all such costs within sixty (60) days
after receipt of such notice. Any costs not paid to the City within the sixty (60) day period shall be delinquent, and
Permittee shall be considered in default of this Agreement. In the event of such default, the City may bring an action at
law against Permittee for the cost of the actions and work, plus interest at the rate of eight percent (8%) per annum,
collection costs, late payment charges of three hundred dollars ($300) per calendar day during the first ninety (90) days
of default and five hundred dollars ($500) per calendar day for each ninety (90) days thereafter, and reasonable
attorneys' fees. In addition, the debt shall be a lien against the Property and the Lot(s). With notice to the Permittee and
Lot Owner(s), such lien may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193. The City may also
foreclose on the lien.
c. Other Remedies. The remedies provided above do not limit the City's remedies and the City retains the
right to use all remedies available in law and in equity to enforce this Agreement.
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d. Withholding of Permits. The City may withhold any or all permits or other approvals necessary to
complete the development of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate. On the request of any of the Persons described in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall famish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Lots.
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
B. A Person having a contract to purchase or lease the Property or a Person having contracted to
make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through (1r)
above.
ii. Duty of Person Making Request. -- The Director of Public Works shall not be required to furnish a
certificate unless the requester specifies the name of the Permittee, specifies the recordation information in the office of
Register of Deeds where this Agreement and all subsequent Agreements related to this Agreement are recorded, and
provides a copy of the first page of this Agreement, and pays the required fee for provision of a certificate, if any.
b. Reliance on the Certificate. When a certificate has been issued as provided in Section 7(a) above for the
Property or a Lot, all monetary liabilities owed pursuant to this Agreement that have accrued against the Property or Lot
for which the certificate was issued shall cease to be a lien against such property identified, except to the extent of
monetary liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Oral Representations not Binding. Without limiting the effect of this Section 7, it is agreed that no oral
statement made by any City employee as to the amount of monetary liabilities that are a lien on the Property pursuant to
this Agreement shall bind the City.
8. Warranty. The Permittee covenants with the City that Permittee is seized of the Property in fee simple, has the
right to convey the same in fee simple, that title is free and clear of all encumbrances, except for those identified in the
Opinion of Title famished to the City as a requirement prior to the City's execution of the Agreement, and that Permittee
will warrant and defend the title against the lawful claims of all persons except for the exceptions stated in such opinion
of title.
9. Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall. Plaza, Durham, NC 27701, or upon the Permittee, at Wal-Mart
Stores, lime., 2001 SE 10t° Street, Bentonville, AR 72716-0550; ATTN: Gayla Hoipkemeier [phone].
Written notice shall be by certified mail, return receipt requested. These addresses may be changed by sending a notice
of the new address attached to a copy of this Agreement.
10. No Waiver of Breach. If the City fails to enforce or waives any breach of any obligation or covenant in this
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Agreement, that failure to enforce or waiver shall not constitute a waiver of any other or future breach of the same or
any other obligation or covenant. The City's failure to exercise any right under this Agreement shall not constitute a
waiver of that right.
11. Agreement Binding. This Agreement and Covenants shall bind the Permittee and its successors in interest, as
defined in this Agreement, until the City releases the Permittee as provided in Section (2) above, or until an automatic
release of successor owners occurs as provided in Section (3) above.
12. Amendment. Amendments to this Agreement made after Permittee has fulfilled its obligations under this
Agreement or made after Permittee has ceased to exist need not be signed by the Permittee. Amendments may be made
if signed by all owners of and within the Property and the City, and such amendments may modify the obligations of this
Agreement. The City may void or cancel its rights under the Agreement through a release or other filing executed by the
City Manager, who is authorized by the City Council to determine whether a release is in the City's best interest and to
execute such release.
13. Covenants Herein to Run with the Property. The obligations of this Agreement are a perpetual servitude and
run with and are appurtenant to the Property.
14. Successors and Assigns. The designation of Permittee and the City shall also include their heirs, assigns, and
successors in interest.
15. Liability; Indemnification.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work.
Nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work allowed under this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work. Nothing herein is intended to
release any other Person for any liability for that work.
C. The Permittee shall indemnify the City and its officers and employees for any costs to the City or its
agents or employees from the construction, operation, maintenance, repair, and/or reconstruction of the Facilitylies, or
resulting from a claim regarding the same.
16. No Third Party Rights. Except as may be explicitly provided in this Agreement, this Agreement is not
intended to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
17. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
18. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction shall
not invalidate the remaining terms and provisions.
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IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have executed
this under seal by their proper officers, the date first above written.
WAL-MART STORES, EAST, LP
By: WS? Mai r+en ?C.G Icy :F,i? 1;a6;^?i?{,y?,
Genera
State of
County o ?.. Sri Tc?4et, otCe??? /V?Si n
I,
• ? ?'1 ` C ) r i 7J , a notary public in and for said county and state, certify that
personally appeared before me this day, stated that he or she is a
Viral-Mart Stores East, LP, a Limited Partnership organized and existing under the laws of the State
a a!?-
fit,
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o€ Delaware, acknowledged that the foregoing agreement with the City of Durham carries on the partnership's business
in the usual way, and acknowledged the due execution of the agreement on behalf of the partnership. This the '
day of-17-ri o,. C,?\1 , 20,1j_.
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My commission expires:'
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1 Notary Pybll
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CITY OF DURHAM
ATTES
--- - City Clerk - -- Ci Manager
Type or print name person signing for the City:
ACKNOWLEDGMENT BY CITY OF DURHAM
Nante of other party to the contract: Wal-Mart Stores East, LP
Title of the contract: Stormwater Facility Agreement and Covenants Commercial Version /Wal-Mart Store 44369
a notary public, certify:
(Type or print name of tary Public)
(1}
?D. 6on rQv-o-v personally appeared before me
(Type or print name of City Clerk or De uty City Clerk 1a ho attested)
in Durham County, N. C. on this day; (2) 1 have personal knowledge of her identity; and (3) she acknowledged that by
authority dul iven and as the act of the City of Durham, the foregoing document was signed in its corporate name by
its ---- City Manager, sealed with its corporate seal, and attested by its said City Clerk or Deputy City
Clerk.
This the 5 day of NNEM 20O
My commission expires:
7 J, 2aj?? Notary Public
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WILLIE L. COVINGTON
REGISTER OF DEEDS, DURHAM COUNTY
DURHAM COUNTY COURTHOUSE
200 E. MAIN STREET
DURHAM, NC 27701
PLEASE RETAIN YELLOW TRAILER PAGE
It is part of recorded document, and must be submitted with original for re-recording
and/or cancellation.
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Filed For Registration: 01125/2011 12:19.25 PM
Book: RE 6654 Page: 359-368
Document No.: 2011002469
AGMT 10 PGS $38.00
Recorder: DEBORAH A MORRIS
2011002469
Walmart Supercenter
(Walmart Store #4369-00)
PIN: 0820-18-20-2864
Stormwater Best Management
Practice Operation and
Maintenance Manual
DRAFT
1010 Martin Luther King Jr. Parkway
City of Durham
Durham County, North Carolina
Prepared: 11/8/2010
Prepared By:
FREELAND and KAUFFMAN, Inc.
209 West Stone Avenue
Greenville, South Carolina 29609
(864.233.5497)
i a
Table of Contents
Cover ................................................... i
Table of Contents .......................................... ii
I. Introduction ............................................... 1
II. Underground Detention Systems ............................. 2
III. Enclosed Sand Filter ....................................... 5
IV. Level Spreader ........................................... 9
V. Filter Strip ............................................... 11
VI. Bio-Retention Cell ......................................... 13
VII. Contech Stormfilter Proprietary Water Quality Device ......... . 21
Contech Maintenance Guidelines and Inspection Reports 22-29
I. INTRODUCTION
This project includes multiple stormwater Best Management Practices (BMPs) which
require ongoing inspection and maintenance. Inspection and maintenance is critical
to insuring the long-term functionality and performance of the BMP's, and is an
obligation of property owners within the City of Durham.
This Manual provides essential information for inspection and maintenance of each
of the BMPs associated with this project. City of Durham standard inspection forms
are also included in this Manual.
The Owner shall keep current asbuilt drawings of each BMP on-site. A record of all
inspections and maintenance work should be kept on-site in addition to the as-built
drawings.
In accordance with the City of Durham's current BMP annual maintenance
certification protocols, policies, procedures, and requirements, the Permittee shall
cause the Facility/ies to be inspected, at a minimum, annually by a registered North
Carolina Professional Engineer or a North Carolina Registered Landscape Architect,
certified by the City. The inspection shall occur annually during the month in which
the Facility/ies as-built certification was accepted by the City. Without specific
request of the City, two copies of the inspection report shall be provided to the
Director of Public Works. Permittee shall also cause the Facility to be inspected after
events that cause visible damage to the Facility and when notified by the Director
that the Facility/ies requires inspection.
The Owner shall note that several BMP's utilized on this project are underground,
and therefore require that confined space protocols be followed as part of any
inspection and maintenance.
II. UNDERGROUND DETENTION SYSTEMS
GENERAL INFORMATION
This project includes two (2) separate underground detention systems. The
underground detention systems utilized on this project are not intended to attenuate
stormwater outflows during rain events. Rather, the systems utilized on this project
simply store the water quality volume (first-flush) until that volume can be routed
through an associated treatment device.
FUNCTIONAL ELEMENTS
Definition of Device Type - Underground Detention System
An underground detention system is a constructed stormwater device that
temporarily stores incoming stormwater underground.
Glossary of Primary Elements
By-Pass Structure: A structure that forces emergency flows to by-pass the system
all together. The intent of a by-pass structure is to reduce the amount of hydrostatic
pressure on the system and to mitigate the flooding of the upstream drainage area
due to the system backing up too much water.
By-pass (Emergency) Weir: A wall in the control structure that allows emergency
flows to exit the system. As with a by-pass structure, the intent of a by-pass weir is to
reduce the amount of hydrostatic pressure on the system and to mitigate the flooding
of the upstream drainage area due to the system backing up too much water.
Control Structure: The principal water release structure in the system. This is the
structure that regulates the rate at which stormwater exits the system.
Detention Chambers/Pipes: A collection of pipes or chambers that intermittently
stores stormwater in the system.
Inlet: A pipe or drop inlet structure that discharges collected stormwater into the
detention chambers/pipes for the system.
Outfall: The point where water leaves the system and enters the downstream
drainage system.
Principal Spillway Pipe: The principal pipe that coveys water from the control
structure to the outfall.
GENERAL MAINTENANCE REQUIREMENTS
Control Structure Maintenance
Blockages: All trash, sediment, and debris blocking the entry or passage of storm
flows into or through the control structure should be removed.
Structural Integrity: Depending on the severity of the deterioration, the control
structure may need to be replaced. If the overall integrity of the structure is
reasonably sound, the following repairs should be considered:
Li Cracks should be sealed with an epoxy low-shrink grout.
Spalled areas should be repaired with a two-part cement-bonding agent
and then painted.
Rusted areas, if reparable, should be scraped, cleaned, primed, painted
with two coats of rust-resistant paint, and, if appropriate, coated with a
bituminous sealant.
Insufficient Debris Management: If the structure clogs routinely to a point where
stormwater continues to stay in the system for longer periods than thee days, it may
mean that the low-flow orifice at the bottom of the control structure may require a
trashrack to mitigate the clogging of the device. Typical details for such racks can be
obtained from the Stormwater Services Division.
Detention Chamber/Pipe Maintenance
Trash, Sediment, and Debris: All trash, sediment, and debris should be removed
from the detention chambers/pipes at least twice a year or more frequently if the
amount of accumulated material warrants such a practice.
Leaking and Misaliqned Pipe Joints: Even though underground detention systems
are supposed to remain water tight, it is not uncommon for some of the pipe joints to
begin to leak. Usually, a leaking pipe joint is not a great concern unless soil material
from outside the pipe is infiltrating the system. The progressive infiltration of the soil
into the system could result in a cave-in over the pipe, which could damage parking
and travel surfaces that may lie on top of the system. Leaking pipes, which are
allowing the infiltration of soil into the system, should be repaired as soon as
practicable. Concrete pipe joints should be cleaned and sealed with a low-shrink
epoxy grout. Metal pipe joints should be cleaned, and a non hydro-phobic
waterproofing sealant should be injected into the open gap(s) in the pipe joint.
Separated Pipe Joints: Depending on the severity, separated pipe joints could,
conceivably, be repaired in a manner similar to that described above. In many
instances, however, it may be necessary to expose the joint from the outside and
then "diaper" it with a felt wrap (or neoprene in the instance of corrugated metal pipe
[CMP]), flashing (or banding in the instance of CMP), and concrete. In severe
separations, the separated pipes may need to be removed, the subbase support
rebuilt, and the pipes relayed or replaced prior to the diapering operation described
above. Consultation with a registered Professional Engineer is recommended to
assess the severity of the problem and devise a workable solution to correct or
repair the problem.
Crushed, Collapsed, or Rusted-out Sections of Pipe: In most instances, a pipe in
this condition should be removed and replaced under the supervision of a registered
Professional Engineer.
Mosquitoes: Underground detention systems are potential location for mosquito
breeding. The primary mechanism to eliminate the possibility of mosquito breeding
within the underground detention system is to insure the system drains properly.
Identify the reason that the system is not draining properly and address that issue as
discussed herein.
Outfall Area Maintenance
Blockages: A blocked outfall channel should be opened up as soon as practicable,
especially if the channel is backing a significant amount of water up inside the
control structure or detention chambers/pipes. Typically, outfall channels should be
cleared of trees for a distance, downstream from the outfall structure, of at least 5
times the diameter of the principal spillway pipe. For example, the clearing area for a
36" (three-foot) diameter outlet pipe would be 15-feet long. Note: Established
vegetation and trees on the stream banks should be left in place. The "clearing"
should be limited to the removal of dead and fallen trees and anything in the flow-line
of the channel that significantly prevents water from exiting the pond facility.
Erosion: Eroded outfall channels should be repaired as soon as practicable with
additional riprap armoring or other permanent lining material.
Inlet Maintenance
Inlets: Inlets to the underground detention system should be kept open and in good
working condition. All eroded areas should be repaired.
By-Pass Structure Maintenance
Blockages: All trash, sediment, and debris blocking the entry or passage of storm
flows through the structure or into the underground detention system should be
removed.
Structural Integrity: Depending on the severity of the deterioration, the bypass
structure may need to be replaced. If the overall integrity of the structure is
reasonably sound, the following repairs should be considered:
Cracks should be sealed with an epoxy low-shrink grout.
Spalled areas should be repaired with a two-part cement-bonding agent
and then painted.
Rusted areas, if reparable, should be scraped, cleaned, primed, painted
with two coats of rust-resistant paint, and, if appropriate, coated with a
bituminous sealant.
III. ENCLOSED SAND FILTER
GENERAL INFORMATION
This project includes one (1) underground, enclosed sand filter. The sand filter is
constructed primarily of a cast-in-place concrete enclosure. Access ports into the
enclosure have been provided.
FUNCTIONAL ELEMENTS
Definition of Device Type - Enclosed Sand Filter
An enclosed sand filter is a below ground constructed stormwater device that allows
stormwater to percolate down through a sand layer that filters out sediments and
other pollutants.
Glossary of Primary Elements
By-Pass Structure: A structure that forces emergency flows to by-pass the system
all together. The intent of a by-pass structure is to reduce the amount of hydrostatic
pressure on the system, to reduce the potential of overwhelming the stormwater
treatment device, and to mitigate the flooding of the upstream drainage area due to
the system backing up too much water. The system designed for this project is
intended to direct water to the sand filter using pipe elevations, rather weirs and/or
baffles.
Control Structure: The principal water release structure in the system. This is the
structure that, to a degree, regulates the rate at which stormwater exits the system.
The control structure for this sand filter is built into the concrete enclosure, and is
located on the discharge side of the enclosure.
Flow-through Slot or Pipe: A device that allows water in the sediment chamber to
flow into the sand chamber.
Inlet: A pipe, channel, or collection device (i.e., grate inlet, etc.) that discharges
collected stormwater into the sediment chamber of an enclosed sand filter.
Outfall: The point where water leaves a closed sand filter and enters the
downstream drainage system.
Principal Spillway Pipe: The principal pipe that coveys water from the control
structure to the outfall.
Sand Filter Bed: A bed of sand and other materials through which water entering
the sand chamber drains and is treated for pollutants. For this project, the sand filter
bed consists of 14 inches of clean sand (ASTM C-33), overlain by 6 inches of
activated carbon, overlain by 2 inches of washed stone (#57).
Sand Filter Chamber: A chamber, usually concrete, which houses the sand filter
bed and the underdrains.
Sediment Chamber: A chamber, usually concrete, into which all inlets to the device
discharge. The purpose of the sediment chamber is to capture particulate pollutants,
such as small stones, sand, and heavy sediment. Some sediment chambers are
designed to maintain a permanent pool of water, and some are not.
Underdrain: A perforated drain pipe in the bottom of the sand filter bed, which
allows filtered water to exit the sand filter. The underdrains are connected to the
control structure.
MAINTENANCE REQUIREMENTS
Control Structure Maintenance
Blockages: All trash, sediment, and debris blocking the entry or passage of storm
flows into or through the control structure should be removed. Structural Integrity
Depending on the severity of the deterioration, the control structure may need to be
replaced. If the overall integrity of the structure is reasonably sound, the following
repairs should be considered:
u Cracks should be sealed with an epoxy low-shrink grout.
Spalled areas should be repaired with a two-part cement-bonding agent
and then painted.
7. Rusted areas, if reparable, should be scraped, cleaned, primed, painted
with two coats of rust-resistant paint, and, if appropriate, coated with a
bituminous sealant.
Impoundment Area Maintenance
Trash and Debris in Sediment Chamber: All trash and debris should be removed
from the sediment chamber on a regular basis. Depending on the characteristics of
the drainage area to the facility, the sediment chamber may need to be cleaned of
accumulated trash and debris on a monthly basis.
Sedimentation of Sediment Chamber: Once a significant portion of the
sedimentation chamber has filled-in (approximately 25-30% by volume), the
chamber should be cleaned/dredged. Typically, sediment chambers will need to be
cleaned out once every 3- to 5-years. Note: The North Carolina Department of
Environment and Natural Resources, Division of Water Quality (919/733-7015) or
Division of Waste Management/Hazardous Waste Services (919/508-8400), should
be contacted regarding the proper testing and disposal of dredged material if it is to
be hauled off-site. Blockage of Flow-through Slot or Pipe All trash and debris
blocking the entry or passage of storm flows into or through the flow-through slot or
pipe should be removed. Trash and Debris in Sand Filter Chamber All trash and
debris should be removed from the sand filter chamber on a regular basis.
Sedimentation (or Clogging) of Sand Filter Bed: If the sand filter is holding water for
a period longer than three days, then it is possible that either the underdrain system
is clogged, or the sand filter bed has become clogged with sediment. The
underdrain pipes should first be inspected and cleaned using the clean-outs
provided. If it is determined that the sand filter bed itself has become clogged, then
it is recommended that one or more test pits be dug with a shovel and that the sand
layer be evaluated for contamination. Once the levels of clogging have been
determined (for example, the top 4" of sand appears to be contaminated), it is
recommended that the contaminated sand plus two additional inches of sand be
removed and replaced with clean sand that meets the specifications for the sand
filter bed design. (Note: If it appears that the entire sand bed is contaminated, the
entire sand filter layer and underdrain system should be removed and replaced.) If,
after completing the above removal and replacement of contaminated sand, the
sand filter still continues to hold water, it may be that the sand filter layer has
reached the end of its functional life and/or that the underdrains have become
clogged. If this is the case, the sand filter layer and the underdrains should be
removed and replaced. Reuse of any undamaged underdrains may be possible
once they have been cleaned thoroughly.
Damaged Concrete Chamber Walls: The walls of each chamber should be
inspected for damage. Minor cracks and spalled areas should be repaired as soon
as practicable. If more significant damage is apparent, consultation with a registered
Professional Engineer is recommended.
Mosquitoes: Enclosed sand filters are potential location for mosquito breeding. The
primary mechanism to eliminate the possibility of mosquito breeding within the
enclosed sand filter is to insure the system drains properly. Identify the reason that
the system is not draining properly and address that issue as discussed herein.
Outfall Area Maintenance
Blockages: A blocked outfall channel should be opened up as soon as practicable,
especially if the channel is backing a significant amount of water up inside the PSP.
Typically, outfall channels should be cleared of trees for a distance, downstream
from the outfall structure, of at least 5 times the diameter of the PSP. For example,
the clearing area for a 36" (three-foot) diameter PSP would be 15-feet long. Note:
Established vegetation and trees on the stream banks should be left in place. The
"clearing" should be limited to the removal of dead and fallen trees and anything in
the flow-line of the channel that significantly prevents water from exiting the pond
facility.
Inlet Maintenance
Inlets: Inlets to the closed sand filter should be kept open and in good working
condition, and all eroded areas should be repaired. It should be noted that all inlets
to the sand filter should drain to the sediment chamber. If one or more inlets are
draining directly into the sand filter bed and are by-passing the sediment chamber, it
is recommended that you consult with a registered Professional Engineer to assess
this condition. Inlets that by-pass the sediment chamber may cause the sand filter
bed to clog prematurely.
By-Pass Structure Maintenance
Blockages: All trash, sediment, and debris blocking the entry or passage of storm
flows through the structure or into the sand filter should be removed.
Structural Integrity: Depending on the severity of the deterioration, the bypass
structure may need to be replaced. If the overall integrity of the structure is
reasonably sound, the following repairs should be considered:
Cracks should be sealed with an epoxy low-shrink grout.
Spalled areas should be repaired with a two-part cement-bonding agent
and then painted.
Rusted areas, if reparable, should be scraped, cleaned, primed, painted
with two coats of rust-resistant paint, and, if appropriate, coated with a
bituminous sealant.
IV. LEVEL SPREADER
GENERAL INFORMATION
This project includes one (1) level spreader. The level spreader has a drive-able
access drive, constructed of grassing with turf-reinforcement matting, which can be
used to access the BMP.
FUNCTIONAL ELEMENTS
Definition of Device Type - Level Spreader
A level spreader is a device that consists of a storage channel, and a linear
structure, made of concrete, that is constructed at as close to a zero percent slope
as possible. Other elements include a high flow bypass system and a filter strip (see
Section V). One of the main purposes of a level spreader is to disperse concentrated
stormwater flows over a wide enough area to prevent erosion of the filter strip into
which the level spreader drains stormwater.
Glossary of Primary Elements
By-Pass Structure: A structure that forces high flows (e.g., flows greater than the
1 "/hr event) to by-pass a level spreader all together. The intent of a by-pass structure
is to reduce the potential for overwhelming (and, possibly, blowing out) the level
spreader stormwater device.
Filter Strip: A section of land, either forested or vegetated (with turf grass or other
plants), capable of sustaining a sheet flow regime as stormwater runoff flows across
it.
Forebay: A depression (usually lined with rock) located where a pipe or swale
enters a level spreader. It is intended to capture particulate pollutants, such as small
stones, sand, and heavy sediment, by slowing the water velocity such that
particulates are able to settle out in a relatively confined area. The forebay is
created on this project with a rip-rap check dam at the pipe discharging into the level
spreader device.
Level Spreader Weir (or "Lip"): A linear structure, made from concrete, that is
constructed at as close to a zero percent slope as possible. The weir is the
controlling device that produces a dispersed, sheet flow regime to the stormwater
exiting the device. On the downstream side of the weir, a 3-ft wide by 3-in deep layer
of washed stone (e.g., #57) should be present.
Storage Channel: A channel, between the forebay and the level spreader weir, that
"stills" stormwater prior to its discharge over the weir.
MAINTENANCE REQUIREMENTS
Impoundment Area Maintenance
Sedimentation of Forebav: Once a significant portion of the forebay has filled-in
(approximately 25-30% by volume), the forebay should be cleaned. Note: The North
Carolina Department of Environment and Natural Resources, Division of Water
Quality (919/733-7015) or Division of Waste Management/Hazardous Waste
Services (919/508-8400), should be contacted regarding the proper testing and
disposal of dredged material if it is to be hauled off-site.
Level Spreader Weir: The weir (and crushed stone layer) should be inspected for
any settlement, deterioration, erosion, or channelized flow. Settled or deteriorated
weirs may need to be replaced or modified. Modifications could include the
installation of an adjustable plate to the downstream face of the weir.
Mosquitoes: Level spreaders are a potential location for mosquito breeding. The
primary mechanism to eliminate the possibility of mosquito breeding within the level
spreader is to insure the system drains properly. Identify the reason that the system
is not draining properly and address that issue as discussed herein.
By-Pass Structure Maintenance
Blockages: All trash, sediment, and debris blocking the entry or passage of storm
flows through the structure should be removed.
Outfall (from By-Pass Structure) Area Maintenance
Blockages: A blocked outfall channel should be opened up as soon as practicable,
especially if the channel is backing a significant amount of water up inside the
discharge pipe. Typically, outfall channels should be cleared of trees for a distance,
downstream from the outfall structure, of at least 5 times the diameter of the PSP.
For example, the clearing area for a 36" (three-foot) diameter pipe would be 15-feet
long. Note: Established vegetation and trees on the stream banks should be left in
place. The "clearing" should be limited to the removal of dead and fallen trees and
anything in the flow-line of the channel that significantly prevents water from exiting
the by-pass structure.
Structural Integrity: Depending on the severity of the deterioration, the bypass
structure may need to be replaced. If the overall integrity of the structure is
reasonably sound, the following repairs should be considered:
Ci Cracks should be sealed with an epoxy low-shrink grout.
Spalled areas should be repaired with a two-part cement-bonding agent
and then painted.
Cl Rusted areas, if reparable, should be scraped, cleaned, primed, painted
with two coats of rust-resistant paint, and, if appropriate, coated with a
bituminous sealant.
V. FILTER STRIP
GENERAL INFORMATION
This project includes a filter strip immediately downstream of the level spreader. The
level spreader and filter strip have a drive-able access drive, constructed of grassing
with turf-reinforcement matting, which can be used to accessing the BMPs.
FUNCTIONAL ELEMENTS
Definition of Device Type - Filter Strip
A filter strip is a section of land, vegetated with turf grass or other plants, capable of
sustaining a sheet flow regime as stormwater runoff flows across it. A filter strip can
be quite effective at removing certain pollutants from stormwater.
Glossary of Primary Elements
Inlet Level-Spreader w/ Forebay: A device, immediately upstream of a filter strip,
intended to remove heavy particulates from stormwater and then spread or disperse
inletting flows into a sheet flow regime. A level spreader and forebay is typically
required with every filter strip unless permanent, sustained sheet flow can be
demonstrated otherwise.
MAINTENANCE REQUIREMENTS
Vegetative Maintenance
Turf Maintenance: When turf grass is the predominant vegetative cover in the filter
strip, the grass should be mowed two to three times a year, and the clippings should
be harvested to promote the growth of thick vegetation. When mowed, the grass
should be cut to a height of no lower than approximately 6-inches.
Bare Areas: The existing soil in all bare areas in the filter strip should be scarified
and amended with topsoil, lime, and fertilizer prior to vegetative reseeding or
replanting. Any plantings or seed mixtures to be used in the reseeding/replanting
should be consistent with the vegetation present in the filter strip.
Eroded Areas: Eroded areas should be repaired as soon as practicable. Erosion in
the filter strip may be indicative that concentrated flows are occurring in the filter
strip. Concentrated flows may be the result of insufficient vegetative cover, higher
than originally anticipated flow velocities (especially in wooded filter strips), and/or a
malfunctioning level spreader device. The cause/s of the erosive condition should be
investigated and corrected prior to any repair operations. Once the cause of the
erosive condition have been corrected, the eroded areas should be repaired and
revegetated in a manner similar to that covered in Bare Areas above.
Fertilization: Once fertilizer has been applied to establish the initial vegetative cover,
additional fertilization efforts should not be required except as indicated above after
repairing a bare or eroded area.
Trash and Sediment Removal
Trash Removal: Any visible trash in the filter strip should be removed as this
material can adversely affect the function of the filter strip.
Sediment: Accumulations of sediment that exceed a 4-inch depth should be
removed. Any disturbed areas should be scarified, amended, and
reseeded/replanted as described above in Vegetative Maintenance. The presence
of sediment may be indicative or an erosive condition upstream. Measures to correct
any instabilities in the upstream drainage area should be taken prior to performing
any sediment removal operations.
VI. BIO-RETENTION CELL
GENERAL INFORMATION
This project includes one (1) bio-retention cell.
FUNCTIONAL ELEMENTS
Definition of Device Type - Bioretention Area
A bioretention area is a constructed open depression, where plants and soils are
used to provide treatment for stormwater. Though the biological processes are
different, a bioretention area performs in a manner similar to an open sand filter in
that the device allows stormwater to percolate down through a sand/soil layer that
filters out sediments and other pollutants.
Glossary of Primary Elements
Bioretention Soil Mix: A two- to four-foot deep mix and other elements through
which stormwater flows.
Dam: An earthen embankment or that creates an intermittent water impoundment.
Emergency Spillway: A supplemental drainage structure that drains emergency
storm flows from the impoundment area. The intent of an emergency spillway is to
lower the chances of dam overtopping.
Inlet Level-Spreader: A device intended to spread or distribute flows entering a
bioretention area.
Mulch Layer: A four-inch layer of double-shredded hardwood mulch. The mulch
layer is intended to completely cover the bioretention soil mix.
Outfall: The point where water leaves an open sand filter and enters the
downstream drainage system.
Principal Spillway Pipe: The principal pipe that coveys water from the riser to the
outfall.
Riser: The principal water release structure in a bioretention area. This is the
structure that regulates the depth of allowable ponding within the system (6 inches,
maximum).
Underdrain: A perforated drain pipe in the bottom (or near the bottom) of the soil
mix, which allows filtered water to exit the bioretention area. The underdrains are
connected to the riser structure.
_ .
MAINTENANCE REQUIREMENTS
Dam Embankment/Emergency Spillway Maintenance
Turf Maintenance:
Any bare areas on the dam should be raked vigorously and covered with
a two-inch layer of topsoil. These areas should then be sodded, or seeded
with a turf grass seed mix and mulched with straw. Depending on the
time of year and rainfall amounts, additional watering of the
sodded/seeded areas may be required.
? Depending upon rainfall amounts, the grass on the dam should be mowed
at least three- to four-times during both growing seasons (e.g., the spring
and fall) and at least once during the summer. The grass should never
exceed a height of 18" and, when cut, should be cut to a height of
approximately six-inches. If a shorter cut height is desired, more frequent
mowing will be required (10 to 15 times per year) to avoid cutting too
much of the plant with each mowing cycle. Special care against
"scalping" should be exercised along all sloped areas and in areas where
terrain grades change abruptly.
? Grass seed should be applied during the beginning months of both
growing seasons only as needed.
? Lime should be applied any time from March through November. Liming
rates should be based on soil test results. It is recommended that the
soils on the dam be tested on a biennial basis. Soil test kits can be
obtained from the North Carolina Cooperative Extension Service, which is
located at 721 Foster Street, Durham, NC (919/560-0525). The soil tests
are performed by the NC State University Soil Testing Lab and are offered
free of charge. Test results are provided in the mail.
i Fertilizer should not be used following an initial application at the original
planting of the bio-retention area plants. Contact the City Stormwater
Services Division for direction if it is determined that an additional
application of fertilizer may be needed.
Trees, Shrubs, etc.: An earthen dam, and all areas within 7- to 10-ft of the toe,
groin, and abutment areas of the dam, should be kept free of trees, shrubs,
ornamental plantings, and scrub brush. Over time, tree roots can become quite
extensive, extending far below normal pool ponding levels. These roots can provide
paths for seepage and may even weaken the compacted soil structure of the dam.
Large trees can uproot, leaving voids and depressions, which may weaken the dam
or lead to erosion. Additionally, small trees, shrubs, brush, and other woody
vegetation may prevent observation and inspection of dam surfaces and may
provide a haven for burrowing animals such as groundhogs and muskrats.
Existing ornamental trees, shrubs, and other landscaping can be transplanted from
the dam to other more appropriate locations. The fall is the best time to transplant
these items. All other trees and dense vegetation should be cleared from the dam as
soon as practicable. The stumps of small trees (e.g., four-inch caliper and below)
should be grubbed-out or ground-down to at least six-inches below the ground
surface. Larger trees should be removed and all roots greater than one-inch in
a ? .
diameter grubbed out. For large, stand-alone trees, a suggested alternative to the
grubbing operation above is the careful removal of roots through attaching a chain to
individual roots and systematically pulling them out with machinery. The voids left
should be "mud-packed" (e.g., filled with a soil-cement slurry [one-part cement, nine-
parts sand, and enough water to enable the slurry to flow] and then covered with
topsoil). It should be noted that the removal of large trees may require that a pond be
drained first. To ensure the structural and functional integrity of the dam, any tree
removal operations involving the removal of trees greater than 12" in diameter
should be performed under the guidance of a registered Professional Engineer with
expertise in the design, construction, and maintenance of dams. All disturbed areas
should be covered with topsoil, seeded, and mulched.
Piping Failure: Piping is the progressive loss of soil from an earth dam (usually
around and/or into the principal spillway pipe) resulting from concentrated seepage
of water through the dam. The repair of a piping condition can be fairly complex, as
well as costly. Proper repair may include complete (or partial) replacement of the
outlet works, partial reconstruction of the dam, and installation of seepage control
facilities. Consultation with a registered Professional Engineer is recommended.
Wet Areas on the Downstream Face or at or beyond the Downstream Toe: Wet
areas may be indicative of seepage through the dam. These areas should be
monitored periodically for any changes in the nature of the wet areas and/or the
development of slope failure or slippage areas. If such a condition results,
consultation with a registered Professional Engineer is recommended. Tip: One of
the best times to determine the presence of an active seep is during the dead of
winter (e.g., when surficial water is frozen). In addition, the presence of wetland type
vegetation at or near the toe of a dam may be an indicator of a seepage problem as
well.
Hydraulic (Overtopping) Failure: Erosion head-cuts and debris on the downstream
face and/or at the downstream toe of a dam are evidence that the dam may have
overtopped. Eroded areas should be repaired immediately and the causes of the
overtopping investigated. Overtopping events are usually the result of very intense
rain events, significant loss of impoundment volume (above normal pool), and/or an
inadequate or blocked emergency spillway. Wet ponds and wetlands, where
hydraulic failure has occurred, should be drained until repaired. Consultation with a
registered Professional Engineer is recommended.
Fill Condition Emergency Spillway: The best assurance against dam overtopping is
an adequate emergency spillway. Severe erosion of a dam embankment, which
could lead to dam failure, can occur if a dam does overtop. This is the primary
reason dams should be protected against overtopping.
Cloudy/Muddy Foundation/Toe Drain Discharges: Foundation or toe drain
discharges should be clear. If they are cloudy or muddy, the filter for the internal
drainage system (i.e., diaphragm, drainage blanket, chimney drain, toe drain, etc.)
may have failed resulting in the piping of embankment material through the dam and
into the drainage mechanism. The drains should be flushed and the material
discharge tested for a determination as to the nature of the material. Repair of the
filter and drainage systems may be necessary. The presence of iron filings in the
discharge is, typically, not a concern. Consultation with a registered Professional
Engineer is recommended.
Surface Erosion Repair: The greatest threat to an earthen dam is erosion. Erosion
can result from surface run-off, wave action, rapid changes in pool levels, or
pedestrian, vehicular, or animal traffic. All eroded areas should be repaired as soon
as practicable. Special attention should be directed toward mitigating the source(s)
of erosion by employing one or more of the following maintenance activities:
? Maintaining a healthy stand of grass.
Armoring the upstream face of the dam (from 3-ft below to 3-ft above the
normal pool) with riprap (or an approved equivalent) to reduce wave
erosion (large wet ponds only).
Providing paved trails for pedestrian access.
F1 Providing convenient access points and travel surfaces for maintenance
vehicles.
Depressed Areas: Depressed areas may be indicative of a problem. A depressed
area can often be the result of poor final grading at original construction or
subsequent maintenance activities (i.e., tree removal, etc.). If the cause is
indeterminate based on a lack of institutional history regarding the dam, monitoring
of the depressed area/s is recommended. Control points could be established in
these areas and then surveyed periodically to chart any additional settlement or
movement. If changes are noted over time, consultation with a registered
Professional Engineer is recommended.
Slope Failure: Areas of slope slippage may be indicative of a concentrated seep
exiting through the downstream face of the dam or may be indicative of slope
instability on the upstream face of the dam (usually resulting from rapid draw-down
conditions). Both types of slope failure can seriously threaten the integrity of a dam.
Consultation with a registered Professional Engineer is recommended.
Desiccation (Shrinkage) Cracks: During dry (desiccated) seasons, the clay in dam
embankments may shrink, resulting in the "alligatoring," or cracking of the
embankment surface. Though typically not a significant threat, shrinkage cracks can
worsen progressively through rainfall infiltration and multiple freeze-thaw cycles.
Close monitoring should be provided. Cracks wider than one-inch and/or deeper
than one-foot should be mud-packed, as described previously.
Fracturing: Fractures are defined as cracks wider than one-inch and deeper than
three-feet. Typically, fractures will have distinctly defined directions (i.e., parallel to
the axis of the dam, perpendicular to the axis of the dam, etc.). In addition, the
edges of the crack will more than likely be offset vertically, giving a "fault" like
appearance. Such a condition may be indicative of differential settlement in the dam
or foundation support problems. Fractures can seriously threaten the integrity of a
dam. Consultation with a registered Professional Engineer is recommended.
Riser Structure Maintenance
Blockages: All trash and debris blocking the entry or passage of storm flows into or
through the riser should be removed.
Insufficient Debris Management: A peak-roofed trash rack is provided for this
facility. Inspect the trash rack structure for any debris or litter which is caught and
remove as needed.
Accessibility: Accessibility to the riser structure is necessary for maintenance
personnel. A lockable access hatch through the top of the trash rack and steps down
the inside of the structure are provided.
Structural Deterioration: Depending on the severity of the deterioration, the riser
structure may need to be replaced. Undermined areas should be filled with a
flowable fill (slurry) and then monitored for additional undermining. If the riser has
settled, monitoring of the condition is recommended. Vertical and horizontal control
points could be established on the riser and then surveyed periodically to document
any changes. If the overall integrity of the structure is reasonably sound, the
following repairs should be considered:
Cracks should be sealed with an epoxy low-shrink grout.
Spalled areas should be repaired with a multi-component (epoxy/Portland
cement) bonding agent, such as CORR-BOND, and then painted. The
paint should include a water-proofing additive.
Rusted areas (if reparable) should be scraped, cleaned, primed, painted
with two coats of rust-resistant paint, and, if appropriate, coated with a
bituminous sealant.
Principal Spillway Pipe (PSP) Maintenance
Blocked PSP: A blocked PSP should be opened up as soon as practicable.
Sometimes, such an operation will require the removal of sediment from the outfall
area. A blocked PSP may be an indication of inadequate debris management at the
riser structure. Details for debris management devices can be obtained from the
Stormwater Services Division.
Deteriorated PSP Connection to the Riser Structure: If the connection of the PSP to
the riser has deteriorated, the old connection parging should be removed, the joint
cleaned, wetted, and resealed with an epoxy low-shrink grout.
Leaking Joints: All PSPs without gasketted joints will leak to a certain degree,
especially in the vicinity of the first three to four sections of pipe downstream of the
riser structure. All joints in pipes with diameters of at least 3-ft should be visually
inspected at least once a year for signs of infiltration of embankment material (i.e.,
soil stainage plumes at the joints, etc.). It is recommended that all concrete pipe
joints be sealed from the inside with an epoxy low-shrink grout, and then monitored
periodically for additional signs of leakage and embankment infiltration. Metal pipe
joints should be cleaned, and a waterproofing sealant should be pressure injected
into the open gap(s) in the pipe joint. If significant problems persist, consultation with
a registered Professional Engineer is recommended.
Structural Integrity: If the integrity of the PSP is questionable (e.g., there are signs of
excessive pipe settlement or misalignment or there are signs of separated, crushed,
rusted-out, or undermined sections of pipe), complete or partial replacement of the
pipe may be necessary. In such instances, consultation with a registered
Professional Engineer is recommended.
Outfall Structure Maintenance
Slight (e.g., 3- to 4-inch) Separations: An outfall structure that has separated from
the main PSP should be reconnected and sealed with an epoxy low-shrink grout.
Severe Undermining or More Severe Separations: If the outfall structure has been
severely undermined or has been dislodged from the PSP, the structure should be
temporarily removed, the subbase reconstructed, and the structure reset. To
preclude subsequent undermining, a concrete curtain wall should be installed to
support the downstream end of the structure. This curtain wall should extend a
minimum of six-inches below the bottom of any adjacent riprap (e.g., rock). The
placement of additional (or larger) riprap in the outfall area may be necessary.
Impoundment Area Maintenance
Inlets: Inlets to the bioretention area should be kept open and in good working
condition, and all eroded areas should be repaired. Insure that rip-rap pads are in
place and not eroded at the end of each flume inlet into the level bio-retention area,
and that grass cover downstream of the flumes is in good condition.
Trash and Debris in Bioretention Area: All trash and debris should be removed from
the bioretention area on a regular basis.
Erosion in the Bioretention Area: Any eroded areas should be repaired as soon as
practicable.
Weeds in the Bioretention Area: Periodic weeding of the bioretention area may be
necessary. The use of herbicides is not recommended.
Mulch Laver: Areas devoid of mulch should be remulched by hand. The need for
fresh mulch should be evaluated every six months, in the spring and fall, and mulch
should be supplemented if needed. Every two to three years, in the spring, remove
the old mulch before adding a new layer.
Sedimentation (or Clogging) of Bioretention Area: If the bioretention area is holding
water for a period longer than 24 hours, the soil mix has, more than likely, become
clogged with sediment and/or the underdrains have clogged. Typically, a bioretention
area should not contain standing water for any longer than four to six hours after a
rain event. Water may, however, pond for longer times during the winter and early
spring. To correct a standing water problem, the following remedial actions are
recommended:
L% .
1. Evaluate the drainage area to the bioretention area to identify any potential
sources of sediment, such as an erosive condition, that may be contributing
to the clogging of the device. If a source is identified, it is recommended that
that source be eliminated to the fullest extent practicable before proceeding
with the remaining recommendations provided below.
2. Flush the underdrains. If clean-outs for the underdrains have been provided,
use them to flush the underdrains. Sediment in the drains may be preventing
the soil mix from draining. Make sure to provide a way to capture any flushed
sediment before it enters the stream environment or storm drain system
downstream of the device. If, after flushing the underdrains, the device
continues to hold water, the soil mix may be contaminated. As such, following
the guidelines provided below is recommended.
3. Gage the extent of soil contamination. To do this, it is recommended that one
or more test pits be dug with a shovel and that the soil layer be evaluated for
contamination. Once the levels of contamination have been determined (for
example, the top 4" of soil appears to be contaminated), it is recommended
that you proceed with the remaining remedial actions.
4. Harvest the plants. Care should be taken in the removal and temporary
storage of the plants so that as many as possible can be harvested for
replanting in the bioretention area once the functioning of the device has
been restored sufficiently.
5. Remove the mulch layer.
6. Remove the top few inches of contaminated soil plus an additional 2-inches
of soil, and replace the removed soil with a clean soil mix in accordance with
the soil mix specification applicable to the particular bioretention area.
7. Monitor the functioning of the bioretention area during the next two to three
rain events. If the device appears to be draining as intended (e.g., there is no
standing water four to six hours following a rain event), proceed with the
remaining remedial actions. If the area continues to hold standing water, then
the entire bioretention area soil mix and the underdrains may need to be
removed and replaced. Especially, if the device continues to hold water for
more than one to two days following a rain event. Reuse of any undamaged
underdrains may be possible once they have been cleaned thoroughly.
8. Replant the harvested plants, and replace any plants that were rendered
unusable during or following their removal from the bioretention area.
9. Replace the removed mulch layer with fresh mulch.
10. Water the plants in the bioretention for the next two or more weeks unless
there is sufficient rainfall. This will help the plants to reestablish themselves.
Overgrown Vegetation: Sometimes, following several years of growth in a
bioretention area, the vegetation will thicken to such an extent that sufficient sunlight
is unable to reach the surface of the bioretention area. As this occurs, the
bioretention area will begin to loose its ability to eliminate microbial bacteria. If a
bioretention area is heavily overgrown, the vegetation should be thinned so that
sunlight can penetrate the surface. As a side benefit, the removal of excess
vegetation will promote greater public safety.
Mosquitoes: Since a bioretention area is not a pond, it, typically will not provide a
suitable habitat for the breeding of mosquitoes. However, when a bioretention area

begins to hold standing water for more than four days, mosquitoes may begin to
breed in the device. Identify the cause of the standing water and address the issue
as discussed herein.
Outfall Area Maintenance
Blockages: A blocked outfall channel should be opened up as soon as practicable,
especially if the channel is backing a significant amount of water up inside the PSP.
Typically, outfall channels should be cleared of trees for a distance, downstream
from the outfall structure, of at least 5 times the diameter of the PSP. For example,
the clearing area for a 36" (three-foot) diameter PSP would be 15-feet long. Note:
Established vegetation and trees on the stream banks should be left in place. The
"clearing" should be limited to the removal of dead and fallen trees and anything in
the flow-line of the channel that significantly prevents water from exiting the
bioretention area.
Erosion: Eroded outfall channels should be repaired as soon as practicable with
additional riprap armoring or other permanent lining material.
By-Pass/Diversion Structure Maintenance
Blockages: All trash, sediment, and debris blocking the entry or passage of storm
flows through the structure should be removed.
M
VII. Contech Stormfilter Proprietary Water Quality Device
GENERAL INFORMATION
This project includes a Stormfilter water quality device, as manufactured by Contech
Stormwater Solutions, Inc. This device must be regularly inspected and maintained
to insure proper function.
CRITICAL INFORMATION
Manufacturer: Contech Stormwater Solutions, Inc.
521 Progress Drive, Suite H
Linthicum, MD 21090
Tel: [phone]
Fax: [phone]
www.contech-cpi.com
Model: Stormfilter, 8'x18' (dimensions approximate)
Filter Cartridge: (34) Count, 27" ZPG Cartridge
INPSECTION AND MAINTENANCE
Inspection Frequency: The Stormfilter device shall be inspected at least once per
year, and after major storm events. The inspection frequency may need to be
adjusted depending on the results of initial inspections.
Maintenance: Maintenance shall be performed according to the attached
Manufacturer's Recommendations. Cartridge replacement is anticipated to be
required every 1 to 3 years. Sediment removal from the structure (vacuum truck or
equal) is anticipated to be required approximately every 1 to 3 years. The
maintenance frequency may need to be adjusted depending on particular
characteristics of the drainage basin. Additional maintenance may be needed in the
event of a chemical spill, excessive rainfall, etc.
Note that if entry into the Stormfilter structure is required, then confined space
protocols must be followed.
Maintenance shall be performed by qualified firms. Inspection and maintenance
forms are included in the attached Manufacturer's Recommendations. All inspection
and maintenance logs should be kept on-site.
CONTECHa
STORMWATER
StormFilter Inspection and
Maintenance Procedures
rhw ?tG.rmwov AAar.sfje4 r+?n
StormFilter?
Sediment removal and cartridge replacement on an as needed
basis is recommended unless site conditions warrant.
Once an understanding of site characteristics has been
established, maintenance may not be needed for one to three
years, but inspection is warranted and recommended annually.
Inspection Procedures
The primary goal of an inspection is to assess the condition of
the cartridges relative to the level of visual sediment loading as
it relates to decreased treatment capacity. It may be desirable to
conduct this inspection during a storm to observe the relative
flow through the filter cartridges. If the submerged cartridges
are severely plugged, then typically large amounts of sediments
will be present and very little flow will be discharged from the
drainage pipes. If this is the case, then maintenance is warranted
and the cartridges need to be replaced.
Warning: In the case of a spill, the worker should abort
inspection activities until the proper guidance is obtained.
Notify the local hazard control agency and CONTECH
Stormwater Solutions immediately.
To conduct an inspection:
Important: Inspection should be performed by a person who
is familiar with the operation and configuration of the
StormFilter treatment unit.
3. Open the access portals to the vault and allow the system vent.
4. Without entering the vault, visually inspect the inside of the
unit, and note accumulations of liquids and solids.
5. Be sure to record the level of sediment build-up on the floor of
the vault, in the forebay, and on top of the cartridges. If flow
is occurring, note the flow of water per drainage pipe. Record
all observations. Digital pictures are valuable for historical
documentation.
6. Close and fasten the access portals.
7. Remove safety equipment.
8. If appropriate, make notes about the local drainage area
relative to ongoing construction, erosion problems, or high
loading of other materials to the system.
9. Discuss conditions that suggest maintenance and make
decision as to weather or not maintenance is needed.
Maintenance Decision Tree
The need for maintenance is typically based on results of the
inspection. The following Maintenance Decision Tree should be used as
a general guide. (Other factors, such as Regulatory Requirements, may
need to be considered)
a. If >4" of accumulated sediment, maintenance is
req u i red.
2. Sediment loading on top of the cartridge.
a. If >1/4" of accumulation, maintenance is required.
3. Submerged cartridges.
a. If >4" of static water in the cartridge bay for more
that 24 hours after end of rain event, maintenance is
req u i red.
4. Plugged media.
a. If pore space between media granules is absent,
maintenance is required.
5. Bypass condition.
a. If inspection is conducted during an average rain fall
event and StormFilter remains in bypass condition
(water over the internal outlet baffle wall or submerged
cartridges), maintenance is required.
6. Hazardous material release.
a. If hazardous material release (automotive fluids or other)
is reported, maintenance is required.
7. Pronounced scum line.
a. If pronounced scum line (say >_ 1/4" thick) is present
above top cap, maintenance is required.
8. Calendar Lifecycle.
a. If system has not been maintained for 3 years
maintenance is required.
1. Sediment loading on the vault floor.
1. If applicable, set up safety equipment to protect and notify
surrounding vehicle and pedestrian traffic.
2. Visually inspect the external condition of the unit and take
notes concerning defects/problems.
} 10
Assumptions
• No rainfall for 24 hours or more
• No upstream detention (at least not draining into StormFilter)
• Structure is online
• Outlet pipe is clear of obstruction
• Construction bypass is plugged
Maintenance
Depending on the configuration of the particular system,
maintenance personnel will be required to enter the vault to
perform the maintenance.
Important: If vault entry is required, OSHA rules for confined
space entry must be followed.
Filter cartridge replacement should occur during dry weather.
It may be necessary to plug the filter inlet pipe if base flows is
occurring.
Replacement cartridges can be delivered to the site or customers
facility. Information concerning how to obtain the replacement
cartridges is available from CONTECH Stormwater Solutions.
Warning: In the case of a spill, the maintenance personnel
should abort maintenance activities until the proper
guidance is obtained. Notify the local hazard control
agency and CONTECH Stormwater Solutions immediately.
To conduct cartridge replacement and sediment removal
maintenance:
1. If applicable, set up safety equipment to protect maintenance
personnel and pedestrians from site hazards.
2. Visually inspect the external condition of the unit and take
notes concerning defects/problems.
3. Open the doors (access portals) to the vault and allow the
system to vent.
4. Without entering the vault, give the inside of the unit,
including components, a general condition inspection.
5. Make notes about the external and internal condition of
the vault. Give particular attention to recording the level of
sediment build-up on the floor of the vault, in the forebay,
and on top of the internal components.
6. Using appropriate equipment offload the replacement
cartridges (up to 150 lbs. each) and set aside.
7. Remove used cartridges from the vault using one of the
following methods:
Method 1:
A. This activity will require that maintenance personnel enter
the vault to remove the cartridges from the under drain
manifold and place them under the vault opening for
lifting (removal). Unscrew (counterclockwise rotations)
each filter cartridge from the underdrain connector.
Roll the loose cartridge, on edge, to a convenient spot
beneath the vault access.
Using appropriate hoisting equipment, attach a cable
from the boom, crane, or tripod to the loose cartridge.
Contact CONTECH Stormwater Solutions for suggested
attachment devices.
Important: Note that cartridges containing leaf media (CSF) do
not require unscrewing from their connectors. Take care
not to damage the manifold connectors. This connector
should remain installed in the manifold and could be
capped during the maintenance activity to prevent
sediments from entering the underdrain manifold.
B. Remove the used cartridges (up to 250 lbs. each) from the
vault.
Important: Care must be used to avoid damaging the
cartridges during removal and installation. The cost of
repairing components damaged during maintenance
will be the responsibility of the owner unless CONTECH
Stormwater Solutions performs the maintenance activities
and damage is not related to discharges to the system.
C. Set the used cartridge aside or load onto the hauling
truck.
D. Continue steps a through c until all cartridges have been
removed.
Method 2:
A. Enter the vault using appropriate confined space
protocols.
B. Unscrew the cartridge cap.
C. Remove the cartridge hood screws (3) hood and float.
D. At location under structure access, tip the cartridge on its
side.
4
I R
Important: Note that cartridges containing media other than
the leaf media require unscrewing from their threaded
connectors. Take care not to damage the manifold
connectors. This connector should remain installed in the
manifold and capped if necessary.
D. Empty the cartridge onto the vault floor. Reassemble the
empty cartridge.
E. Set the empty, used cartridge aside or load onto the
hauling truck.
8. Remove accumulated sediment from the floor of the
vault and from the forebay. This can most effectively be
accomplished by use of a vacuum truck.
9. Once the sediments are removed, assess the condition of the
vault and the condition of the connectors. The connectors
are short sections of 2-inch schedule 40 PVC, or threaded
schedule 80 PVC that should protrude about 1 " above the
floor of the vault. Lightly wash down the vault interior.
a. If desired, apply a light coating of FDA approved
silicon lube to the outside of the exposed portion of
the connectors. This ensures a watertight connection
between the cartridge and the drainage pipe.
b. Replace any damaged connectors.
10. Using the vacuum truck boom, crane, or tripod, lower and
install the new cartridges. Once again, take care not to
damage connections.
11. Close and fasten the door.
12. Remove safety equipment.
13. Finally, dispose of the accumulated materials in accordance
with applicable regulations. Make arrangements to return the
used empty cartridges to CONTECH Stormwater Solutions.
f.
5
F. Continue steps a through a until all cartridges have been
removed.
Related Maintenance Activities -
Performed on an as-needed basis
StormFilter units are often just one of many structures in a more
comprehensive stormwater drainage and treatment system.
In order for maintenance of the StormFilter to be successful, it
is imperative that all other components be properly maintained.
The maintenance/repair of upstream facilities should be carried
out prior to StormFilter maintenance activities.
In addition to considering upstream facilities, it is also important
to correct any problems identified in the drainage area. Drainage
area concerns may include: erosion problems, heavy oil loading,
and discharges of inappropriate materials.
RECYCLED
4 PAPER
Material Disposal
The accumulated sediment found in stormwater treatment
and conveyance systems must be handled and disposed of in
accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and
organic chemicals (such as pesticides and petroleum products).
Areas with the greatest potential for high pollutant loading
include industrial areas and heavily traveled roads.
Sediments and water must be disposed of in accordance with
all applicable waste disposal regulations. When scheduling
maintenance, consideration must be made for the disposal of
solid and liquid wastes. This typically requires coordination with
a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on-site
treatment and discharge.
O 7L.,
31i7RiIR'?47F31;
auixws.
800.925.5240
contechstormwater.com
Support
- Drawings and specifications are available at contechstormwater.com.
- Site-specific design support is available from our engineers.
©2007 CONTECH Stormwater Solutions
CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes
bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division
offerings, visit contech-cpi.com or call 800.338.1122
Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for
any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms
and conditions of sale.
a , ,
Date: Personnel:
Location: System Size:
System Type: Vault ? Cast-In-Place ? Linear Catch Basin ? Manhole ? Other ?
Sediment Thickness in Forebay: Date:
Sediment Depth on Vault Floor:
Structural Damage:

Estimated Flow from Drainage Pipes (if available):
Cartridges Submerged: Yes ? No ? Depth of Standing Water:
StormFilter Maintenance Activities (check off if done and give description)
? Trash and Debris Removal:
? Minor Structural Repairs:
? Drainage Area Report
Excessive Oil Loading: Yes ? No ? Source:
Sediment Accumulation on Pavement: Yes ? No ? Source:
Erosion of Landscaped Areas: Yes ? No F-1 Source:
Items Needing Further Work:
Owners should contact the local public works department and inquire about how the department disposes of their street waste
residuals.
Other Comments:

I
w??ii?uTCA?J®
wrW
STORMWATER -,`
~--- SOLUTIONSN?.
..4 !' r
Review the condition reports from the previous inspection visits.
Date: Personnel:
Location: System Size: _
System Type: Vault ? Cast-In-Place ?
List Safety Procedures and Equipment Used:
System Observations
Months in Service:
Oil in Forebay:
Sediment Depth in Forebay:
Sediment Depth on Vault Floor:
Structural Damage:
Drainage Area Report
Excessive Oil Loading:
Sediment Accumulation on Pavement:
Erosion of Landscaped Areas:
Yes ? No ? Source:
Yes ? No ? Source:
Yes ? No ? Source:
Storm Filter Cartridge Replacement Maintenance Activities
Remove Trash and Debris: Yes F] No E]
Replace Cartridges: Yes ? No ?
Sediment Removed: Yes ? No ?
Quantity of Sediment Removed (estimate?):
Minor Structural Repairs: Yes ? No ?
Residuals (debris, sediment) Disposal Methods:

Notes:
w??l%u?rwu®
;W V4 V
STORMWATER
Linear Catch Basin ? Manhole ? Other ?
Yes ? Non
Details:
Details:
Details:
Details:
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JAN 3 1 2011
MR-WATEROAR
Walmart Supercenterim?TmE
(Walmart Store #4369-00)
PIN: 0820-18-20-2864
Stormwater Impact Analysis
Verification
and
Erosion Control Results
1010 Martin Luther King Jr. Parkway \N''
City of Durham (C) 4 ° , •• .
Durham County, North Carolina - SEAL
Original Submittal: °''' `) 6
May 06, 2009 '
Revised August 17, 2009 ~r 'i?• F`;`?`
Revised April 23, 2010
Revised September 7, 2010 (ESC Review)
Revised October 4, 2010 (City of Durham Review)"`
FREELAND and KAUFFMAN, Inc.
Engineers • Landscape Architects
209 West Stone Avenue
Greenville, South Carolina 29609
Tel: [phone]
Fax: [phone]
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Table of Contents
Cover ................................................... i
Table of Contents .......................................... ii
1. Executive Summary .......................................1-2
II. Impervious Area Analysis ....................................3
Impervious Area Exhibit 4
III. Sub-Basin #2 Drainage Area Analysis .......................... 5
FEMA Firmette (August 2, 2007) 6
Flood Insurance Study Excerpt 7-8
IV. Post-Construction Stormwater Quality Analysis ...............9-11
Post-Development Drainage Map 12
Drainage Area 1 Calculations 13-21
Drainage Area 2 Calculations 22-26
Drainage Area 3 Calculations 27-32
V. Stormwater Conveyance Pipe Sizing Summary ...... ........33-36
Hydraflow Plan View 37
Inlet Drainage Map (Site) 38
Storm Sewer Inventory Report 39-40
Inlet Report (2-YR Storm) 41-42
Storm Sewer Profiles (10-YR Storm) 43-57
Storm Sewer Summary Report (10-YR Storm) 58-59
Storm Sewer Tabulation (10-YR Storm) 60-61
Inlet Report (10-YR Storm) 62-63
Storm Sewer Profiles (25-YR Storm) 64-78
Storm Sewer Summary Report (25-YR Storm) 79-80
Storm Sewer Tabulation (10-YR Storm) 81-82
Inlet Report (10-YR Storm) 83-84
Box Culvert Drainage Basin Exhibit (Durham County GIS) 84A
Box Culvert Inlet and Outlet Control Nomographs 8413-84C
VI. Erosion and Sedimentation Control Summary ................ 85
Erosion and Sedimentation Calculations 86-103
Walmart Supercenter #4369-00
1010 Martin Luther King Jr. Parkway
Durham (C), Durham County, North Carolina
Aft 0 1. EXECUTIVE SUMMARY

0 This report details the stormwater management system for the proposed Walmart
#4369 development in the City of Durham, Durham County, North Carolina. The
site will contain a +/- 109,180 square foot Walmart Supercenter, along with
appropriate parking areas, drives, utilities, landscaping, etc. The site lies on the
north-east side of Martin Luther King Jr. Parkway, north of its intersection with
South Roxboro Street.
0 This report accomplishes the following objectives:
0 • Analysis of the Walmart project's compliance with the approved SIA, as
0 prepared by The John R. McAdams Company, Inc., dated 10/10/2003.
• • Design of post-construction stormwater quality devices and stormwater
conveyance systems.

Runoff from the site will be collected and controlled by an underground storm
drain system. The storm drain system will have four outfalls. Two of these outfalls
discharge to the northeast, to a flood plain and drainage swale leading to Third
Fork Creek. Two additional outfalls will discharge to the southeast, into an
unnamed tributary of Third Fork Creek, located between the site and South
Roxboro Street.
Per the City of Durham Stormwater Ordinance, on-site stormwater detention is
required to reduce post-development peak flow rates back to pre-development
peak flow rates for the 2-yr and 10-yr storm events, if downstream facilities
located between the property line and the point where the pre-development peak
flow rate is increased by more than 10% are adversely affected.
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The calculations in the Stormwater Impact Analysis, by John R. McAdams
Company, Inc,, dated 10/10/03 (included in this submittal), are based on a
preliminary analysis of the site and the contributing off-site area. The report
assumes the site will be developed at 85% impervious and as can be seen from
the Summary of Results section of the report, post-development peak flow rates
from both the 2-yr and the 10-yr design storm events increase less than the
maximum allowable 10% above pre-development at the site property line.
This proposed Walmart project site in its fully developed condition, provides
approximately 65% impervious cover. This amount of impervious cover falls
within the design parameters provided by John R. McAdams Company, Inc., and
no on-site detention is therefore required. This report includes all sizing

0

calculations for the underground storm drain system that will be installed in
conjunction with this project.
Additionally, it has been determined that this project will be required to provide
treatment of stormwater quality prior to release of stormwater from the site. The
site has three separate drainage basins that are required to be treated. Drainage
Basin 1 will be treated via a treatment train consisting of an underground storage
system with a Contech Stormfilter treatment unit and Level Spreader. Drainage
Basin 2 will be treated with an underground Sand Filter Chamber, using
underground detention for storage of the water quality event, Drainage Basin 3
drains via overland flow to a Bioretention area. This report will discuss the
planned stormwater treatment measures for each of the project's three primary
stormwater discharge points.
This report will also discuss the erosion control measures planned for the
proposed development. Three temporary sediment basins will be installed during
construction. Additional Best Management Practices are required to be in place
for the duration of land-disturbance activities, as detailed on the Site
Development Plans.
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II. IMPERVIOUS AREA ANALYSIS:
In order to maintain compliance with the approved SIA, as prepared by The John
• R. McAdams Company, Inc., the Walmart project must provide an impervious
area less than 85% of the total project area.
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• Impervious area for this project, as proposed, is as follows:
• Total Site Area: 13.397 Ac. 583,606 s.f.
• Impervious Area: 8.709 Ac. 379,362 s.f.
• Percent Impervious Area: +/-65.0%
• Included in this section is an exhibit drawing which demonstrates the impervious
areas which were identified for this project.
This project falls well below the allowable percentage impervious area, as
• contemplated by the approved SIA.
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III. SUB-BASIN #2 DRAINAGE AREA ANALYSIS:
In order to maintain compliance with the approved SIA, as prepared by The John
R. McAdams Company, Inc., Sub-Basin #2 must be maintained at less than 2.5%
of the overall drainage area to Third Fork Creek. The approved SIA calculated
Sub-Basin #2 to contain 23.5 acres, with the drainage area at the analysis point
of Third Fork Creek at 5043.2 acres (7.88 square miles). This calculation
resulted in 0.47% site/drainage area ratio.
As proposed, Sub-Basin #2 for the Walmart project is approximately 23.0 acres
(including the same off-site area contemplated by the approved SIA). The
drainage area to Third Fork Creek, immediately upstream of the project, is shown
in the current FEMA Flood Insurance Study, dated 812/2007, to be approximately
7.8 square miles (4992.0 acres). Therefore, the percentage of site area as
compared to the overall drainage area remains at approximately 0.47%.
Therefore, this site remains in compliance with the approved SIA.
A copy of the current K-series FEMA Firm Panel 3720082000K (Firmette) is
included in this section. We have delineated this project's site boundary on this
Firmette. Also included in this section is an excerpt from the latest Flood
Insurance Study (FIS) prepared for Durham County, which shows the calculated
drainage areas to Third Fork Creek. Both of these documents have been
obtained from FEMA's website.
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Section 5.0 - Engineering Methods
Table 9-Summary of Discharges
D .-
Drainage
Area 10% 2% 1% Future ; 0. 2%
Flooding
(square
Annual
Annual
Annual
Annual
Annual
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Approximately 380
Stirrup Iron feet upstream of 0.46 436 743 828 1,045
Creek Roche Drive
Tributary C Approximately 101
(continued) feet upstream of TW 0.12 162 306 349 * 460
Alexander Drive
Stirrup
Creek on
At confluence with
Tributary D
Stirrup Iron Creek
0'S
510
Approximately 03
v?
mile downstream of 1.7 * * 1,230
Sycamore Leesville Road
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Creek Approximately 0.2 "
mile upstream of 1.0 * * 1,040
Leesville Road
Approximately 750
feet downstream of

Hope Valley 16.4 4,750 6,240 9,420 10,300 13,300
Road/Highway 751
Approximately 700
feet upstream of

confluence of Third 14.8 4,700 6,240 9,240 10,400 13,100
Fork Creek Tributary A
Approximately 275
feet upstream of the
confluence of Third 12.2 4,530 6,750 8,010 8,360 11,300
Fork Creek Tributary
Third Fork D
Creek Approximately 1,775
feet upstream of 11.3 4,500 6,660 7,890 8,230 1.1,100
South Roxboro Street
Approximately 0.8 -? _. -
mile upstream of 10.9 4,670 6,660 7,920 8,260 11,300
South Roxboro Street
Approximately 0.$
mile downstream of

Martin Luther King Jr. 10.5 4,700 6,640 7,900 8,300 11,300
Parkway
Just downstream of
Martin Luther King Jr. 8.5 4,410 6,110 7,140 7,370 10,200
{ Parkway
Flood Insurance Study Report: Durham County, North Carolina and Incorporated Areas
Page 72 Revised: August 2, 2007
7
Section 5.0 - Engineering Methods
Table 9--Summary of Discharges
Dis charges(
Drainage

Area
100/0
2 U/0
10/0
Futu.
0.
2 0/b
Flooding (square Annual Annual
l Annual Annual Annuag
Source Location M iles) Chance Chance Chance Chance Chancd!
Approximately 0.5
3 mile upstream of
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Martin Luther King Jr. 7 8 4,480 6,060 7,060 7,280 10,200
Parkway _
Approximately 475 -
Third f=ork feet downstream of 3.6 2,750 4,150 4,970 5,020 7,020
Creek West Weaver Street
(continued) Approximately 175
feet upstream of the

confluence of Third 2.3 2,220 3,210 3,730 3,780 4,930
Fork Creek Tributary E
Just downstream of
East Forest Hills 1.2 1,370 1,810 2,060 2,120 2,700
Boulevard
Approximately 370
Third Fork feet downstream of 0.5 578 751 849 $60 1,256
Creek Devon Road µ
Tributary Approximately 210
feet downstream of 0.2 627 844 956 974 1,260
Archdale Drive
Approximately 735
feet downstream of 018 907 1,293 1,524 1,533 2,050
Highgate Drive
Approximately 470 -
feet downstream of 0.5 805 1,137 1,333 1,384 1,835
Third Fork Rollingwood Drive

Creek Approximately 150
Tributary A feet downstream of
Southpoint Crossing 0.2 480 656 768 788 1,030
Drive _
Just upstream of -? "
Southpoint Crossing 0.1 347 467 518 * 657
Drive
?-
Approximately 550 ---- W-? --
Third Fork feet upstream of 2.1 1,798 2,663 3,218 3,288 4,630
Creek South Roxboro Street -
Tributary C Approximately 630 -?
feet upstream of Hope 1.7 1,722 2,482 2,829 2,904 3,931
Valley Road
Flood Insurance Study Report: Durham County, North Carolina and Incorporated Areas
Revised: August 2, 2007 Page 73

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IV. POST CONSTRUCTION STORMWATER QUALITY ANALYSIS:
This project will be required to provide treatment of the "first flush" storm event
(Water Quality), prior to release of the stormwater from the site. The proposed
treatment methods for each of the Drainage Basins will meet the required
removal efficiency of 85% TSS, 30% TN, and 30% TP. See the included Post-
Development Drainage map for the depiction of the different drainage areas.
1. Drainage Area 1 (South/East Side of Site near MLK Parkway):
This stormwater discharge location primarily includes runoff from the Walmart
parking lot. This stormwater quality volume from this drainage area will be
collected, stored in an underground pipe storage system, and then routed
through a treatment train consisting of a Contech Stormfilter treatment unit
and a level spreader with a vegetated filter strip. All water in excess of the
water quality volume will be bypassed around the treatment system and
discharged from the site. Following are critical design parameters for this
discharge location:
• Drainage basin size: 6.30 Ac.
• Calculated water quality volume: WQV (adj)=13,721 cu. Ft.
• Storage volume provided within underground storage system:
13,924 cu. Ft.
• Bypass method: A bypass structure has been established
which allows the entire underground storage system to be
filled with stormwater before any stormwater bypasses the
treatment system. A weir will be created within the bypass
structure which will force water to back up into the
underground pipe storage until it is completely filled. Once the
underground pipe system is filled, additional stormwater will
then spill over the weir into the bypass pipes. The top of the
pipe storage system is set at the same elevation as the top of
the weir to insure that the entire water quality volume is
collected.
• Calculated discharge rate from Stormfilter treatment unit:0.57
cfs
• Calculated required length of level spreader: 31.35 ft
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The NCDENR BMP worksheet for the Level Spreader design is
included with this report.
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• 2. Drainage Area 2 (North/West side of Site closest to Ardmore Drive at
• auxiliary-parking area):
This stormwater discharge location primarily includes runoff from the
auxiliary parking area. All stormwater from this drainage basin will be
directed via overland flow to a bio-retention cell, which will then treat the
stormwater prior to its release. Once the maximum ponding depth is
achieved within the bio-retention cell, water will begin to bypass the cell
by use of an area inlet/spillway. Following are critical design
parameters for this discharge location:
• Drainage basin size: 0.59 Ac.
• Calculated water quality volume: 1,242.19 cu. Ft.
• Maximum ponding depth within bio-retention cell: 0.50 ft.
• Maximum storage volume within bio-retention cell: 1,310.70 cu. Ft.
• Bypass method: An area inlet will be located within the bio-retention
cell, with a throat elevation 6 inches above the bottom of the bio-
retention cell. This will force the water quality volume to pond within
the cell prior to any release through the area inlet.
The City of Durham Bio-Retention Area Design Summary worksheet and
calculations are included with this report.
3. Drainage Area 3 (North/West side of Site, closest to MLK Parkway at truck
loading area):
This stormwater discharge location primarily includes runoff from the
Walmart building and the truck loading and service area. The
stormwater quality volume from this drainage area will be collected,
stored in an underground pipe storage system, and then routed through
an underground/enclosed sand filter. All water in excess of the water
quality volume will be bypassed around the sand filter and discharged
from the site. Following are critical design parameters for this
discharge location:
• Drainage basin size: 3.27 Ac.

• • Calculated water quality volume: WQV (adj.)= 8,136.95 cu.ft.

• Storage volume provided within underground storage system: 8,653
cu.ft.
• • Bypass method: A bypass structure has been established which
• allows the entire underground storage system to be filled with
• stormwater before any stormwater bypasses the treatment system.
The pipe directing stormwater to the underground storage system is
'
2
lower than the bypass pipe, thereby forcing stormwater to
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completely fill the storage volume before any water is discharged.
With this configuration, a bypass weir is not needed within the
bypass structure.
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The Stormwater Management
`?''?1?` ? 111 :e n
CONSTRUCTION PRODUCTS INC. StormFilter Sizing Summary
Walmart - Durham
Stormwater Treatment System - Sizing Proposal
Durham, NC -
Information provided:
• Total contributing area = 6.36 acres
• Impervious area = 5.32 acres
• Water Quality Volume (to be stored) = 13,902 ft3
• Presiding agency = NCDENR
Assumptions:
• Mass load design method
• 85%TSS Removal
• Design runoff volume = 1.0"
• Cartridge operating flow rate = 1 gpm/sf (11.25 gpm or less using 27" cartridges)
• Media = Perlite/Zeolite/GAC (ZPG)
• Drop required from inlet to outlet = 2.75' (using 27" cartridges)
Size and cost estimates:
The Stormwater Management StormFilter® is a passive siphon-actuated, flow-through, stormwater filtration
system consisting of a structure that houses rechargeable, media-filled filter cartridges. The StormFilter works by
passing stormwater through the media-filled cartridges, which trap particulates and adsorb pollutants such as
dissolved metals, nutrients, and hydrocarbons.
The StormFilter system is sized to treat the first 1.0" volume of runoff from the site. The system is sized according
to the annual mass load method as described in the Stormwater Management, Inc. design manual. Essentially, this
method models the total mass load of TSS, in pounds, generated from the site on an annualized basis, using the
information above. The number of cartridges required to meet this mass load requirement is then calculated, as a
function of the total mass than can be removed per cartridge prior to required filter changeout.
The StormFilter for this site was sized to provide (34) 27" cartridges in order to meet the mass load requirement.
CONTECH can accommodate 34 cartridges using a precast 8'x18' Storm Filter (see attached drawing). The 27" cartridge
contains 11.25 sf of media surface area with a 7" media depth radially around the circumference of the cartridge. The
estimated cost of this system, complete and delivered to the jobsite, is available upon request. The contractor is
responsible for installing the vault and all external piping.
The water quality volume must be stored upstream of the StormFilter. CONTECH recommends using 48"
CMP for this volume. A low flow water quality pipe is placed at the bottom of the system to direct the water
quality volume to the StormFilter. An upstream Bypass Structure is required to divert larger storms away from
the StormFilter system.
Maintenance:
The StormFilter requires regular maintenance to operate effectively. The expected maintenance interval is
12-18 months, but may vary depending on weather and site conditions. Please contact CONTECH or navigate to
contechstormwater,com for more information in this regard.
521 Progress Drive. Suite H. Linthicum. MD 21090
Toll-free: 886-740-3318 Fax: [phone]
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,\I//?®®??,?% Determining Number of
?.ii40p i lr i1,0, WV Cartridges for Volume-Based
CONSTRUCTION PRODUCTS INC. Design in NC
CONTECH Stormwater Solutions Inc. Engineer:
Date
Site Information
Project Name
Project State
Project Location
Drainage Area, Ad
Impervious Area, Ai
Pervious Area, Ap
% Impervious
Runoff Coefficient, Rv
Water Quality Volume Calculations
Design storm rainfall depth, Rd
Water quality volume, WQV
Storage Component Calculations
Capture 75% of WQV
Storage pipe diameter, D
Length of pipe required, L
Pretreatment credit (estimated or calculated), %pre
Mass loading calculations
Mean Annual Rainfall, P
Agency required % removal
Percent Runoff Capture (% capture)
Mean Annual Runoff,Vt
Event Mean Concentration of Pollutant, EMC
Annual Mass Load, Mtota
Filter System
Filtration brand
Cartridge height
Specific Flow Rate, q
Cartridge Quantity Calculation
Mass removed by pretreatment system, IV?,re
Mass load to filters after pretreatment, MPase1
Estimate the required filter efficiency, Et;,ter
Mass to be captured by filters, Kite,
Cartridge Flow rate, %rt
Mass load per cartridge, M,,n (Ibs)
Number of Cartridges required, Nn1e,,.
Treatment Capacity
ATM Blue Cells = Input
611712010 Black Cells = Calculation
Walmart - Durham
North Carolina
Durham
6.36 ac
5.32 ac
1.04
84%
0.80 =0.05+0.9*(Ai/Ad)
1.0 in
18534.8 ft3 =Ad*Rv*Rd*(43560/12)
13901.1 ft3 =0.75*WQV
72 in
491.7 ft =WQV/(PI*(D/(2*12))^2)
30%
45 in (45" Raleigh)
85%
90%
750,659 ft' =P*Ad*Rv*(43560/12)*%capture
70.0 mg/i
3278.36lbs =EMC*VY(28,3)*(0.000001)*(2.2046)
StormFilter
27 in
1 gpm/ft2
984 Ibs =Mtotal * %removal
2295 Ibs =Mtotal - Mpre
79% =1+(%removal - 1)/(1 - %pre)
1803 Ibs =Mpassl * Efilter
7.5 gpm =q * (7.5 ft2/cartridge)
54 Ibs =lookup mass load per cartridge
34 =ROUNDUP(Mfilter/Mcart,O)
0.57 =Nmass*(Qcart/449)
SUMMARY
Treatment Flow Rate, cfs 0.57
Cartridge Flow Rate, gpm 7.5
Number of Cartridges 34
02008 CONTECH Stormwater Solutions
con tech stormwater.com
1of1
ly
Avlve'Alv ?.`.
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed wid submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
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L PROJECT INFORMATION
Project name Walmart #4369 Durham, INC
Contact name Mike Ranks
Phone number 864.672.3441
Date September 7, 2010
Drainage area number 1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Proprietary Unit (Contech StommBlter)
Drawdown flow from the BMP 0.57 cis
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 inthr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level tip needed per cis
Answer "Y" to one of the following;
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
fie
fie
cfs
min
inihr
cis
00 not comp+ete Ibis section of the worksheel
D0 net compiote this section of the worksheet
00 not compete this section of the worksheel
00 ;10' Complete this seem of the worksheel
I;o not complete',h.!s section of Ilia viorksneet
Do not complete fhis section of the worksheet
fro not complete this section of the worksheet
Oo not compete this section a' ilia worksheet
n (Y or N)
n (Y or N)
n (Y or N)
y (Y or N) f eo a complete tiller step cl?araCleri[aticn be!o:?
11.50 fl
ff
50.00 ft
61.50 ft
277.00 fmsl
270.00 fmsl
11.38 % lave) spreaders must be placid in serios
n (Y or N) OK
sq it No forebay is nckded
55 fUcfs
n (Y or N)
n (Y or N)
y (Y or N)
0.57 cfs
y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer•Rev.S
Parts I. and II. Design Summary, page 1 of 3
L1
•
•
Length of the level lip 35.00 ft SWALUc1
Are level spreaders in series? n (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? (Y or N)
Does the channel enter the stream at an angle? (Y or N)
Dimensions of the channel (see diagram below):
M ft
B ft
W fi
y fi
Peak velocity in the channel during the 10-yr storm cfs
Channel lining material

M

B
Form SW401-Level Spreader. Filter Strip, Restored Riparian 13uffer-Rev.5
001 . ------i 1
M

Parts 1. and 11. Design Summary. page 2 of 3
/I
1IIL REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
1y1R A&_.__ 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
M2 36 2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
MIZ 36 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
- Downslope filter fabric.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Part III, page 3 of 3
l7
FREELAND and KAUFFMAN, INC.
• ENaslwms • LANDSG4PE ARCH/TECTS
209 west Stone Avenue
Greenville, South Carolina 29609 Job fix NAm.N_t WM#4369
_ Job No. Date
•' Telephone [phone]
Fax [phone]
Ted
Computed By
?i
Checked Dy Date

RFFEI?ENGE V.LwYl CAL c.
Calculation For: Fog
hRA,r,-JA(,E } ...
840V #1 / Discipline

?r.orvAGE Arg.4 43o Ac. _ Ao
S. Feevtois Aem S. Z S A c Z-4 ? 6 3o O. SS
Peavra?s .4x41,1 L. os .??.

Rv? o.os 0.1 (a.Q3) O.Bo RP z

• wav.??'S= Rvx Ao x93s z xRo x

W4u o •8o X 6.3 X y3seCo X I.v x .L- _: /8, 29S F1'3
/z
7S CW4 U.) = o, 77S_(12, rid 13 7z/ FT•j Igea V
al- PZ4JroEo - gZzjD 13 7Z/
• V
Sheet of
n
u
• 673RA6 E SSyS r,-=/'?
F_ ,
DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
• 1 8 6 9 101 City Hall i''laza, Durham, North Carolina, 27701
CrFY OF MEDICINE Telephone [phone] FAX [phone]
Underground Detention Design Summary
;9'
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stonnwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: WACrhher sTaef 09369 -oo Phase
PIN: OQZo -18-20 -Z?651 Case #: q?6- 7g?
Design Contact Person: A7SKE R.4,vtU Phone #: q4 _?M-3YYr
• I.,egal Name of Owner:_ w4tmlher S m"s , twc.

0 Owner Contact: a 4M ALrP1SEMEZ6K
-# Phone #: (37'x) opy - o'70.3
Owner Address: ZcV1 S. E. /0
57RBar , M,vroiyrrcte Alz 7Z?16 -05sy
0 Deed Book Page # or Plat Book Page# for BMP Property
• For projects with multiple basins, specify which pond this worksheet applies to:
Detention provided for: I -year _ 2-year 10-year other
0
• Elevations
Bottom elevation Z7q. 6$ ft. (invert out elevation gfsystem)
0 W,4i-yearstorm orifice/weir elevation _U3, AV ft. (invert elevation)
• L-AJz4war'Storm water surface elevation Z93. 68 fr. (elevation at the outlet of system)

0 2-year storm orifice/weir elevation ty/A ft. (invert elevation)
2-year storm water surface elevation NIA ft. (elevation at the outlet gfsystem)
i l0-year storm orifice/weir elevation tJ1A _ ft. (invert elevation)
10-year storm water surface elevation MIA ft. (elevation at the outlet of s))stem)
Emergency spillway elevation 273.69 ft. (invert of emergency spillway)
0 Ground Surface Elevation ZqI So ft. (elevation gfground above outlet)
Maximurn Water Surface Elevation (W4. -year sto rm) Z93. q ft. (elevation at the outlet gfsystem)
Areas
Drainage area (30 ac. (total drainage to the facility)
Volumes
Total Storage Volume Provided ? Z't W (volume detained at design storm)
0
0
0
0
0
0
0
0

Iq
s

Discharges (Speci5, only applicable fi-equency evenly)
At BMP
Inflow
Routed outflow
Pre-development
Post-development w/o
With detention---'-
System Information
Wear storm orifice/weir
2-year storm orifice/weir
10-year storm orifice/weir
_- year storm orifice/weir
Principal spillway
Emergency spillway
NlA . ^/d Qkrewwod
Req. Om PrsovzpVO
I-year I0-year -year
cfs cfs cfs
cfs cfs cfs cfs
At Analys is Point(s) that BMP Contributes to NIA - AV Pe.r?Nf?
REa otz- Pzo?ru?
1-year -year i0-year -year
cfs cfs cfs cfs
cfs cfs cfs cfs
cfs efs cfs cfs
diameter in. length 12- ft.
diameter in, length Ao ,4 ft.
diameter in. length ft. N/A
diameter _ in. length ft, IVIA
diameter in. v1A
width ft. side slopes I sl ope %
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. In the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
Anolicant's initials
/?rZ a. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
/171Z b. The system consists of two 60-inch minimum header pipes and two 60-inch minimum
perimeter pipes. 36-inch interior pipes for additional storage are provided if needed.
/111? c. Manhole access has been provided at the 4 corners of the system.
d. Traffic bearing cleanouts have been provided every 100-feet with a minimum of two per
pipe run. Manholes may be counted as cleanouts.
N1f? e. A traffic bearing door (bilco type or approved equal) has been placed at the inlet and outlet
of the system.
/,'72 f. Spacing of pipe runs are per the manufacturer's specification.
/V,7 /L g. The backfill material has been certified by a Geotechnical Engineer.
1119-- h. The system is water tight for the I 0-year hydrostatic pressure calculated at the inlet to the
system.
O179 i. A surface or sub-surface bypass has been sized to safely convey the maximum required
design storm.
/772 j. An operation and maintenance plan for the system has been provided.
erA k. A recorded drainage easement is provided for each basin including access to the nearest
right-of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
#VZ 1. A plan view of the system with grading shown is provided
Poo To SysrE.r? Oesta--' 8 fsLevA?rra?/ &Irops ReQ, Fat rise .sr4xmArcro,&
Sysrr., , A /nAX. Prpo Srre of yy N tMO? vr-rcrzep
Of M44NP45S PFCV rOF_(> cg /ZZ'
?0
•
•
•
M2 m. A profile through the system and emergency bypass is provided. Water surface elevations
• are shown on the profile.
n. Outlet structure details are provided.
i? Ple o. Compaction specifications for the installation of the system are provided on the plan.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
• fee per facility and payment of surety are required prior to construction drawing approval.
•
•
•
•
•
•
•
•
2!
•
•
•
•
DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 S 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
MY OF ME CM Telephone [phone] FAX [phone]
Bio-Retention Area Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: WAU*Rr Sr6gE # y369-oo Phase
PIN: 6,9W- 18-Zo -ZS44 Case #: _ 4>06- 7Z
Design Contact Person: _ /??tKE R-FNKS Phone (kyj 17Z- yyl
Legal name of Owner _ W4CM4Xr 57ZwFS , jwc,
Owner Contact: _ 6AYLA JNo rP K F m grEg Phone #: (979 ) 269 - o7-
Owner Address:_ZCtb!S.E. /07* Srms67- ,,( "7"ur ze 42 7Z74 .-oSSa
Deed Book Page # or Plat Book Page#_ for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to: _
• Drainage area O. Sy ac (on-site drainage to the area, 1-acre max')
Impervious area 0.3S- ac (on-site impervious area draining t0 facility)
• Design runoff V04ume ft sap efs
Design treatment volume 1292-14 W
•
' Assumes 100% impervious, la rger areas may be considered if maximum sheet flow velocity is not exceeded
Bioretention Design
• Grass buffer strip width 1410 ft (Max slope of 4;1 and mininnan width of 10 feet or a forebay)
Size of cell area ;938 ft2 (Min 5% of drainage area with sand bed, 7% without bed)
Depth of ponding area D..SD ft (6-inches max)
Width of cel I Zo ft (Mininwin width cf 25 feet-')
• Length of cell 12S ft (Minimum length of 2 times the width)
Inflow sheet flow velocity 0.58 ft/s (Maximum of 1-foot/second)
Mulch layer elevation z fto ft (Elevation of top of 1a)let)
• Planting soil top elevation 293.1'7 ft (Elevation of top of soil)
Depth of planting soil 9.0 ft (Mininnrm depth of 4 feet3)
• Top of sand if applicable N/A ft (Elevation of top of sand)
Bottom elevation Z9.L7 ft (Elevation of bottom of cell)
• Perforated pipe length 207 ft (Length of perforated pipe provided under cell layers)
Space between pipe runs 7.S ft (,Spacing between perforated pipe runs, max of 10 feet)
•
• 2 Smaller widths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case-by-case
basis.
• Smaller depths may be accept ed in urbanized areas or in retrofit situations. These designs will be evaluated on a case-by-case basis.
•
•
•
•
•
'? 7
Longitudinal slope
Diameter of pipe
Emergency outlet elev
Emergency spillway
).OX. ft
6.O in
Emergenc
294, 9o ft
widths ft.
II. REQUIRED ITEMS CHECKLIST
(1 % minimwn longitudinal slope)
(Pipe diameter of perforated pipe, min of 6-inches)
Spillway Information
(invert gf emergency overflow Weir)
side slopes _J? -1 slope zE2 o
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
/»2 a. Runoff from landscaped areas and other non-impervious areas has been directed away from
the bioretention area to the maximum extent practical.
M2 b. Drainage area for bioretention area is less than 1-acre.
MQ c. Plan specifies how all slopes draining to the bioretention area will be stabilized, note that the
slopes must be stabilized before installation of the under drain system.
/"X d. Construction sequencing shall be considered and a note added to the plan that states: "All
sediment and erosion control practices shall be in place and the slopes draining to the
bioretention area shall be stabilized before construction of the bioretention area begins."
n?2 e. No side slopes draining to bioretention area greater than 3:1, promote sheet now through the
grass filter strip.
Al f. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
_ In ft_ g. A recorded drainage easement is provided for each cell including access to the nearest right-
of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
A11Z h. A plan view of the bioretention area with grading shown is provided.
PIZ i. A profile through the bioretention area and emergency spillway is provided.
0172 j. Geotextile fabric is placed at the bottom of the excavated cell to prevent soil from getting
into the underdrain system.
/O/1 k. The underdrain system is wrapped in a gravel jacket and a geotextile fabric is placed
between the bottom of the sand bed or planting soil and the top of the gravel jacket.
/W/Z 1. The pipe for the underdrain system shall be perforated Schedule 40 PVC.
M2 in. The underdrain system shall connect to the outflow system at a point at least 1 foot inside
the bioretention cell wall.
M9 n. A non-perforated piping system is connected to the underdrain piping and extends to the
surface of the planting soil for ceanouts.
41 /Z o. Cleanouts are to be provided at the beginning of each pipe run and at all intersections.
1+12 p. A planting soil mixture specification and a soil characteristics table are provided. Maximum
clay content in the soil mixture is 8.00%.
M2 q. The hydraulic conductivity for the planting mixture is to be 1-inch to 2-inches per hour.
,n2 r. Mulch layer specification is provided; mulch is to be a 4-inch layer of coarse hardwood
mulch with re-application rate specified.
s. Soil with a P index of less than or equal to 25 specified on plan.
M2 t. A bioretention area landscape plan is provided including the transport of plant material,
preparation of the planting pit, fertilization, installation of the plant material, type and number
of plantings (note that there shall be a minimum of three species of trees and three species of
21
J
shrubs selected to insure diversity, their planting locations, post-installation inspection and
maintenance guidelines.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.

• FREELAND and KAUFFMAN, INC.
0 ENGINEERS - ImDscAPE ARCHmECTs
209 West Stone Avenue job WALMAP-r # wl yw A4.4 Nc Job No. Date
Greenville, South Carolina 29609
• Telephone [phone] Computed B
Fax [phone] y
0 Checked Dy Date
REFEKENGE i Calculation For: Q.ro tzen ytrv-l AX" FOrL t!it4 &t B43v r?3 Discipline.
T>,e,FtN466 ABC Zs 83d. 8S FI 7 a s9 Ac.
Priegrov.s A444: IO,) 790.71 Pre- 0. ZY Ac (0.02 Ac. is rm?, B ro . Rry- ttsEC r-)
27mplimutous .4,ecc / 1; oic Fly 0,35-A,c.
rA 0.357/40.Si
kV= 0.05' +0-9 (.xa)
?v . 0,05 t a.q (a. 59? = O. SS
V- 3430 x 4 X R,, XA
• Ra 1•a"
V= 3130 X ti.o X D.SP x as9 = !, 2tiZ, i8 FT3
V--L VI P?a??dara
Fl- - A..A Or
• Zq 4.0 Z13 'a I. SS --
ZI45r 2, 13S.m 1,31o.76 7 WQ sTnaaGe Pp,,ro$o
7- 3, b ao• 00 2,,JsZ. yP 7dr,4i- B44r-.1 Yo c,.-,E
j3c7Tt?.n pF poNa ?`j Z94'.o
Ovemeow Kzsa m Fucu. •y Zfts
U?c??+? P?u?o o O 2rs?r? EG. /,310.7 F! I, zyZ. Iq o?K
N_ cP"
rZYZ. !a
S4Req _ NAr.?G t?pry _ s _ Z, Wit $t ffz 42938, z F1 V/?b
c?SUrs r-rt,
LY lY of
7j>; of ke QcEA = 25 830, ss x 0.07 - /goo. 2 R 38. ( o?irndv
!I
l?iliz2 ?
• Sheet of Z
(,L,1
?l o G fff1NnJS l ',7?- J , O .:= r V r7, -/,
Worksheet for Rectangular Channel- ?
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0410 GE/2i^"?A GfLfSS
Channel Slone 0 25000 It/ft
Normal Depth 0 20 It
Bottom Width 4,00 it
Results
Discharge 0 47 111/s
Flow /Area 0 80 it,
Wetted Perimeter 4.40 It
Hydraulic Radius 0 18 it
Top width 4.00 it
Critical Depth 0 08 it
critical Slope 609716 (lift
Velocity 0 58 fus
Velocity bread 0 01 It
Specific Energy 0.21 it
Froude Number 0 23
Flow Type Subcrilical
GVF Input Data
DOwnslroam Depth 0 00 it
Length 0 00 it
Number Of Steps 0
GVF Output Data
Upstream Depth 000 ft
Profile Description
Profile Fleadtoss 0.00 it
Downstream Velocity Infinity ftls
upstream Velocity Infinity fus
Normal Depth 0.20 ft
Critical Depth 0.08 ft
Channel Slope 025000 ftlfl
Critical Slope 609716 flift
Bentley Systems, Inc. 1laestad Methods Solution Center Bentley RowMasler (00.11.00.09)
6!2912010 2:59:46 PM 27 Siemons Company Drive Suito 200 W Watertown, CT 06795 USA +1.203.756.1666 Page 1 of 1
z?
•
•
• DURHAM
• City of Durham
i
• Public Works Department
Stormwater Services Divisions
arr OrMED6 9
ICNE 101 City Flail Plaza, Durham, North Carolina, 27701
Telephone [phone] FAX [phone]
Sand Filter Design Summary
• Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
•
•
•
•
•
Project Name: WAUnhRT SnoRf # `f369-oo Phase
PIN: _ oS?zo -fig -zo- 286y Case #: Dog - 7zy
Design Contact Person: Inr&r /?Ayms Phone #: fi ) 692- 3yyl
Legal Name of Owner: w&m4Rr sr&,eg- , _rvo. _
Owner Contact: 6,4yl)4 h;ojp Kgm S_'1s2 Phone #: (129 }toy - 0 703
Owner Address: toot SE /U Gov 3nZ6Er a3ewrv jvzcce 0 A2 7271l -esyo
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Drainage area 3,27 _ ac. (total drainage area to the sand filter)
Impervious area 3.)9 ac. (total impervious area to the sand filter)
Design runoff 1.0 in.
Design treatment volume (540 ft3/Ac) 8,136.95 ft3 (W4VA"
• Sediment chamber design
Bottom elevation
Weir elevation
• VOIu[ne
Surface area
0 Design treatment volume provided
• Sand filter bed design
Bottom elevation
Top of sand
• Sand volume
• Sand surface area
Design treatment volume provided
0 Perforated pipe length
0 Diameter of perforated pipe
•
•
•
•
•
•
•
•
Z93. 88 ft. (floor of the sediment chamber)
z 9b. 63 ft. (invert elevation of overflow to sand bed)
615.'75' ft3 (volume gfsedinlent chamber to weir elevation)
2 ??S ftz (.sin face area of sediment chamber at bottom)
0 ft3 (1,x49 A IFr) +- (zzsxzFr) (5,713 Q 693 Fri
($u AT AC$60
CALeweATT00.4 V, two 4aour VeLw??F 4014 dNosteac- wo
S44o Frcir6R $hp. Ce,1#e9k SroaAAE
Z24.63 ft. (elevation (?f bottom gf'sand bed)
Z AN .6 3 ft. (elevation gf top of sand)
2,'t9o W
(volume gfscrnd in bed)
Z 45' ft2
(sun face area of sand bed of bottom gf bed)
>?, t S3 W
ft3
25"Z ft. (length of perforated pipe provided under sand bed)
d in. (pipe diameter gf perforated pipe)
ZI

•
•
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Analicant's initials
Inn a. Runoff from landscaped areas and other non-impervious areas has been directed away from
the sand filter to the maximum extent practical.
b. Drainage area for sand filter is less than 5-acres.
(AR c. Maximum water quality head over the sand filter is 1.eor less. (2•Fr& ZZS S4. FT)
N/A d. Plan specifies how all slopes draining to the sand filter will be stabilized.
MR e. No side slopes draining to sand filter greater than 3:1.
A11A f. Design drawings provide note: "All slopes draining to sand filter shall be stabilized per the
North Carolina State Erosion and Sediment Control Planning and Design Manual before sand
is placed in sand bed."
NIA g. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
h. A recorded drainage easement is provided for each sand filter including access to the nearest
right-of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
1V )A _ i. Anti-floatation calculations are provided for riser structure.
N/A j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
MR _ k. A plan view of the sand filter with grading shown is provided.
Mft I. A profile through the settling chamber, sand bed and spillway is provided. Water surface
elevations are shown on the profile.
NIA m. Riser structure details are provided.
IV/4 n. Compaction specifications for the embankment are provided on the plan. /
^"R o. Runoff from storms larger than the ?rlstortn are routed around the sand bed 0 .4.4 W10.
MR p. Sand size, type and gradation specified. The sand shall be a clean ASTM C-33 mediunn
aggregate sand with a size range of 0.02-inch to 0.04-inch.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
Of
FREELAND and KAUFFMAN, INC.
ENGINEERS • L4ND9c4PE ARcwwr5
209 West Stone Avenue
Ore Job kttfA??, ? - kJ/?'1-?'f3'69 _ Job Na. Date
Greenville, South Carolina 29609
Telephone [phone] Computed O v
? B
Fax [phone] Checked by Date
REFEPENCE 'Calculation For:
S4vpFxGr c fog P*W--W10we 8,4Sr v #2 Discipline
I II?.??1 1 I??Iw.l I 1
Sorc ryp?:;tJs(
JJ?ra ?ssc Gtr:
'D
S'Ec. 11.3.5
OFNtpQu(t
BMP MAAAC
Gkfrv E .?xEA : 192,319 S.F. = 3.27.4c. A
.

rMp?>Z?re?s
!3.7,a87S. = .;
3.lS
3.ISA? Xa= z .° o•q6
Psavtoos cr--4 5, ZZS. S.F. - D. 12 Ac.
WqV (Frs) = Rv x Ac, x 235-60 Pz- x Ro x J-
1.4 e. )2
R„ = o.,r (rA) o.os- t c. q {o.a c) = o. q 1 y
RD-- 1.0' RArNF,4cc 15ve,vr
WQU ??'t3? = 0.919 X 3.27
X 1135 a X 1.0 x 1 !O 9119. Z'7 f7'J
WqV (7) 0•7S (wQu) = 0.75 (4a?yT.z?? r 8,136.95 Fri
h??AX Fz6*?2 = 2-Fr (Pex rxry o r DvaN•d?)
2
'3
5hest of
$ 6S3.o Fri P?outn?A
s ZE STi4T? G FxcrE2 S 15kE : A.CEt. pgR 11.3, S of Ncob^±/z LS'"P
p C Fr2) = W !R v
{d d f : L S7' f6.6' 2. p Fr
k 00 (hAf df) M : 3s PV64r (Pea 600)
t ? t.66 toys CPe1e, ??
hA : ! - >:r
?? {Frz? ? /d, fly 211 (z.o? 1,2'iS fT? ?' S,?vn Fx?r?'2 ,S?a?,fcF
3.s (1.?6) (t t z) ¢zeA
wQV.4a-s 7T U_x r.,t 35"X211" tmAA &WO6X1ai?aAAVt> srarr.??F? Z-FT.TaavE
SANK Fie-re2 z-/?7 QBovF_ SEo. L3.4SYiv.
5raRtAGr- Lec,4rronJ /?''?
35" A ay" cl"PA
2 -Fr ,48.?e SAwo 2, 'Y 10
2-Fr 4&ve Sro. e,Awmseit kro
.570/ZA66 5Y.S rt-=/Yl
DURHAM City of Durham
Public Works Department
Stornmater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CrrY OrMEOICNE Telephone [phone] FAX [phone]
Underground Detention Design Summary
'6'
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: I.u im-mer Srotte Alva -oo Phase
PIN: 087A -t$ -Zo -zr4q Case #: 1:?o6 - 72Y
Design Contact Person: /717r/f6 AMR,$ Phone #: RK) ?7Z - 3Yyt _
Legal Name of Owner: WA&"hz " 5ro2ES, x-iuG
Owner Contact: 6. YM NotP K e /mr6R.
_
Phone #: (ZPJ p- q *7-0.3
_
Owner Address: Z601 S. E. /6 r" 5f"REEr, 0 ;vrae 41Z 727th - OSr
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pon d this worksheet appli es to:
Detention provided for: i I -year _ 2-year 10-yea r other
Elevations
Bottom elevation ZO 58 ft. (invert out elevation of system)
AKear storm orifice/weir elevation Z90, 63 ft. (invert elevation)
ar storm water surface elevation Z VI?. 6 3 ft. (elevation at the outlet of system)
2-year storm orifice/weir elevation N/A ft. (invert elevation)
2-year storm water surface elevation WA ft. (elevation at the outlet ofsystem)
10-year storm orifice/weir elevation N/A _ ft. (invert elevation)
10-year storm water surface elevation WA ft. (elevation at the outlet ofsystem)
Emergency spillway elevation Z9963 ft. (invert of emergency spilltivay)
Ground Surface Elevation Z97 S ft. (elevation (#ground above outlet)
Maximum Water Surface Elevation (_! 4 -year storm) Z98.6.3 ft. (elevation at the outlet gfsystena)
Areas
Drainage area
Volumes
Total Storage Volume Provided
3.Z7 ac. (total drainage to the facility)
S 713 W (volume detained at design storm)
Z-sl SANA Fre t62 S EP C9*"C E2 X
4ove SAND 1.rLmff- rnEDrA.
?•
Discharges (Specf/j, only gj)pdiccrble frequency events)
N/A - 14. Pcr'%4ft_c?
At BMP er-4. or lwvuroe?>
1-year 2-year 10-year -year
Inflow cfs ?, / cis cfs cfs
Routed outflow s cfs cfs cfs
NIA- NO ?ri?i^7Cras1
At Analysis Point(s) that BMP Contributes to RX4 o¢ Rra.'Z4>"
1-year 2- 10-year -year
Pre-development cfs cfs efs
Post-development w/o detent' _ cfs efs cfs cfs
With detention cfs cfs cfs cfs
System Information
KA4- y ar storm orifice/weir
2-year storm orifice/weir
10-year storm orifice/weir
_- year storm orifice/weir
Principal spillway
Emergency spillway
diameter 36 in.
diameter in.
diameter in.
diameter in.
diameter in.
width ft.
length ft.
length ft. NIA
length _ft. 41A
length ft. NSA
side slopes ?: I slope -%
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. In the space provided to indicate the following design
requirements have been rnet and supporting documentation is attached.
Applicant's initials
/W2 a. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
M2 'I b. The system consists of two 60-inch minimum header pipes and two 60-inch minimum
perimeter pipes. 36-inch interior pipes for additional storage are provided if needed.
MIZ c. Manhole access has been provided at the 4 corners of the system.
/Y7rZ d. Traffic bearing cleanouts have been provided every 100-feet with a minimum of two per
pipe run. Manholes may be counted as cleanouts.
....NIA e. A traffic bearing door (bilco type or approved equal) has been placed at the inlet and outlet
of the system.
/nR is Spacing of pipe runs are per the manufacturer's specification.
/r)/2 g. The backfill material has been certified by a Geotechnical Engineer.
mR- h. The system is water tight for the 10-year hydrostatic pressure calculated at the inlet to the
system.
/n2 i. A surface or sub-surface bypass has been sized to safely convey the maximum required
design storm.
M2 j. An operation and maintenance plan for the system has been provided.
Al? k. A recorded drainage easement is provided for each basin including access to the nearest
right-of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
'"2 I. A plan view of the system with grading shown is provided
S,avA Igc-rs2
DuB 75- TAE SysmM posse-.u r 41-SAX. .40 ,00 of Z-Fr Dues. 7_1V16
A 3S"XZgN Pat,-om4rao C^V "s Ur.Yzrraoo
THIS U.G SYS7'GM LzNS.r?T pF Pggroff, ran P,pF.
?I
177/Z m. A profile through the system and emergency bypass is provided. Water surface elevations
are shown on the profile.
z n. Outlet structure details are provided.
MIZ o. Compaction specifications for the installation of the system are provided on the plan.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.

rZ
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VI. STORMWATER CONVEYANCE PIPE SIZING CALCULATIONS:
Pipe Sizing calculations provided in this report are based on rainfall amounts
determined by the Rational Method. The Rational Method utilizes rainfall intensity
to determine flow though the system.
Per the City of Durham Reference Guide for Development, Section 8.0, the
rainfall intensities are as follows:
2-year, 5-min storm event: 5.74 inches/hr
10-year, 5-min storm event 7.22 inches/hr
25-year, 5-min storm event: 8.30 inches/hr
Included in this report are the pipe sizing calculations for the on-site and off-site
pipes and catch basins. These calculations show total the flow for each pipe
section, velocity, hydraulic grade elevations, and spreads at each inlet. The flow,
velocity, percent full, and hydraulic grades have also been placed on the storm
drain profile drawings.
The storm drain system has been calculated for the 2-, 10- and 25-year storm to
demonstrate that the City of Durham's requirements are met.
• • The hydraulic grade line (HGL) shall not exceed the top of the
structures or gutter elevations as appropriate for the 25-year storm
event for any storm drain system.
• All pipes fulfill this criterion, see the pipe profile sheets (56-70) and the
storm drain profile sheets of the construction drawing set.
• The 10-year HGL for the entire system has to be below crown of all
• pipes per City of Durham design criteria.
As shown on the pipe profile sheets (pages 35-49) and the storm drain
• profile sheets of the construction drawing set, the HGL is above the crown
of the pipe sections between structure 1 and 3, 3 and 4, 5 and 5A, 6 and
• 6A, 3 and 9, 9 and 10, 2 and 3. The HGL exceeds the crown of the pipe in
these sections because of the water quality event storage elevation in the
• underground storage. Additionally, the HGL is above the crown of the
pipe sections between structure 28 and 28A. We would like the City of
Durham to consider allowing the 10-year HGL to exceed the crown of
these pipes with the condition that all pipe segments shall be constructed
with water tight joints rated to 10-psi.
•
• Inlet control calculations for culvert designs must be provided
showing HW/D less than or equal to one for culverts.
This requirement would apply to the new NCDOT single concrete box
• culvert (8' wide x 6' high) between structures 32 and 33 and the extension
• of the NCDOT single concrete box culvert to structure 31. The existing
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culvert under Martin Luther King Jr. Parkway is already set as 8'x6', and
the extension of this culvert as well as the new culvert, will match this
existing dimension. Estimated flow to these culverts in the 25-year storm
event is based on the Rational Method:
Q = C * i * A C = 0.4 (single family residential, low density)
A = 112.0 acres (see exhibit, page 84A)
i = 8.30 in/hr (25-yr, 5-min storm, worst-case)
Q = (0.4) * (8.30) * 112.0 = 120.7 cfs
Based on box culvert nomograph, included on page 84B, the Hw/D
calculation for the 8'(wide)x6'(high) box culvert is approximately 0.51.
Therefore, the Hw/D is less than 1.0.
HGL calculations shall take into account all head losses, friction
factors and bypass flows. The downstream hydraulic gradient at the
outlet end of the storm drain system shall begin at a "known" water
surface elevation (as computed from backwater calculations starting
at a downstream channel cross-section where the channel
constricts) or shall begin at the downstream crown of the outlet of
the storm drain system, whichever is greater.
Outlet control calculations for culvert designs must also be provided
for culverts. The downstream hydraulic gradient at the outlet end of
the culvert shall begin at a "known" water surface elevation (as
computed from backwater calculations starting at a downstream
channel) or shall begin at the downstream crown of the culvert,
whichever is greater. These calculations must show that the HW1D is
less than or equal to one for the design event.
The outlets of pipe 25 (structure #13 on grading plan) with inv. el. out
279.0 and pipe 34 (structure #22) with inv. el. out 287.50 are above the
existing water surface elevation at elevation 266.00 and on or above the
flood plain elevation of 275.00 on the north side. The outlet pipe 16
(structure #25) with inv. el. out 273.00 discharge into the wetland area
between the site and South Roxboro Street for which no permanent water
level could be determined, but the stream bed elevation 269.0 indicates
that the outlet will have sufficient horizontal distance to the bottom of the
stream bed. As a result, the hydraulic gradient was set at the crown of the
downstream culverts 13, 22 and 25. The hydraulic gradient for pipe 1
(structure #1) was set to the water quality maximum storage elevation of
283.68, to represent the conditions after the water quality event has been
stored. A nomograph for the outlet control head calculation for the 8'x6'
box culvert is included on Page 84C.
Sq

• The minimum pipe diameter for all pipes is 15-inches. All Pipe
systems and culverts have one percent (1%) minimum slope.
• All pipes will be Reinforced Concrete Pipe, conforming to ASTM C76
(minimum Class 111).
All pipes shall be installed per Section 300, "Pipe Installation", of the
North Carolina Department of Transportation (NCDOT) Standard
Specifications for Roads and Structures, January 2002 edition,
unless stated otherwise in the City's Standards. Backfill material
used to install pipe within the street right-of-way shall be Select
Material, Class I-VI, as defined by Section 1016-3 of the NCDOT
Standard Specifications for Roads and Structures, January 2002
edition. Upon submittal of written certification of material
suitability by a licensed geotechnical engineer, NCDOT Class I
material may be used. All backfill material shall be approved by the
City inspector prior to placement of material within the street rlw.
• Adequate drainage controls shall be provided at all street
intersections, usually upstream of the intersection. Gutter spread
calculations shall be provided on all public improvements, private
streets and as required by the City of Durham. Gutter spread is not to
exceed 112 a travel lane for the 2-year storm event (see pages 10 and
11). Bypass shall be limited to less than 0.10-cubic feet per second
(cfs) into an intersection for the 2-year storm event.
We chose EJIW 5420 (2.33 SF opening) for all grate structures. All
combination inlets are EJIW V-4066-9 (2.55 SF total opening).
Inlet# B-B Width Spread Allow. Gutter Spread Check
18-inch C&G (feet) Spread Depth

-------------- (feet)
------------------- (feet)
-
- (inches)
---
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-
-
--
2 -----
31 -----------
1.20 -----
------------------------
8.5 -
-
-
---------
1.44 ------------
Pass
4 N/A 4.44 21.00 3.24 Pass
5 N/A 3.71 N/A 3.00 Pass
5A 41 2.01 8.00 2.40 Pass
5B 41 2.24 8.00 2.52 Pass
6 N/A 2.62 15.00 2.64 Pass
6A 31 1.33 8.50 1.56 Pass
7 31 1.82 8.50 2.16 Pass
9 N/A 5.30 6.75 3.60 Pass
11 N/A 1.28 18.00 1.56 Pass
16 36 0.78 18.00 0.96 Pass
17 36 1.19 18.00 1.44 Pass
20 N/A 1.46 17.00 1.80 Pass
21 N/A 1.19 17.00 1.44 Pass
34 37 2.36 7.00 2.52 Pass
30 57 2.59 7.00 2.64 Pass*
28A 45.5 4.75 7.00 3.36 Pass*
39 38.3 3.67 4.53 3.00 Pass*
SS
* Inlets located along public roadway. All other inlets are located within the
development property.
• No curb inlets are placed within the radii of driveways or street
intersections.
• Adequate drainage controls shall be provided at all street intersections,
usually upstream of the intersection. Bypass shall be limited to less than
0.10-cubic feet per second (cfs) into an intersection for the 2-year storm
event.
Two trench drain structures will be installed on both entrance drives to
MILK Jr. Parkway. They are located upstream of the RNV so that the area
between the trench drain and RNV will not exceed 827 SF (0.0189 AC).
Area x Rainfall Intensity (2-yr) x Runoff Coefficient = Total Runoff
0.0189 AC x 5.7 (in/h) x 0.95 = 0.90 cfs =0.90 cfs.
36
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040 AC TO
STR. S4 \

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24

0.64 AC TO STR. 7 1 \\
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0.47 AC TO STR. IS
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040 AC TO STR 6A
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LEADERS TO STQLICTLRE
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0.54 AC TO STR. 6 1 ?? 1
.39 AC
70, STR. 5t,-?^ 1

0.17 AC
TO STR,
147 AC TO STR. 19

17 OA? AC VIA POOP GRAN
'
LEADERS TO STRUCTLQa MTN 052 AC TO 5W. 5
1 ' A TOTAL OF 3.342 GPW [] AC
TO 5712. 5A

0.09 AC- I -^'--------- 0.59 AC TO STR. 4 ? I- TO
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023 AC ?
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( 1 0.54 AC TO
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STR. 30
1 STQ. 20A t
1 --
------

-- I 0.31 AC TO ---
4 --- 0.36 AC TO
1 STR. EX.
-------------------- I ST12. EX.
----- --------------------
INLET DRAINAGE MAP DRAWN BY, TMB
WAL-MART STORE 4369-00 DATE= 09-07-10
DURHAM (C), NC
N.T.S

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Storm Sewer Summary Report
Line Line ID Flow Line Line Invert
No. rate size length EL Dn
(cfs) (in) (ft) (ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
1-3
3-4
4-5
5-6
6-7
7-8
5-5A
5A-56
6-6A
3-9
9-10
10-11
11-12 (TRENCH DR
2-3
25-26
26-27
27-28
28-29
29-30
30-EX1
28-28A
27-EX2
26-26A (TRENCH D
13-14
14-15
15-16
16-17
17-18
15-20
20-21
16-19
(10 - y2 5 7209. M) Page 1
Invert Line HGL HGL Minor Dns
EL Up slope down up loss line
(ft) (%) (ft) (ft) (ft) No.
37.67 36 c 61.0 276.30 280.16 6.328 283.68* 283.87' 0.44 End
24.54 36 c 46.0 280.26 280.84 1.261 284.32* 284.38* 0.09 1
21.34 36 c 126.0 280.94 282.20 1.000 284.47 284.55 0.30 2
13.27 24 c 100.0 284.95 285.95 1.000 286.05 287.24 0.89 3
7.27 18 c 146.0 286.05 287 51 1.000 288.13 288.76 0.42 4
3.09 18 c 78.0 287.61 288.40 1.013 289.17 289.20 0.16 5
5.14 18 c 125.0 282.30 283.55 1.000 284.85' 285.15* 0.20 3
2.67 18 c 35.0 283.65 284.00 1.000 285.35 285.37 0.04 7
2.74 18 c 38.0 286.05 286.50 1 184 288.13* 288.16' 0.04 4

13.76
36 c
4.0
280.26
280.26
0.000 284.32*
284.32' I
0.06
1
12.89 24 c 67.0 280.26 280.93 1.000 284.38* 284.59" 0.39 10
4.76 18 c 234.0 281.03 283.37 1.000 284.99' 285.47" 0.05 11
4.97 18 c 205.0 283.47 285.52 1.000 285.52 286.37 0.25 12
I
3.70
i
18 c
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285.62
285.93
1 192 286.62
286.66
0.29
13
I
1.10
18 c
50.0
280 26
282.60
4.680 284 38*
284.38*
0 01 I
10
11.79 18 c 12.0 273.00 273.19 1 583 274.50 274.61 0.54 End
11.01 18 c 55.0 273.29 27524 3 545 275.15 276.51 0.63 16
8.76 18 c 66.0 275.34 277 26 2 909 277.14 278.39 0.59 17
4.98 15 c 331 0 277.51 282.61 1.541 278.98 283.50 0.44 18
4.98 15 c 90 282 71 282.80 1 000 283 94 283.98 0.13 19
2.13 15 c 13.0 282.90 283.02 0 923 284 11 284.12 0.05 ! 20
4.25 15 c 9.0 277 51 277.60 1.000 278.98' 279.01 0.19 18
2.47 15 c 24.0 276.65 276.78 0.542 277.29 277.42 0.24 17

0.89
15 c
25.0
273.29 I
276.50
12.840 275.15
276.88
0.13
16
16.31 36 c 18.0 279.00 279.18 1.000 282 00 282.00 0.09 End
16.34 36 c 35.0 287.00 288.63 4.657 287.68 291.24 0.10 25
14.07 24 c 95.0 288.91 292.10 3.358 291.33 293.43 0.69 26
6.05 18 c 84.0 292.20 293.04 1.000 294.12 294.36 0.15 27
4.91 18 c 121.0 293.14 294.40 1.041 294 50 295.25 0.36 28
2.53 24 c 74.0 288.91 289.66 1.014 291.33 291.34 0.01 26
1.17 18 c 89.0 289.76 290.65 1.000 291.35 291.36 0.03 30
7.45 18 c 50.0 292.20 293.40 , 2.400 294.12 1 294.44 0.50 27
Project File: 08-24-10.stm Number of lines 36 Run Date: 09-08-2010
NOTES: c = circular; e = elliptical; b = box. Return period = 10 Yrs.; * Indicates surcharge condition.
Hydrafiow Storm Sewers 2003
S8
Storm Sewer Summary Report
Line Line ID Flow Line Line Invert
No. rate size length EL Dn
(cfs) (in) (ft) (ft)
33 EX3-39 3.15 15 c 9.0 272.14
34 22-23 4.01 18 c 18.0 287 50
35 23-24 4.05 18 c 32.0 287.78
36 34 2.74 54 c 3.0 27340
(10 - *S) Page 2
Invert Line HGL HGL Minor Dns
EL Up slope down up loss line
(ft) (%) (ft) (ft) (ft) No.
272.21 0.778 272.90 272.92 0.29 End
287.68 1.000 289.00 289.01 0.09 End
288.10 1.000 289 11 289,10 016 34
273.43 1 000 273 91 273.91 0 14 End
Project File: 08-24-10.stm Number of lines: 36
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs ; ' Indicates surcharge condition.
Run Date: 09-08-2010
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Storm Sewer Summary Report (Z5--/tZ S VEM) Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft)
I (ft) (%) (ft) (ft) (ft) No.
1 1-3 43.99 36 c 61.0 276.30 280.16 6.328 283.68' 283.95' 0.60 End
2 3-4 28.55 36 c 46.0 280.26 280.84 1.261 284.55" 284.63' 013 1
3 4-5 24.74 36 c 1260 280.94 282.20 1 000 284.76 284.90 0.32 2
4 5-6 15.35 24 c 1000 284.95 285.95 1.000 286.16 28734 1.02 3
5 6-7 8.39 18 c 146.0 286.05 287.51 1.000 288.35' 289.29' 0.44 4
6 7-8 3.54 18 c 78.0 287.61 288.40 1 013 289.72 289.80 0.07 5
7 5-5A 5.91 18 c 125.0 282.30 283.55 1 000 285.22' 285.61 0.26 3
8 5A-513 3.07 18 c 35.0 283.65 284.00 1.000 285.88" 285.91" 0.05 7
9 6-6A 3 15 18 c 38.0 286 05 286.50 1.184 288.35' 288.39" 0.05 4
10 16.07 36 c 4.0 280 26 280 26 0.000 284.55' 284.55" 0.08 1
11 3-9 15.03 24 c 67.0 280 26 280.93 1 000 284 63` 284.93' 0.53 10
12 9-10 5.51 18 c 234.0 281 03 283 37 1.000 285.46` 286.10' 0.07 11
13 10-11 5 71 18 c 205.0 283.47 285.52 1.000 286.17 286.73 0.15 12

14
11-12 (TRENCH DR
4.25
18 c
260
285 62
285.93
1.192
286.88
286.84
0.23 i
I 13
15 2-3 1.26
I 18 c 500 280.26 282.60 4.680 284.63" 284.64' 0.01 10
16 25-26 1168
i 18 c 12.0 273 00 273.19 1.583 274.50 274.69 0.70 End
17 26-27 12.77 18 c 55.0 273.29 275.24 1545 275.39 276.59 0.77 16
18 27-28 10.15 18 c 66.0 275.34 277.26 2 909 277.36 278.48 0.68 17
19 28-29 5 72 15 c 331.0 277.51 282.61 1.541 279.16 283.57 0.50 18
20 29-30 5.73 15 c 9.0 282.71 282.80 1.000 284.07' 28414` 0.17 19
21 ! 30-EX1 2.44 15 c 13.0 282.90 283.02 0.923 284.31 284.33' 0.06 20
22 28-28A 4.88 15 c 9.0 277.51 277.60 1.000 279.16" 279.21 ` 0.25 18
23 27-EX2 2.83 15 c 24.0 276.65 276.78 0.542 277.36 277.47 0.26 17
24 26-26A (TRENCH D 1.02 15 c 250 27129 276.50 12.840 275.39 276.90 0.14 16
I
25 13-14 16.99 36 c 18.0 279.00 279.18 1.000 282.00 282.01 0.09 End
26 14-15 17.02 36 c 35.0 287.00 288.63 4.657 287.70 291.24 0.11 25
27 15-16 14.33 24 c 95.0 288.91 292.10 3 358 291.34 293.44 070 26
28 16-17 6.21 18 c 84.0 292.20 293.04 1.000 294.14 294.40 0.15 27
29 17-18 491 18 c 121.0 293.14 294.40 1.041 294.55 295.25 0.36 28
30 15-20 2.94 24 c 74.0 288.91 289.66 1 014 291.34 291.35 0.02 1 26
31 20-21 1.34 18 c 89.0 289.76 290.65 1.000 291.37 291 38 0.04 30
32 16-19 7.45 18 c 50.0 292.20 293.40 2.400 ' 294.14 294.44 0.50 27
Project File: 08-24-10.stm
NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.
Number of lines: 36
' Indicates surcharge condition.
Run Date: 09-08-2010
_.. _. J 19
Hydrailow Storm Sewers 2003
?zs ?,? sT,??)

Invert Line HGL HGL
EL Up slope down up
(%) (ft) (ft)
Page 2
Minor Dns
loss I line
(ft) No.
0.778 272.90 272.97 0 33 End
1000 289.00 289.02 0.12 End
1000 289.14 289.13 0.20 34
1.000 273.91 273.95 0.15 End
l_
Project File: 08-24-10.stm Number of lines: 36
NOTES: c = circular; e = elliptical; b = box: Return period = 25 Yrs.; ' Indicates surcharge condition.
Run Date 09-08-2010
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pUT" CALC3At.AM14
CHART 8
1z
11 600 (1) (2) (3)
500 EXAMPLE g 9 10
10 400
5' x 2' Box Q ¦ 75 cfs
7 8
8

9 Q16 =15 cfs/ft 6 7
7
300 Inlet HW HW 5 6
D (ft)
5 6
8 (1) 1.75 3.5 4 5
200 (2) 1.90 3.8 4
(3) 2.05 4.1 4
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To use scale (2) or ($) project
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use stra
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1 0 and 0 sails, or reverse as
Illustrated.
0.8 0.4 0.4
0.6
1 0.5 0.30 0.35 0.35
HEADWATER DEPTH
FOR BOX CUL VERTS
BUREAU OF PUBLIC ROADS JAN. 1 003
WITH INLET CONTROL

4.3-26 Georgia 5lormwater Management Manual
Volume 2 (Technical Handbook) 8,15
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CHART 15
5000
4000
2000
12 x 12
1000
800 10 x 10 100
600 0 x 9 80

soo 8x8 ~
so
400 ?x?- 50 W

40
/
300 6XG- -
x 30 x
Z 200 5 x 5 m
W 00, -
p op 20
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ILL
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100 3.5x3.5 W
dl C
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B 9
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50 2.5 x 2.5 6
= 4Q - --- s
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6
5
BUREAU OF PUBLIC ROADS JAN. 1963
A
z
z

HW
he
Slope so -?
SUBMERGED OUTLET CULVERT FLOWING FULL
For outlet crown not submerged, compute HW by
methods described In the design procedure.
0.4
r?msiaJ 0M 0.5
SF A*A a. &A-MW `AZJ 0.6
Avt u'^ 0
8
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cry
1
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ke =
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4
ke = 0.7 .. 200 P,, 2
X100 300 x
;T? 200 400 3
4150 500 4
400
L = 308 5
/ ke = 0.5 SOU 8
--- `H=7.3 8
_- - --- r EXAMPLE
HEAD FOR
CONCRETE BOX CULVERTS
FLOWING FULL
n = 0.012
Volume 2 (Technical Handbook)
Georgia Stormwater Management Manual 4.3-33 61.` C
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VII. EROSION and SEDIMENTATION CONTROL SUMMARY:
The following is the report of the sediment and erosion control devices to be used
throughout construction of the currently proposed improvements. Erosion will be
controlled with three temporary sediment basins, perimeter silt fence, storm drain
inlet protection, diversion ditches, and stone check dams and filters, and other
Best Management Practices, as needed. In addition, two stabilized stone
construction entrances, rip-rap aprons at storm drain outfalls, and temporary and
permanent seeding will be utilized throughout construction. These erosion
control measures will be phased appropriately, and will be implemented per the
DENR Manual for Sediment and Erosion Control and Durham County Standards.
Appropriate maintenance schedules will be followed. Storm Water Pollution
Prevention Plan and Details, a generalized sequence of construction, and
maintenance notes can be found in the Site Development Plans, prepared by
Freeland and Kauffman, Inc.
There are three proposed phases of construction. Phase I will include the
installation of perimeter controls, including silt fence, the construction exit, etc.,
as well as temporary Sediment Basins # 1 and #2.
Phase II addresses grading of the Wal-Mart building pad and the installation of
temporary Sediment Basin #3. Three temporary Sediment Basins will control the
sediment loading from the site. Temporary diversions will be used to direct water
to the sediment basins until the storm drainage system is in place and sufficiently
operational to accept water from the construction site. Sediment will be cleaned
out from the inlet protection and the sediment basin as necessary.
Phase III of construction generally includes completion of mass grading activities
and construction of physical improvements to the property, including structures,
pavements, utilities, etc. The temporary sediment basins will remain operational
in this phase. Once the site is fully stabilized, the inlet protection can be
removed from all storm drain inlets.
gr-
•
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• FREELAND and KAUFFMAN, INC.
• ENGINEERS • LANDSCAPE ARCHITECTS
209WeetStone Avenue Job G?AemArzr (?,r 9 ?7 N NG
/ Job No.
Date
Greenville, South Carolina 29609
Telephone [phone] 864233-8915
Computed 6y 7"?`g'
Fax
• Checked by Date
KEFEPENGE Calculation For: D??-?EvT ?if SF,? / Discipline
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Sediment Basin #1 Outlet Pipe Q25 Flow

Project Description"
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.024
Channel Slope 0.04300 ft/ft
Normal Depth 2.00 ft
Diameter 2.00 ft
Discharge 25.41 W/s cr; 0 }-\ .
Results
Discharge 25.41 ft'/s
Normal Depth 2.00 ft
Flow Area 3.14 W
Wetted Perimeter 6.28 ft
Hydraulic Radius 0.50 ft
Top Width 0.00 ft
Critical Depth 1.77 ft
Percent Full 100.0 %
Critical Slope 0.03841 ft/ft
Velocity 8.09 ft/s
Velocity Head 1.02 ft
Specific Energy 3.02 ft
Froude Number 0.00
Maximum Discharge 27.33 fills
Discharge Full 25.41 ft'/s
Slope Full 0.04300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
9121/201011;14;51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
?7
Sediment Basin #1 Outlet Pipe Q25 Flow
GVF Output Data
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
91211201011:14:61 AM
100.00 %
Infinity Ws
Infinity ft/s
2.00 ft
1.77 ft
0.04300 fUft
0.03841 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [06.11.00.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755.1666 Page 2 of 2
61-1
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91
S FREELAND and KAUFFMAN, INC.
• ENGINEERS •LINDscAPEARCHITECT5
209 West Stone Avenue Job (?/Ql?AKr LW9-? 94jir7
roreenvills, South Carolina 29609 - 0 .?L Job No. Date
19 Telephone [phone]
Pax 664.233.6915 Computed By
Checked By Date
P,&EKENGE Calculation For: sED.L"MENT A0PO W Z Discipline
I
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boa . , Sa va Fri
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• Sheet of
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Sediment Basin #2 Outlet Pipe Q25 Flow
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.024
Channel Slope 0.10400 ft/ft
Normal Depth 1.00 ft
Diameter 1.00 ft

Discharge
6.22 ll..//
ft°/s 7 j' .-.,?`-?7 K
Results
Discharge 6.22 ft3/s
Normal Depth 1.00 ft
Flow Area 0.79 ft=
Wetted Perimeter 3.14 ft
Hydraulic Radius 0.25 ft
Top Width 0.00 ft
Critical Depth 0.96 ft
Percent Full 100.0 %
Critical Slope 0.09067 ft/ft
Velocity 7.92 ft/s
Velocity Head 0.98 ft
Speck Energy 1.98 ft
Froude Number 0.00
Maximum Discharge 6.69 ft3/s
Discharge Full 6.22 ft3/s
Slope Full 0.10400 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
91211201012:04:06 PM 27 Wemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
') '
Sediment Basin #2 Outlet Pipe Q25 Flow
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.96 ft
Channel Slope 0.10400 ft/ft
Critical Slope 0.09067 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (06.11.00.031
9121/201012:04:06 PM 27 Siemons Company Drive Suite 200 W Watertown, C7 06795 USA [phone] Page 2 of 2
9 z
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• FREELAND and KAUFFMAN, INC.
• ENGINEERS •LANDSCAPEARCHITECTS
0 209 West S Avenue
Greenville, South outh Carolina 29609 Job ?V*A4jzr kom P,4,r j,4oi, lie- Job No. Date
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• Telephone [phone] Computed by
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REFERENCE Calculation For: Discipline
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Sediment Basin #3 Outlet Pipe Q25 Flow
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input pate
Roughness Coefficient 0.024
Channel Slope 0.02200 f tft
Normal Depth 1.50 ft
Diameter 1.50 ft
Discharge 8.44 ft'/s , -7
Results
Discharge 8.44 ft'/s
Normal Depth 1.50 ft
Flow Area 1.77 ft'
Wetted Perimeter 4.71 ft
Hydraulic Radius 0.38 ft
Top Width 0.00 ft
Critical Depth 1.13 ft
Percent Full 100.0 %
Critical Slope 0.02646 ft/ft
Velocity 4.78 ft/s
Velocity Head 0.35 ft
Specific Energy 1.85 ft
Froude Number 0.00
Maximum Discharge 9.08 ft'/s
Discharge Full 8.44 ft'/s
Slope Full 0.02200 ft/ft
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %,
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
91211201011:34:22 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1866 Page 1 of 2
95
Sediment Basin #3 Outlet Pipe Q25 Flow
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.50 ft
Critical Depth 1.13 ft
Channel Slope 0.02200 ft/ft
Critical Slope 0.02646 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.11.00.031
81211201011:34:22 AM 27 Slemons Company Drive Suite 200 W Watertown, C7 06795 USA [phone] Page 2 of 2
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FREELAND and KAUFFMAN, INC.
. ENGINEERS • LANDSCAPE ARcHnrcr8
• 209 West Stone Avenue
Job
2
Job No. Date
Greenville, South Carolina
9609
Telephone 8C-4-233-5497 Computed i3y
Fax [phone]
• Checked By Date
REFERENCE Calculation For: " A P S?'z'.Xie1G ;Discipline
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•
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• FREELAND and KAUFFMAN, INC.
• ENGINEERS • LANDSCAPEARCH/TECTS • /,/ l [? p
• 209 West Stone Avenue Greenville, South Carolina 29609 Job &Job No. Date
Telephone [phone]
• Fax [phone] Computed By
• Checked by Date
REFERENCE Calculation For: r?AG ?.Gt?25 r pirtN D15cipline
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Typical Diversion Ditch Cross Section
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data ,
Roughness Coefficient 0.020
Channel Slope 0.00500 f tft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 1.50 ft
Discharge 6.46 ft'/8
Results
Normal Depth 0.65 ft
Flow Area 2,26 ft2
Wetted Perimeter 5.63 ft
Hydraulic Radius 0.40 ft
Top Width 5.42 ft
Critical Depth 0.58 ft
Critical Slope 0.00849 ft/ft
Velocity 2.86 ft/s
Velocity Head 0.13 ft
Specific Energy 0.76 ft
Froude Number 0.78
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.65 ft
Critical Depth 0.58 ft
Channel Slope 0.00500 ft/ft
Bentley Systems, Inc. Haestad Methods Solutlon Center Bentley FlowMaster (08.11.00.031
91211201011:55:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1203.756-1666 Page 1 of 2
?Drl
Typical Diversion Ditch Cross Section
GVF Output Data
Critical Slope 0.00849 fttft
Bentley Systems, Inc. Hasstad Methods Solution Center Bentley flowMaster [08.11.00.03)
91211201011:55:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 2 of 2
f0Z
Diversion Ditch Cross Section
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.00500 tuft
Normal Depth 0.65 ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 1.50 ft
Discharge 6.46 ft3/s
Cross Section Im ge
_T
0.65 ft
I
-1.50 " -?---?
V:1 L,
H: 1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
91211201011:56:14 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06785 USA [phone] page 1 of 1
103